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Environmental Review Report – Napanee Generating Station

350650-218 – FINAL – January 2014 3-1 Napanee Generating Station

3. PROJECT DESCRIPTION

3.1 FACILITY DESCRIPTION

The NGS is a natural gas-fuelled combined cycle power generating station capable of generating a net electrical output of 970 MW of electricity at average ambient environmental conditions (6.7°C and 69% relative humidity). The expected net output of 970 MW is derived from two 271 MW GT/G and one 457 MW ST/G, gross at average ambient environmental conditions minus the auxiliary loads (approximately 29 MW) used by the NGS. All equipment outputs other than those labelled nameplate are listed in new and clean condition. Equipment design and operation for the NGS has been selected to prevent and/or minimize effects to the environment. The key pieces of equipment are as follows:

Two industrial GT/Gs rated nominally at 271 MW each, using natural gas as the only fuel. The gas turbines have an expected nominal natural gas firing rate of 82,545 m3/hr or approximately 3119 gigajoules per hour (GJ/hr) high heating value (HHV) per turbine. The gas turbines are also equipped with evaporative coolers to cool the inlet air in the summer and compressor air bleed inlet heating systems to ensure the turbines are not damaged by ice build-up in the winter. During inlet heating, warmed air will be bled from the compressor section and mixed with cold air entering the GT/G upstream of the compressor inlet. All air entering the GT/Gs will pass through an inlet air filter prior to entering the compressor section. The air will then mix with entering fuel gas and will undergo a combustion process; the resulting expansion produces mechanical work on turbine blades, which spin the turbine and generator rotor producing power in the generator. Each GT/G will also be equipped with a fin fan type air cooler that is required for cooling the turbine rotor and heating the incoming fuel, this equipment will be located outdoors at grade.

Two horizontal heat recovery steam generators (HRSGs) in multiple-pressure configuration which utilize waste heat in the GT/G exhaust gas to generate steam to feed the ST/G. Each HRSG can produce a nominal 282,000 kilograms per hour (kg/hr) of steam without duct burner firing and 547,000 kg/hr with maximum duct burner firing.

Two low NOx duct burners, one in each HRSG. Each duct burner has a natural gas firing rate of 23,236 m3/hr or 878 GJ/hr (HHV). The total exhaust flow rate through each HRSG stack (consisting of gas turbine exhaust flow with duct burner operating at 100%) is about 746 m3/s. Each HRSG stack has an inner diameter of 6.4 m and extends 61 m above grade. The exhaust gas will have an exit temperature of nominally 80°C (duct fired).

One ST/G rated nominally at 457 MW. The ST/G accepts steam from the two HRSGs at three pressure levels and converts the mechanical energy to power in the shaft-coupled generator.



A Selective Catalytic Reduction (SCR) system will be installed within the HRSG to reduce the NOx emissions from the exhaust gas streams of each GT/G, including that produced in the duct burner exhaust. Under normal operating conditions, the SCR will reduce NOx emissions to 2.5 parts per million (ppm) leaving each HRSG exhaust stack, when the GT/Gs are operating at and above 60% of GT/G base load, with or without duct firing. Exhaust gas from each GT/G will pass through the inlet duct, tube bundle sections, and SCR section of the associated HRSG. Ammonia supplied from an external injection skid and storage tank is injected into the gas stream upstream of the SCR catalyst to effect further reduction of any NOx during passage through the SCR catalyst grid before discharging to the rest of the HRSG and eventually exiting through the exhaust stack. On-site 19% aqueous ammonia storage tanks, forwarding pumps, and associated ammonia injection skids at each SCR will be provided to support this NOx reduction.

One rectilinear, multi-fan mechanical draft, evaporative cooling tower. The tower consists of a single bank of 14 cells, one fan per cell providing the means to condense steam from the exhaust of the steam turbine (condensate) thus providing non-contact cooling for the NGS. This is accommodated by continuously circulating water through the condenser (tube side), to condense the entering turbine exhaust steam (shell side). The heated circulating water is routed through the cooling tower and back to the condenser, with heat rejected to atmosphere in the tower by evaporation. Water from the cooling tower basin is also used to cool water in the closed cooling water system, which in turn provides cooling to various pieces of equipment around the site. The cooling tower is designed to operate with six cycles of concentration, optimizing use of circulating water supplied from Lake Ontario. The condensate is re-used in the HRSG steam cycle.

Other auxiliaries, including those providing compressed air supply, electric power supply and distribution, transformers, natural gas filtering, compression and heating, water treatment and purification, and wastewater collection and processing, will exist on-site to support operations of the two GT/Gs, two HRSGs and the ST/G. These other auxiliaries are described below. Primary control of the NGS will occur from a main control room located in the administration building on-site.

One natural gas-fuelled auxiliary boiler equipped with low NOx burners with a nominal rating of 36,500 kg/hr of steam at a heat input of 116 GJ/hr (HHV), or 3,070 m3/hr of natural gas, exhausting to the atmosphere through a stack at a velocity of 12.7 m/s and a temperature of 150°C having an exit diameter of 1.2 m and extending 40 m above grade.

One emergency standby diesel generator rated at 1.5 MW (heat input 14.9 GJ/hr HHV), firing ultra low sulphur diesel fuel at a maximum rate of 414 litres per hour (L/hr) and exhausting at a maximum velocity of 111 m/s and an exit temperature of 400°C, through a stack of 0.2 m in diameter and extending 4.6 m above grade.



One natural gas-fuelled dew point heater (DPH) rated at 14.8 GJ/hr HHV (14 million British thermal units per hour (MMBtu/hr)) firing 392 m3/hr of natural gas and exhausting at a maximum velocity of 5.5 m/s and exit temperature of 410°C through a stack 0.6 m in diameter and extending 4.6 m above grade.

Natural gas-fuelled internally suspended, wall-, or roof-mounted comfort heaters for the main buildings with a total capacity not expected to exceed 8 GJ/hr HHV (7.5 MMBtu/hr).

Three 50% capacity electric, screw type, approximately 3.6 MW natural gas compressors boosting the natural gas pressure by approximately 2310 kilopascals (kPa) (335 pound-force per square inch (psi)).

Six oil-filled transformers including three generator step-up (GSU) transformers increasing the voltage of the electricity produced by the three on site generators from 21 kV to 500 kV, two auxiliary transformers and one static excitation transformer.

One 500 kV switchyard, wherein electricity generated by the NGS is connected to the Ontario 500 kV transmission grid.

One 280 kilowatt (kW) (nameplate) emergency diesel fire pump as part of the fire protection system (heat input 1.4 GJ/hr HHV) firing diesel fuel at a maximum rate of 83 L/hr and exhausting gas at a maximum velocity of 57.3 m/s through a stack 0.15 m diameter and extending 4.6 m above grade.

One raw water system for supply and treatment located in the pumphouse for the treatment of raw water from the Lennox GS intake channel for cooling, fire protection, and process uses.

One potable water treatment system for treatment of raw water for potable water usage.

Two 100% capacity filtration, reverse osmosis (RO) and mixed bed demineralizer water treatment trains to make de-ionized water from raw water for make-up to the steam cycle and other uses.

Figure 3.1 illustrates the combined cycle process schematically and displays the components and their interaction for the NGS. Note that this diagram does not display all station auxiliaries.

3.1.1 NGS Operation

It is predicted that the NGS will operate between 11% and 67% of the time on an annual basis. For the purposes of compliance, the NGS is being assessed to meet all regulatory requirements for 100% operation. The OPA Contract requires the NGS to provide energy into the Ontario Energy Market administered by IESO. The NGS will be dispatched by the IESO based on offer pricing or as required to relieve transmission constraints on the Ontario grid or to address local or supply security. The NGS will have an overall thermal efficiency of approximately 56% Lower Heating Value (LHV) with both GT/Gs operating at 100% output at average conditions with no



duct firing. With the HRSG duct burners in operation to produce more power, the thermal efficiency is expected to be approximately 52% (LHV).

Figure 3.1 Process Diagram for the NGS

3.1.2 Natural Gas

Natural gas will be supplied through an existing Union Gas Limited (Union Gas) pipeline connecting to a new Union Gas meter station located on the NGS site. The existing Union Gas pipeline is approximately 17 km in length and is routed from the TransCanada PipeLines Limited mainline natural gas pipeline south and then southwest to the Union Gas meter station currently servicing the Lennox GS. The new Union Gas dedicated meter station for the purpose of supplying odorized natural gas to NGS will be constructed next to the existing Union Gas meter station. Union Gas will be responsible for the construction, and associated permitting and approvals for the new natural gas meter station.



Odorized natural gas will typically be delivered to the NGS site at a pressure between 330 and 1,000 psig. Actual pressure in the supply may be too low to meet the inlet requirements of the gas turbines at certain times, so there is a need for on-site gas compression. Gas compression will be provided by three gas compressors powered by electric motors with capacity of approximately 3.6 MW each. Gas will be piped from the Union Gas meter station to the compressor station for NGS, where the gas compressors, dew point heater, and gas quality treatment equipment will be located. From this compressor station, the gas will be piped to the gas turbines and duct burners. Natural gas for use in building heaters, and other uses at NGS will be supplied by an odorized low pressure gas system.

3.1.3 Power Systems

In total, the NGS will have six oil-filled transformers. Three are GSU transformers, two are auxiliary transformers (adjacent to the GT/G GSU transformers), and one is a static excitation transformer associated with the generator attached to the steam turbine. Each GT/G will have an associated 21 kV isolated phase bus duct, generator circuit breaker, and a connection to its GSU transformer. The generator circuit breakers use SF6 as an insulating medium. The ST/G will also have an associated 21 kV isolated phase bus duct and connection to its GSU transformer. The high voltage side of the three GSU transformers will connect through overhead 500 kV circuits to a 500 kV switchyard located on the NGS site.

The NGS 500 kV switchyard will utilize four 500 kV circuit breakers arranged in a modified breaker and a half configuration. The switchgear uses SF6 as an insulating medium for the switching equipment. The switchyard will be interconnected to the Hydro One transmission system from the existing Hydro One dead end structures XIV (14) and XVI (15), located inside the Lennox GS switchyard via a 100 m overhead transmission line. The protection, control, and communication interface with the Hydro One Lennox GS switchyard will be via a fiber optic link.

The two auxiliary transformers will be utilized to power on-site equipment associated with the start-up and operation of the generating station. The transformers will each be individually capable of receiving 21 kV power via the GT/G GSU transformers (or operating GT/G), with on-site distribution to operating equipment.

In addition to the oil filled transformers, there will be two dry static frequency converter (SFC) transformers and two dry static excitation transformers at the NGS. The static excitation transformers will be associated with the operation of the generators, and the SFC transformers will be associated with the GT/G starting sequence. There will also be eight station utility dry



type transformers located in different areas of the facility to step down the voltage for use by various auxiliary equipment.

3.1.4 Site Layout and Process

The NGS equipment will be housed inside various buildings around the NGS site or outside in weatherproof enclosures. The GT/G sets and the majority of the associated auxiliary skids will be housed in manufacturer-provided acoustical enclosures placed inside the gas turbine building. The air inlet filter will be located outdoors on the roof of the GT/G building, and the rotor air fin fan cooler/fuel gas heater will be mounted at grade in an outdoor location. The HRSGs will be located outdoors along with various auxiliary equipment such as the duct burner skids, SCR ammonia injection skids and the main utility rack that runs over to the steam turbine. The boiler feed pumps will be located in an enclosure. The ST/G will be located inside the steam turbine building, along with various auxiliary equipment such as the condensate pumps and condenser. Figure 3.2 shows an artist’s preliminary rendering of the NGS site and Figure 3.3 is an engineering drawing of the NGS site plan. Water treatment equipment and laboratory facilities will be housed in the water treatment buildings, while administration/warehouse and station control facilities will be located inside the administration building. Gas metering and conditioning equipment associated with the high pressure fuel gas supply (i.e., check meters, pressure regulators, knockout drum, dew point heaters, etc.) will be located outdoors. Gas compression will be located in the gas compressor building. The fire protection pump house will be a pre-engineered enclosure adjacent to the service/fire water tank, housing jockey, main electric, and an emergency diesel fire pump. The switchyard and related equipment will be located in a fenced area at the northwest end of the NGS site.

The NGS property will have a fenced area of approximately 11 ha. Stormwater management is designed to control stormwater post-development runoff peak rates (100 yr flow) to pre-development rates. The stormwater management system will consist of underground storm sewers, ditches and swales sized to accommodate up to a 100-year storm event. There will be three in-line Stormceptor systems, to achieve 80% long-term average Total Suspended Solids (TSS) removal of fine particles from stormwater runoff (i.e., enhanced treatment). The stormwater management system will discharge via the existing OPG-owned stormwater ditch to Lake Ontario.

The administration building will be a single storey building located east of the steam turbine building. The steam turbine building will have a peak height of 31 m. The gas turbine building, which has a complex roof configuration will have a peak height of approximately 26 m and the water treatment building will be 12 m high. Each HRSG exhaust stack will be approximately 61 m in height. The HRSGs will include enclosures (penthouse) around the boiler drums and equipment on the top of the HRSGs at a height of 38 m. The gas compressor building will be 10.5 m tall.



Figure 3.2 Artist’s Preliminary Rendering of the NGS

1. Gas turbine building containing two gas turbines and generators

2. Steam turbine building containing one steam turbine and generator

3. Heat recovery steam generators with emission reduction;

4. Auxiliary boiler building

5. Water treatment building

6. Administration/control building

7. Warehouse

8. Natural gas compressor building containing three natural gas compressors

9. Mechanical draft, evaporative cooling tower

10. Electrical switchyard



Figure 3.3 NGS Site Plan



The GT/Gs will operate utilizing the Brayton cycle. Filtered ambient air is compressed within the compressor section of the gas turbine then supplied to the combustion section of the GT/G where natural gas fuel and air are mixed and ignited. The high temperature gases from the combustion process pass through the turbine blades, rotating the shaft, which is connected to the generator. The rotational energy produced by each GT/G is converted to electrical energy by its generator. The exhaust from each GT/G will be passed through a HRSG equipped with a SCR system. The HRSG acts as a large heat exchanger, extracting waste heat from the exhaust gases to produce steam. Each HRSG will also be fitted with duct burners which ignite a mixture of exhaust gas and natural gas fuel to increase the temperature of the exhaust gas stream which in turn produces additional steam in the HRSG and power in the ST/G. The SCR catalyst bank will be located downstream of the duct burner and the initial tube bundles in each HRSG. The SCR in each HRSG will be comprised of a catalyst bank that reduces the amount of NOx in the exhaust gas that is emitted to the atmosphere. The NOx catalytic reduction occurs when ammonia is mixed with the exhaust gas before passing through a vanadia-titania-based catalyst bank. The bank will be comprised of a series of catalyst bundles placed in layers. Ammonia reacts with NOx to form nitrogen gas (N2) and water. In addition to reducing emissions, each SCR system acts like a large “muffler” reducing the sound levels from the gas turbine exhaust flow. Exhaust gas flow through each HRSG will terminate in its main exhaust stack, which will discharge the exhaust gas to the atmosphere. Each stack will be equipped with a Continuous Emissions Monitoring (CEM) system to measure NOx (as nitric oxide (NO)), CO and oxygen (O2). The steam developed in both HRSGs will be piped to a single steam turbine, comprised of a combined high pressure/intermediate pressure turbine and shaft-connected low pressure turbine. The steam will be expanded within the turbine casings, turning the shaft which drives its attached electrical generator. After passing through the high pressure casing of the steam turbine, the steam will pass through the HRSGs once more to reheat it before being returned to the intermediate and low pressure steam turbine casings to complete the expansion process. Steam exiting the low pressure casing of the steam turbine will be exhausted to a condenser where the steam will be condensed into water (as condensate) for reuse in the steam cycle. Heat from this process will be rejected from the condenser via the circulating water system and mechanical draft evaporative cooling tower. In the mechanical draft cooling tower, the hot circulating water from the condenser will be sprayed over fill material. Air will be drawn through this fill material by a large fan at the top of the tower. A portion of the water will be evaporated to the air, cooling the remaining water, which will be collected in a basin under the tower and re-circulated to the condenser. A minor amount of circulating water passing through the tower will also be lost through drift.



Fuel gas will be supplied to each GT/G via a gas filtration system. It is anticipated that the fuel pressure supplied to the NGS site will at times be too low to operate the GT/Gs. When this occurs, the natural gas will be compressed via electrically driven natural gas compressors as required. The natural gas-fuelled DPH will heat the incoming natural gas supply to a temperature above the condensation point, when required. Hot air from each GT/G rotor cooling system will be fed to heat exchangers where the entering fuel gas will be pre-heated to improve performance of the GT/Gs. A 1.5 MW emergency standby diesel generator will supply power for the required safe and controlled shut-down of all equipment in the NGS in the event of an unplanned separation from the 500 kV grid supply. Except for testing purposes, the emergency standby diesel generator will only operate when supply from the 500 kV grid is unavailable. It will not be used to produce electricity for sale and its testing will be less than 60 hours per year. There will be two ultra low sulphur diesel fuel storage tanks on site supplying fuel for the emergency standby diesel generator and the emergency back-up fire pump. The emergency standby diesel generator tank will have a capacity of 7,571 L (2,000 U.S. gallons) and the diesel fire pump tank will have a capacity of 1,893 L (500 U.S. gallons). The emergency standby diesel generator tank will be a double walled tank that will meet Underwriters Laboratories of Canada 142 requirements with vents to atmosphere. The diesel fire pump tank will be a double walled tank that will meet NFPA 20 requirements.

3.1.5 Water and Wastewater System

3.1.5.1 Water Supply and Water Treatment

The use of water by the NGS is illustrated in the Water Flow Diagram (Figure 3.4). Raw Lake water from the Lennox GS forebay is the single source for all NGS water needs including potable water, cooling water, tempering water and process needs. NGS will include a potable water treatment system to treat incoming raw water so that it is suitable for domestic use in the NGS (e.g., washrooms, eyewash stations, kitchens).



Figure 3.4 NGS Water Flow Diagram



Raw water will be drawn through the existing Lennox GS water intake structure supplying the Lennox GS. New pumping equipment will be installed within space existing in the Lennox GS pumphouse and will consist of three 50% capacity pumps (one installed spare) dedicated to serve the NGS and controlled and powered by NGS. These are centrifugal pumps each with a capacity of 17,500 L/min. Two raw water pumps will generally be in service for high raw water demands but, a single pump may operate when plant demand is low. From the pumphouse a new 610 mm pipe will supply water to the site. A traveling water screen will be installed to remove any debris from the water entering the pumps. The traveling screen will be installed in the existing pump structure at the Lennox GS with a submerged intake. The screen will operate intermittently based on the differential water level. The raw water pumps will be used to provide spray water to clean the screen during operations. The debris washed off the screen will be collected by a sieve, and the wash water will be returned to the forebay with a sluice trough. The traveling water screen will have a mesh spacing of 9.5 mm. At the lowest predicted water height within the forebay, the estimated velocity through clean screens will be 0.19 m/s. Beyond screening and chlorination to prevent the build-up of zebra mussels and other biofouling organisms within the water intake system, no other water treatment is planned at the pumphouse. The Lake water supplied from the Lennox GS forebay will be used for: (1) supply for the potable water treatment system (2) make-up to the steam cycle process; (3) service water and fire suppression purposes; (4) make-up to circulating water (cooling tower) circuit; and, (5) tempering water, as required, to reduce the temperature of water discharged from the cooling tower basin. Raw water will only be delivered to the NGS site upon demand. Level controls in the service water/fire water tank (SW/FW tank, for fire, process, and service users) or cooling tower basin (cooling) will provide the signal for additional raw water flow. These on-site flows and downstream NGS water consumption are also shown pictorially in Figure 3.4.



Figure 3.5 Water Balance (Summer Peak Conditions)



Figures 3.5 and 3.6 provide additional definition on intake, supply, and utilization of water at the NGS, in the form of a water balance at Summer conditions, fired and unfired respectively. Given that the largest demand for water will be for make-up to the cooling tower and summer conditions produce the greatest loss in the form of evaporation (pure water) and drift, these diagrams represent peak water consumption associated with maximum power generation on a day with ambient air temperature of 30ºC. For cooling and process water needs, a maximum sustainable flow of 28,433 L/min of water from the Lennox GS forebay will be required. This flow represents maximum demand on peak hot day operations with all power generating equipment in operation as shown in Figure 3.5; reduced flows will occur during other operating cases. For example, at an ambient temperature of 6.7ºC (annual average), unfired with the evaporative cooler off, this peak water flow rate will drop to 12,983 L/min. Given that the NGS is planned to operate as an “intermediate load” generator, the demand for water will continually vary as opposed to being constant.



Figure 3.6 Water Balance (Summer Hot and Dry Unfired)



Cooling Water Use

Chlorinated Lake water provided to the cooling tower basin will be used to makeup water consumed by evaporation from the cooling tower and blow down or lost through drift (see Section 3.1.5.2). Water will be evaporated continuously during power generation operations to provide the cooling mechanism for steam condensing. Six cycles of concentration was selected to minimize the makeup, and thus the amount of water required. This basin water will be monitored and treated as required with sodium hypochlorite (see below), sulphuric acid and antiscalant/corrosion inhibitor as well as microbiological fouling inhibitor to protect tower, piping, condenser, and heat exchanger surfaces.

Process Water Use

Water in the SW/FW tank will be used for fire suppression and non-potable service water uses, as well as for process make-up to the steam cycle. Process water will be further treated into very high quality water using filtration. Treated water from the filtration system will be used for consumption by the GT/G air inlet evaporative coolers during warm weather operations (fed via level control in cooler basins). Treated water will be directed through the RO step and mixed bed ion exchange vessels and forwarded to the demineralized water tank. Demineralized water will be periodically pumped from the demineralized water tank to the steam cycle as needed (as “makeup water”; see “Steam Cycle Makeup” herein). Water for firefighting will continuously be available from the SW/FW storage tank, which will be designed to include a dedicated fire water reserve capacity.

Raw Water Treatment

Raw water will be treated with sodium hypochlorite (see “Biocide Treatment”). Raw water treatment chemicals will be stored in a heated enclosure outside the existing pumphouse building, while treatment chemicals for the process water will be stored in the water treatment building. The cooling tower basin (circulating) water treatment chemicals will be stored in a separate building near the cooling tower.

Water treatment chemicals will be stored on-site inside the water treatment building (bulk tanks and totes), in an enclosure near the pumphouse building (bulk tanks), inside the steam turbine building (totes), cooling tower (circulating water) chemical feed building (bulk tanks and totes), and inside the auxiliary boiler building (totes). These tanks and totes will be inside of curbed secondary containment. There will be no mixing of chemicals. All building areas where chemicals are to be stored will be well-ventilated and equipped with fire detection and sprinkler suppression if dictated by the relevant codes and standards. Based on Material Safety Data Sheets associated with the chemicals, there are no specific needs for vent scrubbing/filtering in



advance of discharge to atmosphere (any vessel vents will be directed to atmosphere above the building roof).

Table 3.1 contains a summary of expected on-site chemical storage locations, vessel types, and volumes planned for NGS operations and their ultimate fate. All chemicals will be stored at room temperature.

Table 3.1 Chemical Storage, Use, and Fate

Chemical/Fluid Stored

Quantity Litre (L)

On-site Location / Dose Rate / Discharge Concentration

Aqueous ammonia (liquid, 19% concentration) (Amine)

1,500, 1,500 and 123,000 and 123,000

Aqueous ammonia will be stored in above-ground 1,500 L supplier’s totes in the water treatment building and dosed into the primary and auxiliary boiler steam cycles as an amine. The aqueous ammonia dose rate will typically be between 1 to 3 ppm. The ammonia discharge concentration is expected to be less than 1 ppm into the cooling tower basin (blowdown from the basin including quenched blowdown from the steam cycle will contain an undetectable level of ammonia).

Two unrelated 123,000 L (each) storage tanks on site stores a 19% concentration of aqueous ammonia for injection into the HRSGs for NOx reduction (surrounded by secondary containment) - see Site Plan for location.

Sodium hypochlorite (liquid, 12 to 15% concentration)

1,500, 6,500, 45,424 and

45,424

Sodium hypochlorite will be dosed at 1 to 5 ppm depending on concentration into the incoming water. Sodium hypochlorite will be dosed into the filter backwash at varying rates, up to 200 ppm, based on membrane fouling experience. Sodium hypochlorite will be dosed at up to 5 ppm into the cooling tower basin depending upon the cooling water demand and the ability to maintain a residual concentration within the cooling water (maintain a concentration of 0.2mg/L). Sodium hypochlorite dose rate into the SW/FW tank for residual chlorine preservation will likely be 0.5 to 1 ppm. The sodium hypochlorite concentration in the discharged circulating water and cooling tower drift will be less than 0.5 to 1 ppm. The hypochlorite concentration in the blowdown will be neutralized by dechlorination treatment with sodium bisulfite to less than 0.002 mg/L before discharge to the Lennox GS discharge channel and eventually Lake Ontario.

Sodium bisulfite (liquid, 40% concentration)

1,500 and 1,500 Supplier’s totes, proximate to the RO equipment skid inside water treatment building will be dosed into incoming filtered water to remove residual chlorine to avoid RO membrane damage. Bisulfite will also be dosed in cooling tower blowdown as dechlorination. Sodium bisulfite dose rate anticipated to be 1 to 3 ppm. Residual sodium bisulfite discharge concentration into any water directed to the Lennox GS discharge channel and eventually Lake Ontario will be less than 1 ppm.



Table 3.1 Chemical Storage, Use, and Fate (Cont’d)


Quantity Litre (L)


Sulphuric acid (liquid, 98% concentration) (Acid)

45,424 Sulphuric acid bulk tank inside the cooling tower chemical feed building will be used for cooling tower (pH) treatment. Sulphuric acid discharge concentration to Lennox GS discharge channel and eventually Lake Ontario will be non-detectable due to internal chemical reactions, with only sulphate (SO4) residuals remaining.

Sodium hydroxide (liquid, 50% concentration) (Caustic)

1,500, 1,500 and 1,500

Suppliers totes (1,500 L each) inside ST/G and auxiliary boiler buildings. Tote in water treatment building used for filter cleaning, RO inter-stage treatment to convert carbon dioxide to bicarbonate/carbonate, alkalinity control, and neutralization of wastewater. Sodium hydroxide discharge concentration to cooling tower blowdown will be non-detectable due to neutralization processes and low dosing rates.

RO/Filter cleaning fluid (liquid, various chemicals used based on type of RO membrane fouling)

500, with spare 500

Above-ground polyethylene storage tank, proximate to RO equipment skid inside water treatment building. RO cleaning fluid used to clean RO membranes after fouling. RO cleaning fluid dose rate and discharge concentration will vary depending upon specific cleaning fluid used and service exposure of RO membranes. Concentrations in any wastewater discharge to the process drains and wastewater collection basin will be negligible. Typical vendor names include Hypersperse, Bioclean, OrganoGuard, SpectraGuard, Lavasol, and OptiClean.

Citric acid (liquid, 0.5%)

500, with spare 500

Above-ground polyethylene storage tank, proximate to filter equipment skid inside water treatment building. Used for cleaning raw water filters during backwash cycle. Dose depends on filter fouling.

Microbiological Fouling Inhibitor (liquid, concentration varies with type of biocide and service conditions)

1,500 Supplier tote located in the cooling tower chemical feed building with the fouling inhibitor to be used to prevent biological growth in cooling water system (inside tanks/piping). Dose rate will vary with type of biocide in mix. Inhibitor will be added to the system as needed to maintain the desired protection. Inhibitor will be non-detectable in cooling tower discharge as the biodispersant will be reacted.

Mild Steel Corrosion Inhibitor

1,500 Located in the cooling tower chemical feed building with the mild steel corrosion inhibitor to be selected to be compatible and synergistic with cooling water anti-scalant. Supplied by water treatment chemical supplier in standard totes. Residual concentration is anticipated to be in a low ppm range.

Cooling Water Antiscalant 1,500 Located in the cooling tower chemical feed building. The anti-scalant will perform in conjunction with the mild steel corrosion inhibitor to minimize degradation of cooling system internal components. Supplied by water treatment chemical supplier in standard totes. Residual concentration is anticipated to be in a low ppm range.



Table 3.1 Chemical Storage, Use, and Fate (Cont’d)


Quantity Litre (L)


RO anti-scalant 1,500 A simple anti-scalant to prevent deposition in the RO membranes. Supplied by water treatment chemical supplier in standard totes. Located in the water treatment building. Residual concentration is anticipated to be in the low ppm range.

Hydrogen 22,712 and 22,712

Stored at approximately 3,000 kpa(g) (435 psi(g)). Will be used to supply makeup hydrogen to generators. Hydrogen will be the cooling medium utilized within the generators, in a closed loop system. Tanks will be replenished by an on-site hydrogen generation system.

*An inventory of all chemicals that are received, stored, and used at site will be maintained by TransCanada operating staff. Disposal of unused (expired) chemicals will be periodically carried out by the supplier(s). This listing does not address lubricating, control, and insulating oil utilized in various on-site equipment. All of these oil uses are in closed systems with containments used to capture accidental spills or leakage. Clean-up of these containments will either involve manual swabbing, vacuum removal, or passage of fluid through the oil/water separator.

Biofouling Treatment

Sodium hypochlorite (NaOCl, in 12 to 15% solution with water) will be utilized for biological control of Lake Ontario water in the NGS raw, process, and cooling water systems, as shown on the water balances (see Figure 3.5) for water distribution). The flow rate of water to the NGS, and its required treatment, will vary greatly depending on ambient environmental conditions and operating status of the NGS. The dose rates below represent average daily doses versus being based on peak conditions depicted in Figure 3.5. Certain internal non-continuous flows (e.g., filter backwash) quantified below were alternately averaged across a full day of station operation. In the NGS, sodium hypochlorite will be injected via metering pumps in the following locations on an as-needed basis:

1. Raw Water Inlet – will be injected to the NGS water intake immediately downstream of the travelling water screens when water in-flow is detected: the feed rate into the raw water is estimated at 45 L/hr with Figure 3.5 summer peak conditions (target 0.2 mg/L residual), but the rate will vary based on the incoming water flow rate and biochemical oxygen demand and biological control required. Given that water from the Lennox GS forebay will contain biological and organic content, hypochlorite feed at this location will be continuous with the dosing rate established based on operating experience. Sodium hypochlorite will only be fed when the raw water pumps are in operation to prevent it from migrating back into the Lennox GS forebay.



2. SW/FW Tank – will be injected periodically into the tank volume to maintain a free chlorine residual (target 0.2 mg/L from experience) to prevent biological growth in the partially stagnant tank; this feed will not be continuous and is estimated to be 9 L/hr or 216 L/d on an annual average basis and directly controlled based on measuring tank volume free chlorine.

3. Cooling Tower – will be periodically injected into the tower basin for biological control of the circulating water used in the NGS cooling system, with dosing rate variable and based on in-flow and basin volume free chlorine measure (target 0.2 mg/L from experience); the dosing rate associated with Figure 3.5 peak conditions will be approximately 160 L/hr. This dosing will be seasonally adjusted to account for entry of organics from atmosphere into the cooling tower basin and reduced organics in the incoming water during cold weather months.

4. Raw Water Filters – will be periodically injected upstream of the filters to remove biological growth from filter membranes.

A 45,424 L, vertical cylinder, sodium hypochlorite storage tank will be provided to supply the raw water chlorination needs for raw water entering the NGS site. This tank will be located in a heated enclosure near the existing Lennox GS raw water pumphouse, inside secondary containment with associated pumps, piping, and controls. A second 45,424 L, vertical cylinder, sodium hypochlorite storage tank will be provided to supply the chlorination needs associated with process use. This tank will be located in the cooling tower chemical feed building, inside secondary containment with associated metering pumps, piping and controls. A 6,500 L tank will be located inside the water treatment building for intermittent dosing to the service water recirculation line. A 1,500 L tote will be located inside the water treatment building for intermittent cleaning of the raw water filters. All hypochlorite will be fed from small metering pumps based on either: (1) dose rates defined by source water flow rate and need, or (2) based on measurement and feedback on free chlorine residual in downstream or source water volumes. Sodium hypochlorite volumes at the NGS will be periodically replenished by a water chemicals supplier. The cooling tower basin will be constructed of reinforced concrete walls and base slab under the tower, with a deepened area (circulating water pump well) used to direct cooled water into the circulating water pump suction bells for forwarding to the condenser and re-use. The basin and well are open to atmosphere and are subject to the entry of atmospheric debris (e.g., leaves) and insects. Fixed screens will be used to collect larger items of debris and the basin will be treated with biocide. There will be little to no water leakage from the basin and no chemical carryover or discharge. Basin water chemistry (pH, conductivity, chlorine residual) will be monitored.



Dechlorination

The NGS will also be equipped with dechlorination equipment to meet all operating and wastewater discharge conditions, both for the protection of process equipment and to address free chlorine which may be present in cooling tower blowdown and tempering water. Sodium bisulfite (NaHSO3) will be the chemical used for this process, typically in dose rates in the range of 1.6 mg/L of NaHSO3 per mg/L of chlorine (Cl2) removed; actual bisulfite feed rates will vary. The two primary dose locations will be upstream of the RO equipment (to protect membranes from residual chlorine in service water) and in the discharge pipeline leading from the NGS to the Lennox GS discharge channel to remove free chlorine from the discharge stream entering the Lennox GS discharge channel and eventually Lake Ontario. In both cases, feed-forward logic from monitoring instrumentation will be used to establish necessary feed rates for each stream. Bisulfite will be supplied to the NGS in 1,500 L totes provided by a water chemicals supplier, and stored in the water treatment building to prevent freezing. The totes will be located within inside secondary containment with associated metering pumps, piping, and controls. The injection points will support at least 30 seconds of mixing time with the fluid stream before monitoring/discharge/use.

Steam Cycle Makeup

The primary steam cycle will continuously utilize high purity water provided initially from the demineralized water tank and later recovered as condensate from the surface condenser. The high purity water is converted to steam in the HRSGs, used in the ST/G and then condensed for re-use in the condenser. Make-up from the demineralized water tank during operations will be required to account for steam and water losses in the form of blowdown and other non-recoverable losses. In the NGS design, the steam cycle blowdown rate from the HRSGs will be set to maintain required cycle steam/water purity level; the blowdown and HRSG drains will be quenched with service water in the unit sumps to reduce temperature and delivered to the cooling tower basin for re-use. These flow paths and rates are illustrated in Figure 3.4, Figure 3.5 and Figure 3.6. Non-recoverable losses are described in Section 3.1.5.2. Given the elevated pressure and temperature of the efficient NGS steam generation cycle, a phosphate continuum boiler water treatment process is planned. All-volatile treatment (oxidizing conditions) (AVT(CO)) will be used to control the properties of the feedwater. With AVT(CO), no volatile oxygen scavengers or passivators will be used and ammonium hydroxide as an amine will be used for pH control. Dissolved O2 content will be maintained below 10 µg/L by the deaerating condenser with cation conductivity maintained below 0.2 microsiemens per centimetre and feedwater pH maintained above 9.6. Ammonium hydroxide will be dosed downstream of the condensate pumps to produce the volatile ammonia alkali and desired cation conductivity control. The resulting quenched blowdown water from the steam cycle will be directed via the waste water collection basin to the cooling tower basin. This fluid will be of higher purity than cooling tower make-up flow and basin water, with minute traces of ammonium hydroxide contained therein;



further mixing of said ammonium hydroxide with basin water will result in virtually all ammonium hydroxide having been reacted with other compounds and no detectable volatile ammonium hydroxide should remain in the drift or cooling tower discharge flow. Two aqueous ammonia (19% ammonium hydroxide, 81% water) storage tanks will be equipped with level and pressure instrumentation, with level displayed both locally and within the overall distributed control system (DCS). The tanks will be situated inside a concrete containment structure. The concrete containment will hold the complete volume of one storage tank. The drain valve in the containment will be normally closed and stormwater will be drained manually to the oil/water separator on the north side of the plant. Clean discharge water from the separator will be pumped to the cooling tower. A leak detection system will be provided for the tank containment area to sense ammonia vapor in the unlikely event of a spill. The tanks are located outside on the west side of the combustion turbine building. Each tank will be designed as a pressure vessel, with safety relief valve nominally set at 200 kPa (valve is not expected to ever release). Tank physical characteristics are approximately 3.7 m diameter, 12.8 m long cylinder, and 123,000 L volume for each tank. As is customary, each tank will be fitted with both a tank fill connection and tank vent recovery connection, so that vapors produced during fill are returned to the delivering truck versus being discharged to the atmosphere. The aqueous ammonia truck unloading station will have a containment curb that drains to the tank containment structure. Treatment systems and auxiliary equipment that require immediate attention for the safety of personnel or to maintain reliable NGS operations will be controlled and alarmed remotely through the DCS, either by grouped or individual alarms as appropriate for the application. These include active on-line monitoring of the raw water system, cooling water system, water treatment system, condensate return, boiler feed water, steam cycle and alarms associated with chemical leaks situated in storage areas (e.g., at aqueous ammonia storage tank area, water treatment building, cooling water treatment building and other building storage areas).

3.1.5.2 Wastewater Collection, Treatment, and Discharge

Wastewater generated by the NGS will consist of: (1) cooling tower blowdown; (2) stormwater; (3) other process water related discharges (i.e., HRSG and auxiliary boiler blow down, RO reject water, back wash flows from the water treatment filtration process and intermittent effluent from floor drains) collectively termed “industrial sewage”; and, (4) domestic sewage. Industrial sewage will be quenched and treated to remove oil as required prior to being routed to the wastewater collection sump. The combined wastewater will be pumped from the wastewater collection basin to the cooling tower basin where the water will be used as cooling water make-up, to augment the raw water make-up supply.



Industrial Sewage

The wastewater collection basin will capture effluent from the plant drains and process drains prior to pumping the wastewater to the cooling tower basin as shown on Figure 3.4. There will be the capability to take grab samples prior to pumping to the cooling tower basin. The wastewater collection basin will be a below grade concrete sump with a nominal storage volume of 61,686 L. The approximate dimensions of the basin will be a 7.5 m width, 3 m length, and 4.5 m depth. The sump freeboard will be 1 m. The minimum sump retention time will be approximately 45 minutes based on the maximum in flows for all lines and one sump pump running. The water pumped from the wastewater collection basin will not have any chemical treatment or filtration. The water chemistry of the combined wastewater effluent from the basin has been determined by using a weighted average of the chemical constituents in each stream based on their respective flowrates. A total of three wastewater forwarding pumps (two installed spares) will be provided each with a capacity of 7098 L/min. The pumps will be centrifugal vertical cantilever style pumps and will be controlled by level instruments in the sump and a local control panel. The operation of the pumps will be monitored by the plant DCS. A single pump will operate intermittently depending on the drain volume. The first pump will start at a sump level of 3 m and will stop at a level of 0.6 m. A second wastewater pump will be started if the drain flows exceed the capacity of one wastewater pump signaled by a high-high level alarm in the plant DCS at a level of 3.3 m. The sump pumps will be able to be controlled locally at the control panel by placing the pumps in manual. The main process drains to the wastewater collection basin come from the auxiliary boiler, HRSGs, and steam turbine drain systems. Service water will be used to quench the process drains below 60 C prior to entering the wastewater collection basin. The temperature of wastewater collection basin effluent will be significantly reduced before reaching the cooling tower basin as it will be a very small fraction of the cooling tower makeup water with which it will combine. Plant drains, which include floor drains from the buildings, will be collected in two wastewater sumps and pumped via an oil water separator to the wastewater collection basin. The volume of these wastewater sumps will be 6375 L and 5895 L respectively. The associated wastewater pumps will be positive displacement type pumps and will be non-emulsifying with capacities of 946 L/min. A third wastewater sump will receive process drains from the evaporative cooler blowdown and also will be pumped to the wastewater collection basin. Wastewater pumps related to this sump will be centrifugal vertical cantilever style pumps with a capacity of 568 L/min. The plant drains from equipment containing oil and the steam turbine building floor drains will be fed to an underground oil/water separator. The oil/water separator will have a



15,100 liter capacity for oil storage and will provide maximum oil effluent of 15 mg/L. The clean wastewater will then be pumped to the wastewater collection basin with centrifugal pumps. Other liquid waste streams periodically generated at the NGS will include oil and grit collected in the oil/water and oil/grit separators. Lubricants will be used to maintain gas turbine equipment, the emergency standby diesel generator, and other operating equipment. Since drains associated with this equipment could be potentially contaminated with lubricants, water flowing through these specific drains will pass through an oil/water separator. After separation, clear water discharged from the separator will be pumped to the wastewater collection basin, then to the cooling tower basin for reuse in the cooling tower, and ultimately to the Lennox GS discharge channel as part of the cooling tower blowdown discharge. Oil collected and retained in the oil/water and oil/grit separators will be removed from collection vessels via vacuum truck and disposed of at an appropriate off-site facility by a licensed waste management company. The wastewater collection basin also will receive wastewater from the water treatment system. The wastewater streams primarily will be ultrafilter backwash and reverse osmosis rejects as shown on the water balance diagrams, Figure 3.5 and Figure 3.6.

Cooling Tower Blowdown

Cooling tower blowdown will be discharged to the Lennox GS discharge channel and eventually the Lake via a new 600 mm discharge pipeline and the existing Lennox GS discharge channel. A monitoring location will be installed downstream of the de-chlorination point, within the discharge pipeline, within which online monitors for pH, conductivity, temperature, and total residual chlorine (TRC) will be installed. Cooling tower blowdown flow will be continuous to maintain required purity in the circulating water system. Cooling tower blowdown will be discharged to the Lennox GS discharge channel via a 600 mm diameter gravity flow line terminating below the water level in the channel. The current hot day sustainable cooling water discharge is predicted to be 11,200 L/min when the NGS is operating at full output. Tempering water will be mixed with the cooling tower blowdown within the discharge pipe to reduce the temperature to maximum 10ºC rise above the Lake water temperature prior to discharge into the existing Lennox GS discharge channel (approximately 6983L/min on a hot day). Cooling tower blowdown pH is expected to be neutral to slightly basic, ranging from 7.5 to 9 with an average in the 8 to 8.5 range. pH will be measured in the cooling tower basin with basin water pH adjustment available via small chemical (sulphuric acid or sodium hydroxide) addition, allowing basin water and blowdown pH to be controlled within the desired range. The blowdown will also contain negligible amounts of ammonia (from HRSG blowdown) and antiscalant/inhibitor (from basin water), as virtually all of these chemicals will be consumed and no longer volatile. The blowdown, including tempering



water, will be dechlorinated to achieve less than 0.002 mg/L chlorine residual before discharge from the NGS. Cooling tower drift is addressed under “Other Off-Site Discharges” herein.

Steam Cycle Losses

There will be a limited quantity of “non-recoverable losses” in the form of steam and water vapour vents to atmosphere, leakage from the steam cycle captured in drains, GT/G unit drains, and similar sources. Figures 3.4, 3.5 and 3.6 provide further illustration of these wastewater flows and discharges.

Domestic Sewage

Domestic waste streams resulting from drains located in the washrooms, kitchen and any other domestic facilities will be discharged as sewage via a new line directly to the existing Lennox GS sewage lagoons. In addition, the administration/warehouse floor drain effluent will flow via an oil/water separator that gravity drains to the sanitary waste system.

Stormwater

Stormwater will be discharged to the Lake via the existing network of collection ditches. Stormwater runoff from paved and gravel areas, where there is potential for contamination from incidents that might arise during NGS operations (e.g., within the NGS footprint and parking areas), will be routed to catch basins and other collection points that are equipped with oil/grit separators to remove oil and grit from the stormwater prior to drainage into the downstream components of the stormwater management system and Lake discharge. The oil/grit separators will produce 80% long-term average removal of TSS from stormwater runoff. Stormceptors have demonstrated the ability to remove up to 95% of free oils in the flow. The following Table 3.2 defines final on-site discharge points for the four primary wastewater streams, along with fluid characterization, and planned monitoring. Discharge vessels are typically constructed of double-wall steel tanks or poured concrete vaults (protectively coated). These vessels will all be vented; no chemical carryover is expected in these natural vents.



Table 3.2 NGS Effluent Monitoring

Discharge Point Discharge Vessel Fluid Discharge Monitoring NGS Discharge Pipe

Pipe discharge below water level of channel

Cooling tower blowdown (including quench water) via gravity to a 600 mm discharge line.

In-line monitoring of pH, conductivity, total residual chlorine and temperature. Acute lethality, total iron, total suspended solids, total aluminum, and Oil and Grease testing with grab sampling.

Wastewater Collection Basin

Concrete vault (underground)

Industrial sewage from multiple sources pumped to cooling tower basin.

Grab sampling capability in the event of upset conditions; flow metre and level alarm, as described above

Domestic Sewage Lift Station.

Prefabricated manhole (underground)

Domestic sewage, to Lennox Generating Station Sewage Lagoons

Totalizing flow meter; manhole level alarm.

GT/G Drains Sump

Concrete sump(underground)

Water, limited oil, and water wash cleaning fluid capture; periodic flows removed via vacuum truck.

Manual sampling port in the event the waste hauler requires testing, no on-line analysis.

Stormwater Discharge

Stormceptors Stormwater samples to be collected at the outlet of each stormceptor

Grab samples for total suspended solids oil/grease testing are heavy metals.

Enhanced Grassed Swale

Samples to be collected from before Lennox GS ditch

Grab samples for total suspended solids and oil/grease testing

Other Wastewater flows

Periodic washing of the gas turbines will be required to prevent fouling caused by air entrained particles. Turbine wash water, drains, and lubricant leakage will be collected in the underground GT/G drains tank and taken away for disposal at an appropriate off-site disposal facility by a licensed waste management company.

For the NGS, six oil-filled transformers will be installed outdoors on pads. The three GSU transformers and the two unit auxiliary oil filled transformers as well as the steam turbine excitation transformer will be located in curbed containments. Each containment area consists of a curbed area surrounding a transformer that will capture any oil that might be spilled or leaked from the transformer contained within it. Each containment area will be sized for the full volume of oil plus 10%, a 24-hour storm event, 10 minutes of 1,893 L/min of firewater hose stream, and 0.3 m of freeboard. The containments will have a drain valve in the bottom to allow any accumulated rainwater to be drained into an underground oil water separator. The containment drain valves will have a post indicator and will normally be closed. They will only



be opened to drain accumulated rain water to the oil water separator after inspection of the water to verify no free oil is present. The clear water will then be pumped to the cooling tower basin with centrifugal pumps. There will be two 100% submersible type pumps (one installed spare) rated for 1,893 L/min @ 9.75 meters of head. A similar configuration will be used for fluids contained in the aqueous ammonia tank secondary containment; although any spilled ammonia will be detected with response/collection via a licensed collection contractor using a vacuum truck and off-site disposal.

As noted previously, wastewater collection and treatment points will all exist at the NGS, principally to safely collect and transfer fluids to either locations for recycling or to the aforementioned external discharge points. These intermediate collections will also typically be vented to atmosphere and constructed of materials to limit/prevent fluid loss. The following Table 3.3 summarizes these points and fluid transfer; none of these vented sources will contribute chemical discharges to soil or atmosphere:

Table 3.3 Effluent Collection and Treatment

Collection Point / Vessel Wastewater Transfer

Oil/Water Separator (Qty 2) Clear water will be pumped to wastewater collection basin (oil periodically removed via vacuum truck).

Stormceptors (Qty 3) Stormwater will pass through each Stormceptor prior to discharging to drainage ditches and grassed swales. Oil and sediment will be trapped in the Stormceptor and periodically removed via vacuum truck.

HRSG Blowdown Tank and Sump (Qty 2)

Will collect hot drains and blowdown from each HRSG; after quenching, water is batch pumped to wastewater collection basin by level control.

ST/G Drains Tank Above-ground tank will collect miscellaneous condensate drains in the plant, will be pumped back to the wastewater collection basin based on tank level control.

Bldg. Sumps (multiple) Concrete sumps in foundation will collect water spills and equipment drains where needed; fluid drained by gravity or pumped to wastewater collection basin.

Auxiliary Boiler Blowdown Tank and Sump

Will collect hot drains and blowdown from the auxiliary boiler; after quenching, water will be batch pumped to wastewater collection basin by level control.

Other Off-Site Discharges

Wastewater discharges to off-site repositories will emanate from the four discharge points noted above (Table 3.2 NGS Effluent Monitoring). Non-recoverable steam and water vapour associated with the cooling tower as drift and steam/water cycle will be also discharged to atmosphere and may disperse off-site. These non-recoverable losses are associated with venting/draining of very high purity water in the steam cycle and any un-reacted ammonia present will be at nondetectable or trace levels. Cooling tower maximum drift is quantified as 0.0005% of the circulating water flow from the cooling tower during operation which results in a drift rate of 5 L/min. The cooling tower drift is addressed in detail in Supporting Document 1, Section 3.5.



3.2 SITE PREPARATION

The NGS site is located directly to the north of Highway 33, Loyalist Parkway, and east of County Road 21. The land has been zoned for industrial use by the Town of Greater Napanee. The NGS and associated operations will utilize the total site during construction of the facility; however, the eastern portion of the site will be remediated following construction.

3.2.1 Demolition of Existing Buildings

No demolition of existing structures is anticipated.

3.2.2 Clearing of Vegetation

Areas allocated for the construction and operation of the NGS will be cleared of existing surface vegetation. Laydown and parking areas for the construction phase will be located on the eastern side of the NGS site and will also be cleared of vegetation prior to the start of construction.

3.2.3 Grading

The NGS site is on two levels that are relatively flat which has less than a 4 m elevation change from the north to the south of the site which allows for the utilization of basic site grading to promote stormwater drainage via sheet flow. Approximately 75,000 m3 of material will be excavated, through mechanical means or blasting for the site improvements. Earthen materials generated by excavation will be used in embankment fills, structured backfill, or in earthen berms proposed between the NGS site and Highway 33. Approximately 100,000 m3 of top soil will be stripped from the laydown area and stored in a stockpile for restoration of the laydown area following construction. The Site Grading and Erosion Control Plan (Figure 3.7) will entail directing runoff to the site boundary edges by creating local catchments, while retaining a general north-to-south drainage pattern.



Figure 3.7 Site Grading and Erosion Control Plan



3.2.4 Erosion and Sediment Control Plan

The construction of the NGS will require careful transition from the limited SWM facility that presently serves the site to the permanent SWM facility for the operation phase of the NGS. During the site preparation phase, in advance of construction, soil excavation and site grading activities will occur. These activities will expose a large portion of the site which could generate sediment-laden stormwater. Sediment control measures, in advance of significant earthwork, will include the installation of silt fencing in concert with the existing perimeter fencing around the site, local runoff protection including fiber rolls and ditch checks will be used in this transitory stage to minimize any sediment in runoff to adjacent properties. During the construction phase, erosion and sediment controls will be implemented in parallel with SWM controls to achieve enhanced removal of suspended solids and to minimize off-site deposition of site soils on adjacent properties, roadways, and Lake Ontario. The Erosion and Sediment Control Plan for the laydown area is provided in Figure 3.8. The Erosion and Sediment Control Plan contains two areas of focus:

NGS Site – West of the wetland discharge creek, a swale will be created along the south side of the site during the construction phase to collect, detain, and transport stormwater. Sediment traps and geotextile lined check dams will be installed in the swale for sediment control prior to discharge to the existing Lennox GS ditch west of the site. This swale will later remain as a component of the stormwater management facility for the site.

Laydown Area – East of the wetland discharge creek. The lay down area will be graded to ensure that the stormwater runoff is directed to two temporary siltation basins to control quantity and quality of the stormwater prior to discharging to the MTO roadside ditch. Silt fences, fiber rolls and mud mats will be installed to provide further sediment and erosion control.



Figure 3.8 Laydown Area Grading and Erosion Control Plan



Additional erosion and sediment control measures to be implemented during construction are:

Locating soil stockpiles away from watercourses and stabilizing them against erosion.

Phasing of construction and restricting/containing work areas with perimeter fencing.

Restriction of site access to designated entry/exit points. Mitigation such as vibration (mud) pads will be situated at each access point (entry/exit). These mitigative measures will remove mud from construction vehicle tires and trap sediment from being transported off-site; in general, primary site access will be controlled via security gate at the east side of the site.

Throughout construction, vehicles exiting the NGS site will be checked for soil content and tires cleaned, if necessary, to reduce off-site deposition on roadway surfaces.

3.2.5 Stormwater Management Plan

3.2.5.1 Pre-Development Conditions

The pre-development area of the NGS site consists of industrial laydown area and natural vegetated land. The NGS site pre-development area has been divided into six sub-basins, four in the north (N1, N2, N3 and N4) and two in the south (S1, S2) as illustrated in Figure 3.9. The area located directly north of sub-basins N1 and N2 is not included in this study because it maintains the existing drainage conditions to the northern ditch which in turn drains west to the existing Lennox GS ditch as illustrated in Figure 3.9 The southern drainage area of the NGS site consists of approximately 8.5 ha of industrial and natural vegetated land. Two major sub-basins were identified for hydrological purposes:

Approximately 5 ha currently consists of a gravel/dirt industrial storage laydown area for Lennox GS (see sub-basin S1 in Figure 3.9). These flat lands (slopes ~1%) are partially developed with gravel and dirt land coverage (SCS CN=89) for industrial equipment storage and occasional vehicle access. Due to the low infiltration capacity of the soils, most of the uncontrolled stormwater runoff flows overland from north to south and flows southwards towards MTO roadside ditches along Highway 33.

An additional 3.5 ha of undeveloped vegetated lands (SCS CN=80; see sub-basin S2 in Figure 3.9) to the east and south of the existing Lennox GS storage laydown area also occupy the NGS site. These lands have a slope of equal to or greater than 3% and the stormwater runoff flows overland southwards towards the Highway 33 roadside ditch.



The northern drainage area of the NGS site consists of approximately 4.15 ha of developed gravel industrial storage area (SCS CN=89 with slopes ~1%) delineated into four sub-basins.

Three of the sub-basins (N1-N3) drain towards the southern area of the site via three separate existing culverts:

A 200 mm culvert drains approximately 0.83 ha into sub-basin S1 (see sub-basin N1 in Figure 3.9)

o Post-development conditions for sub-basin N-1 will be diverted westward towards the existing OPG ditch (Figure 3.10), maintaining pre-development flow rates, and therefore will not be incorporated into the stormwater management system conceptual design.


o Post-development conditions for sub-basin N-2 will be diverted westward towards the existing OPG ditch (Figure 4-1), maintaining pre-development flow rates, and therefore will not be incorporated into the stormwater management system conceptual design.


o Sub-basin N3 was further divided into two sub-sections N3-1 and N3-2. N3-1 is the upper section of this sub-basin which drains to the northern ditch which then flows south through a 200mm culvert prior to discharge to S2 via the 450mm culvert. Whereas, N3-2 drains to the southern ditch which directly discharges to the 450mm culvert.

Sub-basin N4 (1.2 ha) drains towards a northern ditch which is directed to the existing OPG ditch located to the west of the NGS site.

o Post-development conditions for sub-basin N4 will maintain the existing drainage patterns to the northern ditch, and therefore will not be incorporated into the stormwater management system conceptual design.



Figure 3.9 Pre-Development Site Conditions



3.2.5.2 Stormwater Management Design Criteria

SWM design objectives and criteria for the NGS site were identified based on general regulatory requirements (i.e., Stormwater Management Planning and Design Manual; MOE 2003a) and discussions with the Ontario MOE, CRCA and MTO. The following key SWM objectives and design criteria were identified for the operational phase of the NGS, with an emphasis on water quality control:

Water Quality Control:

Quality control measures are designed to provide at least an “enhanced” level of protection which corresponds to the long-term average removal of at least 80% total suspended solids (TSS) from the stormwater runoff. This is due to the consideration that the NGS outfall is under the Cataraqui Source Protection Area. These measures are:

o Oil/grit separators - Device to meet enhanced treatment requirements (i.e., MOE-approved Stormceptors);

o Enhanced Grassed Swales - Sizing should allow reduction of flow velocity through grass during high frequency, low flow storm events to allow for particle settling.

Water Quantity Control:

All stormwater runoff from the developed site will be collected and conveyed from the property, and directed to the stormceptors which in turn discharge to the enhanced grassed swale and then to the existing Lennox GS stormwater conveyance ditch located 100 m west of NGS site boundary, prior to discharge to Lake Ontario via 2800 mm MTO culvert;

Appropriately sized conveyance measures will be provided to avoid on-site and adjacent area flooding and ensure safe passage through the existing culverts into Lake Ontario (i.e., manage up to the 100-yr event on-site);

Although quantity control may not be required since the site direct drainage is to Lake Ontario4, the present design of the stormwater management took into account the quantity control;

Due to the native geology and shallow soil conditions at the site, extensive blasting of limestone bedrock would be required for the creation of a SWM basin or other detention facilities. This was not considered a feasible option. Instead an enhanced grassed swale will be implemented.

4 Cataraqui Region Conservation Authority - Planning Policy - Appendix F: Guidelines for Stormwater Management



3.3 PROPOSED SWM PLAN

The new buildings, station facilities, surfacing and site grading will change the storm drainage patterns at the NGS site. Therefore, the operation phase SWM Plan will be based on post-development land-use and drainage patterns and will include a permanent SWM facility to meet the SWM design criteria.

3.3.1 Land-Use and Drainage Patterns

In general drainage from the post-development site will be directed from north to south and eventually westward towards the existing OPG stormwater discharge ditch. Any discharges to the wetland discharge creek will be avoided from the post-development site. Drainage from all undeveloped areas of the NGS site will mimic natural drainage patterns in order to minimize disturbance to existing hydrological features of the site. The existing Lennox GS stormwater ditch currently crossing the NGS site diagonally will be re-directed along the boundary of the site and will maintain or exceed existing dimensions and hydraulic capacities to allow for safe conveyance of stormwater flow from adjacent properties. Figure 3.10 shows the overall post-development site plan, sub-basin delineation and SWM plan during the operation phase of the NGS.



Figure 3.10 Post-Development Conditions - Site Layout, Land-Use and SWM Facility



3.3.2 SWM Facility Features

Based on the post-development site plan and SWM objectives and criteria, a treatment-train approach was considered for the SWM facility (see Figure 3.10) for the NGS site, following MOE (2003) design guidelines:

Water quality control through the use of oil/grit separators at the lot level prior by installing stormceptor devices at the end of each subsurface piping network (sub-basins S1, S2 & S3) prior to discharge, designed for ‘enhanced’ 80% removal of TSS;

Additional water quality control through the use of an enhanced grassed swale to reduce runoff velocities and enable settling of pollutants from all sub-basins;

Water quantity control through adequately sized (up to 25-yr storm) catch basin inlets and minor system subsurface piping to convey stormwater runoff away from developed paved sub-basins S1, S2 & S3; and

Water quantity control through the use of an enhanced grassed swale providing conveyance storage to reduce peak runoff flow rates.

3.3.2.1 Water Quality Control Measures

Stormceptor Systems

Three Stormceptor systems will be installed to treat stormwater for the enhanced treatment of stormwater (i.e., removal of oils/spills and TSS) from the three largely industrial sub-basins (S1, S2, and S3) prior to discharge into the enhanced grassed swale. Based on the PCSWMM for Stormceptor model, the STC 6000 system was determined to be placed at the end of each subsurface piping network prior to discharge into enhanced grassed swale. The STC 6000 system will ensure at least 80% of TSS removal from each sub-basin prior to discharge into the enhanced grassed swale. It should be noted that the Stormceptor systems were conservatively sized assuming 80% impervious area for all industrial areas and using a Central Lake Ontario Conservation Areas (CLOCA) (clay, silt and sand) particle-size distribution. Figure 3.10 shows the stormceptor locations with respect to the SWM facility.


A 470-m enhanced grassed swale (2.5 m bottom width with 1:1 side slope, 1.5 m depth @ 0.5% average slope) will be constructed along the entire southern boundary of the site (see Figure 3.10) to enhance the filtration of suspended solids, in addition to the Stormceptor systems prior to discharge into existing Lennox GS discharge ditch located to the west. Water quality



treatment is to be achieved through the reduction in flow velocity (<0.5 m/s for the 25-mm 4-hr water quality rainfall event) in the swale over grass (>75 mm) and rock check dams ensuring adequate settling of pollutant-bound particles. The swale will also be capable of capturing and treating uncontrolled stormwater runoff from natural grassland sub-basins S4 and S5, as well as any runoff from any access roadways. Subject to further slope stability and geotechnical studies of the bedrock, the side slopes of the swale may be modified to 3:1 especially in areas where the soil conditions cannot safely accommodate the current slope of 1:1 (i.e. mainly top soil with no rock substrate).

3.3.2.2 Water Quantity Control Measures

Subsurface Piping

Overland flow generated from the developed areas of the NGS site (i.e., sub-basins S1, S2, and S3) will be directed to local catch basins and routed through a subsurface piping network (see Figure 3.10) with a minimum capacity to convey up to the 25-year storm. The subsurface piping system will flow into the enhanced grassed swale running along the southern edge of the NGS site. The subsurface piping is expected to increase the hydraulic flow length at each sub-basin, thereby offsetting the runoff peak times for various sub-basins and effectively reducing the peak runoff in the overall post-development hydrograph. All flows from storm events greater than the 25-year storm will flow overland southwards towards the grassed swale. To minimize overland flow during these storm events the subsurface piping along the western and northern boundaries of the NGS site will be sized to accommodate a 100-year storm event.


In addition to water quality treatment, the 470-m long enhanced grassed swale (2.5 m bottom width with 1:1 side slope, 1.5 m depth @ 0.5% average slope) along the entire southern boundary of the site will also be used to attenuate stormwater peak flows prior to discharge providing conveyance storage for all site stormwater runoff. The enhanced grassed swale will contain flows up to the 100-year storm to avoid on-site flooding and prevent spill over to adjacent sites. All stormwater flows from the post-development NGS site will eventually be conveyed via the enhanced grassed swale, which will extend an additional 100-m past the western end of the NGS site boundary and to tie into the existing OPG stormwater discharge ditch. Stormwater flows are discharged into Lake Ontario passing through the 2800 mm culvert under Highway 33.



Operation

The permanent stormwater management system will follow a treatment-train approach to managing stormwater quality and quantity control, and will consist of the following:

Water quantity control measures: o Underground collection and conveyance system together with the stormceptors

and the enhanced grassed swale for the reduction and containment of peak flows;

Water quality control measures: o Oil/grit separator devices (Stormceptors) and enhanced grassed swale to improve

water quality of the stormwater runoff;

Monitoring measures: o Monitoring of the effluent from each stormceptor and also at the outlet of the

enhanced grassed swale before entering into the Lennox GS ditch. Detailed design of the final stormwater system will be undertaken in conjunction with detailed site and facility design following formal Site Plan Application and approval by the Town of Napanee and CRCA.

3.4 CONSTRUCTION ACTIVITIES

Construction of the NGS, and any required interconnecting utilities will begin as soon as the necessary approvals and permits are received and the NGS site has been cleared. It is currently anticipated this will occur between the Winter of 2015 and late 2017 over a 32 month period.

3.4.1 Construction of NGS

The construction of the NGS will be completed in several phases. As part of the planning of the site construction, an Environmental Management Plan will be prepared by the selected contractor. After the contractor’s initial mobilization to site, the construction and commissioning of the NGS will take approximately 32 months. The sediment and erosion control measures and the stormwater management system for the construction phase will be built prior to the commencement of any construction. Following the completion of this system, site clearing, grading, and temporary access points to the NGS site will be established. Any soil removed for the stormwater management system will be used to establish the necessary grade for the construction of the NGS or stockpiled in berms. During NGS construction, there will be a transition from construction phase to permanent stormwater management. This process will be detailed in the overall Stormwater Management Plan.



During the construction phase, the NGS site will also be prepared for construction worker and equipment access and movement of the construction workers around the site. All parking areas and roadways on-site will be covered with gravel to minimize dust creation. Employee parking and lay down during construction will require similar measures to minimize dust creation. When most of the clearing and rough grading has been completed, the foundation installation will commence. An initial geotechnical investigation of the NGS site was completed in November 2012, and a subsequent detailed geotechnical investigation was completed in 2013 to aid in determining the necessary earthwork and foundation requirements. The geotechnical report concluded that the shale bedrock exists at shallow depths below grade. Blasting will be required to facilitate excavation of material. Structures will be supported on shallow foundations bearing on a sound limestone bedrock surface. The foundation installations for all buildings and equipment will take approximately 12 months to complete. Following the completion of the foundations and underground utilities, the installation of the respective above-ground equipment and buildings will begin. The duration of the installation will vary depending on the type of equipment. Finally, with the installation of all major equipment and the connections between the equipment complete, the start-up and commissioning phase can begin. During commissioning, all operating aspects of the NGS are tested to ensure they are operating to their required level or guaranteed value. All tests are completed in accordance with equipment specifications and contract performance guarantees. The commissioning activities are completed following a pre-established commissioning and start-up schedule. Commissioning and testing of the entire NGS is anticipated to take 9 to 12 months. If all performance guarantees are met and the equipment is operating properly, the substantial completion milestone will be declared and the NGS will enter into commercial operation.

3.4.2 Site Utilization during Construction

The plot of land which TransCanada will own is 37.6 ha (92 acres) in size, only 11 ha of which will be within the permanent fenceline. The remaining land will be temporarily utilized for laydown, construction trailers and parking. Two access entrances (one permanent, one for construction only) from Highway 33 will be constructed to permit access to the NGS. These accesses will typically be locked or patrolled by security guards. Where possible, larger materials and equipment during construction will be brought to the NGS site by rail. Upon completion of construction activities, the construction trailer and parking areas will be returned to agricultural use or left in a natural state.



At the peak of construction, approximately 600 to 750 construction workers and construction management staff will be accessing the site each day. The exact weekly construction hours will be in compliance with governing regulations.

3.4.3 Water Availability

The Lennox GS has existing water intake infrastructure that is able to accommodate the needs of the NGS. Water is drawn from Lake Ontario into the Lennox GS forebay where new equipment will be located to convey water to the NGS.

3.4.4 Site Restoration and Landscaping Activities

A Landscape Plan for the NGS site has been developed to address landscaping in character with the surrounding area, with the main goal to screen the plant from the Loyalist Parkway as well as the local neighbours to the East. The plant appearance and landscaping plan was developed in consultation with key stakeholders through an Architectural and Landscape Advisory Committee. The plan includes berming, and planting of a variety of trees, shrubs and flowering plants.

3.5 SAFETY

The NGS will be operated and maintained in a manner that will facilitate the protection, safety and well-being of the operations staff, neighbours, general public, surrounding properties, and the environment. The GT/Gs and HRSG duct burners will utilize natural gas fuel only. There will be no natural gas storage on-site except for that volume that might exist within the piping, compression and gas treatment equipment. Comprehensive gas detection and isolation systems will be employed. Chemicals will be used in several of the processes on-site. In addition, various types of lubricants will be used for equipment such as in the GT/Gs, ST/G, fuel gas compressors, electric pumps and other smaller equipment. Therefore, chemicals and lubricants will be appropriately stored at the NGS site and will be kept to a minimum to avoid potential spill volume. Operating staff will be trained in spill response and will have the necessary equipment to contain and clean up any spill that could occur.

3.5.1 Emergency Response

The Emergency Response Plan will be coordinated with local emergency response agencies, including police and fire department. Emergency response plans, including those related to



environmental emergencies (e.g., spills) will be auditable to environmental management system standards (International Organization for Standardization (ISO) 14000). In the unlikely event that an incident or spill occurs, the site Emergency Response Plan will be put into effect using trained staff. The MOE Spills Action Centre will also be informed of reportable spills. The NGS will be equipped with on-site private fire protection (detection and suppression) and gas detection systems for immediate response to any fire or natural gas, hydrogen, or ammonia leakage condition. The generating units will be equipped with vendor designed fire detection and suppression systems. The fire system will have interfaces to allow continued fire suppression by the responding fire department (e.g., hydrants and Siamese connections). The closest fire station to the NGS site is located in the Village of Bath approximately 7 km away at 241 Church St, Bath, Ontario. There are also fire stations located at 66 Advance Avenue, Napanee, and 2956 South Shore Road, Napanee, both approximately 18 km away. The nearest police station to the NGS site is located approximately 18 km away at 86 Advance Avenue, Napanee, Ontario. The NGS will hold regular emergency response exercises including training and will invite local emergency response personnel to participate.

3.6 DECOMMISSIONING

TransCanada is committed to environmental protection through all project phases, including decommissioning. A Decommissioning Plan will be developed in accordance with applicable environmental protection standards to minimize and mitigate the effects.

3.7 PERMITS AND APPROVALS

As indicated in Section 1.6, a number of Provincial, Federal and Municipal approvals are or may be required as described below.

3.7.1 Permit To Take Water

TransCanada will operate under OPG’s existing permit for the Lennox GS. During construction there may also be need for a temporary PTTW if dewatering is needed to temporarily manage groundwater levels in sub-grade construction areas.



3.7.2 Environmental Compliance Approval (ECA) (Air and Noise)

The NGS will require an ECA for air emissions from all combustion equipment as required under Section 9 of the EPA. Noise emissions from the NGS and assessment against provincial and Town of Greater Napanee standards also will be addressed under this approval process. The ECA (Air and Noise) application will include detailed technical information on both atmospheric emissions (e.g., NOx, SO2, CO, SPM, VOCs, ammonia (NH3)), from on-site sources and noise emissions from operating equipment. Air emissions from the NGS will be assessed by the MOE in consideration of (i) point of impingement (POI) standards; (ii) end-of-stack standards; and (iii) AAQC as outlined in the following subsections. Noise emissions will be assessed against the applicable MOE standards and through comparison to existing noise levels at the closest residential area (see Section 3.6.2.4).

3.7.2.1 Point Of Impingement Standards

O.Reg. 419/05 defines maximum concentration levels for various parameters at a POI, which is defined as the point where airborne emissions from a facility come into contact with the ground or critical receptor(s) (MOE 2009b). O.Reg. 419/05 contains three schedules with varying standards, which will be phased in between the present and 2020. The Standards Development Branch of the MOE publishes a set of standards, guidelines, and AAQC in the documents “Summary of Standards and Guidelines to Support O.Reg 419: Air Pollution – Local Air Quality” (PIBS#6569e) (MOE 2009b) and “Ontario’s Ambient Air Quality Criteria (AAQCs)” (MOE 2012). The MOE approvals process requires that an air emissions summary and dispersion modelling report be completed and submitted with the application package for technical review by the MOE. The documents “Procedure for Preparing an Emission Summary and Dispersion Modelling Report, Version 3.0” published by the MOE in March 2009 and “Air Dispersion Modelling Guideline for Ontario Version 2” (MOE 2009a), provide guidance for demonstrating compliance with O.Reg. 419/05.

3.7.2.2 End-of-Stack Standards

The MOE Guideline A-5 (MOE 1994) provides limits for stationary combustion turbines on mass emission rates for NOx and SO2 that are based on the type of fuel used, the amount of useful heat recovered and whether the combustion turbine is used in a peaking or non-peaking mode. A-5 also contains a guideline for the in-stack concentration of CO.



EC has national emission guidelines (Environment Canada 2010) for new thermal power plants for PM, NOx and SO2 which are expressed as kg/MWh/hr. The MOE Guideline A-9 sets standards for NOx emissions from new or newly-modified fossil fuel boilers and heaters which have a fuel energy input of greater than 10.5 GJ/hr (10 MMBtu/hr) (MOE 2001). The limit for the mass emission rate of NOx per GJ of energy depends on the size of the unit and the fuel used. Base-Level Industrial Emissions Requirements (BLIERs) are emissions requirements proposed to be established at a national level under the Canadian Environmental Protection Act (CEPA) for NOx emissions from new and existing equipment in major industrial sectors and for some cross-sectoral equipment types, such as natural gas fuelled boilers and heaters with over 10.5 GJ/hr heat input. It is expected to that duct burners will be exempted as those emissions are integral to the GT/G and HRSG emissions. These proposed requirements are expected to be published in Gazette I in the Spring 2014.

3.7.2.3 Ambient Air Quality Criteria

Environment Canada (EC) and the MOE publish ambient air quality criteria (AAQCs) applicable to the NGS. The federal government has historically assessed air constituents and controlled their effects through setting National Ambient Air Quality Objectives (NAAQOs) and the Canadian Council of Ministers of the Environment (CCME) Canada-Wide Standards (CWS). The CWS have recently been replaced by the Canadian Ambient Air Quality Standards (CAAQS) under the Canadian Environmental Protection Act (CEPA). The NAAQOs encompass three levels of air quality objectives: maximum desirable level, maximum acceptable level and maximum tolerable level. The “maximum acceptable level” (MAL) is intended to provide adequate protection against effects on soil, water, vegetation, materials, visibility, personal comfort and well-being. CAAQS are intended to be achievable targets that will reduce health and environmental risks within a specific timeframe. An AAQC is a desirable concentration based on protection against adverse effects on health and/or the environment and is meant to be used to assess general or “ambient” air quality from all sources. The MOE has developed both Ambient Air Quality Criteria (AAQC) and Air Standards as measured to protect outdoor air quality. In 2012, the Standards Development Branch of the MOE published a set of AAQC in the document entitled Ontario’s Ambient Air Quality Criteria (PIBS# 6570e01) (MOE 2012a). This document was prepared to be a source of suitable ambient criteria for environmental assessments and air quality effect studies.



3.7.2.4 Noise Approvals

Noise is considered a contaminant under the EPA. Sources of noise emission require approval under Section 9 of the EPA. The noise criteria for facilities located in rural areas, such as the NGS, are outlined in Publication NPC 232. Sound levels from steady stationary noise sources are quantified using the energy equivalent sound level, Leq, in dBA. For rural areas, the day-time limit at a critical receptor for steady noise from a stationary source is the higher of either the 1-hour Leq resulting from existing volumes of road traffic and any industry that is not under investigation for noise excess, or 45 dBA. The night-time limit is the higher of either the ambient (road traffic plus industry) 1-hour Leq noise level, or 40 dBA. The Town of Greater Napanee Noise By-Law does not include any specific sound level limits for facilities located in industrial zones. It does, however, restrict the operation of equipment in connection with construction and excavation, including detonation of explosive devices, between the hours of 9:00 p.m. and 7:00 a.m. The noise component of the ECA (Air and Noise) application will include an ambient noise level survey; a noise impact assessment including modelling to determine potential noise impacts at the critical off-site receptors; and noise mitigation measures, as applicable. The noise survey, assessment results and any required mitigation, will be detailed in the ECA application.

3.7.3 Environmental Compliance Approval (ECA) (Industrial Sewage)

In Ontario, direct discharges to the environment and water bodies require a ECA under Section 53 of the OWRA. Domestic sanitary sewage discharges will be routed to the Lennox GS sanitary sewage settling ponds. An amendment of Lennox GS Certificate of Approval (Number: 1572-5hER9Z) may be required to include the domestic wastewater from NGS. Cooling tower effluent (cooling tower blowdown) will be discharged to Lake Ontario via the Lennox GS discharge channel. Although the NGS will be discharging to the Lennox GS discharge channel, an application for ECA will be submitted under Section 53 OWRA as required to discharge this water flow. Chlorination/dechlorination systems related to cooling water and cooling tower effluent will also be addressed in this ECA. The spill prevention and containment systems for the six oil-filled transformers will also be included in the ECA (Industrial Sewage). A detailed Stormwater Management Plan will be prepared in accordance with the requirements of the MOE (2003) publication entitled, “Stormwater Management Planning and Design Manual”. This plan will be submitted as part of the ECA (Industrial Sewage) application.



3.7.4 Municipal Permits

3.7.4.1 Official Plan, Amendments and Minor Variances

The NGS is on lands which have been designated in the Town of Greater Napanee’s Official Plan for power generation and no rezoning amendment is required. Schedule A of the Official Plan, entitled “Land Use Plan”, designates the site as Industrial. Section 1.5.1 refers to the Lennox GS as an Industrial Area and goes on to direct industrial development to this site. Industrial Policies are outlined in Section 4.6.3 and the General Principles are set out in Section 4.6.3.1 which states that there are two extensive areas designated for industrial growth. These include the Lennox GS Site in Lots 15 to 22 of Concession One of the former Township of South Fredericksburgh, plus Lot 23, Concession 1. Section 4.6.3.5 sets out specific policies for the Lennox G S. It designates the Industrial Area as a Special Policy with reference to this Section. Item 1 states: “The lands will be considered for development based on either of the following: - as a planned industrial park; or - for the development of large individual industries.” This section goes on to provide the following policies: “Lands within the Lennox Industrial Development Area are used for electrical power generation and distribution, agriculture, and conservation. Existing uses of the site as reflected in the zoning at the time of adoption of these policies are to be recognized and permitted in any new implementing zoning by-law. All other industrial uses permitted in the implementing by-law are to be placed in a Holding (H) category under Section 36 of the Planning Act. The permitted use of lands within the Lennox Industrial Development Area shall be industrial uses which may: utilize steam and-or products or by-products or infrastructure of the Lennox Generating Station (LGS) and benefit from being situated near the LGS to utilize the product or by-product or infrastructure. The permitted uses may include office and other ancillary uses provided they are subordinate to the principal use. Schedule A Map 20 of By-law 02-22 zones the subject lands as General Industrial Exception 2 (M2-2-H) Holding. Section 5.28 outlines permitted uses and zone provisions. The permitted uses include, among others, non-nuclear electrical power generating station and related administrative buildings. The following uses are exempted from the “H” provisions:

Agriculture;

Non-Nuclear electrical power generating station and related administration building;



Uses, buildings and structures normally incidental and sub-ordinate to the foregoing uses, inclusive of bulk storage facilities for petroleum.

As such, the Consent to Sever complies with the Official Plan and the Provincial Policy Statement. A Development Agreement will provide a method of addressing site layout and operational issues. Based on the review of the Planning Documents, Minor Variances were identified and applied for to address the three matters: the setback from the Loyalist Parkway, number of parking spaces and number of loading spaces. The Consent to Sever application was made to the Committee of Adjustment on April 16, 2013 and the application for Minor Variances made on June 4, 2013. Both matters were the subject of public meetings at the Committee of Adjustment (May 25, 2013 – Consent to Sever, June 25, 2013 – Minor Variances) and both matters were approved by the Committee of Adjustment on August 13, 2013.

3.7.4.2 Site Plan Approval

Within the Town of Greater Napanee, any new industrial, commercial or institutional development proposals are subject to a Site Plan Approval process (this Process is outlined by the Town of Greater Napanee, Planning Department – Site Plan Control Guide, January 2003). Consultation meetings, as part of the Site Plan Approval process, are required with the Town. Final approval is given after the application has been reviewed and any comments or conditions by the Town and outside agencies have been addressed. A Site Plan Agreement must be negotiated and approved by the Town, to be executed following site plan approval.

3.7.4.3 Building Permits

Building permits for the NGS will be required from the Town of Greater Napanee to allow site clearing, foundation installation, building construction and occupancy, and equipment installation. Building permits will not be issued by the Town until final approval of the Site Plan.

3.7.5 Other Authorizations

3.7.5.1 Ministry of Transportation

There will be one permanent entrance to the NGS site for operation and one temporary entrance during construction. The permanent NGS site will be fenced around the perimeter and all gates will be locked at all times; entrance into the NGS site will be permitted after security check at the main gate. Similarly, permits from the relevant MTO departments will be required for signage, work within the Loyalist Parkway/Highway 33 right-of-way and for heavy haul routing.



TransCanada will design and construct all identified road works, signage, and security systems in accordance with entrance standards specified by the Ministry of Transportation of Ontario.

3.7.5.2 Ministry of Natural Resources

There are two Threatened species of bird (Barn Swallow and Eastern Meadowlark) recorded from the NGS site that are subject to the provincial Endangered Species Act, under the jurisdiction of the Ministry of Natural Resources. Under the current regulations (July 1, 2013), a Notice of Activity will need to be registered with the MNR for each species. OPG has already submitted a Notice with the MNR for Barn Swallow relative to the nests located on the equipment to be moved.

3.7.5.3 Cataraqui Region Conservation Authority

In accordance with the Conservation Authorities Act, O.Reg. 148/06 Development, Interference with Wetlands, and Alterations to Shorelines and Watercourses, an application to alter on site watercourses will need to be made to the Cataraqui Region Conservation Authority. This will include, but is not limited to, the rerouting of an existing man-made ditch around the cooling tower as well as the temporary crossing of the intermittent creek that separates the permanent NGS site from the temporary construction laydown area.

3.7.5.4 Aeronautical Obstruction Clearance (Transport Canada)

Application will be made to Transport Canada to determine if Aeronautical Obstruction Clearance will be required for the NGS construction cranes (temporary) and/or exhaust stacks (permanent). It is anticipated that, as a result of permanent stack height over 60 m, permanent warning beacon lights will be required per Canadian Aviation Regulations 2009-1, Chapter 5.

3.7.5.5 Transboundary Air

Notification is required under the Canada-U.S. Air Quality Agreement since the NGS is within 100 km of the Canada-U.S. border and can potentially emit more than 90 t/yr of NOx and CO under the maximum annual operating scenario. NH3 is defined as a hazardous air pollutant in the notification form. Since conservative estimated annual emission rates are greater than 1 tonne, potential ammonia emissions will also be reported under the maximum annual operating scenario. The notification form is included in Supporting Document 1, Appendix D.