Long Range Solid Waste Management Plan Environmental Assessment
Appendix H – Design and Operations Report
August 2007 Long Range Solid Waste Management Plan Environmental Assessment
Appendix H – Design and Operations Report - August 2007
TABLE OF CONTENTS Page
1.0 INTRODUCTION ...... H-1 1.1 Purpose and Scope ...... H-1 1.2 Regulatory Requirements ...... H-1 1.3 Background...... H-10 1.4 Description of the Undertaking...... H-11
2.0 LANDFILL EXPANSION SITE DESCRIPTION...... H-13 2.1 Site Location ...... H-13 2.2 Site Boundaries ...... H-13 2.3 Land Use ...... H-13 2.4 Topography...... H-13 2.5 Hydrology...... H-14 2.6 Hydrogeology...... H-14 2.7 Archaeology...... H-15 2.8 Terrestrial and Aquatic Environment...... H-15 2.9 Transportation...... H-16
3.0 WASTE QUANTITIES AND CHARACTERISTICS ...... H-17 3.1 Service Area ...... H-17 3.2 Waste Quantities and Characteristics...... H-17
4.0 LANDFILL EXPANSION DESIGN ...... H-19 4.1 Landfill Design Criteria...... H-19 4.2 Limits of Landfilling ...... H-19 4.3 Base Contours ...... H-20 4.4 Final Contours ...... H-21 4.5 Landfill Capacity Calculations ...... H-21
5.0 SITE FEATURES ...... H-24 5.1 Site Entrance and On-Site Roads...... H-24 5.2 Weigh Scale and Scale House ...... H-24 5.3 Equipment Building...... H-24 5.4 Internal Drainage Ditch ...... H-25 5.5 Storm Water Management Pond ...... H-25 5.6 Stockpiles ...... H-25 5.7 Drop-Off Area ...... H-25
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6.0 SURFACE WATER MANAGEMENT ...... H-26 6.1 Drainage Design Objectives ...... H-26 6.2 Plan Components ...... H-26 6.2.1 Separation of Surface Drainage System from Leachate ...... H-26 6.2.2 Infiltration of Surface Water...... H-27
7.0 LEACHATE MANAGEMENT ...... H-28 7.1 Leachate Management Objectives ...... H-28 7.2 Final Cover Design ...... H-28 7.3 Leachate Generation ...... H-29 7.4 Leachate Characterization ...... H-30 7.5 Leachate Control System...... H-31 7.5.1 Design Approach and Rationale ...... H-31 7.5.2 Leachate Control System...... H-31 7.5.3 Compliance with the Engineered Facilities Guideline...... H-33 7.6 Leachate Treatment/Disposal ...... H-36
8.0 LANDFILL GAS MANAGEMENT ...... H-37 8.1 Landfill Gas Management Objectives ...... H-37 8.2 Landfill Gas Composition ...... H-37 8.3 Assessment of Need for Collection of Landfill Gas ...... H-38 8.4 Assessment of Need for Control of Subsurface Migration of Landfill Gas...... H-38
9.0 LANDFILL DEVELOPMENT AND OPERATION...... H-40 9.1 Initial Site Preparation...... H-40 9.2 Development Sequence...... H-40 9.3 Hours of Operation ...... H-41 9.4 Site Equipment ...... H-41 9.5 Landfill Staff ...... H-41 9.6 Daily Operations ...... H-42 9.7 Surface Water Management ...... H-43 9.8 Leachate Management ...... H-44
10.0 CONTROL AND MAINTENANCE...... H-45 10.1 Access and On-site Traffic Control ...... H-45 10.2 Waste Control ...... H-46 10.3 Litter Control ...... H-47 10.4 Odour Control ...... H-47 10.5 Dust Control...... H-48 10.6 Noise Control ...... H-48 10.7 Vector Control...... H-49
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10.8 Fire Control ...... H-49 10.9 Site Inspection and Maintenance...... H-49 10.9.1 Inspection...... H-49 10.9.2 Routine Maintenance ...... H-51
11.0 MONITORING AND REPORTING ...... H-53 11.1 Operation and Development Monitoring ...... H-53 11.1.1 Development Monitoring ...... H-53 11.1.2 Site Inspection...... H-54 11.1.3 Incoming Waste Records ...... H-55 11.2 Environmental Monitoring ...... H-55 11.2.1 Groundwater and Leachate Monitoring ...... H-55 11.2.2 Surface Water Monitoring ...... H-57 11.2.3 Landfill Gas Monitoring ...... H-58 11.3 Maintenance of the Monitoring System...... H-59 11.4 Complaint Response Procedure ...... H-59 11.5 Annual Reports ...... H-60 11.5.1 Development and Operations Report...... H-60 11.5.2 Environmental Monitoring Report...... H-61
12.0 SITE CLOSURE...... H-62 12.1 Site Closure Works and Closure Plan...... H-62 12.2 Post-closure Care ...... H-63 12.3 End Use ...... H-63
13.0 CONTINGENCY MEASURES...... H-64 13.1 Groundwater ...... H-64 13.2 Surface Water...... H-64 13.2.1 Potential Contingency Scenarios ...... H-65 13.2.2 Monitoring Program...... H-65 13.2.3 Triggering Mechanisms...... H-65 13.2.4 Contingency Plan...... H-65
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LIST OF TABLES
Table H1.1 Summary of Ontario Regulation 232/98 Design Report...... H-5 Table H1.2 Summary of the Proposed Undertaking Requirements...... H-12 Table H3.1 Forecasted Waste Tonnage...... H-17 Table H4.1 Landfill Volumes ...... H-21 Table H4.2 Estimated Cell Capacities...... H-22 Table H4.3 Excavation and Cover Material Balance ...... H-23 Table H11.1 Groundwater and Leachate Monitoring Program ...... H-56 Table H11.2 Groundwater and Leachate Parameter List ...... H-57 Table H11.3 Surface Water Monitoring Program ...... H-58 Table H11.4 Surface Water Target Parameter List ...... H-58
LIST OF FIGURES
Figure H1.1 Location Map ...... H-2
LIST OF DRAWINGS
H1 EXISTING SITE CONDITIONS H2 PROPOSED SITE LAYOUT H3 BASE CONTOURS AND LEACHATE COLLECTION SYSTEM H4 FINAL CONTOURS H5 LANDFILL SECTIONS H6 TYPICAL PERIMETER SECTIONS H7 LANDFILL DETAILS
ATTACHMENT H.1 SEWER USE BY-LAW COMPLIANCE ASSESSMENT
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1.0 INTRODUCTION
1.1 Purpose and Scope
This Design and Operations Report is part of an Environmental Assessment Act/Environmental Protection Act submission in support of an application for a Provisional Certificate of Approval (C of A) for the expansion of the existing Rosewarne Drive Landfill.
The existing Rosewarne Drive Landfill is located on the east side of Rosewarne Drive on part of Lot 9, Concession 3, Town of Bracebridge, District Municipality of Muskoka. It is proposed to establish a new fill area on the eastern boundary of Lot 8, on the west side of Rosewarne Drive, opposite the existing landfill. The location of the site is shown on Figure H1.1 and Drawings H1 and H2.
The service area will be the District Municipality of Muskoka. The proposed capacity of the site is a total of 1,460,000 m3 for waste and daily/intermediate cover.
This Design and Operations (D&O) Report provides a detailed description of landfill design and operation to the conceptual level necessary for the approval of the application. The report is also intended to be used by the landfill operator during the active life of the landfill. The D&O Report addresses a number of relevant matters such as:
• Regulatory and approval requirements; • Design assumptions, including volume, site boundaries, limit of fill; • Base and final contours; • Leachate management system; • Surface water management system; • Landfill gas management needs; • Site development plan; • On-going monitoring and maintenance needs; and • Contingency plans.
1.2 Regulatory Requirements
The existing Rosewarne Drive Landfill Site is currently operating under C of A No. A 510204. The District Municipality of Muskoka is seeking to expand the capacity of the landfill. To do so, a number of approvals are required, as discussed below.
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11 Peake Leeder Springs Springs
BRACEBRIDGE
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Legend
Rosewarne Drive Landfill
Long Range Existing Fill Area Solid Waste Management Expansion Site Area
Plan 0 190 380 570 Contaminant Attenuation Zone Metres Figure H1.1: Rosewarne Drive Landfill This mapping should be used for information purposes only. The data displayed here was obtained from different sources Expansion Site Location and all layers should be considered approximate. Long Range Solid Waste Management Plan Environmental Assessment
Appendix H – Design and Operations Report - August 2007
Environmental Assessment Act (EAA)
The EAA provides for the protection, conservation and wise management of the environment through sound planning and informed decision making in the selection and establishment of major undertakings, including landfills. The planning requirements are extensive and include evaluation of alternatives and the preparation of a number of technical studies in support of the EAA submission. The following reports have also been prepared to address the requirements of the EAA:
• Biology • Hydrogeology • Surface Water • Social • Cultural Heritage • Planned Land Use • Economics • Transportation • Visual • Birds/Aviation • Landfill Atmospheric Studies • Public and Agency Consultation
The conclusions and recommendations of the above reports have been considered in the preparation of this Design and Operations Report.
Environmental Protection Act (EPA)
Landfill sites are subject to Part V of the Environmental Protection Act (EPA). Section 27 of the EPA requires that a Certificate of Approval be obtained from the Director of the Ministry of the Environment (MOE) for the establishment, operation, alteration or enlargement of a landfill site.
Although the legislative framework for waste management is provided in Part V of the EPA, regulatory requirements for the design and operation of a landfill site are detailed in the following:
• Ontario Regulation 347, which defines waste management terms and classes of waste and which provides standards for design and standards for operation of existing waste disposal facilities; and
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• Ontario Regulation 232/98, under Part V of the EPA, which defines regulatory requirements for design and operation of new or expanding landfill sites greater than 40,000 m3 in volume.
As the expansion of the Rosewarne Drive Landfill is for additional waste disposal capacity of about 1.5 million m3, the design and operations of the site fall under Ontario Regulation 232/98.
Ontario Regulation 232/98 – Landfill Standards
Ontario Regulation 232/98 contains detailed requirements for the design, operation, closure and post-closure care of municipal waste landfills. The document entitled “Landfill Standards, A Guideline on the Regulatory and Approval Requirements for New or Expanding Landfilling Sites” (MOE, May 1998) provides guidance to application of the Regulation. Table H1.1 summarizes the Design Report requirements under Ontario Regulation 232/98.
Ontario Water Resources Act (OWRA)
The purpose of the OWRA is for the protection and conservation of the surface water and groundwater resources in the Province of Ontario. The Rosewarne Drive Landfill expansion will require approval for the storm water management facilities under Section 53 – Sewage Works.
Planning Act
The Planning Act describes the ground rules for land use planning in Ontario and establishes how land uses may be controlled. The expansion site is designated Rural in the Official Plan of the District Municipality of Muskoka. Waste disposal is not identified as a permitted use in a Rural designation. However, the Official Plan of the District Municipality of Muskoka identifies that an Official Plan amendment is not necessary for waste disposal facilities that are approved through the Environmental Assessment process. The Rosewarne Drive Landfill expansion will require a zoning amendment and site plan approval.
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Table H1.1 - Summary of Ontario Regulation 232/98 Design Report Requirements
Information Requirements Supporting Technical of Design Reports Report Reference Assessment Legal Survey of the site • Section 2.2 - Site Boundaries Plan and description of site • Drawing No. 1- Existing and surrounding area within Site Conditions 500 m • Section 2.3 – Land Use Plan of waste fill area, base • Drawing No. 2 – • Appendix B - Hydrogeology contours, final contours Proposed Site Layout • Drawing No. 3 – Base Contours and Leachate Collection System • Drawing No. 4 – Final Contours Total waste disposal volume • Section 4.5 – Landfill Capacity Calculations Soils / Material balance • Section 4.5 – Landfill Capacity Calculations Hydrogeologic assessment of • Section 2.5- Hydrology • Appendix B - Hydrogeology the suitability of the site for • Section 2.6 - landfilling that considers the Hydrogeology hydrogeologic conditions of the site; design of the site; monitoring and contingency plans Geotechnical assessment of • Section 4.3 – Base • the suitability of the site for Contours landfilling that considers • Section 4.4 – Final bearing capacity, differential Contours settlement, and slope stability • Section 7.5 – Leachate during construction, operation Control System and after closure, and that addresses potential effects on any liner or leachate collection system Description of the expected • Section 7.3 – Leachate • Appendix B - Hydrogeology quality and quantity of Generation leachate • Section 7.4 – Leachate • Attachment H-1
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Table H1.1 - Summary of Ontario Regulation 232/98 Design Report Requirements
Information Requirements Supporting Technical of Design Reports Report Reference Assessment Detailed plans, specifications • Drawing No. 5 – Landfill • Appendix B - Hydrogeology and descriptions of any liner Sections system • Drawing No. 7 - Landfill Details • Section 3.4 – Leachate Management • Section 4.3 – Base Contours • Section 6.4 – Leachate Control Detailed plans, specifications • Drawing No. 5 – Landfill • Appendix B - Hydrogeology and descriptions of any Sections leachate collection, treatment • Drawing No. 7 - Landfill and disposal system Details • Section 3.4 – Leachate Management • Section 6.4 – Leachate Control Assessment of potential for • Section 8.4 – Assessment subsurface migration of of Need for Control of landfill gas at the site and of Subsurface Migration of any control system necessary Landfill Gas for monitoring or controlling the migration Detailed plans, specifications • Section 8.3 – Assessment and descriptions of any of Need for Collection of system necessary for Landfill Gas controlling landfill gas by venting it or collecting and burning or using it Assessment of potential • Section 6.2 – Plan • Appendix B - Hydrogeology impacts on surface water Components • Appendix C – Surface features that may be caused Water by the site or operations at the site Detailed plans, specifications • Drawing No. 2 – • Appendix C – Surface and descriptions of the Proposed Site Layout Water system for collecting, directing • Drawing No. 4 –Final and discharging surface Contours water, including details of any • Section 6.2 – Plan sediment control Components • Section 9.7 – Surface Water Management
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Table H1.1 - Summary of Ontario Regulation 232/98 Design Report Requirements
Information Requirements Supporting Technical of Design Reports Report Reference Assessment Detailed plans, specifications • Section 11.2 – • Appendix B – Hydrogeology and descriptions of monitoring Environmental Monitoring • Appendix C – Surface facilities for leachate, Water groundwater, surface water and, where appropriate, landfill gas Assessment of potential noise • Section 10.6 – Noise • Appendix L – Landfill impacts due to operations at Control Atmospheric Studies the site and to local trucking related to operations at the site, including an evaluation of any proposed noise control measure Assessment of visual impacts • Section 2.4 - Topography • Appendix J - Visual on nearby properties due to the site and site operations Detailed plans, specifications • Drawing Nos. 2 to 7 and descriptions of the buffer inclusive area and ancillary features, including screening, landscaping, fencing, weigh scales, buildings, structures, roads, holding areas for cover or rejected waste or materials for recycling Detailed plans and • Section 1.3 – Background • Appendix B - Hydrogeology descriptions of the • Figure 1 – Location Map contaminant attenuation zone Estimate of the contaminating • Section 8.4 – Assessment • Appendix B - Hydrogeology life span of the site with of Need for Control of respect to contaminants Subsurface Migration of involved in the subsurface Landfill Gas migration of landfill gas and an estimate of the service life of any engineered facilities associated with subsurface gas migration Estimate of the contaminating • Section 7.5 – Leachate • Appendix B - Hydrogeology life span of the site with Control System respect to contaminants in leachate Estimate of the service life of • Section 7.5 – Leachate • Appendix B - Hydrogeology every engineered facility Control System associated with leachate Details of any facilities • Section 7.2 – Final Cover intended to control or change Design the contaminating life span of
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Table H1.1 - Summary of Ontario Regulation 232/98 Design Report Requirements
Information Requirements Supporting Technical of Design Reports Report Reference Assessment the landfill site • Section 7.5 – Leachate Control System Contingency plans to be • Section 13.0 – • Appendix B – Hydrogeology implemented to control Contingency Measures • Appendix C – Surface leachate produced in a Water quantity greater than expected or worse that expected Contingency plans to be • Section 8.4 - Assessment implemented to control landfill of Need for Control of gas migrating in a quantity Subsurface Migration of greater than expected or in a Landfill Gas quantity worse than expected Description of the source, • Section 4.5 – Landfill nature and quality of dally Capacity Calculations cover, including, with respect • Section 9.6 – Daily to material not normally used Operations for daily cover, a discussion of its benefits and limitations, a description of quality assurance and quality control procedures for daily cover and a description of application rates and application procedures for daily cover, including the frequency and timing of application of daily cover if other than at the end of each working day Description of the nature, • Drawing No. 5 – Landfill quality and quantity of final Sections cover • Section 4.5 – Landfill Capacity Calculations • Section 7.2 – Final Cover Design Site closure plan, including • Drawing No. 4 – Final details of the proposed end Contours use of the site, the • Drawing No. 5 – Landfill appearance of the site after Sections closure, revegetation, • Section 12.0 – Site landscaping, the construction Closure of new facilities and the removal of existing facilities to facilitate closure, post-closure care and site end use
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Table H1.1 - Summary of Ontario Regulation 232/98 Design Report Requirements
Information Requirements Supporting Technical of Design Reports Report Reference Assessment Summary of the main • Section 1.4 – Description characteristics of the of the Undertaking landfilling site, including the • Table 1-2 – Summary of maximum daily quantity of the Proposed waste that will be accepted Undertaking for disposal, the estimated annual average quantity of waste that will be accepted for disposal, the area of landfilling site, the area of the waste fill area, the total waste disposal volume, the total estimated waste disposal capacity in tonnes, any subcategories of municipal waste that are not expected to be received or that will not be accepted for disposal, and the estimated date of site closure.
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1.3 Background
The existing Rosewarne Drive Landfill Site is a natural attenuation site that has been operational since 1971. It has an approved fill area of 6.45 hectares within a site area of 20.8 hectares. The total capacity for waste and daily cover is 550,400 cubic metres. Based on total capacity and fill area, the average waste depth is 8.5 metres. Approved final contours have a maximum elevation of 313 metres above sea level (asl). The original ground elevation at the limit of fill is approximately 295 metres asl at the lowest (southeast and southwest) corners and approximately 305 metres asl the highest (northeast and northwest) corners. Thus, the overall height of the final landfill will range from 8 to 18 metres above ground level.
The service area for the landfill is the District Municipality of Muskoka. The site is licensed to take non-hazardous solid residential, ICI and C&D wastes and biosolids.
The Operation & Development Report for 2005 identified that 76,596 cubic metres of capacity remained. In 2005, 19,664 tonnes of waste were landfilled. The closure year is now predicted to be 2011. The site has the following features:
• Scale and scalehouse; • Bin drop-off area; • Reuse building; • Household hazardous waste facility; • Storage areas for wood, tires, freon units, scrap metal, propane canisters; • Winter sand stockpile; • Composting area; • Equipment storage building; and • Temporary sediment pond.
Groundwater issues have developed at the Rosewarne Drive Landfill over the years. A contaminant attenuation zone (CAZ) has been established west of the site and extending south to Sharpe Creek (see Figure H1.1). A low permeability cap will be placed on the fill area once the landfill is closed, thereby reducing the quantity of leachate produced at the landfill.
The proposed site of the expansion of the Rosewarne Drive Landfill was originally owned and used by Fowler Construction Ltd. as an aggregate source.
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The District Municipality of Muskoka purchased the site in July 2006 after the site was selected for expansion.
1.4 Description of the Undertaking
This undertaking proposes to expand the site capacity by 1,460,000 m3. This would allow for the disposal of approximately 950,000 tonnes of residential waste, IC&I waste, C&D waste, and biosolids. The actual quantity of waste disposed of will depend on the type and density of waste received, the density of waste in place, and the quantity of cover material employed.
The quantity of waste accepted at the site will increase from the current estimate of 16,000 tonnes per year to approximately 48,000 tonnes per year. The annual tonnage accepted at the site would increase over time, as currently operating landfills at Beiers Road and Stisted reach capacity and close.
The proposed fill area occupies about 14.9 hectares on the eastern boundary of the property. The total site area is approximately 36 hectares.
This Design and Operations Report was prepared in support of an application for expansion of the Rosewarne Drive Landfill under the Environmental Assessment Act (EAA) and the Environmental Protection Act (EPA).
Table H1.2 summarizes the key details of the proposed undertaking.
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Table H1.2 - Summary of the Proposed Undertaking
Parameter Description Service Area District Municipality of Muskoka Waste Types • Residential waste; • Industrial, Commercial, and Institutional (IC&I) waste; • Construction and Demolition (C&D) waste; • Biosolids Maximum Rate of Fill 48,000 tonnes per year 250 tonnes per day Site Area Expansion Site Area: 36.0 ha Existing Site Area: 20.8 ha Total Site Area: 56.8 ha Fill Area Expansion Fill Area: 14.9 ha Existing Fill Area: 6.5 ha Total Fill Area: 21.4 ha Approximate Waste Disposal Capacity of • 950,000 tonnes waste Expansion • 1,460,000 m3 for waste and daily/ intermediate cover Approximate Site Life 25 years Maximum Top of Cover Elevation 310 m asl (approximate) Minimum Excavation Elevation 289 m asl (approximate) Cell Development Nine cells Groundwater Protection Consistent with Generic Design Option I – Single Liner as per Landfill Standards: • 3 m thick attenuation layer consisting of unsaturated native sandy soils below the single composite liner • Single composite liner consisting of 1.5 mm thick HDPE geomembrane liner over a 0.75 m thick compacted clayey liner • Leachate collection system above the composite liner Leachate trucked or pumped off site for treatment Surface Water Protection Ditches draining to a storm water management pond Site Facilities at Expansion Site • Perimeter road • Scale and scale house • Equipment building • Leachate pump station • Storm water management pond Closure Plan Capped and vegetated End Use To be determined at a future date
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2.0 LANDFILL EXPANSION SITE DESCRIPTION
2.1 Site Location
The landfill expansion is located on part of Lots 7 and 8 Concession 3, Town of Bracebridge, District Municipality of Muskoka. It is proposed to establish a new fill area on the eastern boundary of Lot 8, opposite the existing landfill. The location of the site is shown on Figure H1.1.
2.2 Site Boundaries
The site boundaries are shown on Drawing H.1. The landfill site occupies part of Lots 7 and 8.
• The northern boundary is Concession 4. • The southern boundary is private land. • The western boundary is the right-of-way for Highway 11. • The eastern boundary is the right-of-way for Rosewarne Drive.
2.3 Land Use
The proposed expansion site is west of the existing Rosewarne Drive Landfill and consists of forested areas and open aggregate pits that have been in operation since 1969. These aggregate pits are largely devoid of vegetation. Pockets of poplar regenerating forest have established themselves along the perimeter of the aggregate pits. Large depressions in the pits have accumulated pools of standing water. There are no watercourses or wetlands present within the proposed site.
The expansion site is designated Rural in the Town of Bracebridge Official Plan.
The area on the west side of Highway 11 is suburban in character while on the east side of Highway 11 the area is generally rural, although it becomes increasingly urban approaching the Hwy 11/Taylor Road interchange. East of the expansion site is the existing Rosewarne Drive Landfill. To the north, the lands are part of the same aggregate pit. To the south is the Taylor Court business park.
2.4 Topography
The existing conditions at the site are shown on Drawing H.1 and are based on digitized aerial photography conducted in October 2001. Generally, the land
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slopes gently from north to south except where altered by aggregate extraction. Natural ground is highest in the northeast corner of the site at approximately elevation 302 m asl and lowest in the southeast corner at approximately elevation 294 m asl. A large aggregate pit extends through the western half of the site with a pit floor of approximately 287.5 m asl. Several depressions in the pit floor expose the water table. A much smaller pit has disturbed the natural topography mid-site in the eastern half.
2.5 Hydrology
The expansion site area is located within the Lake Muskoka Watershed. The site is situated northeast of the confluence of the North Branch and the South Branch of the Muskoka River and straddles both the North and South Branch subwatersheds. The existing aggregate pits limit the quantity of surface runoff contributed by the expansion site especially in the northwest portion of the expansion site.
The existing permeable nature of the soils, the mining of the site for aggregate, and the limited contributing drainage areas to either of the two branches of the Muskoka River limit the overland flow and the development of surface conveyance features. As such, there are no on-site watercourses in the expansion area. Sustained flow is not observed until downstream of the site, where groundwater provides base flow to Silver Creek south of Taylor Road.
2.6 Hydrogeology
A hydrogeologic study was undertaken at the site of the expanded landfill to determine:
• The groundwater flow pattern downgradient from the expansion site; and • To assess the cumulative potential impacts to groundwater downgradient from the expansion site.
The purpose of the study was to fulfill the requirements for a hydrogeological assessment to support an application for a Certificate of Approval of the expansion site as detailed in Section 8 of Ontario Regulation 232/98. The results of the study indicate that:
• At the site, the main feature of the bedrock topography consists of two bedrock valleys, which extend southward from the expansion site and the existing landfill.
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• The bedrock valleys are infilled with 10 to 25 m of glaciofluvial sand and glaciolacustrine fine sand, silt and clay. • Shallow groundwater flows downward from the water table to the base of the bedrock valleys under steep hydraulic gradients, and then flows laterally southward following the slope of the bedrock surface at relatively rapid groundwater velocities. • The expanded landfill will have a leachate control system consistent with the MOE Generic Design Option I, which was designed to ensure that the Reasonable Use limits for groundwater quality would be met without reliance on contaminant attenuation within the landfill buffer zone. • The leachate control system will consist of a full leachate collection system underlain by a single composite liner (geomembrane overlying a compacted clayey liner). The liner will be underlain by 3 metres of unsaturated native sands which will provide the same protection as the attenuation layer specified in the Generic Design. • Contaminant transport modelling indicates that Reasonable Use limits will not be exceeded immediately below the expansion site liner; and • Adequate contingency measures are already in place for the expansion site. The large CAZ for the existing site can also be the contingency CAZ for the expansion site.
2.7 Archaeology
A Stage 1 Archaeological Assessment was undertaken in January 2006 as part of the EA process. The Stage 1 Archaeological Assessment determined that no archaeological sites are registered within two kilometres of the proposed expansion site. Field review of the site determined that the proposed expansion site will be disturbed by an aggregate operation prior to use as a landfill, so the site has no potential for archaeological sites.
A Stage 2 Archaeological Impact Assessment was undertaken during 2006. The Stage 2 Archaeological Impact Assessment determined that the site has no archaeological significance.
2.8 Terrestrial and Aquatic Environment
The proposed expansion site consists of forested areas and open aggregate pits. In general, one main forest community exists, consisting of White Pine-Red Pine- White Spruce-White Birch-Trembling Aspen-dry to moderately fresh mixed forest. Two large areas in the proposed expansion site are classified as open pit aggregate. These aggregate pits are operational and are largely devoid of
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vegetation. There are no wetland ecosites in the Rosewarne Drive landfill proposed expansion site.
The proposed expansion site lies within the Muskoka River Subwatershed and no watercourses or fish habitat are present within the expansion site. Standing water is found within the existing pit in the northwest portion of the expansion site, but there does not appear to be connectivity between this standing water and any watercourses or aquatic features.
2.9 Transportation
Waste will be transported to the expanded landfill along the access route from Highway 11 to the Rosewarne Drive landfill entrance. The roads and intersections of the access route include:
• Highway 11 which is a four-lane divided north-south limited access highway under the jurisdiction of the Ministry of Transportation of Ontario (MTO). There is a full interchange at Taylor Road; • Taylor Road is a two-lane east-west roadway providing access to Highway 11 via a full interchange. West of Highway 11, Taylor Road is an arterial roadway under the jurisdiction of the District Municipality of Muskoka. East of Highway 11, Taylor Road is under the jurisdiction of the Town of Bracebridge, and serves a local function; and • Rosewarne Drive is a two-lane north-south roadway between Taylor Road and Kirk Line, and provides access to several industrial and residential properties, including the expanded landfill site.
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3.0 WASTE QUANTITIES AND CHARACTERISTICS
3.1 Service Area
The service area for the expanded landfill will be the District Municipality of Muskoka.
3.2 Waste Quantities and Characteristics
Solid, non-hazardous waste (residential waste; industrial, commercial and institutional (IC&I) waste; construction and demolition (C&D) waste; and biosolids) generated in Muskoka is disposed at one of the three operating landfills:
• Beiers Road Landfill; • Rosewarne Drive Landfill; and • Stisted Landfill.
These sites currently handle approximately 48,000 tonnes of waste annually. However, the combined capacity of the sites is expected to be exhausted within 10 years.
To maintain waste disposal services for residential and commercial customers, Muskoka is seeking approval for an expanded Rosewarne Drive landfill site. Over the service life of the expanded landfill, approximately 950,000 tonnes of waste would be disposed of. The following table provides a summary of the anticipated annual tonnage expected to be disposed of at the expanded landfill.
Table H3.1 - Forecasted Waste Tonnages
Year Tonnage 2009 15,918 2010 16,015 2011 16,111 2012 16,157 2013 16,203 2014 16,249 2015 16,295 2016 32,247 2017 32,349 2018 32,452 2019 43,992
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Year Tonnage 2020 44,131 2021 44,269 2022 44,500 2023 44,731 2024 44,964 2025 45,198 2026 45,434 2027 45,670 2028 45,908 2029 46,147 2030 46,387 2031 46,629 2032 46,871 2033 47,115 2034 47,360 2035 10,695 Total 950,000
It is forecasted that the landfill will receive almost 48,000 tonnes of waste per year towards the end of its operating life. The maximum daily quantity of waste accepted will be 250 tonnes. This value has been adopted to allow for seasonal and weekly peaks, and is consistent with the maximum daily quantity at the existing landfill.
The drop-off area at the existing landfill site will continue to receive small loads of waste for transfer to the landfill, as well as materials for diversion (reusable items, household hazardous waste, wood, tires, freon units, scrap metal, propane canisters). The composting area at the north end of the existing landfill site will continue to receive leaf and yard waste.
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4.0 LANDFILL EXPANSION DESIGN
4.1 Landfill Design Criteria
The conceptual design of the landfill expansion has been developed in accordance with appropriate Ministry of the Environment regulations, policies, and guidelines, including Landfill Standards - A Guideline on the Regulatory and Approval Requirements for New or Expanding Landfilling Sites (MOE 1998). The following design criteria were used in the conceptual design of the landfill expansion:
• A total tonnage of 950,000 tonnes of waste to be disposed of during the twenty-five year design life of the landfill expansion; • A single composite liner and leachate collection system consistent with the Generic Design Option I; • A fill area that does not exceed a maximum waste loading of 98,500 m3/ha for the Generic Design Option I; • Maximum 4 horizontal to 1 vertical (4H:1V) above-ground side slopes; • Minimum 20H:1V above-ground side slopes; • Maximum 3H:1V below-ground side slopes; • 4:1 volume ratio of waste to daily/intermediate soil cover; • Apparent* waste density of 0.65 tonnes/m3; • Minimum 1m thickness of vegetated final cover; and • Transmission of leachate to a wastewater treatment plant.
*The apparent waste density is the tonnes of waste per cubic metre of waste disposal capacity (i.e., volume of waste and daily/intermediate cover).
Other criteria, specific to various features, were established in the conceptual design process.
4.2 Limits of Landfilling
The limit of fill is the outermost boundary of waste landfilling. The proposed fill area is rectangular in shape, 330 m by 450 m, and will occupy an area of approximately 14.9 hectares. The location of the fill area of the expansion is shown on Drawing H.2.
A buffer zone will be established between the fill area and surrounding property boundary. The buffer zone will be used for access, storm water management, site infrastructure, screening, monitoring, maintenance activities, and nuisance controls. The buffer zone will be 100 metres wide on the north side, 30 metres
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wide on the east side, a minimum of 100 metres wide on the south side, and a minimum of about 135 metres wide on the west side.
The 30 m wide buffer on the east side of the expansion site is sufficiently wide to ensure potential effects of the landfilling operation do not have an unacceptable impact outside the site. Outside the 30 m wide buffer is Rosewarne Drive and then the existing landfill. The existing landfill site has a 15 m wide buffer area along Rosewarne Drive. The 30 m wide east side buffer provides adequate space for a landfill perimeter ditch and visual screening by existing trees. There are no landfill structures, equipment, activities or roads in the buffer. Access to the site occurs through the north and south buffer areas which are at least 100 m wide.
4.3 Base Contours
Multiple objectives were pursued in the design of the base contours:
• Achieve overall capacity in conjunction with the final contours of the landfill surface; • Establish the base of the 0.75 m thick liner at least 3 m above the water table; • Provide base slopes and base perimeter grades appropriate for leachate collection; and • Provide the necessary cover soils.
The base contour design is shown on Drawing H.3. The base contours represent the top surface of the liner upon which the leachate collection system will be constructed. The bottom of the landfill base is graded as a series of parallel valleys that are oriented in an east-west direction. The valleys will convey leachate to the west perimeter of the base. Each valley will slope downwards at a grade of 0.5% from the east to the west. The sides of each valley will have a slope of 2%. The bottom is sloped at approximately 0.5% from north to south so that leachate will drain to the southwest corner of the fill area. Drawing H.7 shows the parallel valleys in cross section. The liner system is depicted on Drawing H.5.
Some backfilling of the gravel pit excavation will be necessary in the northwest corner of the fill area to achieve the design base grades.
Side slopes of the base will be at a maximum of 3H:1V to ensure slope stability.
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4.4 Final Contours
The following objectives were pursued in the design of final contours of the landfill:
• Achieve the overall capacity in conjunction with the base contours; and • Maintain maximum slopes of 4H:1V to prevent erosion and minimum slopes of 20H:1V to provide adequate drainage.
The proposed final contours for the landfill expansion are shown on Drawing H.4. The final contours represent the top surface of the final cover. The maximum elevation of the landfill will be approximately 310 m asl. The change from 20H:1V top slopes to 4H:1V side slopes will take place at elevation 303 m asl.
Drawing H.5 shows cross sectional views (vertically exaggerated) north/south and east/west through the existing ground, liner system, waste, and final cover. Drawing H.5 also shows a schematic of the final cover.
Drainage ditches will be constructed at the base of the side slopes to direct surface runoff from the final cover of the landfill to the storm water management pond.
4.5 Landfill Capacity Calculations
The volume of space between the final contours and base contours of the landfill represents the volume available for the construction of a leachate collection system, the landfilling of waste, and the application of daily, intermediate, and final cover.
Table H4.1 outlines the landfill volumes based on the design final and base contours.
Table H4.1 - Landfill Volumes
1. Total airspace between final and base contours 1,744,000 m3
2. Less final cover soil requirements 149,000 m3 (assuming 1.0 m thickness and 14.9 ha fill area) 3. Less leachate collection system requirements 107,000 m3 (assuming average thickness 0.75 m on bottom and 0.5 m on sides)
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4. Available volume of waste plus daily and intermediate cover 1,488,000 m3 soils 5. Required volume (950,000 tonnes @ 0.65 tonnes/m3) 1,460,000 m3 6. Surplus capacity as percentage of required volume 2%
The required volume for waste and daily and intermediate cover is 1,460,000 m3. This was determined using an apparent waste density of 0.65 tonnes/m3 (i.e., 0.65 tonnes of waste per cubic metre of waste and daily and intermediate cover placed in the landfill).
The available volume for waste and daily and intermediate cover is 1,488,000 m3. The available volume closely matches the required volume, given the allowable error in the volume computational method (± 5%), and is expected to provide sufficient capacity for 950,000 tonnes of waste, based on the assumed value for the apparent waste density.
Table H4.2 shows the approximate waste capacity of the nine cells in the expanded landfill (cells are shown on Drawing H.2).
Table H4.2 - Estimated Cell Capacities
Cell Approximate Waste Capacity Cumulative Capacity (tonnes) (tonnes) 1 65,000 65,000 2 80,000 145,000 3 115,000 260,000 4 120,000 380,000 5 120,000 500,000 6 120,000 620,000 7 115,000 735,000 8 110,000 845,000 9 105,000 950,000
The design capacity will be based on reaching a final design contour of approximately 310 m asl, upon which closure will occur. The actual apparent waste density (landfilled waste tonnage divided by total landfilled volume) will be computed annually for comparison with the design apparent density value of 0.65 tonnes/m3. This value, together with the actual tonnages, will be tracked through the operating period to report on any remaining capacity and the expected date of closure.
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Table H4.3 shows the excavation and cover material balance for the landfill expansion. The net excavation volume accounts for grading within the limit of fill plus west slopes to the perimeter road, including backfilling in the northwest corner.
Table H4.3 - Excavation and Cover Material Balance
1. Net excavation volume to top of attenuation layer 740,000 m3 2. Final cover soil requirement including topsoil (14.9 149,000 m3 ha x 1.0 m) 3. Daily and intermediate cover soil requirement 292,000 m3 (assume 20%) 4. Surplus available 299,000 m3
The excavated surplus soil will be used as aggregate.
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5.0 SITE FEATURES
5.1 Site Entrance and On-Site Roads
A new entrance off Rosewarne Drive will provide access to the landfill site. The entrance will be located in the southeast corner of the site, opposite the entrance to the existing landfill. The shoulders of Rosewarne Drive will be paved at the site entrance to protect them from deterioration.
A gate will extend across the entrance and tie into the perimeter fencing. Signs will display rules and information for vehicles delivering waste. The entrance will be landscaped to enhance the overall visual appearance of the site.
The site perimeter road will travel westward from the entrance along the south side of the landfill, then north along the west side of the landfill, and then east along the north side of the landfill. The perimeter road will tie into Rosewarne Drive at the northeast corner of the site, providing a second entrance in case of emergency. The road will be 7.2 m wide with a two-lane cross section. It will be paved as far as the scale and gravel-surfaced beyond the scale. Drainage ditches, where necessary, will be constructed along the outside of the road. Drawing H.6 shows the site perimeter road in cross section.
Access to the landfill working face will be through construction of several rubble haul roads departing from the perimeter road. Waste materials, such as wood chips may be used as an alternative building material for these haul roads. The haul road surface materials will help reduce dust emissions from waste haul trucks.
5.2 Weigh Scale and Scale House
A weigh scale for all vehicles entering the site will be located on the landfill perimeter road set back from the entrance to allow for vehicle queuing on site. The distance from Rosewarne Drive will ensure that a queue of trucks behind the scale will be contained on the property. A scale house will be provided for the scale attendant. It will be equipped with a methane detection system.
5.3 Equipment Building
A pre-engineered equipment storage building will be located just beyond the scale. The building will be sized to contain the landfill equipment and will be equipped with a methane detection system.
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5.4 Internal Drainage Ditch
A drainage ditch will be constructed surrounding the fill area on the inside of the perimeter road. Its geometry will be such that it will convey the 25-year design storm. A culvert under the perimeter road at the southwest corner will convey non-contaminated storm water from the fill area to the storm water management pond.
5.5 Storm Water Management Pond
A storm water management pond will be located at the southwest corner of the fill area. It will receive non-contaminated storm water from the internal drainage ditch and remove suspended solids prior to discharge to the gravel pit floor for infiltration.
The pond will have a capacity of 2,800 m3 and dimensions of approximately 35 m by 80 m, based on a contributing area of 20 ha (developed area and perimeter road). It will be designed to provide an 80% long term average removal of suspended solids and a 24 hour drawdown. Details of the storm water management pond are provided in Appendix C - Surface Water.
5.6 Stockpiles
Soil from excavation on the site will be used for daily, intermediate, and final cover on the landfill areas. Soil will also be needed for road construction, backfilling of over-excavated areas, and berms. Surplus soil will be removed from the site for use as aggregate. Sources of soil will include the excavations in the landfilling areas plus excavations for the storm water management pond. Any excavated soil not utilized immediately will be stockpiled on site. Drawing H.2 shows an area designated for stockpiles.
5.7 Drop-Off Area
The drop-off area for small loads and recyclable material will remain in its existing location on the east side of Rosewarne Drive. Muskoka will be constructing a right hand turn lane into this area over the summer of 2007 to eliminate queuing of landfill traffic on the through lanes of Rosewarne Drive.
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6.0 SURFACE WATER MANAGEMENT
6.1 Drainage Design Objectives
The overall objective of the surface water management plan is to ensure that any drainage leaving the site does not adversely affect surface water in the vicinity of the site, in compliance with environmental regulations. Currently, the majority of surface water infiltrates and becomes groundwater due to the permeable nature of the native soils, the depressions created by aggregate extraction, and the absence of on-site watercourses. Sustained flow of surface water is not observed until downstream of the site, where groundwater provides base flow to Silver Creek south of Taylor Road.
A further objective is to maintain the existing drainage conditions under which the majority of surface water infiltrates to groundwater.
6.2 Plan Components
The surface water management plan consists of several components, which collectively will achieve the objectives.
6.2.1 Separation of Surface Drainage System from Leachate
Clean surface water, originating from areas separate from landfill operations (e.g., outside the landfill perimeter road) will not be managed and will continue to drain unaltered.
Non-contaminated storm water, originating from non-operating areas of the landfill (i.e., undeveloped areas or areas completed with final cover) will be collected in a ditch inside the perimeter road and conveyed to a storm water management pond. The internal ditching will be designed to accommodate the peak flow generated from the 25-year design storm. Berms or ditching will be used to divert any non-contaminated storm water away from landfill excavations where it may cause operational problems and from operating areas where it may come in contact with waste.
Potentially contaminated storm water, such as that originating from operating areas where drainage may come in contact with waste or leachate, will not be discharged to the surface drainage system. This isolation of drainage from operating areas will be accomplished by grading of waste and daily/intermediate cover surfaces. All drainage from operating areas will be collected and managed as leachate.
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The leachate collection system is entirely separate from the surface drainage system. Leachate will be collected from the lined fill area and sent to the Bracebridge wastewater treatment plant. No leachate will be discharged to the surface drainage system.
6.2.2 Infiltration of Surface Water
Infiltration of surface water will be encouraged at the landfill site to compensate, to the extent possible, for the loss of groundwater recharge that will occur over the lined area of the landfill.
As mentioned above, non-contaminated storm water from non-operating areas will be conveyed to a storm water management pond located at the southwest corner of the fill area. The pond will remove suspended solids before discharging the surface water to the gravel pit floor for infiltration to groundwater.
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7.0 LEACHATE MANAGEMENT
7.1 Leachate Management Objectives
The leachate management system for the expanded landfill will be designed to comply with Ministry of the Environment (MOE) policies and objectives regarding groundwater and surface water. Provisions for the protection and enhancement of ambient water quality are outlined in Procedure B-1-1, Water Management – Policies, Guidelines, Provincial Water Quality Objectives for the Ministry of the Environment and Energy, dated July 1994 (reprinted February 1999). The procedure contains the Provincial Water Quality Objectives, which are a set of narrative and numerical criteria designed for the protection of aquatic life and recreation in and on the water. The objectives represent a desirable level of water quality that the Ministry strives to maintain in surface water in the province.
The policy concerning groundwater is described in Guideline B-7, The Incorporation of the Reasonable Use Concept into MOEE Groundwater Management Activities. This is referred to as the Reasonable Use Guideline. The Reasonable Use Guideline establishes the basis for determining the reasonable use of groundwater on property adjacent to sources of contamination and sets out a procedure to determine the levels of contaminant discharges considered acceptable by the Ministry.
The leachate management objectives for the landfill expansion will be to comply with the requirements of Procedure B-1-1 for surface water and the requirements of Guideline B-7 for groundwater.
The design of the landfill has been assessed with respect to achieving these objectives. This assessment is presented in Appendix B – Hydrogeology. Actual performance will be assessed by monitoring (refer to Chapter 11.0).
7.2 Final Cover Design
The final cover that will be placed on the landfill has been designed to meet the following objectives:
• Prevent disturbance of the waste; • Support vegetation for landfill rehabilitation; and • Allow at least 150 mm/a controlled infiltration of precipitation.
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The final cover will consist of 0.15 m of soil capable of supporting vegetation overlying 0.85 m of uncompacted native soils. A schematic of the final cover is shown on Drawing H.5.
The overall final cover thickness of 1.0 m will serve to prevent disturbance of waste in the long term. The final cover will support vegetation to prevent erosion and allow the landfill to be integrated with the surrounding area as part of the rehabilitation of the site.
At least 150 mm/a infiltration is required for the Generic Design Option I to have acceptable performance with respect to groundwater impacts. Infiltration is essential for leaching and removal of contaminants in the landfill by leachate collection. The rate of removal of contaminants affects the contaminating life span of the landfill.
7.3 Leachate Generation
Landfill leachate results from the percolation of water through the waste within the landfill. The resulting leachate must be collected and treated before release into the environment.
Leachate generation is a function of the meteorological conditions, operating conditions and the landfill cover. For the expansion, the Hydrologic Evaluation of Landfill Performance (HELP) Model ver. 3.03 was used to determine the amount of leachate that would be generated for the site. This is described in Appendix B - Hydrogeology.
When precipitation infiltrates through daily, intermediate, or final cover into the waste, it continues to percolate downward under gravity. Waste typically has a moisture content of less than 20% by volume at initial placement. As percolation continues the waste will reach its field capacity, which typically is about 30% by volume. After the field capacity is reached the waste can no longer absorb water and water will drain from the waste.
Leachate generation was first estimated for the long-term conditions after final cover has been applied and field capacity of the waste has been achieved. Steady-state annual percolation for the final cover condition was calculated. The average annual percolation was predicted to be at least 200 mm for the final cover condition with uncompacted cover soils of any type. The modelling results for the anticipated soil cover are presented in the Appendix B - Hydrogeology. With a fill area of about 14.9 ha, the landfill is predicted to have a long-term average annual leachate generation rate of 29,700 m3/a (81 m3/d).
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Leachate generation was then estimated for conditions leading up to the steady- state flows. These estimates are necessary to determine leachate treatment requirements. The HELP model was again used to estimate leachate generation during and after the operating period of the expansion until steady-state conditions were achieved. The progressive development of the landfill expansion was simulated with the model. With a fill area of approximately 14.9 ha, the landfill will generate about 25 m3/d of leachate at the start of operation, and leachate generation will increase to a maximum of about 93 m3/d during site operations. Upon closure, the long-term average annual leachate generation rate will be achieved.
7.4 Leachate Characterization
The concentrations of organic and inorganic contaminants in leachate decay over time as the organic compounds are consumed by biological activity and matter is successively washed and transported out by percolation.
It is necessary to predict the character of leachate over time for two different purposes:
• predicting groundwater impacts; and • assessing sewer use by-law compliance and leachate treatment requirements.
The initial source concentrations and proportions of total mass of waste of leachate parameters for the purpose of predicting groundwater impacts were adopted from Regulation 232/98. The parameters of interest are benzene, cadmium, chloride, lead, 1,4 dichlorobenzene, dichloromethane, toluene and vinyl chloride. These characteristics are presented in the Appendix B - Hydrogeology.
For the purposes of assessing sewer use by-law compliance, leachate characteristics were determined from a literature survey. Ranges of typical leachate concentrations were identified for young (less than 2 years), older (2 – 12 years), and very old (greater than 12 years) landfills. The parameters of greatest interest for sewer use by-law compliance and wastewater treatment plant performance were Biochemical Oxygen Demand (BOD), ammonia, and chloride. Concentrations and mass loadings of these parameters in leachate were predicted over time taking into account the progressive development of the landfill as nine cells and related leachate generation rates for active and completed cells. The results are presented in Attachment H-1.
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7.5 Leachate Control System
7.5.1 Design Approach and Rationale
The landfill expansion has a waste disposal capacity of 1,460,000 m3, which is significantly larger than that of the existing landfill (550,400 m3). The existing landfill operates as an attenuation landfill whereby compliance with groundwater criteria is achieved by a large Contaminant Attenuation Zone (CAZ). The hydrogeological setting of the landfill, being a thick deposit of moderately permeable, fine to medium-grained sand that infills bedrock valleys, has limited potential to attenuate groundwater impacts from the expanded landfill in addition to those from the existing landfill. As such, the expansion has been designed as an engineered landfill that is lined and equipped with a leachate collection system. A leachate control system (i.e., attenuation layer, single composite liner and leachate collection system), consistent with the Generic Design Option I of Regulation 232/98, has been adopted because the system is designed to ensure compliance with groundwater criteria at its base, without reliance on contaminant attenuation within the landfill buffer zone.
7.5.2 Leachate Control System
To enable use of Generic Design Option I, the fill area of the landfill was sized to comply with the maximum waste loading allowed and the final cover was designed to ensure an infiltration rate greater than or equal to 150 millimetres per year. A fill area of 14.85 ha and a waste disposal capacity of 1,460,000 results in a waste loading of 98,300 m3/ha, compared to the most conservative loading of 98,500 m3/ha allowed. Infiltration is predicted to be approximately 200 millimetres per year for the final cover.
The Generic Design Option I consists of three main components, from bottom to top:
• a natural, or constructed, 3 metre thick attenuation layer; • a single composite liner consisting of a 0.75 m thick compacted clayey liner overlain by a 1.5 mm thick high density polyethylene (HDPE) geomembrane liner; • a leachate collection system.
Drawing H.5 shows a schematic of the leachate control system.
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Attenuation Layer
Apart from being at least 3 metres thick, the attenuation layer must consist of a material that is relatively homogeneous and must have a hydraulic conductivity less than or equal to 1 x 10-7 metres per second. For the expansion, the attenuation layer will be located above the water table and will consist of the native sandy soils. While the native soils are of higher hydraulic conductivity, the unsaturated conditions will provide similar protection as a saturated layer of the lower hydraulic conductivity (see Appendix B -Hydrogeology).
Single Composite Liner
The compacted clayey liner will meet the conditions specified by Regulation 232/98 for an unlimited service life and will have a hydraulic conductivity of not more than 1 x 10-9 metres per second and an organic carbon content of at least 0.1 percent.
The HDPE geomembrane liner will meet the conditions specified by Regulation 232/98 for a 150 year service life.
Leachate Collection System
The leachate collection system will meet all the conditions specified by Regulation 232/98 for a 100 year service life. These conditions include drainage stone gradation, separators above and below the stone, collection pipe material, collection pipe size, collection pipe perforations, stone bedding thicknesses above and below the pipes, drainage path length, structural integrity of collection pipes, inspection and cleaning of collection pipes, removal of leachate, minimum base grades, and sludge placement.
As discussed previously, the landfill base has been designed as parallel valleys oriented in an east-west direction across the fill area and sloped at 0.5% to the west edge of the fill area. The sides of each valley have a slope of 2%. The entire landfill base is sloped at approximately 0.5% from north to south so that leachate will drain to the southwest corner of the fill area. Refer to Drawing H.3 for base contours and Drawing H.7 for a cross section of the ridge and valley pattern.
The leachate collection system will consist of the following components:
• A drainage layer consisting of a blanket of clear stone across the base of the landfill. The top surface of the drainage layer will be almost planar and will slope at 0.5% from east to west and about 0.5% from north to south.
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Due to the valleys and ridges in the base, the drainage layer will have a minimum thickness of 0.3 m (at the ridges) and a maximum thickness of 0.8 m (at the bottoms of the valleys), for an average thickness of 0.55 m across the bottom of landfill base. The drainage layer thickness will be 0.3 m on the side slopes of the landfill base;
• A non-woven geotextile laid at the bottom of the drainage layer against the geomembrane liner, and another non-woven geotextile laid on the top surface of the drainage layer;
• A protective layer of sand overtop the uppermost geotextile. The protective layer thickness will be 0.20 m across the bottom and side slopes of the landfill base.
• Perforated high density polyethylene (HDPE) leachate collection pipes, spaced 50 m apart, located within the drainage layer at the bottom of each valley. The collection pipes will slope at a grade of 0.5% and extend across the entire width of the landfill to the toe of the base side slopes on either side of the fill area;
• A perforated HDPE leachate header pipe, located in the drainage layer at the west toe of the base side slope. The header pipe will slope at a grade of about 0.5% and will connect the downstream ends of collection pipes. Leachate will flow by gravity from the collection pipes to the header pipe;
• Riser pipes will extend from the ends of all collection pipes and the header pipe, up the base side slopes to clean-out ports at ground surface at the edge of the fill area. The riser pipes will have long radius bends where they make the transition from the 3H:1V side slopes to the bottom and will permit insertion of cameras for visual inspection, hydraulic jets used for cleaning, or equipment used for in situ pipe repair and replacement.
The leachate collection system will drain by gravity to a leachate pump station located outside the limit of fill at the southwest corner of the landfill. Collected leachate will be pumped via forcemain to the Bracebridge sanitary sewer system and flow to the wastewater treatment plant. Initially, when leachate volumes are relatively low, leachate will be trucked off site.
7.5.3 Compliance with the Engineered Facilities Guideline
The Engineered Facilities Guideline, or Guideline C-13, applies to the following facilities and the component parts at the landfill expansion:
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• landfill final cover; • leachate collection system; • single composite liner. According to Procedure C-13-1 (under Guideline C-13) these facilities must meet five requirements, briefly described as follows:
1. It must be possible to monitor the engineered facility to verify that it performs to specification. 2. The contaminating life span of the landfill must be addressed in the contexts of the services lives of the various engineered facilities that are used to control contamination. 3. Provision must be made for the maintenance of an engineered facility and its operation for as long as it is required. 4. Technical supporting data are required on the performance of engineered contaminant control facilities employing new technologies. 5. It is the responsibility of the applicant to specify the time period for the decommissioning of an engineered facility.
Landfill Final Cover
In order to comply with the requirements of the Generic Design Option I, the landfill final cover must allow, on an average annual basis, at least 150 mm of infiltration in the long term, once steady-state conditions are achieved. Site specific contaminant transport modelling has shown that closer to 200 mm of average annual infiltration is needed to comply with the Reasonable Use Guideline. This may be monitored, if necessary, by a combination of devices to comprehensively measure water balance parameters (e.g., infiltration, soil moisture storage, runoff and precipitation). These monitors can be repaired and replaced as necessary. Overall final cover performance may also be assessed based on leachate flow from the collection system after site closure when the entire fill area has been final covered and steady-state conditions have been reached. Based on monitoring, the cover will be modified or moisture added so that the average annual infiltration through the final cover is 200 mm.
The support of vegetation by the final cover on the fill area can be monitored by visual inspection. Repairs to the vegetative cover can be achieved through the addition of soil, reseeding, replanting, etc.
Because the rate of infiltration through the final cover affects the contaminating life span of the landfill, the final cover must function as specified for the contaminating life span. The contaminating life span has been estimated to be 85 years (see Appendix B - Hydrogeology). Therefore, the final cover must be
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maintained for this duration. The operator of the landfill will be responsible both in the short-term and the long-term for maintenance of the final cover. Monitoring and maintenance of the final cover can cease when monitoring of leachate quality indicates that the contaminating life span has ended and leachate collection may cease.
The final cover does not require decommissioning.
Leachate Collection System
The leachate collection system will be monitored by measuring flows draining from the system. Measurement of leachate flows can be conducted as long as the leachate collection system functions. Individual collection pipes and the header pipe may be inspected.
The service life of the leachate collection system can be assumed to be 100 years, given that the design will comply with conditions specified for a 100 year service life by Regulation 232/98. The service life therefore exceeds the contaminating life span of the landfill.
The leachate collection system pipes are designed to facilitate maintenance. The pipes will be maintained for as long as they function correctly. Monitoring and maintenance of the leachate collection system will cease when monitoring of leachate quality indicates that the contaminating life span has ended.
It is expected that upon failure of the leachate collection system in 100 years, leachate mounding will occur. This will result in leachate breakout at ground surface and drainage to the storm water pond and pit bottom for infiltration to groundwater. If the quality of the leachate at this future time is such that infiltration of the leachate is predicted to cause unacceptable impacts to surface water downgradient of the site, or if surface exposure of leachate would present a health risk, then a perimeter leachate collection system would be installed, and the collected leachate would continue to be pumped from the landfill for treatment.
The leachate collection technology of granular drainage media and perforated pipes is well established and performance is widely documented in the literature.
The leachate collection system will not require decommissioning.
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Single Composite Liner
The effectiveness of the single composite liner will be monitored by groundwater monitoring wells downgradient of the landfill.
The compacted clayey liner will be constructed to comply with conditions required by Regulation 232/98 for an unlimited service life. The HDPE liner will be constructed to comply with conditions required by Regulation 232/98 for a service life of 150 years. The service lives both components of the single composite liner therefore exceed the contaminating life span of the landfill.
Maintenance of the single composite liner is not possible, nor is it required. The technology of single composite liners is well established.
The single composite liner will not require decommissioning.
7.6 Leachate Treatment/Disposal
Collected leachate will be conveyed, either by forcemain and sanitary sewer or by tanker truck, to the Bracebridge wastewater treatment plant to be treated. Attachment H-1 predicts leachate character over time and assesses compliance with the sewer use by-law of the District Municipality of Muskoka. Leachate constituents that may exceed the sewer use by-law include total suspended solids (TSS), biochemical oxygen demand (BOD), pH, phenols, chlorides, and heavy metals such as chromium and zinc. Attachment H-1 indicates that ammonia and BOD will require an exception to the by-law with final treatment at the wastewater treatment plant.
The District Municipality of Muskoka will monitor leachate quality and update the treatment strategy, as required. Muskoka may accept the over-strength leachate for discharge to the sewer system, assuming sufficient capacity of the wastewater treatment plant and performance will not be affected. The impact of leachate loading on the wastewater treatment plant will be evaluated, if necessary. If additional capacity is required, this may be provided at the wastewater treatment plant or by using an appropriate pre-treatment system at the landfill.
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8.0 LANDFILL GAS MANAGEMENT
8.1 Landfill Gas Management Objectives
The following summarizes the key components of Regulation 232/98 that apply to landfill gas management:
• Submission of a design report for the collection and burning or use of landfill gas controls for sites with a total waste disposal capacity greater than 3.0 million cubic metres unless it is shown that the nature and quantity of landfill gas is not likely to be of significant concern; • Submission of an assessment of the potential for the migration of landfill gas in the subsurface and plans, specifications for the monitoring, control, collection, use or discharge of landfill gas, if the assessment indicates such actions are necessary.
In addition, Regulation 419/05 prohibits the emission of any air contaminant to such an extent or degree as may,
(a) cause discomfort to persons; (b) cause loss of enjoyment of normal use of property; (c) interfere with normal conduct of business; or (d) cause damage to property.
The objective of landfill gas management will be to comply with Regulation 232/98 and Regulation 419/05.
8.2 Landfill Gas Composition
Methane (CH4) and carbon dioxide (CO2) are the primary constituents of landfill gas and are produced by microorganisms within the landfill under anaerobic conditions. Carbohydrates from organic material, paper, cardboard, etc., are decomposed initially to sugars, mainly to acetic acid, and finally to CH4 and CO2 . Other components of landfill gas include non-methane organic compounds (NMOC) and inorganic compounds.
Landfill gas generation, including rate and composition, proceeds through four characteristic phases throughout the lifetime of a landfill. The first phase is aerobic (i.e., with oxygen available) and the primary gas produced is CO2. The second phase is characterized by O2 depletion, resulting in an anaerobic environment where large amounts of CO2 and some hydrogen are produced. In the third anaerobic phase, CH4 production begins, with an accompanying
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reduction in the amount of CO2 produced. Nitrogen (N2) content is initially high in the landfill gas in the aerobic first phase, and declines sharply as the landfill proceeds through the anaerobic second and third phases. In the fourth phase, gas production of CH4, CO2, and N2 becomes fairly steady. Landfill gas is typically described as consisting of 50 percent CH4 and 50 percent CO2, although the percentage of each may vary considerably.
The phase duration and time of gas generation varies with landfill conditions (e.g., waste composition, cover materials, design and anaerobic state), and may also vary with climatic conditions such as precipitation rates and temperatures.
8.3 Assessment of Need for Collection of Landfill Gas
The Rosewarne Drive Landfill expansion will have a waste disposal capacity of 1.46 million cubic metres. The existing landfill has a waste disposal capacity of 0.55 million cubic metres. The combined volume of 2.01 million cubic metres is less than the volume for which Regulation 232/98 requires landfill gas collection. Also, the air quality impact assessment for the landfill expansion predicts there will be minimal impacts from landfill gas (Appendix L – Landfill Atmospheric Studies). Therefore, unless odour from landfill gas becomes problematic, there is no need for landfill gas collection and burning at this site.
8.4 Assessment of Need for Control of Subsurface Migration of Landfill Gas
For the expanded landfill, the single composite liner system is expected to prevent the subsurface migration of landfill gas. Furthermore, should landfill gas manage to penetrate the liner, it will preferentially vent to the atmosphere through the high permeability native soils surrounding the landfill. Consequently, there is no apparent potential for gas migration laterally in the subsurface to any distance of concern beyond the waste footprint of the expanded landfill. It is expected the concentration limits specified in Regulation 232/98 for methane gas at the property boundary and at on-site and off-site buildings will be met for the expanded landfill. As such, the expanded landfill is considered to have no contaminating life span with respect to subsurface migration of landfill gas. No landfill gas control features are therefore proposed for the expanded landfill. However, expansion site buildings will be equipped with methane detection monitors and gas monitoring wells will be installed between the expanded landfill and expansion site buildings.
For the existing landfill, landfill gas is expected to be released through vents in the low-permeability cap which is yet to be installed. Any landfill gas migrating subsurface through the high permeability native soils will preferentially vent to the
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atmosphere. Landfill gas generation will decline upon landfill closure when no more waste is added and upon application of the low-permeability cap of the landfill when moisture supply is significantly reduced. However, landfill gas generation may continue for decades and there will be potential for subsurface migration of landfill gas over this time frame. As such, it will be necessary to monitor subsurface migration of landfill gas by installation of landfill gas monitoring wells between the existing landfill and the property boundary and between the existing landfill and existing site buildings. In addition, existing site buildings will be equipped with methane detection monitors. Methane gas control features will be installed if demonstrated to be necessary by monitoring.
See Section 11.2.3 regarding monitoring of subsurface migration of landfill gas.
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9.0 LANDFILL DEVELOPMENT AND OPERATION
9.1 Initial Site Preparation
Before wastes are delivered to the expanded landfill, the following activities will be undertaken:
• Plant vegetation to augment visual screening in the buffer areas; • Clear and grub the initial areas of construction (site entrance, Cell 1, perimeter road to service Cell 1, scale and scalehouse, equipment building, storm water management pond, leachate pump station); • Strip topsoil from Cell 1 and other initial construction areas that will be regraded; • Excavate/fill Cell 1 to proposed base contours, with adjustment for liner thickness; • Fill future cells to proposed base contours with surplus excavated soil where grades from aggregate extraction are too low; • Regrade initial construction areas; • Construct the new site entrance off Rosewarne Drive, perimeter road, internal ditching; • Construct the weigh scale, scale house, equipment building, stormwater quality pond; • Construct berms to divert any surface water from the cell excavation area and, within the excavation area, away from the lined area of Cell 1; • Construct the liner and leachate collection system for Cell 1; • Construct the leachate pump station (leachate forcemain construction may be deferred and pump station arranged for leachate removal by tanker truck in early years); • Undertake landscaping at the entrance area; • Establish new surface water monitoring stations; • Establish new groundwater and gas monitoring stations.
Proper procedures for clearing, excavation, drainage, liner construction, storm water control, and road construction, as outlined in the detailed design drawings and specifications, will be used to minimize impact on the environment.
9.2 Development Sequence
For preliminary planning purposes, it has been assumed that the landfill will be developed as nine cells as shown on Drawing H.2, progressing from Cell 1 to
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Cell 9. Cell 1 is in the southwest corner of the fill area and contains the low point of the leachate collection system.
9.3 Hours of Operation
Consistent with the current hours of operation at the existing three operating landfills in the District Municipality of Muskoka, the proposed hours of operation for the expanded landfill are:
• Monday to Friday 8:00 am to 4:30 pm • Saturday 9:00 am to 4:30 pm • Sunday 11:00 am to 4:30 pm
The landfill will be closed on Christmas Day, Boxing Day, New Year’s Day, Good Friday, and Easter Monday.
9.4 Site Equipment
Basic functions to be performed by landfill equipment are: • waste grading and compaction; and • excavating and placing of daily and intermediate cover.
Typically, these functions will be performed by a landfill compactor and a wheeled loader. A pick-up truck will also be included in the typical on-site equipment fleet.
Other functions requiring equipment are landfill cell preparation, final cover construction, delivery of drop-off bin wastes to the working face, road maintenance, snow removal, and dust control. Some of these functions may be performed with on-site equipment, but others may require equipment to be leased or a contractor to be hired.
Routine maintenance and cleaning will be performed as necessary to keep on- site equipment in good operating order.
9.5 Landfill Staff
Staff from the District Municipality of Muskoka will operate the landfill. All employees working at the landfill will be properly trained for the jobs that they will be expected to perform. The following gives a brief description of the staff at the landfill.
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Landfill Manager The Landfill Manager is responsible for the operation of the Landfill. The Landfill Manager oversees and co-ordinates day-to-day operations at the site.
Equipment Operators Under the direction of the Landfill Manager, the Equipment Operators are responsible for operating and maintaining mobile equipment used for waste handling and disposal operations.
Labourers and Administrative Personnel Labour and administrative personnel will be employed at the landfill to conduct work as directed by the Landfill Manager.
Continuing on-the-job training will be provided for all employees. The training will emphasize the safe and environmentally sound operation of the landfill. All employees will be given safety training covering all equipment and systems with which they will be expected to interact on a daily basis.
9.6 Daily Operations
Small vehicles such as cars and pickup trucks, and commercial collection vehicles less than 10 cubic metres, will be directed by signage to go to the drop- off area at the existing landfill on the east side of Rosewarne Drive. Large load waste haul vehicles will be directed to the weigh scale at the expanded landfill on the west side of Rosewarne Drive.
Unauthorized entry to the landfill or drop-off will not be allowed. All traffic entering the landfill or drop-off must pass the weigh scales which will be attended when the site is open. Gates at the site entrances will be locked when the site is closed.
Large load waste haul vehicles will travel to the active cell by the perimeter road and then into the cell via the cell access road. Temporary roads will branch off from the cell access road to the working face. Vehicles will back into the working face and end-dump their loads.
The working face will be sized to allow for efficient operation of the facility while minimizing the amount of exposed waste. Waste will be deposited at the base of the working face and will be pushed up onto the working face and spread and compacted by the landfill equipment.
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At the end of each working day, the entire working face will be graded smooth and compacted. Approved cover material will be placed on all exposed waste at the working face. The purpose of daily cover is to:
• prevent litter generated by wastes blown from the working face; • discourage birds, rodents, bears, or other wildlife from foraging or nesting in the garbage; and • reduce the spread of odour.
If soil is used as daily cover, a minimum thickness of 150 mm will be placed. Native sandy soil will be used as daily cover material to allow the downward passage of water and provide good hydraulic connection between the waste layers. Finer-grained soils are less suitable because they can create lower permeability layers and pathways for the lateral migration of leachate towards the landfill side slopes. Use of finer-grained soils for daily cover purposes can also cause access problems for waste delivery vehicles, particularly during inclement weather conditions.
In areas where landfilling has been temporarily discontinued for six months or more, soil will be placed to minimum thickness of 300 mm as intermediate cover. This intermediate cover will facilitate the movement of equipment and prevent the exposure of waste from erosion. Intermediate cover will be placed on the top of each lift of waste and on any interior slopes that will not be disturbed until the next landfilling stage.
9.7 Surface Water Management
Section 6.2 of this report describes the components of the surface water management plan. As discussed, a key component of surface water management relates to: • keeping non-contaminated surface water separate from operating areas where it could become contaminated by contact with waste or leachate; and • keeping potentially-contaminated surface water from operating areas away from the surface drainage system and managing the potentially contaminated surface water as leachate.
In day-to-day management of surface water, the separation of non-contaminated and potentially contaminated surface water is accomplished by: • the construction and maintenance of berms and ditches to divert non- contaminated surface water from operating areas;
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• the grading of final cover surfaces to direct run-off to the interior ditching that drains to the storm water management pond; and • the grading of waste and daily and intermediate cover surfaces to promote infiltration and direct any run-off to the leachate collection system.
The operation of the storm water management pond does not normally require any active management. It is designed to allow continuous discharge. However, the outlet will be equipped with a valve to prevent discharge if monitoring indicates contamination.
Maintenance of internal ditching and culverts will be necessary to ensure conveyance of non-contaminated surface water to the storm water management pond.
9.8 Leachate Management
The leachate management system is described in Section 7.0 of this report.
Leachate produced at the landfill expansion drain by gravity to a pump station at the southwest corner of the fill area. No operational control will be necessary for leachate collection.
In the short term, while leachate quantities are relatively small, leachate may be removed by tanker truck to an appropriate discharge point on the sanitary sewer system or directly to the wastewater treatment plant. Provision will be made to incorporate leachate storage in the landfill itself, in addition to the pump station, to ensure sufficient storage under circumstances of tanker truck removal.
In the long term, leachate will be conveyed via forcemain to the sanitary sewer system. The pumping system can be automated.
Periodic monitoring and maintenance and of the leachate collection system and removal facilities will be necessary.
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10.0 CONTROL AND MAINTENANCE
10.1 Access and On-site Traffic Control
Regular access to the site will be from the southern entrance off Rosewarne Drive. Vehicles hauling waste, staff and visitors will all use this access point. From the site entrance, the landfill perimeter road will allow access to the cells and all other facilities on site. A northern entrance will be ultimately constructed, but will be reserved for emergency purposes.
A lockable gate will be installed across the access road entrance. The gate will prevent trespassing when the site is closed, and will be locked at the end of each day of operation.
Signs will be posted at the site entrance displaying the following information:
• Site name; • Owner and operator; • Certificate of Approval number; • Applicable municipal by laws; • Emergency/after hours telephone number(s); • Community liaison/complaint telephone number(s); and • Hours of operation.
A sign will also display the site rules. The rules will include but not necessarily be limited to:
• All trucks covered to prevent the escape of waste; • No trespassing; • No scavenging; • No burning of waste; • No illegal dumping by the side of roads; • Maximum speed of 20 km/h; • Allowable and prohibited waste types; and • Tipping fee schedule.
When the site is operating, all incoming waste haul vehicles will be required to report to the scale house to be weighed before proceeding to the landfill working area. Sufficient space will be provided for the queuing of vehicles behind the weigh scale such that long queues will not back out onto Rosewarne Drive. Visitors to the landfill may bypass the scale but must report to the scalehouse and fill out the visitor's log.
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Signs will be posted along roads to provide direction to the current working area. Signs will also be posted to warn of potential hazards and areas of restricted access. Interior roads will be clearly marked with standard highway signs showing speed limits, curves, intersections, direction of travel, and other points of caution or danger.
To further prevent unauthorized entry of vehicles, the site will be enclosed with a fence which will be located around the perimeter of the site. All gates on the perimeter fencing will have locks.
10.2 Waste Control
Vehicles delivering waste will be required to stop at the weigh scale and be surveyed by the scalehouse attendant. If a load is considered "unacceptable," (i.e., waste type or materials not identified on the Certificate of Approval), the attendant will have the authority to reject the load.
Another opportunity for waste control will be at the working area. Equipment operators will be trained to recognize non-permitted wastes. If an equipment operator identifies "unacceptable" waste when a vehicle is unloading, it will be reloaded back into the source vehicle for removal. If the source vehicle has left the site when “unacceptable” waste is encountered, the waste will be removed and placed aside near the working face. The hauler and generator will be identified, if possible, and the hauler will be asked to remove the waste promptly. The rejection and action will be recorded and kept with the site operating records.
If a waste is suspected to be hazardous, it will be removed and placed aside in a location separate from the working face. The hauler will be identified if possible. The hauler will be informed of the receipt of the waste, its storage and the testing to be done on behalf of the hauler to confirm the nature of the waste. The Ministry of the Environment will receive a copy of the same report.
If the waste is confirmed to be hazardous, the operator will obtain an Emergency Generator Number and waste number from the MOE, and arrange to have the waste removed for proper disposal at an approved hazardous waste site. The costs of testing and handling of all suspect waste will be charged to the hauler.
If the waste is proven to be non-hazardous and “acceptable”, results of testing will be provided to the hauler and generator (via the hauler) and the MOE. The waste will be sent back to the working area for disposal.
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10.3 Litter Control
Litter will be controlled using a variety of measures. This will begin with the requirement that waste hauling vehicles have wastes properly covered to prevent the escape of wastes. Vehicles entering the site with wastes not properly covered may be refused entry.
On the landfill, portable litter control fences will be used around the working area. The fences will be placed immediately downwind of the working area to maximize the capture of windblown litter. In addition to the portable fencing, non-portable litter control fencing can be installed near the working face, as needed.
Keeping the working face to the practical minimum width will reduce litter generation. Lightweight wastes which may escape during high winds will be covered immediately with other waste or cover soil. If lightweight wastes from a particular generator or hauler become repeatedly problematic, site staff may request that the wastes be bundled before disposal at the site.
As there are no controls that will completely prevent blowing litter during windy days, a regular program of litter pick-up will be operated at the site.
10.4 Odour Control
Landfill odours may originate from:
• the waste (at the working face); • landfill gas; or • leachate.
Because waste is generally collected weekly, odours may be a problem by the time the waste arrives at the landfill. Wastes with very strong odours will be placed at the toe of the working face and will be immediately covered with garbage or daily cover. The proper application of cover material at the close of the day will aid in controlling odour. If required, odour suppressing agents will be used as an additional measure to control waste odours.
Landfill gas produced from the decomposition of waste includes a small fraction of malodorous compounds. Landfill gas may be released at cracks or fissures in the cover soils long after landfilling has taken place. Depending on weather conditions, these may create an odour problem if landfill gases are being released in sufficient quantities. Regular inspections can identify cracks or fissures that must be repaired by filling with cover soil. If soil cover cannot
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control odours from landfill gas emissions, extraction wells and flares may be necessary to burn odorous gases.
Leachate may be a source of odours. Odour problems from leachate can occur where it is exposed to the atmosphere in manholes and pump stations. Leachate may also be exposed to the atmosphere if leachate seeps develop. Leachate will be collected and discharged to the sanitary sewer system by means of a forcemain. Because all potentially odorous leachate management components will be buried or enclosed, significant odours are not anticipated. Any leachate seeps will be promptly repaired.
10.5 Dust Control
Dust is an inherent part of landfilling operations, particularly during long dry spells when rain is not present to wet down well-traveled surfaces. The main cause of dust is from vehicles using on site access roads, particularly if unpaved, and from equipment movement around the landfill working area. Dust cannot be totally avoided, although some operational practices can lessen the problems.
The landfill perimeter road will be paved up to the scale. Beyond the scale, the perimeter road and haul roads into the landfill will be unpaved. Vehicles entering the site will be restricted to a maximum speed of 20 km/h and on site roads will be routinely maintained as part of the normal site operations. During dry periods, water will be applied regularly by water trucks to the unpaved road surfaces. Paved road surfaces will be swept as required and will be frequently sprayed with water to keep them clean. Calcium chloride or oil will not be used for dust control within the site area because the chemicals could enter the groundwater system and contaminate samples collected in the monitoring program.
Dust may also be generated from wind erosion of bare soil surfaces. Final covered landfill areas and stockpile slopes which are to remain undisturbed for long periods (i.e., over 6 months) will be hydroseeded to establish vegetation.
10.6 Noise Control
Based on sound level monitoring and field observations, as outlined in the Appendix L – Landfill Atmospheric Studies, it was determined that the background/existing sound environment in the immediate vicinity of the proposed landfill expansion was dominated by traffic and nature. The landfill activities, other than traffic to the landfill, are generally below grade which will serve to reduce the spread of noise. Consequently, noise levels generated by the facility are expected to be well within the MOE guideline limits, i.e. will meet the
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requirements of MOE publication, “Noise Guidelines for Landfill Sites (Draft)”, June 1998. No noise control measures are anticipated to be necessary.
10.7 Vector Control
The presence of animals at landfill sites is of concern because they represent potential pathways for the dissemination of disease to humans and domestic animals. Animals that can harbour or carry pathogens that may cause disease are collectively known as vectors. Disease may be transmitted by vectors through direct or indirect contact with humans.
Animals may be attracted to a landfill because site features offer suitable foraging habitat. Consequently, they may move onto the landfill temporarily or permanently. Secondly, animals may arrive at a landfill by chance as part of the refuse delivered to the site. Because the working face is compacted and covered daily, rodents and insects do not survive and do not create problems. Electrical fencing will be employed to deter bears from the working area.
Based on the bird assessment completed as part of Appendix K, specific bird control is not required at the site.
10.8 Fire Control
Accidental fires at landfills are rare. They are caused by two mechanisms. The more common is a surface fire caused by undetected hot loads that are landfilled. The method of preventing surface fires will be to monitor all loads being received and to check for any hot materials. Much less common is a subsurface fire resulting from the spontaneous combustion of wastes, usually caused by inappropriate operation of a landfill gas collection system drawing air into the landfill. Gas collection is not anticipated at this site.
Site staff will be trained in the prevention and detection of fires along with the procedures to be followed in case of fires.
10.9 Site Inspection and Maintenance
10.9.1 Inspection
The Landfill Manager will personally inspect and evaluate the site on at least a monthly basis. A self-evaluation form will be used to conduct the inspections. These forms will be complied into an Inspection Log, along with records of any noteworthy events or findings during the month. The inspections will identify any immediate or potential site problems, or locations of works needing repair. The
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Landfill Manager will be responsible for organizing the appropriate manpower, machinery, and materials to carry out repairs. Landfill staff will be trained to bring any maintenance or repair requirements to the attention of the Landfill Manager.
The Landfill Manager will designate a landfill staff member to carry out weekly inspections of the following:
i) Conditions of roads (including signs, gates and fences) • surface condition (pavement or gravel) • presence of litter • dust accumulation on paved areas • sufficient moisture for dust control on unpaved roads • need for ploughing in winter • traffic congestion and queuing
ii) Condition of drainage works (ditches, culverts, berms, pond) • erosion • siltation • clogging
iii) Condition of final cover • erosion • settlement • ponding of runoff • development of cracks or fissures • vegetation failure • leachate seeps
iv) Condition of working area (including litter fences) • minimized working face size • presence of litter • sufficient daily cover application • efficiency of equipment • sufficient moisture for dust control • presence of birds and vectors • condition of equipment (e.g., functioning mufflers) • traffic congestion and queuing
v) Condition of scales/scale house and equipment building
vi) Condition of excavated areas and liner/leachate collection system
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• erosion of slopes • ponding of water • contact of potentially contaminated drainage with non- contaminated drainage • exposure of or damage to liner and leachate collection system
vii) Condition of buffer areas surrounding the site (also stockpiles) • condition of perimeter fencing • presence of litter • vegetation failure • odour or dust
Any problems will be addressed immediately. Machinery may be diverted from the landfilling operations to assist with repairs, as required. If additional equipment is required, arrangements will be made to rent or purchase the equipment.
Other inspections related to the operation of the leachate management system are addressed in Chapter 7.0. Reporting procedures and other operational monitoring are discussed in Section 11.1.
10.9.2 Routine Maintenance
A routine maintenance program shall be employed at the site to keep the site clean and in working order. The following activities will be included in the routine maintenance schedule:
• Entrance areas, gates, and signs will be maintained to provide an attractive entrance to the site. • The paved portion of the perimeter road will be wet swept and scraped, if necessary, to prevent accumulation of mud. • The unpaved portion of the perimeter road will be regraded, with additional granular material applied as required. This will ensure good all-weather access throughout the site. • All buildings will be kept in a clean, tidy appearance, and repaired as required. • All equipment and machinery will be checked and tuned. Repairs will be undertaken, if necessary. • All ditches and the stormwater quality pond will be re-excavated and graded and all culverts cleaned, as necessary, to keep them clear of silt, debris, and weeds.
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• Areas where landfilling will not be carried out for extended periods and where erosion has resulted will be regraded and, if required, will receive additional earth cover. • Finished areas will be routinely checked for erosion and will be regraded and vegetated, as necessary. • The leachate collection system will be inspected annually for the first five years after placement of waste overtop each pipe and then at a frequency indicated to be necessary by the inspection. Any necessary cleaning will be based on the results of the initial and continuing inspections.
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11.0 MONITORING AND REPORTING
The following sections describe the proposed inspection, monitoring, and reporting programs for the landfill expansion.
Operation and development monitoring is concerned with ensuring proper construction, operation, and maintenance of the site. Environmental monitoring is concerned with observing and recording change in the environment to forecast and manage impacts off site.
11.1 Operation and Development Monitoring
Landfill operation and development will be monitored and documented regularly. Inspection records will be maintained, detailing the installation of all site facilities and any remedial activities carried out. Site development will be discussed in the annual reports.
11.1.1 Development Monitoring
Landfill development will be monitored and recorded to assess the progress of site development and to compare with waste capacity, soil excavation, and leachate generation calculations performed during landfill design. The type of records that will be maintained by the landfill operator include the following:
• volumes of soil excavated on site; • volumes of any clean fill brought to the site from off-site sources; • volumes of topsoil stockpiled; • volumes of excavated soil (cover material) stockpiled; • estimates of combined quantities of daily, intermediate, and final cover used; • leachate volumes removed for treatment; • levels of leachate in the leachate collection system.
Cover soil records will be used to assess the current cover needs and forecast future requirements. Leachate records will be used to evaluate the performance of the leachate collection system.
The data obtained through development monitoring will be summarized in the annual development and operations reports.
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11.1.2 Site Inspection
As discussed in Section 10.9.1, the Landfill Manager is responsible for monthly inspections and will designate landfill staff to undertake weekly inspections. Self- evaluation forms will be used to ensure all potential problems are checked.
Any significant operational or maintenance problems, along with the corrective measures taken to mitigate the problems, will be recorded in an Inspection Log. The Inspection Log will be kept on file for at least two years and will be available to the Ministry of the Environment for inspection and photocopying, upon request.
The list of inspection items below summarize the operation and maintenance inspection required for the site. They include responsibilities of the Landfill Manager as described in Section 10.9.1 and other inspection requirements related to control measures discussed in Chapter 10.0. Inspection duties not covered by the Landfill Manager are performed by designated landfill staff. Further details on operation and regular inspection of specific site facilities are discussed in their respective chapters (see Chapters 6.0, 7.0, 9.0 and 10.0)
The following inspection and operational monitoring is required for operation and maintenance aspects of the site:
• Access and on-site traffic control: inspection of fencing and lockable gates, and monitoring of traffic congestion and queuing. • Waste control: inspection and recording of incoming waste at the scalehouse and working face. • Litter control: inspection of litter fences, on-site areas (e.g., buffer zones) and off-site roads and properties. • Odour control: inspection of daily covering, cracks or fissures in the soil cover, and odour at the working face or leachate pump station. • Dust control: inspection of on-site roads, tracking of soil, vegetation on the final cover, buffer zones and stockpiles. • Erosion and sediment control: inspection of vegetation, siltation of ditches, conditions of culverts, berms or pond. • Leachate management: inspection of leachate seeps or discharges of potentially contaminated storm water from operating areas to the surface drainage system, condition of leachate collection pipes, pump station, and forcemain. • Landfill gas: inspection of building methane detection systems and health of final cover vegetation.
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11.1.3 Incoming Waste Records
Every waste vehicle entering the site will stop at the weigh scale, where the driver will check in with the scale attendant. With each vehicle passing over the weigh scale, the attendant will note the following information:
• incoming weight of vehicle; • origin of waste by municipality or name of operator and haulage business; • vehicle identification (truck number or driver name); • nature of waste being disposed (residential, IC&I, C&D, biosolids); • type of material (waste, clean fill, etc.) • type of vehicle (packer, roll-off, lugger, dump truck, private vehicle, etc.); and • outgoing weight of vehicle.
Any vehicle entering the site will be recorded by the scale attendant. Frequent users will be logged against existing business accounts or municipal contracts.
The site personnel will ensure that the data is collected in a form suitable for filing and production of an annual report. Summaries of vehicles and waste tonnages arriving at the site will be generated as required. Besides the summaries produced for the annual report, the year-to-year accumulation of data will enable accurate record-keeping on landfill usage. This will enable landfill staff to plan and budget for future activities.
11.2 Environmental Monitoring
The following monitoring programs are proposed for the Rosewarne Drive Landfill Expansion. The proposed ground and surface water monitoring program is mainly based on the existing monitoring program. For consistency with the MOE Landfill Standards, the target parameter list and sampling frequency has been changed to those contained in the Landfill Standards Guideline (MOE, 1998).
11.2.1 Groundwater and Leachate Monitoring
Table H11.1 summarizes the monitoring wells included in the combined monitoring program for both the existing landfill and the Expansion Site. These wells reflect in equal proportions the area within the Expansion Site and downgradient of the Expansion Site in both the east and west bedrock valleys. Shallow, intermediate and deep wells are also adequately represented, both within and downgradient of the Expansion Site. A new monitoring well nest, to
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be located in the eastern bedrock valley, east of monitoring well nest 06-10, will be installed and incorporated into the monitoring program.
Two shallow wells just north of the Expansion Site will monitor potential impacts north of the Expansion Site.
The leachate pump station will be sampled for leachate quality of the Expansion Site.
Well 88-29A will monitor the future leachate concentrations in the existing landfill, and 85-OW3 and 85-OW2-II will monitor the existing plume heading west from the existing landfill under the Expansion Site.
Well 87-15-I will serve as the background well.
There are 30 monitoring wells (including the leachate pump station) in the monitoring program, compared to 25 wells in the 2005 monitoring program for the existing site.
Table H11.1 - Groundwater and Leachate Monitoring Program SHALLOW INTERMEDIATE DEEP TOTAL NO. LOCATION OR PURPOSE WELLS WELLS WELLS OF WELLS
North of Expansion Site 06-3 2 06-5 06-7-1 06-4 88-10-11 06-6 88-31 Within Expansion Site 8 06-7-II 06-8 pump station 06-9-II 06-9-I South of Expansion Site, 7 Western Bedrock Valley 88-22-II 88-22-I 06-10-III 06-10-II 06-10-I 87-11-IV 87-11-II 87-11-I South of Expansion Site, 9 Eastern Bedrock Valley 95-34-III 95-34-II 95-34-I new well* new well* new well* 85-OW2-II Existing Landfill 85-OW3 3 88-29A Background 87-15-I 1
TOTAL NO. OF WELLS 15 7 8 30 *to be installed east of 06-10
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The sampling frequency will remain the same for the groundwater program (three times per year - Spring, Summer and Fall). The target parameters from the Landfill Standards will be adopted which requires analyzing for indicator parameters three times per year and analyzing for a comprehensive list of parameters once per year (Spring). The target parameter list is summarized in Table H11.2.
Water levels in the monitoring wells will be taken at each sampling event. Measurements of the depth of leachate mounding in the deposited waste and in the leachate collection system of the expanded site will be taken at the Spring, Summer and Fall sampling events.
Table H11.2 - Groundwater and Leachate Parameter List
“Indicator” Parameters (three times per year)
alkalinity chloride pH Leachate Only ammonia conductivity sodium Biochemical Oxygen Demand barium iron sulphate Suspended Solids boron magnesium Total Dissolved Solids Field Parameters calcium nitrate Chemical Oxygen Demand pH & conductivity Dissolved Organic Carbon “Comprehensive” Parameters (once per year)
arsenic manganese Total Kjeldahl Nitrogen toluene cadmium mercury Total Phosphorus vinyl chloride chromium nitrite benzene phenol copper potassium 1,4-dichlorobenzene lead zinc dichloromethane Note – Based on Landfill Standards Guideline (MOE, 1998)
11.2.2 Surface Water Monitoring
All of the existing surface water stations are included in the proposed program with the addition of a station at the storm water management pond at the Expansion Site. The target parameter list from the Landfill Standards will be adopted which requires analyzing for indicator parameters four times per year and analyzing for a comprehensive list of parameters twice per year (Spring and Fall).
Table H11.3 shows the surface water stations and Table H11.4 summarizes the surface water target parameter list.
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It is noted that the existing benthic monitoring program for the Rosewarne Drive Landfill will continue for the expansion.
Table H11.3 - Surface Water Monitoring Program
TOTAL NO. LOCATION STATION OF STATIONS 88-SW2 88-SW5 Silver Creek 4 88-SW23 88-SW25 88-SW1 Sharpe Creek 88-SW7 3 88-SW7B North of Expansion Site 88-SWC 1
Expansion Site SWM Pond SWP 1
TOTAL NO. OF STATIONS 9 9
Table H11.4 - Surface Water Target Parameter List
“Indicator” Parameters (four times per year)
alkalinity nitrate Total Kjeldahl Nitrogen Field Parameters ammonia nitrite Suspended Solids pH & conductivity chloride pH Total Dissolved Solids temperature conductivity sulphate Biochemical Oxygen Demand dissolved oxygen iron Total Phosphorus Chemical Oxygen Demand flow “Comprehensive” Parameters (twice per year)
arsenic cadmium copper mercury barium chromium lead zinc boron Note – Based on Landfill Standards Guideline (MOE, 1998)
11.2.3 Landfill Gas Monitoring
The liner system on the expanded landfill is expected to prevent the subsurface migration of landfill gas. In the unlikely event that landfill gas penetrates the liner, it will preferentially vent to the atmosphere through the high permeability native soils surrounding the landfill. Consequently, there is no apparent potential for gas migration laterally in the subsurface to any distance of concern beyond the
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waste footprint. While the subsurface migration of landfill gas is not likely to occur, gas monitoring wells will be installed between the expanded landfill and any site buildings.
Gas monitoring wells will also be installed between the existing landfill and the property boundary and existing site buildings.
Gas concentrations will be measured monthly, from November to April inclusive and at one occasion in the remainder of the year. If measured concentrations are shown to be consistently low, the monitoring program will be modified by reducing the frequency of measurements.
11.3 Maintenance of the Monitoring System
The network of groundwater monitoring wells will be inspected annually and changes in the physical condition of all monitoring facilities will be noted. Minor repairs will be completed, as necessary. Monitoring wells damaged beyond repair, or whose integrity is judged to be in doubt for continued monitoring, will be abandoned in accordance with standard abandonment procedures and, if necessary, will be replaced.
11.4 Complaint Response Procedure
During the operation of any landfill, complaints regarding litter, dust, traffic, odour, noise, and birds may occur. A complaint of any nature will be recorded by landfill staff and resolved as soon as possible after notification. This will assist in maintaining good community relations. The telephone number for complaints will be made available for the public and will be posted on a sign at the site entrance.
A complaint, made by telephone or in person by a member of the public, will be referred to the Landfill Manager, or a person designated by the Landfill Manager for when the Manager is absent. A response will be made to the complainant on the same day confirming the receipt and nature of the complaint, ant to give results of any follow-up. If a complaint cannot be resolved within a reasonable time period, the complainant will be notified of what action will be taken and when it will be taken. Muskoka has a 1-800 phone number that allows complaints to be received during after-hours.
Complaint forms will be completed when a verbal complaint is received. This form will be kept on file, along with copies of any correspondence or other records of discussions with the complainant. The form will indicate the following information:
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• date and time of day that the complaint was received; • data and time of day the complaint incident occurred; • complainant’s name, address, telephone number, and the location of the incident relative to the site; • nature of the complaint (noise, dust, odour, etc.) • receipt of complaint (by phone, or site visit, and staff which received the complaint); • nature and result of any investigation or follow-up; and • weather conditions and meteorological measurements at the time of the complaint.
Weather conditions at the time of a complaint will be noted. In some instances, this information could be used to validate the complaint (e.g., wind speed and direction).
A summary of complaints will be provided in the annual report.
11.5 Annual Reports
To assist in the tracking of site progress and performance, a site development and operations report and an environmental monitoring report will be prepared annually. The reports will cover the twelve-month period preceding each anniversary of the expansion opening. Both reports will be submitted to the MOE.
11.5.1 Development and Operations Report
The annual site development and operations report will include the following:
• a site contour map of the site area showing areas where waste was deposited during the year, and areas of excavation; • any deviations from the MOE approved operating plans and reasons for such deviations; • a summary of the volume and tonnage of all wastes handled at the site; • a summary of outcomes of any waste testing; • an estimation of the amount of cover material used in the operations; • an estimation of the remaining capacity of the site to receive wastes; • an updated estimate on expected site life based on the waste quantity predictions and site records; • a periodic review of contingency plans and measures; • a description of major construction works undertaken in the past year; • a summary of complaints received during the past year;
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• a description of significant environmental and operational problems encountered during the past year, and mitigative actions taken; • the quantity of leachate removed from the site; and • a statement as to the compliance with all conditions of the Certificate of Approval.
11.5.2 Environmental Monitoring Report
The environmental monitoring report will include the results of an interpretive analysis of all monitoring data collected following the monitoring program outlined herein. The environmental monitoring report will include the following:
• analytical chemistry data for surface water, groundwater, leachate, and landfill gas; • piezometric elevations at groundwater monitoring stations and at riser pipes in the landfill; • any deviations from the MOE approved monitoring program and reasons for such deviations; • an assessment of the operation and performance of the leachate control system, based on monitoring results; • an evaluation of the monitoring data to interpret changes in the hydrochemistry and hydrogeology at the site; • predictions of landfill compliance with the Reasonable Use Guideline, an evaluation of the choice of critical contaminants, and recommendations for any changes; and • an assessment of the environmental monitoring program and recommendations regarding any modifications to the program.
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12.0 SITE CLOSURE
12.1 Site Closure Works and Closure Plan
During landfill development, final cover and seeding will be applied progressively to portions of the fill area that are completed. Consequently, site closure will involve reaching final waste elevations over the last remaining area of the landfill followed by the application and seeding of final cover in that area. During site closure, equipment on site will be removed. The entrance gate and perimeter fencing will be retained to control access.
A Closure Plan will be submitted to the Regional Director of the MOE for approval when the landfill site is two years from its projected completion or by the time 90 percent of the landfill has been filled, which ever comes first. A closure plan appropriate for this site would include:
(a) a plan showing site appearance after closure (b) a description of the proposed end use of the site (c) descriptions of the procedures for closure of the site, including: (i) advance notification of the public of the landfill closure; (ii) posting of a sign at the site entrance indicating the landfill is closed and identifying any alternative waste disposal arrangements; (iii) completion, inspection and maintenance of the final cover and landscaping (iv) site security; (v) removal of unnecessary structures, buildings and facilities; (vi) final construction of any control, treatment, disposal and monitoring facilities for leachate, groundwater, surface water and landfill gas; (d) descriptions of the procedures for post-closure care of the site, including: (i) operation, inspection and maintenance of the control, treatment, disposal and monitoring facilities for leachate, groundwater, surface water and landfill gas; (ii) record keeping and reporting; and (iii) complaint contact and response procedures; (e) an assessment of the adequacy of and need to implement the contingency plans for leachate and methane gas; and (f) an updated estimate of the contaminating life span, based on the results of the monitoring to date.
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12.2 Post-closure Care
Long-term maintenance will be concerned primarily with maintenance of the final cover and leachate management system. Erosion, ponding from settlement, and leachate seeps will be corrected, if required. Typically, regular inspection and monitoring takes place for a period of two years after site closure, after which a long-term monitoring and care program is established.
12.3 End Use
An end use will be developed when the site is approaching closure.
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13.0 CONTINGENCY MEASURES
13.1 Groundwater
A typical contingency measure for a landfill would be to establish a CAZ to mitigate impacts and prevent off-site impacts. The CAZ for the existing site can also be the contingency CAZ for the Expansion Site. Another typical contingency measure is the provision of alternative water supplies to adjacent and nearby properties that may be affected by the landfill. Alternative water supplies have already been provided to the downgradient area of the landfill within the CAZ. It is therefore concluded that the existing CAZ be considered as the primary contingency measure for the expansion site. If unexpected impacts are predicted to occur, these predictions should be made in consideration of the CAZ and the compliance boundaries established by the CAZ.
However, secondary contingency measures may be appropriate depending on the circumstances that cause the consideration of contingency measures. An example is a localized premature failure of the liner / leachate collection system for the expansion site. In this case, it may be appropriate for a targeted collection system / purge well focused on the localized problem rather than allow the impacted water to migrate from the immediate vicinity of the fill area and rely on mitigation further downgradient in the CAZ. Another example is an unexpected increase in impacts from the existing site which may cause unacceptable impacts in the groundwater / surface water system. In this case, a groundwater collection system could be used to intercept leachate–impacted groundwater before it discharges into surface water or migrates further in the groundwater system.
13.2 Surface Water
Drainage from the site will be segregated during the operational period so that potentially contaminated surface water is directed to leachate collection system and not into the site drainage system (i.e., the storm water management pond). The storm water management pond will be lined to minimize the amount of rapid infiltration and allow some improvement of storm water quality. The discharge from the storm water management pond will be directed to the former gravel pit where the water will infiltrate into the groundwater system. Although the storm water pond will allow continuous discharge, it will have the ability to be controlled via a valve.
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13.2.1 Potential Contingency Scenarios
Two potential scenarios have been identified that require contingency planning:
Scenario A - Multiple endemic chronic small impacts to surface water quality that causes an overall impairment to surface water quality over time; and
Scenario B - A sudden acute release of leachate or other contaminant (e.g., a fuel spill) into the site drainage system.
13.2.2 Monitoring Program
The surface water monitoring program for the site is a combined program that addresses both the existing site and the Expansion Site. A surface water monitoring station (SWP) will be established at the storm water management pond. The surface water quality at this station will be used to assess if Scenario A (an endemic impairment of surface water quality) impacts are occurring. This will be accomplished by comparison of monitoring results to Provincial Water Quality Objectives (PWQOs).
13.2.3 Triggering Mechanisms
The surface water triggering mechanism (Scenario A) is based on ammonia because the concentration of un-ionized ammonia in leachate is typically high compared to the PWQO of 0.02 mg/L for un-ionized ammonia. Un-ionized ammonia concentrations are dependent not only on the total ammonia concentration but also temperature and pH (the percentage of un-ionized ammonia increases with increased temperature and pH). Usually pH levels in surface water do not vary significantly but temperature will vary by season.
For Scenario A, if the un-ionized ammonia concentration at SWP exceeds the PWQO of 0.02 mg/L in two consecutive monitoring events, three additional samples will be taken one week apart. If un-ionized ammonia concentrations continue to be above the PWQO then the contingency plan will be implemented.
For Scenario B (relatively sudden impacts caused by acute problems), the contingency plan will be triggered by the site operator (acute impacts are associated with noticeable impacts in drainage courses, spills etc.).
13.2.4 Contingency Plan
For Scenario A, the following constitutes the contingency plan:
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Step 1 – a thorough inspection of the site drainage system will be completed to identify suspect areas that may be the source of the impact. If source area(s) are identified, measures will be undertaken to mitigate the source(s). Examples include repairing/rehabilitating site drainage systems (swales, ditches, etc.) and also redirecting interior site drainage towards the leachate collection system.
After mitigation, more intensive monitoring at SWP will be completed. If ammonia concentrations return to acceptable levels, additional contingency planning steps outlined below will not be necessary.
Step 2 – If the source(s) of chronic impacts cannot be identified or if mitigation of identified sources do not result in improvement in surface water quality, Step 2 of the plan will be initiated. This step consists of developing a management plan that will contain the following components, as appropriate:
- operating the storm water management pond in “batch” mode where discharge from the pond will only occur after testing indicates acceptable levels - expanding the capacity of the storm water management pond to allow for greater storage (which will increase the operational capacity to operate in “batch” mode). - providing additional storm water management measures downstream of the pond that will ameliorate impacts (e.g., wetland “polishing” areas etc.).
For Scenario B (acute, sudden impacts), the valve at the pond discharge will be immediately closed. The cause(s) of the acute impact will be stopped as soon as possible and, in the case of a spill, standard clean-up procedures will be implemented. If the storm water pond becomes impacted from the acute release, the water from the pond may be pumped into the fill area (where the liquid will be eventually collected in the leachate collection system). The pond discharge valve will only be opened after the acute impacts have been mitigated and the water tested to ensure its quality.
13.3 Landfill Gas
Monitoring of landfill gas will occur along the perimeter of the landfill to ensure that the subsurface concentration of methane gas leaving the site is not greater than 2.5% and that the concentration of methane gas is less than 1% in any on- site building.
The buffer zone width on the property boundary adjacent to the existing landfill is about 15 m wide. If compliance with criteria becomes a challenge, it will likely be
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along the existing landfill property boundary. In the event that landfill gas is encountered in greater concentrations and greater quantities than expected, the following contingency measure options will be investigated.
• The land located along the existing landfill property boundary would be purchased by the District Municipality of Muskoka.
• A passive flare system would be installed by drilling gas extraction wells in the problem areas at approximately 25 m spacing along the side of the landfill. Each well would be equipped with a self igniting flare installed on top to burn off any collected methane gas. This system would rely on the landfill gas pressures in the landfill to cause gas to migrate preferentially to the wells.
• If the passive flares did not provide sufficient control of subsurface gas migration, the wells would be connected by a header pipe to a centralized blower and flare station. Vacuum applied to the wells would provide additional control over landfill gas migration.
These contingency measure options would be investigated if monitoring results indicated that the subsurface concentration of methane gas leaving the site was greater than 1.5% and the concentration of methane gas in any on-site building was greater than 0.5%. If it was found that the concentration of methane gas leaving the site was approaching 2%, the preferred option from the investigation of the contingency measure options would be implemented. This would also apply if the concentration of methane gas was greater than 0.75% in any on-site building.
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DRAWINGS
EXISTING SITE CONDITIONS
1 PROPOSED SITE LAYOUT
2 BASE CONTOURS AND LEACHATE COLLECTION SYSTEM
3 FINAL CONTOURS
4 1 SECTION 4
FINAL COVER SCHEMATIC
LINER SYSTEM SCHEMATIC
LANDFILL SECTIONS
2 SECTION 4 5 TYP. LANDFILL PERIMETER SECTION ON WEST SIDE
LEGEND
TYP. 20m LANDFILL PERIMETER SECTION
NOTES:
TYPICAL PERIMITER SECTIONS
6 BASE LEACHATE COLLECTION DRAINAGE LAYER
LEGEND
NOTES:
LANDFILL DETAILS
7
ATTACHMENT H-1 SEWER USE BY-LAW COMPLIANCE ASSESSMENT
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Appendix H – Design and Operations Report - August 2007 - Attachment H-1
TABLE OF CONTENTS
Page
1. BACKGROUND AND ASSUMPTIONS...... 1
2. LEACHATE QUALITY ESTIMATION METHOD...... 1
3. RESULTS ...... 6 3.1. Biochemical Oxygen Demand (BOD) ...... 7 3.2. Ammonia as Nitrogen (NH3-N)...... 8 3.3. Chloride ...... 8
4. CONCLUSIONS...... 9 4.1. Sewer Use By-Law ...... 9 4.2. Leachate Treatment...... 11
5. REFERENCES ...... 12
LIST OF TABLES
Table 2.1: Range of Landfill Leachate Characteristics as a Function of Landfill Age ...... 3 Table 2.2: Comparison of Landfill Leachate Composition...... 4 Table 4.1: Leachate Comparison to Sewer Use By-law...... 10
LIST OF FIGURES
Figure 3.1: Estimated Annual Average Leachate Contaminant Loading, All Components ...... 6 Figure 3.2: Estimated Annual Average Leachate Concentration for All Components (Semi-Log Scale)...... 7
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1. Background and Assumptions The District Municipality of Muskoka is proposing to expand the Rosewarne Drive landfill site. The proposed landfill will include nine fully lined cells with leachate collection. The leachate will be discharged to the sanitary sewer. This summary report provides a comparison of the estimated leachate quality from the proposed landfill with the District Municipality of Muskoka sewer use by-law.
The nine cells of the proposed landfill will receive municipal solid waste (MSW) in sequence. The MSW will be placed to a certain depth on a portion of the active cell area. When the design depth is reached, that area will be capped and tipping will begin on a new portion of the same cell until the entire cell is exhausted, capped, and a new cell opened.
The following assumptions are made for the purpose of estimating and comparing the proposed landfill leachate to the sewer use by-law:
1. The waste received at the proposed landfill will consist of municipal solid waste (MSW) only. 2. The proposed landfill will be fully lined with all leachate collected and diverted to the sanitary sewer. 3. The landfill will consist of nine cells operated in sequence. Only one cell will receive waste in a given year and will operate until its capacity is exhausted before opening a new cell. Cell operation will range from 2 years to 4 years depending on the area of the cell. 4. The leachate will consist of contaminants washed from the municipal solid waste by natural precipitation: a. By percolating through uncapped waste in the active tipping area at a rate of 450 mm/a; b. By percolating through capped (closed) area at a rate of 200 mm/a; c. By percolating through uncapped, non-active areas of the opened cell at a rate of 450 mm/a. This last stream is assumed not to contribute to the mass of leached contaminants but provides dilution of overall leachate concentration. 2. Leachate Quality Estimation Method Leachate characteristics change over time as biological activity in the waste converts contaminants and organic matter is consumed. The biological activity shifts from a relatively short aerobic phase to a short anaerobic acidic phase within the first year or two after waste is placed. The biological conditions then become anaerobic methanogenic. The biochemical oxygen demand (BOD) tends to peak within the first year or two before the organic material becomes progressively more difficult to
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biologically degrade. Ammonia is generated during the methanogenic phase and can persist at near-peak concentration in leachate for many years. Leachate percolating through the waste transports organic contaminants such as biological by-products and inorganic compounds out of the landfill. The concentrations of organic and inorganic contaminants in leachate decay over time as the MSW organic compounds are consumed by biological activity and matter is successively washed and transported out by percolation.
Leachate characteristics were determined from a literature survey for three typical landfill ages: young (less than 2 years), older (2 to 12 years), and very old (greater than 12 years). The range of typical landfill leachate contaminants for these three phases is shown below in Table 2.1.
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Table 2.1: Range of Landfill Leachate Characteristics as a Function of Landfill Age
Average Landfill Age Contaminants (mg/L except pH) Young Older Very Old (<2 Years) (2 to 12 Years) (>12 Years)
pH 4.8 - 6.4 5.0 - 7.0 5.6 - 8.1 BOD 2,000 - 30,000 1,000 - 15,000 0 - 1,000 COD 3,000 - 60,000 8,000 - 27,000 100 - 5,000
NH3-N 0 - 2,000 0 - 1,966 20 - 1,500 TOC 1,500 - 20,000 83 - 9,150 80 - 3,080 TSS 100 - 33,000 718 - 18,400 100 - 5,530 TDS 10,000 - 25,000 5,000 - 10,000 1,200 - 5,000
Alkalinity (CaCO3) 800 - 15,000 184 - 7,600 200 - 2,900 Chloride 200 - 3,000 5 - 4,816 70 - 500 Sulphate 50 - 1,000 2 - 500 2 - 50 Cadmium 0.005 - 0.890 <0.001 - 0.162 <0.005 - 0.009 Chromium 0.160 - 16.800 0.003 - 0.410 <0.025 Copper 0.030 - 0.120 0.009 - 0.690 <0.025 Iron 50 - 1,200 6 - 1,820 <0.6 - 855 Lead 0.077 - 3.150 0.003 - 0.082 <0.050 - 0.080 Nickel 0.150 - 1.980 <0.005 - 0.342 <0.010 - 0.127 Zinc 9 - 298 0.18 - 100 <0.025 - 50
Sources: Ehrig, 1983 and Kmet et al., 1982. Leachate Control and Treatment, Wisconsin University Correspondence Course, 1991 Qasim and Chiang, 1994 adapted from Chain and DeWalle (1977), Keenan et al (1983), and Tchobanogius et al. (1993) McBean, Rovers, and Farquhar, 1995 Farquhar, 1988
Table 2.2 below provides a comparison of the literature data versus the annual average from the Keele Valley Landfill in 1993. The KVL data, characteristic of leachate from a 9 year old landfill, compares favourably with the literature data for older leachate (KVL began operation in 1983).
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Table 2.2: Comparison of Landfill Leachate Composition
Keele Valley Typical Landfill Leachate Landfill Leachate (1993 Average)* Contaminants (mg/L except pH) Average Landfill Age Young Older Old 9 Years (<2 Years) (2 to 12 Years) (>12 Years)
pH 4.8 - 6.4 5.0 - 7.0 5.6 - 8.1 6.5 BOD 2,000 - 30,000 1,000 - 15,000 0 - 1,000 12367 COD 3,000 - 60,000 8,000 - 27,000 100 - 5,000 17116
NH3-N 0 - 2,000 0 - 1,966 20 - 1,500 487 Chloride 200 - 3,000 5 - 4,816 70 - 500 2247
Sources: Ehrig, 1983 and Kmet et al., 1982. Leachate Control and Treatment, Wisconsin University Correspondence Course, 1991 Qasim and Chiang, 1994 adapted from Chain and DeWalle (1977), Keenan et al (1983), and Tchobanogius et al. (1993) McBean, Rovers, and Farquhar, 1995 Farquhar, 1988 * Row e, 1994
Each landfill cell was estimated individually in preparing leachate characteristics as a function of time for the proposed landfill. The cells were considered as individual landfills with leachate collected from the each cell over time. The mass of contaminant from each cell was combined for overall leachate contaminant mass. The leachate concentration for the landfill site was calculated from the total contaminant mass load and total leachate flow rate. The estimate was based on the following assumptions:
• The leachate generation from active and uncovered areas contributes to contaminant matter transport. • The leachate generation from closed areas also contributes to contaminant matter transport at reduced flow rate. • The leachate generation from unused and uncovered cell area does not contribute to contaminant matter transport but provides dilution. • Each cell ages independently with the leachate characteristics following the literature data. • The overall contaminant mass is a sum of contaminants collected in all active or capped cells. • The overall contaminant concentration is the overall mass divided by total leachate volume.
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Leachate generation rates were based on modelling of percolation through the landfill (Hydraulic Evaluation of Landfill Performance – HELP) and precipitation rates identified earlier (see Section 1. Background and Assumptions). Three leachate parameters were modelled for the proposed landfill including biochemical oxygen demand, ammonia, and chloride. These parameters are critical for sewer discharge and affect the wastewater treatment plant performance. These contaminant parameters change as the landfill ages over time.
It was assumed that the contaminant concentration in the leachate would reach a peak value and then diminish according to a first order rate equation (Qasim and Chiang, 1994 after Lu et al. 1984) by the following general formula:
⋅tk cc p ⋅= 10 concentrat average annual theis where c theis annual average concentrat [mg/l]ion
c p theis peak concentrat [mg/L]ion k theis ratedecay [1/year] t theis refuse age [years]
The peak concentrations used to model BOD, ammonia, and chloride for each cell are within reported literature ranges. The decay rates for each parameter were chosen to reflect the reported reduction in concentration over time. The model parameters for each of the contaminants are as follows:
• BOD – Peak concentration of 28,000 mg/L occurring in year 2 with a decay rate of 0.2 per annum. • Ammonia (as nitrogen) – Peak concentration of 1,500 mg/L occurring in year 4 with an 8 year plateau and a decay rate of 0.15 per annum thereafter. The first order decay equation uses base “e” rather than base “10” (Qasim and Chiang, 1994 after Lu et al. 1984) • Chloride – Peak concentration of 3,000 mg/L occurring in year 2 with a decay rate of 0.05 per annum.
For each landfill cell the mass of contaminant was calculated from the product of leachate concentration and the volume of leachate percolating through the refuse of each landfill cell. The total contaminant mass from all active cells combined with the total leachate production from the HELP model was used to estimate the landfill leachate concentration as a function of time.
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3. Results The leachate model estimated the annual average contaminant mass and concentration over a 60 year span. The results follow the general trend indicated in literature with concentration values falling within reported literature ranges. Refer to Figure 3.1 and to Figure 3.2.
600.00 40,000
35,000 500.00
30,000 /a] 3 400.00 ] 25,000 BOD
300.00 20,000 NH3-N
15,000
Mass [kg/d Loading Chloride 200.00
10,000 Leachate Volume Annual Leachate Production [m
100.00 5,000
0.00 0 0 10203040506070 Year
Figure 3.1: Estimated Annual Average Leachate Contaminant Loading, All Components
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100000.00 40,000
35,000
10000.00 30,000 /a] 3
25,000 1000.00
20,000
100.00 15,000 Concentration [mg/L] BOD
10,000 NH3-N Annual Leachate Production[m 10.00 Chloride 5,000 Leachate Volume
1.00 0 0 10203040506070 Year
Figure 3.2: Estimated Annual Average Leachate Concentration for All Components (Semi-Log Scale)
3.1. Biochemical Oxygen Demand (BOD) The results of BOD leachate modelling suggest that BOD contamination may have an early peak concentration of 11,742 mg/L in year 2 representing a daily mass loading of 249 kg BOD/d. The leachate BOD concentration may exceed the sewer use by-law limit of 500 mg/L from year 1 through to year 31.
The peak mass loading may occur in years 16 and 21 (492 kg BOD/d and 508 kg BOD/d respectively) and range from 300 to 500 kg BOD/d from years 10 through 27 after opening. Typical domestic sewage contains approximately 85 g BOD / capita / day (Metcalf & Eddy 2003). The BOD load from leachate roughly corresponds to a per capita additional load to the wastewater treatment plant as follows:
• Year 2 – Leachate BOD 250 kg/d => 2,941 capita equivalent • Year 16 – Leachate BOD 492 kg/d => 5,788 capita equivalent • Year 21 – Leachate BOD 508 kg/d => 5,976 capita equivalent
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3.2. Ammonia as Nitrogen (NH3-N)
The results of ammonia leachate modelling suggest that NH3-N contamination may have a peak concentration of 1,500 mg/L in years 4 and 8. Although ammonia is not specifically named in the sewer use by-law, it is a contaminant that may impact operation of the wastewater treatment plant.
The ammonia mass loading may range between 20 to 78 kg/d from years 4 to 41 with a peak mass loading of 78 kg/d around year 25. Typical domestic sewage contains approximately 7.5 g NH3-N / capita / day (Metcalf & Eddy 2003). The NH3-N load from leachate roughly corresponds to a per capita additional load to the wastewater treatment plant as follows:
• Year 4 – Leachate NH3-N 22 kg/d => 2,933 capita equivalent • Year 25 – Leachate NH3-N 78 kg/d => 10,400 capita equivalent
3.3. Chloride The results of chloride leachate modelling suggest that chloride contamination may have a peak concentration of 2,383 mg/L in year 4 and may exceed the sewer use by- law limit of 1,500 mg/L from year 3 through to year 21.
The chloride mass loading may range between 20 to 104 kg/d from years 2 to 40 with a peak mass loading of 104 kg/d around year 21.
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4. Conclusions The landfill leachate quality will depend highly on the type of solid waste disposed of at the landfill and the landfill operation. The modelling results are a consequence of assumptions to this regard and represent estimated annual averages that may not predict maximum values (i.e., due to seasonal, temporal, or operational leachate variability).
It is recommended to monitor the landfill leachate quality, quantity, and strength as the landfill develops. The data collected can be used to calibrate the model to provide improved forecasting accuracy.
4.1. Sewer Use By-Law Typical leachate contaminants (literature range and modelled results) are summarized alongside the sewer use by-law limits in Table 4.1 below. Leachate constituents that may exceed the sewer use by-law include total suspended solids (TSS), biochemical oxygen demand (BOD), pH, phenols, chlorides, and heavy metals such as chromium and zinc.
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Table 4.1: Leachate Comparison to Sewer Use By-law
Contaminants City of Toronto DM of Muskoka (literature range Typical Leachate Sewer Discharge Sewer Discharge except BOD, (mg/L except pH) (mg/L, Ammonia as (ppm = mg/L) Chloride) TKN) TSS 100 - 33,000 600 350 BOD1 45 - 11,742 500 300 1 Ammonia (NH3-N) 26 - 1,500 Not Specified 100 pH 4.8 - 8.1 5.5 - 10.5 6.0 - 11.5 Inflammables <5 each component None None Phenolic Equivalents 0.01 - 4 1.0 1.0 Cyanides Not Reported 5.0 2.0 Sulphides Not Reported 5.0 Non Odorous Cadmium 0.001 - 0.89 8.0 0.7 Copper 0.009 - 0.69 8.0 2.0 Chromium 0.003 - 16.80 10.0 4.0 Lead 0.003 - 3.15 10.0 1.0 Nickel 0.005 - 1.98 10.0 2.0 Zinc 0.025 - 298.00 10.0 2.0 Chlorides1 90.00 - 2,383 1500.0 Not Specified Sulphates 2 - 1,000 1500.0 Not Specified
Notes : 1. Data reported is a result of leachate modeling Sources: Ehrig, 1983 and Kmet et al., 1982. Leachate Control and Treatment, Wisconsin University Correspondence Course, 1991 Qasim and Chiang, 1994 adapted from Chain and DeWalle (1977), Keenan et al (1983), and Tchobanogius et al. (1993) McBean, Rovers, and Farquhar, 1995 Farquhar, 1988 Toronto Municipal Code: Sew ers http://w w w .toronto.ca/legdocs/municode/1184_681.pdf
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4.2. Leachate Treatment Ammonia and BOD will require an exception to the by-law with final treatment at the wastewater treatment plant. The treatment of BOD and nitrification of ammonia will require additional treatment capacity approximately 3,000 to 10,000 capita equivalent. The peak total oxygen demand (TOD = 1.2 x BOD + 4.6 x NH3-N) may occur in year 21 with an oxygen demand of 927 kg O2/d. The additional sludge from BOD treatment (Sludge = 0.75 x BOD) may peak in year 21 with a sludge production rate of 381 kg/d.
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5. References
Qasim and Chiang (1994), Sanitary Landfill Leachate Generation, Control, and Treatment. Technomic Publishing Company, Inc.
Rowe (1994), Leachate Characterization report for Interim Waste Authority Ltd.
McBean et al. (1995) Solid Waste Landfill Engineering and Design. Prentice Hall PTR.
Mulamoottil et al. (1999) Constructed Wetlands for the Treatment of Landfill Leachates. CRC Press.
Farquhar “Leachate: Production and Characterization” Canadian Journal of Civil Engineering 16 (1989): 317-325
Metcalf & Eddy (2003) Wastewater Engineering Treatment and Reuse. McGraw-Hill
US National Institute of Health. On-line. Internet. 24 Jan 2007. Available: http://hazmap.nlm.nih.gov/
National Institute of Standards and Technology NIST Chemistry Webbook. 23 Jan 2007. Available http://webbook.nist.gov/
R. Sander Compilation of Henry’s Law Constants for Inorganic and Organic Species of Potential Importance in Environmental Chemistry. 23 Jan 2007. Available http://www.mpch-mainz.mpg.de/~sander/res/henry.html
City of Toronto (2005) Toronto Municipal Code: Sewers 30 Jan 2007. Available http://www.toronto.ca/legdocs/municode/1184_681.pdf
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