14.0 WATER , HYDROLOGY & AQUEOUS EMISSIONS · 2016-11-14 · Water , Hydrology & Aqueous Emissions...

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Water, Hydrology & Aqueous Emissions AWN & Environet AbbVie (Fournier Laboratories Ireland Ltd) EIS Chapter 14, Page 1 14.0 WATER, HYDROLOGY & AQUEOUS EMISSIONS 14.1 INTRODUCTION This Chapter addresses the issues of aqueous emissions associated with the construction and operation of the proposed development and includes an assessment of their potential impact on the physical and natural receiving environment. When operational, the facility will generate three distinct aqueous streams. These streams are: Process Waste Water; Sanitary Waste Water; Storm Water Run-Off. This section considers the potential impacts of the proposed AbbVie expansion on water resources, flood risk and local drainage infrastructure. The section reviews the site's hydrology, flood risk and drainage prior to development of the project and the baseline conditions currently existing at the site. The potential impacts of the proposed development are assessed, taking into account the measures which have been adopted to prevent, reduce, mitigate or offset the possible impacts identified. The significance of the residual impacts is also presented. JBA Consulting has prepared a Flood Risk Assessment (FRA) for the Carrigtwohill region which has been included as Appendix 14.1 to this chapter. This section of the EIS should be read in conjunction with the FRA report, Chapter 3 Description of the Proposed Development and Chapter 13 Soils, Geology and Hydrogeology of this EIS. 14.2 METHODOLOGY The assessment of the potential impact of the proposed AbbVie development on the water environment was carried out having regard to the methodology specified in the following best practice guidance documents: Guidelines on the Information to be Contained in Environmental Impact Statements (EPA, 2002); Advice Notes on Current Practice in the Preparation of Environmental Impact Statements (EPA, 2003); South Western River Basin Management Plan (SWRBMP) 2009-2015; EPA ENVision Online Mapping. 14.3 EXISTING ENVIRONMENT This section describes the receiving environment in the context of: Current Applicable Surface Water Legislation; Quality of the Local Receiving Surface Waters; Flood Risk; For inspection purposes only. Consent of copyright owner required for any other use. EPA Export 14-11-2016:15:23:50

Transcript of 14.0 WATER , HYDROLOGY & AQUEOUS EMISSIONS · 2016-11-14 · Water , Hydrology & Aqueous Emissions...

Page 1: 14.0 WATER , HYDROLOGY & AQUEOUS EMISSIONS · 2016-11-14 · Water , Hydrology & Aqueous Emissions AWN & Environet AbbVie (Fournier Laboratories Ireland Ltd) EIS Chapter 14 , Page

Water, Hydrology & Aqueous Emissions AWN & Environet

AbbVie (Fournier Laboratories Ireland Ltd) EIS Chapter 14, Page 1

14.0 WATER, HYDROLOGY & AQUEOUS EMISSIONS

14.1 INTRODUCTION

This Chapter addresses the issues of aqueous emissions associated with the construction and operation of the proposed development and includes an assessment of their potential impact on the physical and natural receiving environment. When operational, the facility will generate three distinct aqueous streams. These streams are:

Process Waste Water; Sanitary Waste Water; Storm Water Run-Off.

This section considers the potential impacts of the proposed AbbVie expansion on water resources, flood risk and local drainage infrastructure. The section reviews the site's hydrology, flood risk and drainage prior to development of the project and the baseline conditions currently existing at the site. The potential impacts of the proposed development are assessed, taking into account the measures which have been adopted to prevent, reduce, mitigate or offset the possible impacts identified. The significance of the residual impacts is also presented.

JBA Consulting has prepared a Flood Risk Assessment (FRA) for the Carrigtwohill region which has been included as Appendix 14.1 to this chapter. This section of the EIS should be read in conjunction with the FRA report, Chapter 3 Description of the Proposed Development and Chapter 13 Soils, Geology and Hydrogeology of this EIS.

14.2 METHODOLOGY

The assessment of the potential impact of the proposed AbbVie development on the water environment was carried out having regard to the methodology specified in the following best practice guidance documents:

Guidelines on the Information to be Contained in Environmental Impact Statements (EPA, 2002);

Advice Notes on Current Practice in the Preparation of Environmental Impact Statements (EPA, 2003);

South Western River Basin Management Plan (SWRBMP) 2009-2015; EPA ENVision Online Mapping.

14.3 EXISTING ENVIRONMENT

This section describes the receiving environment in the context of:

Current Applicable Surface Water Legislation; Quality of the Local Receiving Surface Waters; Flood Risk;

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Aqueous Emissions; Current Water Infrastructure; The status of the Municipal Waste Water Treatment Plant.

14.3.1 Surface Water Legislation

The AbbVie facility is located within the South Western River Basin District (SWRBD), as designated under the Water Framework Directive (WFD). Within river basin districts, water bodies relevant to a particular catchment are sub-divided into a number of Water Management Units (WMU). The AbbVie site is located within the Owennacurra WMU located within the SWRBD and therefore was subject to the specific objectives of both the South Western River Basin Management Plan (2009-2015) and the Owennacurra Water Management Unit Action Plan. The main pollution sources identified in this WMU are diffuse pollution from agricultural practices and from point sources such as wastewater treatment plants (WWTP).

In accordance with the requirements of the WFD, each water body has been ‘characterised’ describing the water status of the water body and the pressures (anthropogenic and otherwise) on each water body.

The strategies and objectives of the WFD in Ireland have influenced a range of national legislation and regulations, since its inception in the year 2000. In terms of surface water, the applicable legislation is SI No. 272 of 2009 European Communities Environmental Objectives (Surface Waters) Regulations 2009, as amended. These regulations have been devised to implement the requirements of the WFD and establish Environmental Quality Standards (EQS) for the purpose of assessing the status of surface waters. These Surface Waters Regulations apply to all surface waters - including lakes, rivers, canals, transitional waters, and coastal waters and supersede all previous water quality regulations.

14.3.2 Quality of the Receiving Surface Waters

A stream (Tibbotstown 010) runs north to south through the industrial estate (within 100m of the site) from Anngrove to join the Slatty Water at Slatty Bridge, 800 m south of the site. The Tibbotstown stream is identified in the Carrigtwohill Strategic Flood Risk Assessment (2013) and noted that the stream has been subject to previous modifications (i.e. inclusion of weirs, realignment, etc.) to facilitate ongoing development in the area. The EPA ENVision Map Viewer (Figure 14.1) describes the River Waterbody WFD status to this stream as ‘unassigned’. There are no emissions from the site to this stream.

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Figure 14.1: Tibbotstown Stream, IDA Industrial Estate, Carrigtwohill. (EPA Map Viewer)

14.3.2.1 Slatty Water

As Identified in the Carrigtwohill FRA, the Tibbotstown Stream ultimately discharges to the Slatty Pond which drains in to Slatty Water. The Slatty Pond was previously part of the larger estuary but since the construction of the Slatty Bridge in 1807 a large portion of land in the vicinity has been reclaimed for agricultural purposes. Due to rising water levels in Slatty Pond, a pump station was installed to pump water from the pond to Slatty Water. Water also drains by gravity through five non-return valves at Slatty Bridge.

Slatty Water is the name given to the estuary at the eastern end of the upper Cork Harbour. The water body forms the divide between Fota Island and the mainland to the west of Carrigtwohill. The water body is approx. 150 – 250m wide and 2,950m long from Slatty Bridge to the railway bridge near Harpers Island. There is a low level of freshwater discharge into Slatty Water. The main body of water is saline and tidal. The only exit/entry point for the saline water is at the west end of Slatty water adjacent to Harpers Island. The dilution and mixing of the water is provided entirely by the ebb

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and flow of the tides. The Slatty Water flows east to west to the channel between Little Island and Fota Island and then enters Cork Harbour.

The Slatty Water is situated approximately 800m southwest of the site. Slatty Water is part of the Great Island Channel Special Area of Conservation (site code 001058), the Cork Harbour Special Protection Area (site code 004030) and is a proposed Natural Heritage Area. The Slatty Water is part of Lough Mahon which itself forms part of Cork Harbour. Lough Mahon has a Transitional Waterbody WFD Status 2010-2012 designation of Poor (Figure 14.2).

Figure 14.2: Lough Mahon WFD Status – Poor, (EPA Map Viewer)

The WFD report acknowledged that, in some cases, it may not be possible to achieve all core objectives by 2015. The Pressure Based Risk Assessment (SWRBD, 2005) identified the Slatty Water as a waterbody at risk from land based diffuse pressures (nutrient input), particularly from WWTP discharges. Eutrophication in estuaries is often due to nitrogen inputs from upstream catchments. For the Slatty Water, the main pressure preventing achievement of ‘Good’ Status was attributed to nutrient input, likely from combined sewer overflows and treatment plant overflows, coupled with diffuse agricultural pollution. Full implementation of corrective measures is expected

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to correct this; however, it is estimated that the Slatty Water will not achieve ‘Good’

Status until 2021.

14.3.3 Flood Risk

The latest flood zone maps for the local area are documented in the Carrigtwohill Flood Risk Assessment published by Cork County Council in July 2013. This Flood Risk Assessment has concluded that the AbbVie site is not located within any flood risk zones.

14.3.4 Aqueous Emissions

The site’s activities, in terms of effluent management and the resulting wastewater

discharges, are deemed appropriate to be licenced under Section 16 of the Local Government (Water Pollution) Acts 1977 to 2007. The site currently operates under a Discharge to Sewer (DTS) License from Irish Water; Licence Number (Reg. Ref.): IW-DTS-685667-01 which was issued in 2014. Previous to this, the site operated under a Trade Effluent Licence issued by Cork County Council (Licence No. W.P (S) 09/05).

14.3.5 Surface Water Emissions

Under the existing DTS Licence there are no requirements imposed on AbbVie to monitor surface water discharged from the site. However, AbbVie has nonetheless conducted analysis of surface water emissions on an annual basis as a best practice measure. Surface water emissions are non-production related and consist primarily of rainwater discharge from roofs and hand-standing areas. As such the site has no surface water discharge related emission limits under the current DTS licence.

14.3.6 Sanitary Emissions

The foul network contains only foul effluent and is completely independent from all untreated process water emissions on site. Sanitary effluent consists of effluent from the toilets, shower and canteen facilities which is discharged into the Irish Water foul sewer network, which ultimately discharges to the Carrigtwohill WWTP. Approximately 175 AbbVie employees contribute to this sanitary effluent emission. Following completion of recent upgrades, Carrigtwohill WWTP has a design load of 30,000 P.E.

14.3.7 Process Water Emissions

Process effluent arises primarily from:

Automatic washings of process vessels (referred to as CIP washes) – mostly blending and granulation vessels, and coating and drying equipment;

Manual washings of equipment, such as IBCs and small equipment parts between production runs;

Hand washes and showers taken by staff working in production. Cooling tower make up water; Boiler blowdown; Laboratory sinks; Surplus purified water; Reverse Osmosis (RO) plant discharge;

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Scale up facility effluent.

The majority of process effluent generated on site arises from the water purification process. The generation of purified water from potable water creates a waste water that is sent to the effluent treatment system. Approximately one third of the potable water used by the Reverse Osmosis (RO) plant is generated into purified water; two thirds is waste water. Therefore, one-third of effluent arises from purified water used during production and cleaning activities while the remaining two-thirds of effluent is waste water from the generation of purified water.

Process effluent generated by CIP washes and manual washings of equipment may potentially contain residual amounts of raw materials and traces of Active Pharmaceutical Ingredients (APIs). Production is not continuous, i.e. products are manufactured in batches, and therefore the volume and quality of effluent varies slightly day to day. Certain washes use hot water only, but other washes use Oxonia (sterilising agent) in addition to hot water or CIP95 (detergent). The cleaning of certain equipment does not generate a wastewater discharge to sewer.

The sinks in the laboratories are for the washing of laboratory glassware only. There are no solvents or chemicals discharged to drain from this source. The scale-up facility is used for production of small quantities of the new products for new process validation and testing.

It is planned that effluent arising from the development will undergo preliminary treatment on site comprising load balancing, pH correction and temperature correction prior to discharge via sewer to the Carrigtwohill WWTP.

AbbVie currently monitors treated process effluent prior to discharge to the Irish Water foul sewer system. A summary of the current Discharge to Sewer monitoring parameters, associated monitoring frequency and emission limits is presented in Table 14.1. Results of sampling conducted in 2014 has been included in Table 14.1 as an example of typical post-treatment process effluent characteristics. AbbVie has demonstrated that it is has been fully compliant with the conditions and emission limit values (ELVs) of the DTS licence in recent years. It is proposed to carry these ELVs over to the Industrial Emissions Licence in the associated application.

Parameter Limits Test Frequency Sample 2014 Results

pH 6.0 - 9.0 Continuously 7.0

Flow rate 300 m3/day 50m3/hour

Continuously 129 m3/day

Temperature (max.) 34 oC Continuously Compliant

B.O.D. Biological Oxygen Demand 300 mg/l Weekly 25 mg/l

C.O.D Chemical Oxygen Demand 1,500 mg/l Weekly 152 mg/l

Total Suspended Solids 750 mg/l Weekly 62 mg/l

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Parameter Limits Test Frequency Sample 2014 Results

Total Phosphorus 4 mg/l Annually 0.16 mg/l

Total Nitrogen 50 mg/l Annually 1.8 mg/l

Sulphates 100 mg/l Annually 31 mg/l

Hydrocarbons 1 mg/l Annually 1.59 mg/l

Detergents (anionic, cationic and nonionic) 5 mg/l Annually <0.03 mg/l

Table 14. 1 : Discharge to Sewer Licence Emission Limit Values

Respirometry testing was undertaken by AECOM in April 2016 on two trade effluent samples which assessed the acute toxicological impact of AbbVie trade effluent on the microbes (activated sludge) in the receiving municipal wastewater treatment plant in Carrigtwohill. The results showed that the trade effluent from AbbVie exhibited no acute toxicity/inhibition to the granular activated sludge from Carrigtwohill WWTP (containing a mixed microbial population of heterotrophic and nitrifying bacteria) at up to 50 % volume/volume concentration in the activated sludge (500 ml of test sample plus 500 ml of Carrigtwohill granular activated sludge). The two samples, retrieved on the 15th and 30th March, had an acute toxicity value of less than 2 (< 2 TU).

This respirometry testing of process effluent from the AbbVie facility concluded that the process effluent is not adversely affecting the operation of the Carrigtwohill WWTP. The results indicated that the AbbVie sample tested exhibited no acute toxicity/inhibition to a mixed microbial population, including nitrifying organisms in the activated sludge from the lower aeration basin of Carrigtwohill WWTP. Respirometry test reports are appended to this chapter.

14.3.8 Current Water Infrastructure

14.3.8.1 Stormwater Drainage

Stormwater drainage at the site is collected separately from the process drains and foul drains. The stormwater drainage is a conventional gravity system. The stormwater drainage network serves the carpark, the roofs of the buildings and other outdoor areas of the site. The existing drainage system operates as follow:

1) Roof areas are drained via appropriate falls provided to roof surfaces that allow the surface water run-off discharge to downpipes and into the dedicated existing surface water network.

2) Hardstanding areas such as roads, paths and other hard standing areas are drained by means of a series of gullies & drains that discharge the surface water run-off into a dedicated existing surface water network.

There are three petrol interceptors on the stormwater network through which stormwater drains prior to discharge into the Cork County Council storm sewer. Currently, stormwater drains cannot be isolated, i.e. there is no shut off valves on the

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stormwater drainage network. However, as part of the IE licence application, AbbVie intends to re-assess and upgrade surface water containment infrastructure as necessary, in compliance with the Best Available Techniques (BAT) for the sector.

The Cork County Council stormwater sewer also serves other facilities in the IDA Business Park within which the AbbVie facility is located. The combined surface water is discharged from the Council stormwater sewer to the receiving waters in the Great Island Channel. Surface water bodies are considered the sensitive receptor in the event of unconfined or uncontrolled loss of contaminated water mixtures from AbbVie.

The surface water sewer system discharges ultimately to Slatty Bridge, at a point located approximately 800 m south of the site. This is part of Great Island Channel, which is a Special Area of Conservation and a Proposed National Heritage Area. Great Island Channel is connected with Cork Harbour which is a Special Protected Area.

14.3.8.2 Process Drainage

Process effluent from all production areas is routed to the main process effluent sump located on the grass verge in front of the production building’s main door. There is

one smaller collection sump which feeds into the main sump located upstream of the main sump. From the main process effluent sump, the process effluent is routed to the pH Correction Plant. From the pH Correction Plant, process effluent is discharged to the Irish Water foul sewer which runs beneath the road in front of the site.

14.3.8.3 Foul Drainage

Foul effluent consists of the canteen wastewater and sanitary effluent from on-site toilets and shower facilities. This effluent is routed along the western boundary of the site into the Irish Water foul sewer. A second foul line also runs through the site from the Canteen along the eastern boundary to the Irish Water foul sewer.

The IDA pumping station takes wastewater, primarily from the IDA industrial development, to the Carrigtwohill WWTP. This IDA pumping station was constructed in 1980. The pumping station serves the IDA development along with the Fota Retail Park development and several nearby domestic dwellings. All the current wastewater flows from this side of the catchment flow to this pumping station; either by gravity via the collection system, or are pumped.

14.3.9 Process Effluent Treatment

Process effluent drains via gravity to a 7.5m3 underground storage tanks (UST). From here it is pumped into an aboveground storage tank (AST). The wastewater drains from the AST into the old collection sump and the new sump and then onto the pH correction plant. A block flow diagram of the effluent treatment system in included in Figure 14.3 below. The AST was installed so that if the effluent generated from the process was required to be disposed as a hazardous waste (i.e. via bulk tankers as opposed to discharging into the local authority sewer) the AST would act as the storage area and point of collection for removal off-site.

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The site’s effluent management system consists of an automated pH neutralisation system including a balancing tank at the effluent outflow point. These systems were installed in 2011.

In addition, there is a system for solids separation and removal from the process effluent stream (lamella clarifier). However, this system is not in operation as the suspended solids in the effluent are well within the limits of the site’s current Discharge

License.

There is a composite sampler (stationary) with continuous monitoring capability installed downstream of the pH correction tank. Currently, the composite sampler takes a 24hr composite sample at a rate of 100ml per 3m3 of effluent discharged. It can be set up to sample at varying rates and durations, as required. Cleaning of the wastewater drainage network (and CCTV testing) takes place every 3 years. The most recent cleaning was completed in July 2016, and no defects were detected.

14.3.9.1 pH Correction

The control philosophy for pH neutralisations is as follows:

1. Process water enters the skid through the forward feed pumps in the sump;

2. The pH and temperature of the effluent is measured

3. Sulphuric Acid (96%) is dosed into the line proportionally to correct pH;

4. Effluent and Sulphuric Acid are mixed and diluted in the Balancing tank;

5. pH is measured again at the tank outlet;

6. If the pH is found to be out of specification, then the actuated value will divert non-compliant effluent back into the sump;

7. The tank is fitted with a float switch which deactivates the pump upon reaching the high liquid level;

8. In the event of tank overflow, waste water will return to the sump.

Specification of pH correction system are as follows:

59m3 neutralisation tank, pH probes with controller, 50mm electromagnetic flow meter, Set of interconnecting pipe work with an actuated valve, Mixer complete with guide rail kit, Duty/standby chemical dosing set c/w 1000 litre bunded tank, Control panel with alarms to control above equipment, Wiring, mechanical and electrical installations.

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Figure 14.3: AbbVie Effluent Treatment System, Block Flow Diagram

14.3.9.2 Solids Removal System

A lamella clarifier is a water treatment process that features a rack of inclined metal plates, which cause flocculated material to precipitate from water that flows across the plates.

Inclined plate settlers or lamella clarifiers are primarily used in the water and wastewater treatment industries to separate solids from liquids in effluent streams. The clarifier is the third step in what is usually a four step process for water and wastewater treatment. In wastewater treatment the four main steps are collection and homogenization of effluent, pH adjustment, clarification, and sludge dewatering.

Effluent enters the lamella clarifier where it is usually flash mixed with a polymer flocculent and then gently agitated with a separate mixer. The water then flows downward through the inlet chamber in the centre of the unit and enters the plate rack through side-entry plate slots. This cross-current entry method reduces the risk of disturbing previously settled solids. As the liquid flows upward, the solids settle on the inclined, parallel plates and slide into the sludge hopper at the bottom. Further thickening of the sludge is achieved in the hopper due to compression of the sludge, as is the case with a conventional clarifier.

The clarified liquid leaves the plate assembly through orifices or weirs at the top and is distributed into collection channels leading to the clarified water outlet. Underflow is removed from the sludge hopper or sludge tank below the unit, and usually dewatered prior to disposal.

The unit employed at the AbbVie facility consists of 17 lamella plates, each 2m long and 2m wide, which allow an upward flow velocity of 3.8 m3/m2/hr and a surface area of 2.5 m2. The on-site clarifier is capable of a throughput volume 7.9 m3/hr.

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The control philosophy for Lamella Plate Separation is as follows:

1. Post pH correction, Poly is dosed flow-proportionally into the line to flocculate any suspended solids in the effluent;

2. All solids present in the effluent are then removed by the separator; 3. Treated effluent leaves the separator via a weir and is sent to sewer; 4. A flowmeter and Automatic Sampler are located after the separator to facilitate

effluent measurement and analysis.

Specification of the solids removal system are as follows:

1.8m x 2.2m raised sludge settler tank, Floc tank, Duty/standby chemical dosing set coupled with 1000 litre bunded tank, Control panel with alarms to control above equipment, Wiring, mechanical and electrical installation.

The monitoring equipment includes the pH probe, Yokogawa Magflow meter and chart recorder. An automated composite sampler was also installed in 2011.

All contaminated wastewaters leave the site via the foul sewer at the IDA Industrial site. The outflow pipe (SE 1) is fitted with a composite sampler which continuously monitors; temperature, flow and pH.

14.3.10 Water Supply System

Potable water supply to the facility is provided exclusively by the public water supply connection to the IDA Business Park water main which is supplied by Irish Water. There is no water used up in the process, so the water intake approximates discharged water volumes. All waste water is discharged into the sewer. There are no discharge points directly to surface water or ground. Annual water consumption at the facility has varied from 35,000 to 50,000 m3 in recent years.

14.3.11 Fire Water Supply System

The existing fire hydrants are supplied via a 200mm Local Authority ductile iron water main that enters the existing campus at two locations.

The current fire suppression system comprises:

o Firewater fighting tank 500m3;

o 2 x Firewater pumps (5.68m3/min): Diesel Fire Pump & Electric Fire Pump;

o Automatic Sprinkler System fed by a 500m3 firewater fighting tank (covers all areas of the site, except Chemstore and Waste store buildings);

o 7 x fire hydrants (H 1 to H7);

o 150 mm firewater main; and

o Fire extinguishers throughout all areas of the site.

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14.3.12 The Status of the Municipal Waste Water Treatment Plant

The Carrigtwohill WWTP is licensed by the Environmental Protection Agency (Reg. No. D0044-01) and is operated by Irish Water. The plant is located approximately 1km south east of the AbbVie site (Figure 14.4).

Figure 14.4: Carrigtwohill Municipal Waste Water Treatment Plant

The original wastewater treatment plant was built in 1978, on a raised site south of the town of Carrigtwohill. Access to the WWTP is gained via the “Old Cobh road” (from

Slatty Bridge to Carrigtwohill Village). The treated effluent from the works is discharged to Cork Harbour at a location immediately west of Slatty Bridge. Carrigtwohill village and the surrounding area are at a low elevation relative to sea level, and as a result the municipal and industrial sewage has to be pumped to the treatment works.

The plant was originally designed to cater for a population equivalent of 5,000 PE. In 1990, the plant was extended to a capacity of 8,500 PE. In 2007 it was proposed to expand the capacity of the WWTP from 8,500 PE to 30,000 PE, with an option to further expand to 45,000 PE in the future. To facilitate this expansion, a new upgraded treatment plant adjacent to the location of the existing treatment plant was constructed in 2016. The emission limits for the new plant are; COD 125 mg/l, BOD 25mg/l, SS 35mg/l, Total Phosphorous (TP) 1 mg/l, and Total Nitrogen (TN) 15mg/l.

Following commissioning in early 2016, the upgraded WWTP in Carrigtwohill now comprises the following treatment processes:

AbbVie

Carrigtwohill

WWTP

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1) Preliminary Treatment

Preliminary Treatment of the incoming sewage is carried out at the inlet works, comprising both screening of the sewage to remove plastic and non-biodegradable matter, and grit removal. On removal, the screenings are washed and compacted for ease of disposal either to landfill or by burial. Oil, fat and grease removal may also be required. The grit is washed during the removal process to ensure that any organic material is removed thereby leaving a clean material for disposal to landfill. Air treatment equipment will be provided for odour control.

2) Secondary Treatment

This stage comprises biological oxidation of the sewage by an activated sludge process followed by a settling stage. Secondary treatment will be provided by four rectangular Secondary Batch Reactor (SBR) tanks. These tanks operate as batch reactors, with a self-contained secondary treatment of equalisation, aeration and clarification in one basin. The typical flow process is that the wastewater enters a partially filled reactor, containing biomass. Once it is full the aeration process commences and mixing takes place with diffused sub-surface aeration. On completion of the aeration process the biomass settles and the treated supernatant is drawn-off.

3) Tertiary Treatment

Nitrogen removal is envisaged in the SBRs. Phosphorous will be chemically removed in rapid sand filters.

4) Sludge Treatment

The sludge removed from the SBRs would be directed to the sludge storage facilities to await de-watering. The sludge is pressed and de-watered to reduce its volume so that it is suitable for transportation to the regional sludge hub centre for stabilisation and reuse. This de-watering operation would be carried out within a closed building, which would also be fitted with air treatment equipment for odour control.

14.4 CHARACTERISTICS OF THE PROPOSED DEVELOPMENT

14.4.1 Stormwater Discharge

It is proposed to continue to use current arrangements for discharge of storm water run-off from the proposed development. Storm water from the site arises from run-off from buildings, car-parks, road-ways, service yards and other developed areas of the site which discharge via petrol interceptors to the main IDA Business Park storm water system. The storm water discharge from the IDA Business Park exits the estate and follows the route of the storm sewer, which eventually discharges in the Slatty Water. As the majority of the proposed extension will be constructed on an existing hardstanding area, it is expected that there will be only a moderate increase to the volume of stormwater effluent from the AbbVie facility. The additional hardstanding area will be c.165m3 and will be occupied by the proposed Tank Farm and TO.

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14.4.2 Process Waste Water

The majority of process wastewater from the proposed development will arise from cleaning operations. It is estimated that the COD/BOD levels of this effluent will be similar to those generated by the current process. The increase in hydraulic load associated with the Creon DR process has been estimated to be approximately 8%. From the estimated flowrates, it appears that the proposed waste water volumes being generated by the Creon DR process will not exceed the limits in the current DTS Licence.

The major waste stream of significance from the Creon DR process is the CIP stream containing phosphoric acid. Emissions of phosphorous in wastewater are of concern because of their potential for causing eutrophication and the level must therefore be strictly controlled. Several options for handling this waste are considered, with reference to the EU IPC BAT Guidelines being used as a reference, in particular, the document ‘Reference Document on Best Available Techniques for the Manufacture of Organic Fine Chemicals’. In order to comply with the current DTS emission limit for Total Phosphorus (4 mg/l) it is proposed to segregate the phosphoric acid streams and any subsequent rinses containing significant amounts of phosphorous and collect in either a dedicated wastewater tank for collection in a tanker for offsite disposal, or direct to a docked tanker.

All other CIP flushes will be sent to drain for wastewater treatment and will consist of a mixture of hot streams (65-80˚C) containing at a maximum three different CIP

solutions and hot and cold purified water streams. It is expected that these streams will require pH adjustment and potentially temperature control.

Given the likelihood of high temperature streams from the CIP sequences, it will be necessary to ensure the maximum emission temperature (34˚C) is not exceeded. It is

proposed to divert the hot CIP flushes into one of two available underground tanks (each 5,000L). Given that there are two wastewater tanks available it would be possible to divert the hot CIP flushes into a separate tank and collect all other waste water streams in the other vessel. This would allow time for temperature adjustment of the tank if required (via an external heat exchanger or internal cooling loop) and would also permit the waste to be bled into the main wastewater receiver vessel which would allow for more consistent temperature and pH control.

Although Acetone is used in the Creon DR process, as none of the equipment being washed is used to process large amounts of liquid solvent (Acetone is vaporised during processing), it is expected that the concentrations of solvent in the CIP and IBC wash streams will be extremely low or non-detectable.

14.4.3 Foul Water

The proposed development will include new male and female toilets and showering facilities. Foul water arising from these areas will be segregated from process effluent. All foul water will discharge directly to the Irish Water foul sewer which discharges to the Carrigtwohill WWTP.

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14.5 POTENTIAL IMPACTS OF THE PROPOSED DEVELOPMENT

14.5.1 Construction

In addition to the existing aqueous emissions from the facility, aqueous emissions during the construction phase will arise from; (i) sanitary waste water (or sewage) arising from the presence of a construction work force on the site over a 11-12 month period approx. (ii) storm water run-off from the existing site.

14.5.1.1 Sanitary Waste Water

Sanitary waste water or (sewage) will arise during the construction stage due to the presence of up to a peak of 120 (max.) construction workers on site over an estimated 11-12 month period. Because the site is an established large-scale manufacturing facility with associated business and amenity services, the plant is fully equipped with existing toilet, shower and canteen facilities. It is intended that these existing services will be utilised to service the construction stage of the proposed redevelopment works. The existing sanitary system at the facility has sufficient capacity for the anticipated site construction stage workforce.

14.5.1.2 Storm Water Run-Off

The existing storm water drainage system serving the AbbVie site will be maintained in operation throughout the construction stage of the proposed redevelopment works. It is anticipated that the quantity of surface water run-off from the site will not increase as a result of the construction works, as all new building elements are to be constructed over existing hard-standing areas.

Earthworks activities have the potential to result in the exposure of soil to storm waters. This in turn may affect the quality and aquatic ecology of receiving surface waters. Based on the site layout it is noted that the majority of construction works will be located away from the nearest watercourse, i.e. the Tibbotstown Stream to the east. Foundation works will be at relatively shallow depths and the main building footprint is located over 100m west of the stream.

Potentially polluting substances used during the construction phase include; oils, fuels, adhesives, lubricants, paints, varnishes. Where uncontrolled, there is a risk of accidental pollution incidences arising from leaks, spillages and uncontrolled releases.

Accidental spillages may result in contamination of surface water, should contaminants migrate into the surface water runoff during the construction phase. There is a potential for leaks and spillages due to vehicle movements and parking of construction vehicles. Any accidental emissions of oil, petrol or diesel could cause contamination if the emissions enter the water environment.

In relation to accidental spills and leaks the potential impact to surface water is considered to be moderately adverse.

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14.5.2 Operational

14.5.2.1 Stormwater

Slatty Water is a designated Special Area of Conservation (SAC), Special Protection Areas (SPA) and a proposed Natural Heritage Area. There will be no emissions of the main polluting substances, due to the activities at the AbbVie facility, to surface water which are likely to impair the environment. As the proposed development is to be constructed predominately on an existing hardstanding area it is anticipated that there will be only a moderate increase to surface water volumes associated with the operational phase of the project. The additional hardstanding area will be c.165m3 and will be occupied by the proposed Tank Farm and TO. It is also not anticipated that there will be any change in emission characteristics as a result of the proposed expansion.

14.5.2.2 Fire Fighting Water

It is proposed to maintain the current fire-fighting infrastructure on site and to extend current sprinkler system to the proposed buildings. A fire-water risk assessment undertaken by AECOM Infrastructure & Environment Ireland Limited (“AECOM”) in July 2016 has concluded that, based on the assessment and the EPA’s Guidance

Note, firewater retention facilities for the AbbVie site at Carrigtwohill, Co Cork are not required. This report in full has been appended to this chapter.

14.5.2.3 Sanitary Waste Water

Sanitary effluent will arise from toilets, showers, hand sinks and canteen facilities. Sanitary waste water volumes are expected to increase approximately 25-30% during the operational phase of the proposed development. This foul effluent will be will be combined with treated process effluent prior to discharge to the Irish Water foul network. It is proposed that all sanitary wastewater arising from the facility is discharged to the local municipal sewer to undergo treatment in the Carrigtwohill WWTP.

The municipal WWTP at Carrigtwohill has the capacity and scale to treat the waste water, without impacting on its ability to comply in full with its EPA issued wastewater discharge licence and the Urban Waste Water Treatment Regulations.

14.5.2.4 Process Waste Water

The characteristics of this new process effluent sent to sewer are expected to be similar to current streams. During normal operations, trade effluent directly arising from the manufacturing process will be limited to the washwater used in the cleaning of the production equipment and wash-down from laboratory sinks.

It is planned that effluent arising from the development will undergo preliminary treatment on site comprising load balancing, pH correction and temperature correction prior to discharge via sewer to the Carrigtwohill WWTP.

AbbVie commissioned AECOM in June 2016 to assess the possible impacts of Creon Dr on effluent discharges from the facility in a report, entitled “Wastewater & Surface Water Sampling 201 29th June 2016 (Ref: 60492516)”. The assessment examined the proposed process description and reviewed the MSDS of new, Creon DR related

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raw materials. The report concluded that the new raw materials, when released into the sewer in trace quantities as part of the cleaning of process equipment, are unlikely to pose significant risk to the wastewater treatment plant or aquatic life. None of these materials are identified as hard to degrade, bio-accumulative or toxic in the aquatic environment.

It is therefore considered that wastewater generated from the new Creon DR related activities is unlikely to result in a significant impact on effluent discharges from the site.

14.6 REMEDIAL AND MITIGATION MEASURES

14.6.1 Construction Phase

The following mitigation measures will, at a minimum, be implemented during the construction phase as part of the Construction Environmental Management Programme (CEMP):

1. To minimise any impact on off-site surface waters arising from material spillages, all oils, solvents and paints used during construction will be stored within temporary bunded areas. Oil and fuel storage tanks will be stored in designated areas, and these areas will be bunded to a volume of 110% of the capacity of the largest tank/container within the bunded area(s). Drainage from the bunded area(s) will be diverted for collection and safe disposal.

2. Refuelling of construction vehicles and the addition of hydraulic oils or lubricants to vehicles, will take place in a designated area (where possible) of the site, which will be away from storm water gullies or drains. An adequate supply of spill kits will be stored in this area. All relevant personnel will be fully trained in the use of this equipment. Relevant guidelines will be adhered to.

3. Concrete will be mixed off–site and imported to the site. The pouring of concrete will take place within a designated area to prevent concrete runoff into the site storm water drainage network. Washing of concrete transporting vehicles will not be permitted on site.

4. The existing site petrol interceptors will be used to filter out hydrocarbon pollutants from rainwater runoff. These petrol interceptors will be included in a regular inspection and maintenance programme as part of the site CEMP.

5. The existing grease trap serving the site canteen will be fully maintained throughout the course of the construction stage and into facility operation.

14.6.2 Operational Phase

14.6.2.1 Surface Water

During the operational phase, there will be a high degree of containment and bunding of materials on-site and no direct discharges to any water body. Surface water discharge will also be required to meet IE Licence emission limits and will be subject to routine monitoring prior to discharge to the IDA storm water network.

All materials used in the manufacturing process will be delivered to site in sealed containers and storage of these materials will be confined to within the main building or dedicated stores in line with best practice described in the ‘Reference Document

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on Best Available Techniques on Emissions from Storage’ (EU IPPC Bureau, 2006). All rainwater that gathers in bunded areas (i.e. tank farms, drum stores) will be tested to ensure compliance with ELVs required by the IE licence, prior to discharge. Uncontaminated bund water will be discharged to the stormwater network. All bunds/containment structures will be tested every three years or as per IE Licence requirements.

Any waste chemicals will be collected and treated/disposed offsite by a licensed waste contractor.

Spill kits will be maintained on site at designated locations and a spill response procedure will be implemented during operation of the proposed development to contain and clean up any leakages/spills of chemicals or other polluting materials.

Green field areas are allowed to drain naturally to soil as industrial operations are prohibited on these areas. All other hardstanding and roofed areas are drained via the site stormwater catchment system (underground drainage). Drainage flows from north to south where clean stormwater is discharged, via the stormwater drainage system, to the Slatty Water.

The site will ultimately be governed by an Industrial Emissions Licence to be issued by the EPA. Under the licence AbbVie will be required to implement an Environmental Management System (EMS) which will include detailed measures for the prevention of pollutant release to the storm water drainage system. Preventative measures which, are in place at the AbbVie site include full secondary containment (bunding) of all internal and external vessels containing potentially polluting materials. These preventative measures will be applied to all proposed new infrastructure as required, in the form of either local bunding, or remote bunding.

14.6.3 Process Emissions

Process waste water generated from the proposed development will arise from a number of sources, namely; cleaning operations, labs and utilities. In accordance with the requirements of BAT (Best Available Techniques), AbbVie will ensure that preventative measures are taken against aqueous pollution and that suitable abatement technologies are implemented to reduce the impact on the environment.

In order to prevent excessive release of phosphorous in wastewater, CIP solutions and rinses containing phosphoric acid will be segregated from the other CIP liquors and collected for treatment/disposal. All other CIP solutions and rinses will be sent to drain for treatment.

Process effluent sent to drain will undergo preliminary treatment on site (pH and temperature) which will render the waste water amenable for discharge to the local municipal sewer. It is also proposed to filter the CIP discharge line to waste with a 1-micron filter which would minimise the level of total suspended solids in the waste. This treated effluent will be tested as required by the conditions of the IE Licence. This discharge will then be subjected to subsequent downstream treatment at the Carrigtwohill Waste Water Treatment Plant (WWTP) prior to discharge into the Slatty Water in the Lough Mahon estuary.

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AbbVie has undertaken sludge inhibition testing on process wastewater discharge to assess the effect on the activated sludge in the receiving Carrigtwohill WWTP. Respirometry is a recognised and widely used technique for carrying out Direct Toxicity Assessment of trade effluents. The technique is typically used as a screening process to assess trade effluent samples, specific waste streams, mother liquors etc., to provide an assessment of the likely acute biological impacts to the activated sludge (microbes) in a receiving biological wastewater treatment plant.

All aqueous emissions from the redeveloped site, both storm water run-off and process waste water, will ultimately be regulated by the terms of an Industrial Emissions Licence (IEL) to be issued by the Environmental Protection Agency (EPA).

14.6.4 Fire Fighting Water

The Firewater infrastructure for the proposed development will be designed in accordance with the Fire Safety Engineering study that will be carried out on the development and the associated Fire Safety Certificate Application that will be submitted under a separate application to the Fire Officer. In addition, the Firewater & Sprinkler requirements will be designed in accordance with appropriate loss prevention criteria of the Facility.

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14.7 PREDICTED RESIDUAL IMPACT OF THE DEVELOPMENT

A number of operational phase mitigation measures have been identified for the prevention and management of accidental spills and releases. Consistent with current AbbVie practices, the operation of an EMS on site will ensure the ongoing management, control and monitoring of all aqueous emissions. Accordingly, the residual risk of impacts on the water resources on site and the surrounding environment will be imperceptible in the long term. No significant negative residual impact is foreseen.

14.7.1 Assessment of Cumulative Impact with Neighbouring Facilities

The proposed development will have an imperceptible residual impact on water and aqueous emissions due to the implementation of the mitigation measures outlined in the previous sections. Accordingly, there will be no negative impact (either short term, long term, direct or indirect) as a result of this proposed development on the surrounding neighbouring facilities.

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APPENDIX 14.1

JBA FLOOD RISK ASSESSMENT

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Carrigtohill Flood Risk Assessment

Main Report (Hydraulics)

FINAL

July 2013

Cork County Council

County Hall

CORK

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2012s5777 Hydraulics V2 (July 2013).docx i

JBA Consulting

24 Grove Island Corbally Limerick Ireland

JBA Project Manager

Rosalie Scanlon BE CEng MIEI

Revision History

Revision Ref / Date Issued Amendments Issued to

V1.0 / May 2013 First draft issue Cork County Council

V2.0 / July 2013 Minor edits following client review

Cork County Council

Contract

This report describes work commissioned by Cork County Council under the terms of the Contract signed on 24th January 2012. Cork County Council’s representative for the contract was Charles Brannigan. Rosalie Scanlon of JBA Consulting carried out this work.

Prepared by .................................................. Rosalie Scanlon BE CEng MIEI

Senior Chartered Engineer

Reviewed by ................................................. Chris Smith BSc PhD CEnv MCIWEM C.WEM MCMI

Principal Analyst

Purpose

This document has been prepared as a final report for Cork County Council. JBA Consulting accepts no responsibility or liability for any use that is made of this document other than by the Client for the purposes for which it was originally commissioned and prepared.

JBA Consulting has no liability regarding the use of this report except to Cork County Council.

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Copyright

© Jeremy Benn Associates Limited 2013

Carbon Footprint

A printed copy of the main text in this document will result in a carbon footprint of 371g if 100% post-consumer recycled paper is used and 472g if primary-source paper is used. These figures assume the report is printed in black and white on A4 paper and in duplex.

JBA is aiming to reduce its per capita carbon emissions.

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2012s5777 Hydraulics V2 (July 2013).docx iii

Executive Summary Cork County Council appointed JBA Consulting to undertake a flood risk assessment study at Carrigtohill, Co. Cork, in January 2012. This study follows on from the recommendations in the Lee Catchment Flood Risk Assessment and Management Study (CFRAMS) that a more detailed assessment of flood risk in Carrigtohill is warranted "due to the nature of the watercourses, on-going development and work recently undertaken by Cork County Council.’’

Carrigtohill is a commuter town located 11km east of Cork City and the area has experienced significant growth and development in recent years, supported by the re-opening of the Glounthaune to Midleton rail line with a new station serving Carrigtohill. The flood risk assessment (FRA) will be used to inform decision making for the Carrigtohill Masterplan, Special Local Area Plan and Midleton Local Area Plan, to allow for sustainable development in terms of flood risk.

This study required close working with the client, Cork County Council and liaison with the key stakeholders. A public information day was held, where JBA met with the community chairman, landowners and local authority staff. Developers in the area, including IDA and Irish Rail were also consulted, along with the Office of Public Works.

The hydrological assessment relied on a number of flow estimation methods for ungauged catchments, including the recent Flood Studies Update (FSU) research and involved a statistical analysis based on recorded data from suitable pivotal gauges. The catchment has a strong hydro-geological influence evident by the presence of an extensive underground cave network, turloughs and other karst features.

A review of the catchment indicates that there are a number of areas where the natural drainage pattern has been altered. The hydraulic assessment included a number of complex hydraulic structures namely flow siphons transferring flow under the rail line, man-made diversion channels, in-line weirs and most notably the recently constructed pump station at Slatty Pond.

A review of the hydro-geomorphology of the catchment revealed evidence of sediment deposition and siltation at a number of structures and erosion in other areas. The study included a review, to highlight the areas of concern, that require on-going monitoring and potential maintenance.

As part of the study topographic river survey was collated and a number of site walkovers were conducted to identify and investigate the hydraulic features in the catchment. This data, along with a range of other data, was used to develop the hydraulic models. Two separate models were developed; a linked 1D-2D model to assess fluvial flood risk and a 2D model to assess tidal flood risk.

The analysis of hydraulic results identified a number of key structures where flooding occurs. In some instance due to under sized culverts and in other due to poor maintenance and siltation problems. These areas would benefit from continued monitoring and an investigation into potential flood mitigation and management measures.

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Contents

2012s5777 Hydraulics V2 (July 2013).docx

Executive Summary ................................................................................................................. iii

1 Introduction ................................................................................................................. 1

1.1 Commission .................................................................................................................. 1 1.2 Purpose and Scope of Study ........................................................................................ 1

2 Description of Study Area.......................................................................................... 2

2.1 Development Planning Context .................................................................................... 2 2.2 Potential Sources of Flood Risk ................................................................................... 3 2.3 Watercourses in the Study Area ................................................................................... 4

3 Data Review ................................................................................................................. 10

3.1 Previous Studies ........................................................................................................... 10 3.2 Flood History and Local Information ............................................................................. 10 3.3 LIDAR ........................................................................................................................... 10 3.4 Topographical River Survey Data ................................................................................. 10

4 Hydrology Overview ................................................................................................... 12

4.1 Introduction ................................................................................................................... 12 4.2 Estimation of the Index Flood (Qmed) .......................................................................... 12 4.3 Flood Frequency Analysis ............................................................................................ 12 4.4 Flood Hydrograph Analysis .......................................................................................... 12 4.5 Surface Water Runoff ................................................................................................... 13 4.6 Joint Probability of Tidal and Fluvial events ................................................................. 13 4.7 Allowance for Climate Change ..................................................................................... 14

5 Hydrogeology .............................................................................................................. 15

5.1 Groundwater Catchment............................................................................................... 15 5.2 Hydro geological Characteristics .................................................................................. 16 5.3 Groundwater Flooding Assessment ............................................................................. 16 5.4 Recommendations ........................................................................................................ 17

6 River Survey & Data Collection ................................................................................. 18

6.1 Defence Assets ............................................................................................................. 18 6.2 Trash Screens .............................................................................................................. 18 6.3 Culverts & Bridges ........................................................................................................ 19

7 Hydraulics Overview .................................................................................................. 21

7.1 Fluvial Model Development .......................................................................................... 21 7.2 Tidal Model Development ............................................................................................. 23 7.3 Key Model Parameters ................................................................................................. 25 7.4 Model Boundary Conditions ......................................................................................... 25 7.5 Model Limitations & Uncertainty ................................................................................... 26 7.6 Model Sensitivity ........................................................................................................... 27 7.7 Model Design Runs ...................................................................................................... 28

8 Hydro-geomorphology ............................................................................................... 29

8.1 Introduction ................................................................................................................... 29 8.2 Historic Morphology ...................................................................................................... 29 8.3 Sources &General Catchment Character ..................................................................... 32 8.4 Conveyors - Channel Type & Velocities ....................................................................... 32 8.5 Sinks - Hydraulic Controls ............................................................................................ 35 8.6 Blockage Screening Assessment ................................................................................. 42 8.7 Conclusion .................................................................................................................... 44

9 Validation of Model ..................................................................................................... 46

10 Fluvial Model Results ................................................................................................. 51

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10.1 Kilacloyne Stream ......................................................................................................... 51 10.2 Slatty Pump Station ...................................................................................................... 61 10.3 IDA and Irish Rail Siphon Arrangement ........................................................................ 66 10.4 Carrigtohill Bridge ......................................................................................................... 68

11 Tidal Model Results .................................................................................................... 69

11.1 Slatty Pond Area ........................................................................................................... 69 11.2 Kilacloyne Tidal Area .................................................................................................... 71

12 Climate Change Impacts ............................................................................................ 72

13 Flood Mapping ............................................................................................................ 74

13.1 Map Types .................................................................................................................... 75 13.2 Uncertainty & Confidence Intervals .............................................................................. 75

14 Summary & Conclusions ........................................................................................... 77

Appendices............................................................................................................................... I

A Data Register ............................................................................................................... I

B Hydrology Report ....................................................................................................... I

C Hydrogeology Report ................................................................................................. I

D Hydraulic Model Check File ....................................................................................... I

E Model Output ............................................................................................................... I

F Flood Maps .................................................................................................................. I

List of Figures

Figure 2-1 Location Map ........................................................................................................... 2

Figure 2-2 Area of Interest ........................................................................................................ 3

Photo 2-3 Kilacloyne Stream Typical Channel .......................................................................... 4

Figure 2-4 Rail Diversion Channel Typical Section .................................................................. 5

Photo 2-5 Rail Diversion Channel and Overflow ...................................................................... 5

Figure 2-6 Tibbotstown Stream (Upper Reach ......................................................................... 6

Figure 2-8 Poulaniska Stream Flow Route ............................................................................... 8

Figure 2-9 Slatty Pond .............................................................................................................. 9

Figure 3-1 Summary of Anecdotal Evidence ............................................................................ 11

Figure 4-1 1%AEP Flow Hydrograph for Varying Durations at HEP02 .................................... 13

Figure 7-1 Fluvial Model Schematic ......................................................................................... 22

Figure 7-2 Tidal Model Schematic ............................................................................................ 24

Figure 8-1 Tibbotstown Stream at IDA lands ............................................................................ 29

Figure 8-2 Extent of Slatty Pond ............................................................................................... 30

Figure 8-3 Cross Section Location Plan ................................................................................... 31

Figure 8-4 Cross section plot for 2CAR_327 and ANNA000721.............................................. 32

Figure 8-5 Kilacloyne Stream ................................................................................................... 33

Figure 8-6 Rail Diversion Channel ............................................................................................ 33

Figure 8-7 Tibbotstown Stream ................................................................................................ 34

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Figure 8-8 Woodstock Stream .................................................................................................. 35

Figure 8-9 Key Structures & Hydro-Geomorphologic Features ................................................ 36

Table 8-1 Key Structures .......................................................................................................... 37

Figure 8-10 Structure in the Carrigtohill Model Extent ............................................................. 45

Photo 9-1 Flooding at Ryan Aherne Place in 2009 .................................................................. 47

Figure 9-2 Summary of Anecdotal Evidence ............................................................................ 48

Figure 9-3 Record of Flooding at Bog Road Aug 2012 ............................................................ 49

Figure 9-4 Report of Flooding Upstream of Modelled Extent ................................................... 50

Figure 10-1 Kilacloyne Flood Depth at 5hours during 1% AEP fluvial event ........................... 51

Figure 10-2 Kilacloyne Maximum Flood Depth for a 1% AEP Fluvial Event ............................ 52

Figure 10-3 Tibbotstown Flood Depth at 3h 45m during a 1% AEP Fluvial Event ................... 53

Figure 10-4 Tibbotstown Flood Depth at 4h 15m during a 1% AEP Fluvial Event ................... 54

Figure 10-5 Tibbotstown Flood Depth at 7h 30m during a 1% AEP Fluvial Event ................... 55

Figure 10-6 Tibbotstown Maximum Flood Depth for a 1% AEP Fluvial Event ......................... 56

Figure 10-7 Woodstock Flood Depth at 3h 30m during a 1% AEP Fluvial Event .................... 57

Figure 10-8 Woodstock Flood Depth at 4h during a 1% AEP Fluvial Event ............................ 58

Figure 10-9 Woodstock Maximum Flood Depth for a 1% AEP Fluvial Event ........................... 59

Figure 10-10 Poulaniska Flood Depth at 3h 45m during a 1% AEP Fluvial Event................... 60

Figure 10-11 Poulaniska Maximum Flood Depth for a 1% AEP Fluvial Event ......................... 60

Figure 10-12 Outfall Cross Section .......................................................................................... 61

Figure 10-13 Schematic of Outfall Long Section ...................................................................... 62

Figure 10-14 Stage at Slatty Pond during a 1% AEP Event ..................................................... 63

Figure 10-15 Pumped Flow during a 1% AEP Event ............................................................... 63

Figure 10-16 Gravity Flow during a 1% AEP Fluvial Event ...................................................... 64

Figure 10-17 Pumped Flow during 50% AEP Fluvial Event ..................................................... 65

Figure 10-18 Gravity Flow during 50% AEP Fluvial Event ....................................................... 65

Photo 10-19 3 Way Split Structure ........................................................................................... 66

Photo 10-20 Irish Rail Cascade ................................................................................................ 67

Figure 10-21 Flows during a 1% AEP Event ............................................................................ 67

Photo 10-22 Carrigtohill Bridge ................................................................................................ 68

Figure 11-1 Tidal Stage Graph for 0.5% AEP Event ................................................................ 69

Figure 11-2 Slatty Pond Flood Depth at 14h 45m .................................................................... 70

Figure 11-3 Slatty Pond Maximum Flood Depth....................................................................... 70

Figure 11-4 Kilacloyne Tidal Area Flood Depth at 14h 30m ..................................................... 71

Figure 11-5 Kilacloyne Tidal Area Maximum Flood Extent ...................................................... 71

Figure 12-1 Climate Change Impact on Fluvial Extent for High End Future Scenario ............. 72

Figure 12-2 Climate Change Impact on Tidal Extent for High End Future Scenario ................ 73

List of Tables

Photo 2-7 Tibbotstown Stream Channel Photos ...................................................................... 7

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Table 4-1 Design Peak Flows (m3/s) ........................................................................................ 12

Table 4-2 Climate Change Tide Levels .................................................................................... 14

Table 6-1 List of Defence Assets .............................................................................................. 18

Table 6-2 List of Trash Screens ............................................................................................... 19

Table 6-3 List of Culverts & Bridges ......................................................................................... 20

Table 8-2 Screening Assessment Results ................................................................................ 42

Table 13-1 List of Flood Maps .................................................................................................. 74

Abbreviations

1D ................................... One Dimensional (modelling)

2D ................................... Two Dimensional (modelling)

AEP ................................. Annual Exceedance Probability

AMAX .............................. Annual Maximum

CFRAM ........................... Catchment Flood Risk Assessment and Management

CFRAMS ......................... Catchment Flood Risk Assessment and Management Study

DEFRA ............................ Department of the Environment, Food and Rural Affairs

DTM ................................ Digital Terrain Model

EPA ................................. Environmental Protection Agency

FRA ................................. Flood Risk Assessment

FSU ................................. Flood Studies Update

GEV ................................ General Extreme Value Distribution

GIS .................................. Geographical Information System

GSI .................................. Geological Survey of Ireland

HEFS .............................. High End Future Scenario

HEP ................................. Hydrological Estimation Point

HR ................................... Hydraulic Research, Wallingford

ID .................................... Identifier

IDA ................................. Industrial Development Agency

ISIS ................................. Hydrology and hydraulic modelling software

JFLOW ............................ 2-D hydraulic modelling package developed by JBA

MRFS .............................. Medium Range Future Scenario

OPW ............................... Office of Public Works

OS ................................... Ordnance Survey

OSi. ................................. Ordnance Survey Ireland

Q100 ............................... Flow at the 100-year return period (1% AEP)

Q1000 ............................. Flow at the 1000-year return period (0.1% AEP)

TUFLOW ......................... Two-dimensional Unsteady FLOW (a hydraulic model)

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1 Introduction

1.1 Commission

Cork County Council appointed JBA Consulting to undertake a flood risk assessment study at Carrigtohill, Co. Cork, under the terms of the Contract signed on 24th January 2012.

Under the EU Floods Directive, a national Catchment Flood Risk Assessment and Management (CFRAM) programme has been rolled out to review flood risk across the country and produce flood hazard mapping and flood risk management plans. The Lee CFRAMS was the first pilot study and a Catchment Flood Risk Management Plan (CFRAMP) was published in February 2010. One of the recommendations of this plan stated that ‘’More detailed assessment is required in Carrigtohill due to the nature of the watercourses, on-going development and work recently undertaken by Cork County Council.’’

This study is also important in terms of planning and development management and will be used to inform decision making for the Carrigtohill Masterplan and Midleton Local Area Plan.

This study consists of a detailed flood risk assessment, analysing flood risk for a range of scenarios but does not include a Flood Risk Management Plan.

1.2 Purpose and Scope of Study

The main purpose of the study is to carry out a detailed flood risk assessment and produce flood maps to illustrate predicted flood risk for a range of current and future scenarios.

The key processes involved in the study are:

Review of data relevant to flooding in the study area and identify key structures and any flood defences assets

Complete a topographic river survey to collate channel and structure data

Complete a hydrological analysis including a review of the Lee CFRAMS hydrology

Develop a 1D-2D linked model of the Carrigothill catchment building on the Lee CFRAMS model

Complete a hydraulic assessment for a range of AEPs including future climate change and undefended scenarios

Prepare flood maps for significant events and provide for public consultation.

This report acts as a main overarching report, covering all aspects of the study with more technical detail confined to the Appendices. This report concentrates on the findings of the Hydraulic Assessment and discusses flood risk within the study area. A detailed Hydrology Report, Hydrogeology Report and Model Check File are included in the Appendices.

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2 Description of Study Area

Carrigtohill is a commuter town located 11km east of Cork City on the main Cork to Waterford N25 national route (as shown in Figure 1 1). The town has experienced extensive development in recent years, in part supported by the re-opening of the rail line with a new station in Carrigtohill.

The study area of Carrigtohill is located adjacent to Cork Harbour and the flood risk assessment will consider the risk from fluvial and tidal sources as well as appraising the risk associated with other local features such as the recently constructed Slatty pond pumping station, tidal gates at Slatty Bridge, flow siphons at the rail line and other culverts and bridges in the village.

Figure 2-1 Location Map

2.1 Development Planning Context

Carrigtohill is governed by the Cork County Development Plan, the Midleton Electoral Area Local Area Plan, and the Carrigtohill Special Local Area Plan (SLAP). There is also a Masterplan for Carrigtohill North.

The extent of the SLAP area is illustrated in Figure 2-2 and this area is the main focus for the preparation of flood maps to update existing flood maps and aid plan making decisions.

The Special Local Area Plan, adopted in 2005 was prepared to allow the establishment of Carrigtohill as a suburban commuter town taking advantage of proposals to re-open the Glounthaune to Midleton rail line.

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Figure 2-2 Area of Interest

2.2 Potential Sources of Flood Risk

The potential sources of flood risk in the catchment include river / fluvial, tidal, groundwater and surface water / pluvial.

2.2.1 Fluvial

Four main fluvial watercourses were identified in the study area and these were included in the hydrological and hydraulic assessments. A brief description on each watercourses is included below in Section 2.3.

Kilacloyne

Tibbotstown

Woodstock

Poulaniska

A hydrological analysis of the individual catchments was carried out to estimate fluvial flows for a range of annual exceedance probability (AEP) flood events. An overview of the hydrology is presented in Section 4 and the full Hydrology Report is included in Appendix B.

2.2.2 Tidal

Tidal risk is identified along the shore between Slatty Water and the study catchment. The topography of the shore is carefully considered in the assessment of tidal flood risk. Tide level data has been abstracted from the Lee CFRAMS and used to define the tidal boundary in the hydraulic modelling assessment.

2.2.3 Groundwater

A review of the catchment geology and flood history highlights groundwater as a potential source of flooding. As part of this study a hydro-geological assessment was completed by an independent hydrogeology expert. An overview of this study is presented in Section 5 and the full report is available in Appendix C.

2.2.4 Surface Water

A pluvial modelling assessment has not been undertaken as part of this study. However, as required by the brief, the contribution of surface water from existing and potential future developments has been taken into account in the fluvial model.

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2.3 Watercourses in the Study Area

This section gives an overview of the nature of the watercourses in the study area. More detail on the hydraulics of the channel and how they are represented in the model is included in the Model Check File in Appendix D.

2.3.1 Kilacloyne Stream

The Kilacloyne Stream is a straightened drainage channel that flows along the side of a local third class road, before crossing under the rail line and into the downstream tidal estuary of the Kilacloyne Stream. It joins flows from the rail diversion channel that flows from the east.

The following photos give an indication of the size and nature of this channel. At the upstream extent the channel measures approx 1m wide but along its full length the Kilacloyne reach is typically 2m wide with a depth (to top of bank) of approx 0.6 to 0.7m.

Photo 2-3 Kilacloyne Stream Typical Channel

KILA00004_DOWN

KILA00025_UP

KILA00065I_UP

KILA00068J_DOWN

KILA00077I_UP

KILA00095_UP

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2.3.2 Rail Line Diversion Channel

Works associated with the re-opening of the rail line involved the construction of a concrete channel to convey flow along the northern side of the rail line. The rail diversion channel extends for approximately 900m from the location of the IDA / Gilead access road in the east to the Fota Retail Park in the west. The upstream end of the channel is fed by an overflow channel from the Tibbotstown Stream. Construction details were provided by Irish Rail and these were used in the development of the model. The diversion channel measures 1.5m wide with a minimum height of 1.2m. A typical cross section is illustrated below in Figure 2-4 and photos of the rail channel and overflow are also shown below. (More information on these structures and the model build is outlined in the Model Check File in Appendix D).

Figure 2-4 Rail Diversion Channel Typical Section

Photo 2-5 Rail Diversion Channel and Overflow

Rail Channel at downstream end

Rail Channel Cascade at upstream end

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2.3.3 Tibbotstown Stream

The Tibbotstown Stream flows through IDA lands to the west of Carrigtohill centre. To facilitate on-going development in the area this stream has been subject to modifications i.e. inclusion of weirs, realignment.

The stream flows from North to South crossing under a local third class road upstream of Gilead. From here the stream flows over 2 stone weirs, under an IDA culvert into a localised deep pond section before discharge into a 3 way flow split structure at the rail line. The flow is directed to a siphon under the rail line to continue downstream in an open channel, to a cascade leading into the rail diversion channel and the remainder enters the IDA surface water drainage network and the re-emerges in the open channel further downstream.

Figure 2-6 Tibbotstown Stream (Upper Reach

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Downstream of the rail line the channel flows through a number of culvert and weir structures, passes under the N25 Road and discharges into Slatty Pond. Photos to illustrate the general character of the watercourse are presented below. More information on the structures and how they have been represented in the hydraulic model can be found in the Model Check File in Appendix D.

Photo 2-7 Tibbotstown Stream Channel Photos

Upstream channel section

Weir on the upper reach

Pond area upstream of the rail line

Weirs downstream of the rail line

2.3.4 Woodstock Stream

The Woodstock Stream flows in a south westerly direction alongside a local third class road, under the rail line, through private residential land, into a long culvert at the junction near the railway station and the Bog Road, through private land to Carrigtohill Bridge and on further downstream under the N25 road embankment and into Slatty Pond.

The following photos give an indication of the general size and nature of the Woodstock Stream.

Upstream extent of channel

Adjacent to private residential property

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Channel approx 200m upstream of the rail crossing

Channel through private undeveloped land

2.3.5 Poulaniska Stream

The Poulaniska Stream discharges into a network of underground caves at Cúl Ard housing estate. From its upstream (modelled) extent the Poulaniska Stream flows in a north south direction to the Bog Road then flows in a westerly direction along the Bog Road, before turning southward and discharging into the underground caves.

Based on the hydrogeological study, it is assumed that this flow re-emerges further downstream, near Slatty Pond.

Figure 2-8 Poulaniska Stream Flow Route

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2.3.6 Slatty Pond

Slatty Pond is located at the southern end of the catchment and drains into Slatty Water, as illustrated in Figure 2-9 below. This pond was once part of the larger estuary but since the construction of Slatty Bridge a large portion of land in the vicinity has been reclaimed for agricultural purposes.

Slatty Pump Station was constructed in recent years to address local concerns about rising water levels in the pond. This pump station pumps water from Slatty pond to Slatty Water, the tidal estuary downstream of Slatty Bridge. Water also drains by gravity through 5 non-return valves at Slatty Bridge.

Figure 2-9 Slatty Pond

I

© Ordnance Survey Ireland. All rights reserved. Licence number 2010/06/CCMA/Cork County Council

Cobh Road (R624)

Location of Slatty Pump Station

Slatty Water

Slatty Pond

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3 Data Review

The report will review existing data relating to flooding, including previous studies and local reports, historical flood records and anecdotal evidence from local landowners and residents.

3.1 Previous Studies

The Lee CFRAMS was the first pilot study, for the national CFRAM programme and Halcrow Group Ltd. were appointed as lead consultants in August 2006. The Lee CFRAMS covered the River Lee catchment and included the Owenacurra, Glashaboy, and Owenboy river catchments to the east.

Under the Lee CFRAMS, a series of reports were completed documenting the work undertaken at the varying stages of the study and the methodology applied. These reports are available for download on the internet at www.leecframs.ie. The Lee CFRAMS Hydrology Report was finalised in April 2008.

3.2 Flood History and Local Information

The OPW hosts a National Flood Hazard Mapping website that makes available information on areas potentially at risk from flooding. This website provides information on historical flood events across the country. Information is provided in the form of reports and newspaper articles which generally relate to rare and extreme events. It is envisaged that any reports of significant flooding in future years will be captured on this website.

While significant flooding was reported in the Lee Catchment in 2009, based on the information collated on the website there are no reports of significant flooding in Carrigtohill. It is however noted that the website may not hold all the relevant information as it relies on information being supplied to the OPW for inclusion. The website indicates the presence of Turloughs in the Ballyadam area.

From other data sources, there is evidence of flooding in Carrigtohill. RPS prepared a report on the flooding that occurred on the Castlelake site in November 2009 and the Community Council made a submission to the Council in regard to the issue of flood risk in 2010.

Consultation was held with Cork County Council Local Area Engineers, OPW regional engineers, member of the Carrigtohill Community Council and a number of local landowners. The consultation identified areas that have experienced flooding in past and provided some information, in the form of photos and anecdotal evidence, to help quantify the extent of the flooding. The anecdotal evidence collated is summarised in Figure 3-1.

3.3 LIDAR

LIDAR (Light Detection And Ranging) is a remote sensing technology that uses laser scanning / radar to collect ground elevation data. LIDAR data flown as part of Lee CFRAMS in June 2005 / 2006 was provided for the study. However consultation with the OSi revealed that for the majority of the area LIDAR was flown as recently as March 2011. Due to the recent extensive development in Carrigtohill it was recommended to Cork County Council that the more recent data was obtained for the study. The LIDAR was used to help determine the physical catchment descriptors for the catchment and is also a major component of the 2D hydraulic modelling.

3.4 Topographical River Survey Data

River survey was carried out in June 2007 as part of the Lee CFRAMS. This covered the lower reaches of the watercourses in Carrigtohill.

In 2012, JBA commissioned Murphy Surveys Ltd to carry out further survey to include the upper reaches and also to resurvey areas where notable recent development adjacent to the watercourses had occurred and areas within the original survey extent that would benefit from additional survey points. More detail on the survey information that was collated is presented in Chapter 6.

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4 Hydrology Overview

4.1 Introduction

The purpose of this Chapter (Chapter 4) is to outline the hydrology assessment undertaken for Carrigtohill and present the design flows to be used as inputs to the hydraulic modelling. The hydrological analysis completed for this study is detailed in the Hydrology Report which can be found in Appendix B of the main report.

The steps taken to carry out the hydrological analysis for Carrigtohill are outlined below.

4.2 Estimation of the Index Flood (Qmed)

Carrigtohill is an ungauged catchment therefore the flow estimation techniques adopted rely on ungauged methods with data transfer (or donor sites) to relate flow estimates to recorded data in neighbouring or similar sites. The index flood was estimated using Flood Studies Update methodology and alternatives methods were investigated for comparison. The Flood Studies Update is a new method that has been developed to incorporate more Irish catchments and more years of recorded data to develop a flow estimation method with a higher degree of empirical support than the alternatives. When compared with the older alternatives the FSU gives slightly more conservative results for this study. (See Hydrology Report).

4.2.1 FSU Data Transfer

The FSU recommends use of donor catchment or pivotal gauges to improve estimates of the index flood at ungauged sites. Ballyedmond Gauging Station was selected as the best available pivotal gauge for data transfer; it is the nearest gauge geographically with a data record of 28 years. The adjustment factor is based on the ratio of observed / measured flow to estimated Qmed flow at the donor site.

4.3 Flood Frequency Analysis

This consists of a statistical analysis of AMAX data for a number of 'pooled' sites to determine flood frequency curve. The pooled group of gauging stations is based on those gauges with good quality data reliable for the estimation of Qmed i.e. A1 and A2 rated gauges. The growth factors applied to Qmed for this study are based on the GEV statistical distribution of the FSU pooling group. The flows for all return periods derived for use in the hydraulic modelling are shown in Table 4-1 below. A map showing the location of the hydrological estimation points (HEPs) can be found in the hydrology report.

Table 4-1 Design Peak Flows (m3/s)

HEP Ref.

Qmed Q5 Q10 Q25 Q50 Q100 Q200 Q500 Q1000

01 1.1 1.4 1.7 2.0 2.2 2.4 2.6 2.8 3.0 02 2.0 2.6 3.1 3.6 4.0 4.3 4.7 5.2 5.5 03 1.9 2.5 3.0 2.6 3.8 4.2 4.6 5.0 5.4 04 1.1 1.4 1.7 2.1 2.2 2.4 2.6 2.8 3.0

4.4 Flood Hydrograph Analysis

The Flood Studies Report rainfall runoff methodology is used to derive a hydrograph shape and these are then scaled to the FSU flow estimates. Due to the nature of the catchment, in particular the presence of Slatty Pond and the pump station at the downstream end of the reach, storms of varying duration have been considered and the resultant flow hydrographs developed. Taken HEP02 as an example, Figure 4-1 illustrates how the hydrograph shape differs for storms of varying duration.

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A sensitivity analysis was completed to determine the impact of the various durations on flood risk. Based on the results of this the 6.5 hour storm was taken forward for the design model runs.

Figure 4-1 1%AEP Flow Hydrograph for Varying Durations at HEP02

4.5 Surface Water Runoff

Piped and overland surface water flow within the model domain is estimated by applying Rational Method and FSU based approaches. The consideration of surface water takes into account surface water that is diverted to other sub-catchments or outfalls directly to the estuary. To represent surface water runoff lateral inflows are added to the hydraulic model at points along the watercourse. Surface water runoff from undeveloped sites or permeable unpaved catchments is based on the flow estimation method adopted for the larger fluvial catchments. This approach assumes that attenuation to greenfield runoff rates will be required as a minimum for any future development in the catchment.

4.6 Joint Probability of Tidal and Fluvial events

The chance of an extreme tidal and extreme fluvial event occurring simultaneously is considered to be very low and joint probability (JP) analysis can be carried out to assess this assumption. For this situation to be worthy of detailed JP analysis, the outcome i.e. flooding must depend on the combined occurrence of these conditions and the dependence between the two conditions must be non-trivial i.e. neither independent nor fully dependent. With Slatty pump station operating and the tidal flap valves functioning as normal, flood risk in the catchment is influenced by the magnitude of the fluvial event (provided that the tide does not overtop the N25 and R624 road). Once tidal inundation occurs, flood risk in the lower end of the catchment is likely to be dominated by the tide. During extreme tidal inundation, it is assumed that the pumps will fail and these extreme tidal events are modelled using a 2D only model.

Based on this the combined probabilities investigated for Carrigtohill are a nominal tide with all fluvial events. Extreme tidal events are investigated through the development of a 2D only model.

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4.7 Allowance for Climate Change

Based on Draft OPW guidance1, two climate change scenarios are considered, the Mid-Range Future Scenario (MRFS) and the High-End Future Scenario (HEFS). The total climate change allowance for tide levels is 0.55m for the MRFS and 1.05m for the HEFS, as presented below in Table 4-2. For fluvial flows, climate change flows are increased by 20% and 30% for MRFS and HEFS respectively. For more detail and a breakdown of the fluvial flows refer to the full Hydrology Report in Appendix B.

Table 4-2 Climate Change Tide Levels

+0.55m +1.05m

Tidal AEP

Design Tide Level

MRFS Tide Level

HEFS Tide Level

50% 2.309 2.859 3. 593

20% 2.422 2.972 3.472

10% 2.496 3.046 3.546

4% 2.585 3.135 3.635

2% 2.658 3.208 3.708

1% 2.728 3.278 3.778

0.50% 2.796 3.346 3.846

0.10% 2.951 3.501 4.001

1 Reference: OPW, Assessment of Potential Future Scenarios for Flood Risk Management, Draft Guidance, 2009

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5 Hydrogeology

Due to a strong groundwater influence, a hydro-geological analysis has also been undertaken by a specialist sub-consultant, Peter Conroy. This study is summarised in this Chapter (Chapter 5) and the full hydrogeology report is presented in Appendix C.

A qualitative assessment of groundwater flood risk has been carried out based on all available data from the statutory databases and local stakeholders. The assessment also takes into account the potential impact of quarry dewatering.

The study involved a comprehensive desk review of hydro geological data available from the following sources:

Geological Society of Ireland (GSI),

Environmental Protection Agency (EPA),

Cork County Council, quarry operators in the area,

IPCC licence holders,

Ordnance Survey Ireland (OSi),

Office of Public works (OPW),

South Western River Basin District (SWRBD).

Consultation was also held with key stakeholders including developers and the local community, a catchment site visit and drive-over survey was also carried out. This allowed a preliminary hydro-geological assessment to identify groundwater flooding factors such as karst features and groundwater elevation in the study area.

5.1 Groundwater Catchment

The northern two-thirds of the groundwater catchment sits on a sandstone ridge to the north of Carrigtohill and the remaining third sits on a limestone valley. This limestone valley is bounded by parallel east west trending sandstone ridges to the north and south. There are a number of gravel pits and limestone quarries that have significantly altered the natural topography on a local scale.

The GSI karst database indicates the presence of three caves, two swallow holes and two turloughs within the limestone component of the catchment. Two caves and a swallow hole occur at the disused quarry at Cúl Ard and a second swallow hole was also identified here during the site visit.

The two turloughs and swallow hole recorded in the GSI database at Ballyadam, to the east of Carrigtohill, were not identified at the exact recorded location on site. However, it is considered likely that these karst features did occur at a site that has since been partly developed and has undergone significant groundworks. This site has been earmarked by IDA for development of an industrial estate and the groundworks completed at this site included infilling of a "man made lake" (IDA, 2010). Since the groundworks were carried out, frequent flooding was reported by Cork County Council of the adjacent local road (known as the Hedgy Boreen). From the site visit a new swallow hole was identified at the base of an attenuation pond on the site.

Further karst features were identified in the surrounding limestone bedrock (outside the Carrigtohill surface water catchment). See the full Hydrogeology Report in Appendix C for more detail.

GSI maps indicate that the majority of the study area has high groundwater vulnerability with zones of extreme vulnerability.

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5.2 Hydro geological Characteristics

The study area is classed as a Regionally Important Aquifer with kartisfied, diffuse flow mechanisms. Generally flow finds its way through "karst conduits" in the aquifer to discharge points at springs and rivers. The karst pathways are typically oriented along east-west and north-south joints and fractures at 1m to 6m intervals, although caving explorations have also identified north-east to south-west trends in caves at Carrigtohill.

Groundwater flow velocities are expected to be high along the karst pathways. Tracer testing in the Regionally Important aquifer suggests flow velocities of up to 30m/hr between swallow holes and the Dower Spring, east of Castlematyr (GSI 2004). Analysis of borehole testing and pumping data indicates a high yield aquifer. This is also supported by the large quarry dewatering volumes in the Carrigtohill area.

Quarry dewatering is a feature (or has been) of all quarries in the area. A saline component was identified at a number of quarries, this indicates the karst pathways in the aquifer are in hydraulic continuity with the estuary to the south.

Quarry Dewatering Rate (m3/day)

Readymix Rossmore 1,600 - 2,000

RoadstoneWood Ballyvodock West 18,000 to 25,000

Lagan Cement Milebush in Ballynabointra 1,400 to 6,000

Quarrying of the limestone bedrock has impacted on the physical characteristics of the aquifer with the creation of large voids in the bedrock with depths down to -22mAOD. These voids create large storage reservoirs in what would otherwise be a low storage and highly flashy aquifer. The removal of clay, blasting of rock and exposure of multiple conduits to a large flooded void will increase the transmissivity of the aquifer and create new interconnections between conduits.

The infilling of the Ballyadam Turloughs has also altered the physical characteristics of the aquifer. Infilling of the turlough void space has displaced groundwater flooding of the voids to the adjacent road way to the west, while pumping of the flood waters to the IDA attenuation pond has created a new swallow hole pathway. These physical changes may be diverting groundwater flow from historical flowpaths through the system into new flowpaths. Such changes in the flow volume through parts of the system may change the flooding behaviour of the system compared to what has been observed historically.

Observation of GSI and EPA groundwater records indicate a flashy pattern of groundwater levels which is typical in karst aquifers under the influence of rapid recharge from point sources such as swallow holes. Overall the recorded data does not show a clear dewatering impact on groundwater elevations compared to the pre-dewatering baseline. The data reveals little with respect to potential maximum regional groundwater elevation rebound as the post dewatering scenario is still evolving.

In the Regionally Important aquifer the hydraulic gradient across the study areas is likely to be directed from the sandstone hills to the sea and once post dewatering groundwater levels have stabilised the gradient in the west of the catchment is likely to be directed towards Slatty Water and Rossmore, while in the east it will be directed towards the estuary of the Owenacurra River. At a local scale individual abstractions will generate gradients towards the abstraction point.

The assumed groundwater flow directions are shown in Figure 9 of the full hydro-geology report in Appendix C.

5.3 Groundwater Flooding Assessment

The different mechanisms of groundwater flooding are outlined below. These are described in more detail in the full hydrogeology report.

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Flooding can occur at inputs to the karst system i.e. swallow holes can occur during extreme rainfall events or when the available recharge exceeds the tranmissivity of the saturated groundwater flow system.

Flooding can also occur at discharge points from the karst system i.e. springs when the spring discharge exceeds the capacity of pond or channel draining out of the spring.

Flooding can occur at attenuation points i.e. turloughs, enclosed depressions and limestone quarry pits along the karst groundwater flow paths. Such features provide storage for excess groundwater, the absence of this storage would increase the discharge from springs.

Only one area of known groundwater flooding was identified. This is reported at the local road (known as the Hedgy Boreen) adjacent to the western boundary of the IDA site in Ballyadam.

There is no anecdotal evidence from the stakeholders that quarry flooding has had any impact on groundwater flooding occurrences in the study area. As the RoadstoneWood quarry stopped dewatering in the 2010 it is possible that rising water levels in the quarry and its vicinity may have exacerbated the flooding reported in Ballyadam adjacent to the IDA site in 2010.

Overall it appears that to date the cessation of dewatering in the quarries has not led to a significant increase in groundwater flooding at karst features. As the groundwater level has not yet stabilised at the Milebush quarry it cannot be ruled out that flooding of the Milebush and Ballyvodock West quarries could cause or exacerbate groundwater flooding in the future.

5.4 Recommendations

The study concludes with a number of recommendations in order to facilitate monitoring of groundwater levels across the study area and quantitative assessment of groundwater flood risk.

These are summarised below, refer to the full hydrogeology report in Appendix C for more detail.

A groundwater level monitoring network should be established. This should incorporate existing boreholes and monitoring wells in the catchment. A detailed well and karst survey should be completed to identify any additional bedrock boreholes and karst features and where an insufficient number of boreholes are identified, new boreholes should be drilled at key locations to fill data gaps. A number of other steps to establish a monitoring network are also detailed in the full report.

Carry out dye tracer testing at swallow holes to identify groundwater flow paths through the karst aquifer.

Install gauges with continuous monitoring at springs and sinking stream in order to quantify ground water discharge and surface water recharge rates

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6 River Survey & Data Collection

As part of this study and as required by the brief, a topographic river survey was carried out. Murphy Surveys Ltd. were contracted to complete this work and extent of survey specified was agreed between JBA Consulting and the client, Cork County Council, prior to work commencing.

The surveyors collated data for over 93 river cross sections and 24 structures. During the topographical river survey, observations of structures and other assets were made. Visual observations were also recorded on subsequent visits to the site. This information is used in the hydraulic model build process and to assess the hydraulic condition of existing culverts.

Survey data collected during the Lee CFRAMS for development of the original model was also available for review. In addition, JBA performed numerous walkover of the study area to identify and confirm important hydraulic features and assets within the modelled catchment.

Based on these sources, the defence assets identified in the catchment are listed in Table 6-1, trash screens are listed in Table 6-2 and a list of all flow structures including culverts and bridges and their approximate dimensions are presented below in Table 6-3.

This information is used in the build and development stage of the hydraulic model. The hydraulic modelling output, discussed in Section 9 identifies any structures that are hydraulically insufficient in terms of increasing flood risk in the catchment.

6.1 Defence Assets

The following, Table 6-1 lists the defence assets that have been identified in the study area. This lists includes features that form a defence role but were not necessarily designed for that purpose and / or are not included in any formal inspection or maintenance programme.

Table 6-1 List of Defence Assets

Ref. / Name Location Dimension (approx)

Comment

Slatty pump station

Slatty Area 4 x 1000m3 capacity pumps

Formal defences designed to maintain water levels in Slatty Pond below -0.9mAD. Recently installed and regularly maintained.

N25 and old Cobh road embankments

Extends between Kilacloyne Tidal Area and Slatty Bridge

Crest levels range from 2.7m to >4mOD

These are classed as an effective informal or de-facto defences; although not maintained as flood defences these roads are subject to regular maintenance. Roadside wall and banks are not considered as defences as they are not continuous and are not formally maintained as flood defences.

Embankments in Kilacloyne Tidal Area

Kilacloyne Tidal Area

Crest levels range from 2.5 to >3mOD

These are informal effective defences. They do not undergo regular inspection or maintenance by the local authority or OPW.

6.2 Trash Screens

A number of trash screens were identified along the watercourses included in the model. Trash screens, unless adequately and carefully designed, can increase flood risk. This is associated with a higher probability of blockage due to the movement of debris in high flow conditions. Trash screens require careful design and continued maintenance and management.

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The following table, Table 6-2 lists the trash screens included in the 1D component of the fluvial hydraulic model.

Table 6-2 List of Trash Screens

Model Ref. / Location

Description / Photo

WOOD00333I Culvert along Church Road

A circular pipe acts as an inlet to an old stone arch culvert. A section of this old stone culvert collapsed in August 2012 following a period of heavy rain. The repair work included the addition of a trash screen at the inlet.

Culvert_9 N25 Road Culvert near GAA grounds

POUL0041I Culvert at Cúl Ard

6.3 Culverts & Bridges

The following, Table 6-3, lists all culvert and bridges identified along the surveyed reaches of the study area. Detailed information, including pertinent survey information for these culverts is included in the Model Check File, in Appendix D.

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Table 6-3 List of Culverts & Bridges

Ref. / Name Location Structure Size

KILA00084 179963, 73678 1.44m x 0.6m

KILA00077 179937, 73617 1.48 x 0.45m

KILA00070 179926, 73590 3 x 500mm dia pipes

KILA00068 179902, 73534 3 x 550mm dia pipes

KILA00065 179888, 73503 3 x 450mm dia pipes

KILA00050 179827, 73375 600mm & 450mm dia pipes

KILA00016 179504, 73247 2.1 x 1.0m

KILA00012 179502, 73229 900mm stone arch

TIBB00126 179793, 73244 4.3 x 1.2m

TIBB00107 179711, 73075 900mm dia pipe

TIBB00087 179543, 73118 900mm dia pipe

WOOD00382 182373, 74053 900mm dia pipe

WOOD00364 182240, 73909 600mm dia pipe

WOOD00350 182148, 73811 2.4 x 1m

WOOD00333 182038, 73701 1.1m dia pipe inlet into 900mm old stone arch

WOOD00277 181873, 73310 Twin 600mm dia pipes

Culvert 7 (Carrigtohill Bridge)

181493, 72972 Twin 1m dia pipes

POUL00097 183186, 73934 2.1 x 1.5m

POUL00061 182935, 73782 Twin 600mm pipes

POUL00041 182794, 73719 1500mm dia pipe

TIBB00190 180504, 73748 1m dia pipe

TIBB00188 180549, 73752 Twin 800mm dia pipe

TIBB00166 180618, 73557 8 x 1m

TIBB00150

2CA1_1259 180792, 73248 Triple 450mm dia pipes

Culvert 2 180877, 73102 Triple 450mm dia pipes

Culvert 3 180935, 73005 Triple 600mm dia pipes

Culvert 4 180942, 72867 Twin 600mm dia pipe

Culvert 5 180951, 72828 750mm & 450mm dia pipes

Culvert 6 181133, 72310 1.23 x 1.23m

Culvert 9 181729, 72683 2.8 x 3m

Culvert 10 181294, 72276 5 x 2.5m

Culvert 11 181811, 72368 0.95m dia pipe

Culvert 12 181422, 72196 0.9m dia pipe

Slatty Bridge 180693, 72217 Bridge spans 40m channel with 5 openings of various sizes

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7 Hydraulics Overview

The modelling carried out under this study expands and improves on the modelling that was scoped and completed under the Lee CFRAMS. The Lee CFRAMS model for Carrigtohill is a 1D ISIS model and recommendations outlined in the Lee CFRAMS reports acknowledged that the model required more detailed assessment to define flood risk in the study area.

Under the Carrigtohill Brief, JBA are tasked with preparing a 1D-2D hydraulic model, expanding on that prepared under the Lee CFRAMS for the purpose of flood mapping. The study is to investigate flood risk for a number of flood events. The flood events simulated include fluvial and tidal events with an annual exceedance probability (AEP) ranging from 50% to 0.1% (or a return period of 2 to 1000 years).

This chapter gives an overview of the hydraulic modelling stage of the study, for more technical detail on the hydraulic model see the Model Check File provided in Appendix D.

7.1 Fluvial Model Development

The linked fluvial model developed under this study represents a physical extension upstream to the ISIS 1D model produced for the Lee CFRAMS. The updated model also includes a link to 2D to represent floodplain flow. The 1D-2D ISIS-TUFLOW model development consists of:

Creating a 1D-2D linked model for each river reach

Extending each river reach upstream beyond the extent of the SLAP

Including for groundwater attenuation based on detailed hydro geological study

Including the pumping station at Slatty pond

Representing the flow split at the IDA estate where water passes under the rail line via siphons

Including an extra river reach that was not part of the Lee CFRAMS

Update of the Lee CFRAMS model based on new survey data.

The model consists of 4 river reaches plus a reach to represent an artificial rail diversion channel. A graphical schematic of the fluvial model is presented in Figure 7-1 below.

7.1.1 Hydraulic Structures in the 1D-2D Linked Model

All structures identified along the modelled reaches are listed in Table 6-3, presented in the previous Section. These are detailed in the Model Check File and a justification is given for any structures that have not been included.

In addition to those structures identified along the survey reaches and included in the 1D model, a number of floodplain culverts have been included in the 2D component of the model to take into account floodplain flow routes, such as flow under the rail line embankment. These floodplain culverts and their inclusion in the model are also detailed in the Model Check File.

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© O

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7.2 Tidal Model Development

In addition, to represent tidal flood events a 2D only TUFLOW model was developed. This tidal model is to assess the impact of extreme tides along the shore of the Carrigtohill catchment.

The 2D TUFLOW model development consists of:

Creating a 2D model domain based on up-to-date LIDAR data

Application of a tidal boundary along the shoreline of the Carrigtohill catchment.

A graphical schematic of the tidal model is presented in Figure 7-2 below.

7.2.1 Flooding Mechanism & Tidal Defences

Tidal flooding occurs when the tide level exceeds the elevation of the shoreline. A review of the defence assets in the study area highlights the N25 road embankment and a land embankment to the west in the area of the Kilacloyne estuary as having a flood defence function. These are not maintained formally as flood defences but are sizable features that are not expected to fail catastrophically in the current or near future term. These features have not been removed for an undefended scenario. The N25 road embankment is critical infrastructure and therefore is subject to regular maintenance. It forms a sizable topographic feature and catastrophic failure without warning is unlikely; failure is more likely to be overtopping. Overtopping is included in the modelling and the impact assessed.

7.2.2 Hydraulic Structures in the 2D Model

Although the tidal model is a 2D only model, important 1D elements are represented using the available ESTRY commands in TUFLOW.

The location of the floodplain culverts included in the model are illustrated in Figure 7-2. Detail on these features can be found in the Model Check File in Appendix D.

Flapped outfalls at the model boundary allow flood water to drain into the estuary when the tide is low. The culverts under the N25 road embankment allow the propagation of tidal flood waters upstream along defined watercourse during extreme events.

7.2.3 Slatty Pump Station

The tidal model has been developed to model the flooding that will occur once the tide level exceeds the elevation of the shoreline and overtopping occurs. During such tidal inundation it is assumed that the pumps are not working and these are not represented in the tidal 2D only model.

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7.3 Key Model Parameters

7.3.1 Active model domain

The fluvial model active domain measures 6.3 km2 and stretches from the shoreline to beyond the extent of the 1D modelled reaches.

The tidal model active domain is smaller representing the area that is tidally influenced and measures 4.6 km2. The domain boundary stretches from the shoreline and follows high ground (generally ~ 10mOD).

7.3.2 Roughness

The model roughness is defined based on the following references Chow, 1965; USACE 1995; HR Wallingford & Barr D, 1994 as well as experienced JBA internal guidance. Roughness coefficients are set for the 1D and 2D models and are discussed in detail in the Model Check File. For key areas in the 1D model a more detailed approach was adopted for setting manning values based on assigning multiple roughness panels within the left and right bank markers. This for example takes into account the variation between a clean gravel bed and overgrown channel sides.

7.3.3 Model cell size (2D component)

The relatively small watercourse require a fine grid size to be accurately represented in the 2D domain. The model cell size for the fluvial 1D-2D linked model is set at 4m. This is a trade-off between model representation and computational times. With a cell size of 4m the model takes 3 to 4 hours to run. (Note: Computational times are also dependent on other model parameters namely the time step).

The tidal model cell size is set 10m this is considered appropriate for such a tidal inundation model, considering the tidal floodplain is predominantly rural.

7.3.4 DTM modifications in 2D

The DTM for the model domain is defined using LIDAR flown in March 2011. The DTM was inspected for any anomalies such as areas of null data, or spikes in elevation. Areas of null data are patched utilising TUFLOW commands within the TUFLOW geometry control (.tgc) file.

The resolution of the LIDAR and also the model DTM can mean that certain features in the floodplain are not accurately represented in the model base DTM. To overcome this, embankment and other linear features in the floodplain are defined using zlines.

7.4 Model Boundary Conditions

For the fluvial model, the model boundaries consist of fluvial inflows at the upstream end and a tidal stage boundary at the downstream end. The upstream flow time boundaries are based on the flow estimates derived in the hydrological assessment. The downstream head time boundary is taken from the tidal data that was utilised in the Lee CFRAMS.

In addition lateral inflows were applied to the model to take into account runoff from areas within the modelled domain that are not incorporated in the fluvial flow estimates for the upstream boundaries.

The tidal model has only one model boundary and this utilises the same head time tidal boundary as above, applying it along the entire shore of the Carrigtohill catchment.

An overview of the Hydrology is given in Chapter 4; for more detail on the hydrology see the Hydrology Report in Appendix B.

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7.5 Model Limitations & Uncertainty

All hydraulic models are prone to uncertainties due to factors such as inaccuracies in the key model inputs (i.e. flows, tide levels, topography), model parameters (i.e. roughness) the modelling software used and the nature of any assumptions made in the modelling process.

The key assumptions made are summarised below for information. All modelling assumptions are recorded in the Model Check File and /or as comments in the ISIS model DAT file and TUFLOW command files as appropriate.

The model build uses survey data which is a snapshot in time and changes, both natural hydro-geomorphologic or manmade, can have an impact on the hydraulics of a channel. The original Lee CFRAMS model developed in 2007 was based on survey collated at that time. Re-survey of the entire catchment was considered unnecessary as part of this study however where recent changes in river topography were noted, supplementary survey was specified to allow for updates to the model in these area. This included areas that were inaccessible during the original survey. The areas where re-survey was specified include Slatty Pond, a length of the Woodstock Stream in the vicinity of the Castlelake development and Carrigtohill Bridge and south of the N25.

Bank top survey data along the watercourse is sparse and this can mean potential over bank flow routes can be excluded where an isolated low point on the bank might exist.

Modelling uncertainty arises from a number of sources. The primary sources are uncertainties inherent in hydrology and flow estimation, particularly for ungauged catchments such as this; uncertainties linked with the hydraulics of a particular stretch of channel or structure e.g. split of flow in the 3 way at the rail siphon and uncertainties arising from the quality and resolution of the DTM or LIDAR grid.

Other parameters that can introduce uncertainty are parameters used in the hydraulic modelling i.e. roughness, calibration data etc. These can be assessed by carrying out a reasonability check and sensitivity analysis on the hydraulic model.

7.5.1 Key Model Assumptions

The hydraulic modelling process including model assumptions is outlined in detail in the Model Check File, which is presented in Appendix D of this report. The key assumptions made are summarised below:

Accurate topographical survey of the invert levels at the 3-way split was not possible due to the arrangement of the culvert inlet. Invert levels, and hence determination of flow split were estimated based on observations on site, available drawings from IDA and nearest surveyed points.

A number of culverts were observed to have a build up of sediment and the level of maintenance at these structures was assumed based on consultation with the local authority. The default approach was to model silted culverts as surveyed to represent the "Current Scenario" unless local data suggests that this is not appropriate i.e. well monitored and maintained.

The risk of blockage is reviewed. A "clean culvert" situation is assessed by completing a sensitivity test and this is reported on to indicate the impact of siltation in key areas.

Surface water runoff discharge points have been included in the model based on available data from previous studies, namely the TJ O'Connor Preliminary Report on the Surface Water Improvement Scheme.

Attenuation to at least greenfield runoff rates will be provided for future development sites.

Due to the nature of the modelled watercourses within the catchment minimum flows are applied to initialise flow in the model and prevent the streams running dry. The watercourses are narrow and steep with relatively small flows.

The Kilacloyne Stream flows into Slatty Water. There are tidal embankments in this area and a tidal flapped outfall has been modelled at the downstream end of this reach. There is no survey data of this outlet and dimensions have been assumed as a 1m flapped diameter outlet.

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Informal ineffective defences along Cobh Road / Slatty Bridge were identified during visits to the site. However gaps in the wall and earthen embankment mean that these features are classed as ineffective and have not been included in the model. The road is constructed as an embankment and therefore is de-facto defence, which has been included in the model. The road levels as determined from the LIDAR have been used as the embankment crest level.

Slatty Bridge was originally constructed in the 18th century. The bridge is porous and water can seep through the bridge structure. The model assumes there is no passage of water. Normal flow from Slatty passes through flapped openings in the bridge. The details of these bridge opening - passage of water through Slatty Bridge; headloss at flap valves / tideflex; water seeping through; sluices not modelled in 2D tidal

7.6 Model Sensitivity

7.6.1 Fluvial Model Sensitivity

A number of sensitivity tests were completed this includes testing the impact of the following:

Variation in manning's roughness values

Storm duration (6.5, 13 and 25 hours)

Culvert blockage / cleaning - as part of this sensitivity check an initial screening assessment was carried out to identify the likelihood of a blockage occurring and its impact in terms of increasing flood risk. This screening assessment is outlined in Section 8 below.

Timing of peak tide levels (in relation to fluvial peaks)

Increase in tidal downstream boundary levels

Fluvial and tidal combinations to test whether detailed analysis of joint probability is necessary.

7.6.2 Tidal Model Sensitivity

The sensitivity tests completed on the 2D tidal model are as follows:

Reduction in the 2D model cell size from 10m to 4m

Variation in 2D model roughness

Variation of model boundary comparing results from different AEP event and climate change scenario.

The sensitivity results are presented in detail in the Model Check File, included in Appendix D of this report.

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7.7 Model Design Runs

The design runs required to produce the flood maps required under the brief are summarised in the table below:

Model Tidal

AEP

Fluvial AEP

Current MRFS HEFS Current

Undefended MRFS

Undefended

Flu

vial

Eve

nts

1D-2D 50% 50% Y Y

1D-2D 50% 20% Y Y

1D-2D 50% 10% Y Y Y

1D-2D 50% 5% Y Y

1D-2D 50% 2% Y Y

1D-2D 50% 1% Y Y Y Y Y

1D-2D 50% 0.10% Y Y Y Y Y

Tid

al E

vent

s

2D 50% - - Y Y

2D 20% - - Y

2D 10% - - Y Y

2D 5% - - Y

2D 2% - Y Y

2D 0.50% - Y Y Y Y Y

2D 0.10% - Y Y Y Y Y

1D-2D model runs: 21 2D model runs: 17 Total Number Runs: 38

The model outputs are discussed in the latter sections of this report.

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8 Hydro-geomorphology

8.1 Introduction

This chapter is a preliminary assessment of the hydro-geomorphology and sediment transport issues associated with the catchment, based on available or readily-derivable information. It also includes a blockage screening assessment to identify those culverts that are likely to block and have an impact on flood risk.

Hydro-geomorphology is the physical habitat created by water, either flowing or still, over the geomorphology or structural template of a watercourse. The hydro-geomorphology of a catchment is not static and consideration must be given to the reaction of a watercourse due to linked processes upstream and downstream. Erosion and sedimentation can have a big impact on overall flood risk, effect the onset or threshold of flooding.

The first section below highlights historic morphology, illustrating how features in the catchment have changed and this information helps identify the processes relevant to the current hydro-geomorphology of the study catchment.

Following on from that, this preliminary assessment aims to identify and discuss the following, with respect to sedimentation:

Sources

Conveyors and

Sinks

8.2 Historic Morphology

8.2.1 Tibbotstown Stream

As part of the development of IDA lands in Carrigtohill, the Tibbotstown Stream has been realigned. This is illustrated in Figure 8-1 below.

Figure 8-1 Tibbotstown Stream at IDA lands

8.2.2 Slatty Pond

Historically, before the construction of Slatty Bridge in the 18th century, boats could navigate upstream from Slatty Water to Barryscourt Castle at high tide. Anecdotal evidence from locals suggests that water levels in Slatty Pond are higher by up to 750mm when compared with levels

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20 years ago. Sedimentation and land reclamation practices have been a factor. Figure 8-2 illustrates the change / reduction in Slatty Pond since the earliest historic OSi mapping.

Figure 8-2 Extent of Slatty Pond

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Survey of Slatty Pond was undertaken in 2007 as part of the development of the Lee CFRAMS model. This survey data has been compared with additional survey that was collated in 2012 as part of this study. Concerns were raised by locals about the potential of siltation to occur in the pond, reducing its storage capacity.

The surveyed cross sections were compared with sections from the original model. The following plan shows the location of these cross sections. Based on comments included in the original model and the 2007 survey deliverables, detailed survey spot levels were collated at one cross section (2CAR_327) while the others (2CAR_277 and 2CAR_137) were inferred from LIDAR data and therefore are not accurate representation of the pond bed.

Figure 8-3 Cross Section Location Plan

The following cross section plot (at 2CAR_327) illustrates the difference between the two sources of detailed survey data. The more recent surveyed levels indicate that the stream bed levels have risen by an average 300 to 400mm. This is based on the information at one cross-section only and therefore may not be representative of the overall pond.

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Figure 8-4 Cross section plot for 2CAR_327 and ANNA000721

8.2.3 Cúl Ard Housing Estate

A disused quarry at Cúl Ard housing estate marks the location of an underground cave system. Surface water from the Cúl Ard development as well as water from the Polaniska Stream discharges to this point. Based on the available historic mapping there is little change in the topography of this area.

8.3 Sources &General Catchment Character

The upper Carrigtohill catchment is the primary source of sediment. It is a steep catchment sloping from a peak elevation of 150mAD in the highest part of the hills to an elevation of approx 20mAD to 30mAD at the foot. The lower catchment which is relatively flat, extends to the tidally influenced Slatty Water.

The upper catchment consists of sandstone bedrock geology and with limestone dominating the lower catchment.

The upper catchment is rural with predominantly agricultural landuse. Intensive development in and around Carrigtohill in recent years has led to agricultural land being developed for industrial and commercial landuse. In addition there are a number of quarries in close proximity to the town.

8.4 Conveyors - Channel Type & Velocities

Flow across the upper sandstone areas results in heavy sediment load that is transported further downstream, depositing in areas of low gradient and hence low energy / velocity.

Sedimentation patterns are controlled by river morphology and local artificial obstructions. In some cases excessive siltation has occurred due to the size and level of constructed culverts. The key structures are outlined in the following section.

There are number of reaches that have been identified as key conveyors of sediment and require active management to minimise erosion and ensure a balanced hydro-geomorphologic environment both within the reaches and further downstream. These key conveyors are the Kilacloyne Stream, the Rail Diversion Channel and Tibbotstown Stream and are highlighted in Figure 8-9.

Sections of these watercourses have been altered or modified in some way from that expected of a natural watercourse. These sections of watercourse are described below and photographs are provided in Figure 8-5 to Figure 8-8.

8.4.1 Kilacloyne Stream

A section of the Kilacloyne Stream that flows alongside the local third class road is straightened and maintained.

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Figure 8-5 Kilacloyne Stream

KILA00065I_UP

KILA00068J_DOWN

8.4.2 Rail Diversion Channel

A diversion channel constructed along the rail line comprises concrete walls. A gravel bed and boulders are incorporated into the channel design.

Figure 8-6 Rail Diversion Channel

Rail channel at upstream end (cascade)

Rail channel at downstream end

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8.4.3 Tibbotstown Stream

A number of man-made weirs have been put in place on the Tibbotstown Stream downstream of the rail line.

Figure 8-7 Tibbotstown Stream

One of two similar weirs upstream of the rail line

pond / sedimentation area upstream of rail siphon

Series of weirs downstream of rail line (looking downstream)

Same series of weirs downstream of rail line (looking upstream)

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8.4.4 Other Conveyors

In other areas, landscaping and paving associated with private residential property have altered the natural river banks of the Woodstock Stream.

Figure 8-8 Woodstock Stream

ANNA00382_UP

ANNA00382_DN.jpg

Watercourse velocities generally range from 0.4 to 1.5m/s with the higher end velocities in the steeper watercourses. Areas of low velocities coincide with areas of low gradient and are identified as areas prone to deposition of sediments. Based on this, supported by survey data and observations on site, the key locations in terms of siltation issues are illustrated on Figure 8-9.

8.5 Sinks - Hydraulic Controls

The rail line and the N25 road embankment are two significant linear features that stretch across the Carrigtohill catchment. There are a number of structures that convey flow through these embankments.

Detailed information on each hydraulic structure (included in the hydraulic model) is presented in the Model Check File and can be found in Appendix D. A list of the key structures in terms of hydro-geomorphology and sediment transport is summarised below in Table 8-1 Key Structures Table 8-1 and are illustrated in Figure 8-9.

Culvert upgrading works were carried out as part of the re-opening of the Glounthaune to Midleton railway line. Observations on site indicated that a number of the culverts under the rail line have been subject to sediment deposition. This was confirmed by a review of the Irish Rail construction drawings and the surveyed data.

Culverts with a low gradient were identified as a potential location for excessive sediment deposition. Also, due to their very nature, ponds and other attenuation features encourage sediment deposition and generally require careful design and maintenance to ensure they function as intended.

Adjacent to the Gilead site, heavy siltation has been observed on site. This siltation plays an important role in protecting the siphon under the rail line further downstream. Although two stone weirs have been put in place further upstream the majority of the siltation appears to occur at the IDA culvert. The IDA monitor the build up of silt here and carry out maintenance on a regular basis.

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Fig

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8-9

Ke

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truc

ture

s &

Hyd

ro-G

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rph

olo

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Fe

atu

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©

Ordnance S

urvey Ireland. All rights reserved.

Licence number 2010/06/C

CM

A/C

ork County C

ouncil

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Table 8-1 Key Structures

Irish Rail culvert C3 (TIBB00126I)

Survey indicates that silt has built up at the culvert entrance. It is noted that this culvert is located at a 90° bend in the watercourse. The approach angle, observations on site and survey data indicate that this culvert is important in terms of hydro-geomorphology.

Plan showing culvert and stream alignment

Photo of inlet

Survey Cross Section

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Culvert under local road (TIBB00107I)

This culvert is located downstream of the sink point at the Irish Rail culvert and while erosion is not an obvious issues at this location, it is noted that the culvert inlet is poorly constructed and flow is not directed into the culvert which could lead to erosion of the bank in high flow conditions. It was also observed on site that there is evidence of localised sedimentation at a potential Fota Retail Park drainage outfall.

Poor culvert inlet

Localised sediment at outfall

Culvert to east of Gilead (TIBB00166I)

Survey confirms silt has built up at this culvert restricting the culvert height at the inlet to 0.76m. IDA have confirmed that regular monitoring and maintenance works are carried out here. This is an important structure in terms of sediment transfer.

Upstream Face

Downstream Face

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3 way split at rail line (TIBB00150I)

Site observations and survey data suggests that deposition occurs upstream of this structure. This minimises sediment entering the siphon arrangement that exists just downstream of this culvert inlet shown below. It is important that this is monitored on an ongoing basis.

Inlet to 3-way split

Irish Rail culvert C7 (WOOD00350)

Site visit confirms erosion on the left bank immediately upstream of this culvert. The survey data indicates that the culvert is severely silted with an effective height of 0.36m on the downstream face, whereas the Irish Rail construction drawings indicate that a 1m high culvert with 100mm gravel bed was included for in the design. This demonstrates that there are hydro-geomorphologic factors at play here and the situation should be monitored and managed.

Upstream Face

Evidence of erosion upstream

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Carrigtohill Bridge (Culvert_7)

Based on the survey and site observations the channel is heavily vegetated and overgrown at this location. This overgrowth can result in reduced flow capacity and should be monitored on a regular basis.

Location of Downstream Face

Irish Rail culvert C9 (POUL0097I)

Based on the Irish Rail drawings this culvert was designed to include a 300mm gravel bed above the culvert invert. The surveyed invert levels indicate that this has not been retained however there are no indications of erosion or scour at this location.

Upstream Face

Downstream Face

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Slatty Bridge

Slatty Bridge is situated in a tidal estuary, flapped outfalls are located at the downstream side of the bridge. Slatty pond is located immediately upstream of the bridge structure and sediment deposition occurs here with sediments from the contributing watercourses being deposited in the slower moving Slatty Water. The introduction of the pumps at Slatty may have an impact on hydro-geomorphology of the channel downstream of Slatty Bridge. A reduction in flow through the bridge openings may result in an additional build up of silt on the downstream tidal side. The photos below show the upstream face of the bridge and the second photo illustrates the geomorphology of the channel looking downstream from the pump outfall.

Upstream face of Slatty Bridge

Immediately downstream of Slatty Pump outfall

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8.6 Blockage Screening Assessment

Hydraulic modelling of blockage is not included under the scope of the Carrigtohill FRA brief; however a screening assessment was completed, to identify those structures where blockage is considered likely and where a blockage will significantly increase flood risk in terms of the receptors affected and the probability of occurrence. This screening assessment ties in with a review of hydro-geomorphology in the catchment and is based on a guidance note prepared by JBA Consulting for the Western CFRAMs in conjunction with the OPW and other consultants involved in the National CFRAM Programme. The results of the screening assessment include a commentary on the likely impact of increased blockage at individual structures. These scenarios have not been included in the hydraulic modelling runs.

The following scoring system is applied; score = probability x consequences. Due to the lack of recorded data, the probability of a blockage is largely assessed based on anecdotal evidence or the size of the culvert and observed conditions on site.

Score 5 4 3 2 1

Probability of a blockage

More frequently than 1 in 2 years

1 in 2 to 1 in 5 years

1 in 5 to 1 in 10 years

1 in 10 to 1 in 25 years

Less frequently than 1 in 25 years.

Regularly recorded

blockage (e.g. once or twice in

the last two years)

Some record of blockage (e.g. once or twice in the last 5

years) or Culvert size under 1m2, catchment

urban or woodland

Culvert size under 1m2 and at least

50% urban or woodland or

Culvert size over 1m2 and under

3m2 with potential blockage points

Culvert size over 1m2 and under

3m2 or Culvert size over

3m2 with no upstream public

access

Culvert size over 3m2

Consequence of a blockage

Properties flooded in the 2yr

event

Properties flooded in the 5yr event

Properties flooded in the 10yr event

Properties flooded in the 25yr event

No properties flooded in the 25yr

event

The following table presents the results of the scoring system and identifies a number of culverts that require more careful consideration. Those with a blockage score greater than 6 are considered key structures due to the likelihood and risk associated with potential blockage. These culverts should be inspected regularly and monitored. Blockage scenarios have not been modelled in the hydraulic assessment carried out, as this falls outside the scope of the study.

Table 8-2 Screening Assessment Results

Culvert ID Blockage Score

Comment

Probability of Blockage

Consequences of Blockage

KILA0016I 2 Culvert 2.1x1m; No impact on properties

2 1

KILA0012I 4 900x900mm arch; not likely to flood any property.

4 1

TIBB126I 1 Culvert opening >3m2 but survey indicates siltation at entrance; located on sharp bend Blockage would cause water to back up rail diversion channel; unlikely to overtop into Fota Retail Park

1 1

TIBB00107I 1 900mm dia pipe; likely to flood road and low-lying fields to west

4 1

TIBB00190I 20 1000mm dia pipe along road verge; high chance of blockage; increase in flood depths will affect the road but unlikely to affect houses in the immediate area; however potential increased flood depth at Gilead.

4 5

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Culvert ID Blockage Score

Comment

Probability of Blockage

Consequences of Blockage

TIBB00188I 20 Twin 800mm pipes with parapet wall; similar consequences to TIBB00190I just upstream

4 5

TIBB00166I 5 Siltation and sedimentation has been recorded and is continuously monitored by IDA; increase flood depth here will cause more out of bank flow to east is not likely to have a significant impact on houses.

5 1

TIBB00150I 1 (5)

Complex flow structure; and in current scenario no flooding is predicted at this structure. Any out of bank flow here is likely to follow the rail line to the east; potential to flood the rail line in an extreme event.

1 1 (but risk to rail line not accounted for,

increase to 5)

Culvert_4 4 Twin 600mm culvert with area <1m2 plus trash screen; flooding will affect road but unlikely to affect houses

4 1

Culvert_5 4 750mm and 450mm pipe; unlikely to flood houses

4 1

Culvert_9 1 Box culvert >3m2 with trash screen; unlikely to cause flooding in houses up to 25 year event.

1 1

Culvert_7 4 Heavily vegetated channel with twin 900mm pipes but with one blocked; unlikely to flood houses

4 1

WOOD00333I 16 1.1m dia pipe with new trash screen; some history of blockage; likely to contribute to flooding of properties.

4 4

WOOD00382D 16 900mm dia pipe; likely to contribute to flooding at houses

4 4

WOOD00350I 2 (10)

2.4x2.1m box culvert with sedimentation at downstream end; erosion upstream, potential to flood rail line and cause a potential flow path to nearby properties.

1 2 (but risk to rail

line not accounted for, increase to 5)

POUL00041I 4 1500mm pipe with trash screen; chance of one property flooding in extreme (100yr) event less likely in 25yr event.

4 1

POUL00097I 1 Culvert ?3m2 unlikely to affect properties

1 1

POUL00061I 4 Culvert <1m2 likely to flood properties in extreme (100yr) event less likely in 25yr

4 1

Slatty_Br 0 Flapped outfalls in tidal reach; unlikely to affect any houses. Degree of sensitivity tested in undefended run.

4? 1

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8.7 Conclusion

The main source of sediment is from the upper catchment which consists of an underlying sandstone layer. Additional silt has been provided in the system as a result of construction works in the catchment. It is evident from observations on the ground that deposition has occurred at a number of culverts in Carrigtohill, in particular the culvert to the east of Gilead and those located under the railway line.

There are a number of stretches of watercourse that have been altered or modified from what would be expected of a natural river system. Siltation is occurring at control points in the upper reaches, upstream of the major crossing points i.e. along the rail line. This removal of silt can cause active erosion in the watercourses downstream (of the rail line). Some transfer of silt will occur through the control points along the rail line and in addition, velocities will be high enough to pick up fine silt in the middle reaches. This sediment load is transported and ultimately deposited in the lower reaches and Slatty Pond.

There is a need to carefully monitor and manage hydro-geomorphological processes to minimise erosion and siltation in the watercourses of the catchment. Monitoring will also be beneficial to help identify the merit of future control measures i.e. silt traps.

Monitoring at the following locations is recommended:

Adjacent to Gilead - the following should be recorded amount of silt build up, silt removed and any other measures carried out

Tibbotstown Stream and the rail diversion channel downstream of the rail siphon - this will help determine the impact of sedimentation and the maintenance carried out, and will be beneficial in assessing the merit of future measures.

Slatty Pond - locals have expressed concern over sedimentation due to extensive development and construction work in Carrigtohill town. Sedimentation levels in Slatty should be monitored to assess this.

Slatty Bridge downstream - sedimentation levels here should be monitored, taking into account the change in flow regime through the bridge openings due to the introduction of the pump station. In addition the geo-morphology of the channel in the vicinity of the pumps outfall should be monitored.

Carrigtohill Bridge - historically this has been identified as a key structure in terms of flood risk. On site visits it was observed to be heavily vegetated indicating low velocities and sedimentation. This should be monitored to assess the need for regular maintenance works.

Rail Culvert on Woodstock Stream - erosion just upstream of this culvert was noted on site and sedimentation was identified at the culvert inlet.

All structures should be routinely inspected to check for defects and any build up of sediment or signs of erosion should be recorded. This is particularly important for the key structures listed in Table 8-1.

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F

igu

re 8

-10

Stru

ctu

re in

the

Ca

rrigto

hill M

od

el E

xte

nt

Structures

Significant hydro-

geomorphology

Trash S

creen ©

Ordnance S

urvey Ireland. All rights reserved.

Licence number 2010/06/C

CM

A/C

ork County C

ouncil

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9 Validation of Model

Information on the health of the model, any stability or convergence issues are detailed in the model check file. This section evaluates the model and outlines the pattern of flooding expected based on the limited historical flood data and other records available.

Figure 9-2 summarises the anecdotal evidence collated during the study and it identifies a number of areas that are perceived at flood risk by the local community, local authority staff amongst others.

The areas mentioned that can be attributed to various types of flooding include:

Area 1: To the north and east of Gilead and north of the rail line.

Area 2: Bog Road and area to north of rail line

Area 3: N25 culvert on Woodstock Stream

Area 4: Slatty Pond

Area 5: Hedgy Boreen

The flood risk assessment correlates with the anecdotal evidence for these areas.

With respect to fluvial flood risk, the following is noted. In a 2 year flood event out of bank flooding is predicted in Areas 1 and 2. In Area 3, based on the flood maps no flooding is predicted under normal conditions. However, it is noted that past flooding here is attributed to culvert blockage.

There is little evidence available to quantify past flooding events. A photo of a flooded area behind Ryan Aherne Place was taken during a flood event in 2009. During this flood cars were damaged, suggesting a depth greater than 300mm but there was no internal flooding of houses.

Reports on this flood event indicate that flooding was exacerbated by construction activities at the adjacent Castlelake development where a temporary small culvert was in place. Other activities in the vicinity of this area, such as realignment to the stream were suggested by residents in the area. Because of these reasons, the pattern of flooding witnessed during this event may not be (and are not) illustrated in the predictive flood maps produced by this study.

A photo recording flooding at Ryan Aherne Place, to the east of Castelake is shown in Photo 9-1.

The tidal flood maps highlight Area 4 as a area of flood risk. Anecdotal evidence indicates that the Slatty Pond area was once part of the larger estuary and boats could sail up to Barryscourt Castle prior to the construction of Slatty Bridge in the 1700s. Locals indicated that water levels in Slatty Pond have risen by up to 750mm and also confirmed that land been reclaimed for agricultural purposes with a reduction in the area of Slatty Pond compared to 20 years ago.

Area 5 has been highlighted in the hydro-geological assessment as an area at risk of groundwater flooding. Cork County Council have confirmed ongoing flooding issues in this location which has required the installation of mobile pumps.

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Photo 9-1 Flooding at Ryan Aherne Place in 2009

Source: Community Council

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2 (July 2013).docx 48

Fig

ure

9-2

Su

mm

ary

of A

ne

cd

ota

l Evid

en

ce

© O

rdnance Survey Ireland. A

ll rights reserved. Licence num

ber 2010/06/CC

MA

/Cork C

ounty Council

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9.1.1 August 2012 Flooding

Heavy rain in August 2012 resulted in flooding in Carrigtohill. This did not result in any internal flooding however extensive road flooding was reported. A record of this flooding was prepared by Cork County Council and the following indicates the area that was flooded.

Flooding occurred in the Bog Road area, when a culvert failed structurally and collapsed. The flooding in this area is illustrated below.

Figure 9-3 Record of Flooding at Bog Road Aug 2012

Source: Cork County Council

Another area, just upstream of the model extent, experienced road flooding, a culvert blocked and floodwater caused damage to the road pavement.

Surface water flooding was also reported at Hanover Tyres, on the right bank of the Woodstock Stream downstream of Carrigtohill Bridge.

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Figure 9-4 Report of Flooding Upstream of Modelled Extent

Source: Cork County Council

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10 Fluvial Model Results

The hydraulic model output in terms of maximum flood extent, depth, velocity and hazard are presented graphically in the flood maps that are included in Appendix F Also presented in Appendix E is a table of maximum stage and flow results at all nodes in the 1D model.

This section discusses the fluvial model results with an aim to provide more detail on the mechanism of flooding and it's progression during an extreme flood event.

The results for the 1% AEP fluvial event are detailed below. Screenshots from the flood result animation are used to detail the onset of flooding and indicate the threshold level at key flood risk locations. The flooding pattern is similar for the other AEP events; as mentioned above the maximum flood results for each particular event can be found in Appendix E.

(Note the raster mapping available for use in the SMS animations screenshots is older OS mapping)

10.1 Kilacloyne Stream

Figure 10-1 Kilacloyne Flood Depth at 5hours during 1% AEP fluvial event

At 5 hours water begins to come out of channel adjacent to the culvert under the rail line Point A on the Map and at Point B further upstream. Flooding at Point A occurs in events greater that a 20% AEP (1 in 5 year), while out of channel flow from Point B occurs during events greater than a 10% AEP (1 in 10 year).

This out of bank flow continues until the maximum extent is reached at both locations at a time between 6 and 7 hours. During the 1% AEP event, the maximum flow depths resulting from out of bank flow at Point B is 0.02m, with a floodplain flow of 0.03m3/s.

A

B

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In the area of low land south of the rail line (and north of the road) at Point A, floodwater reaches up to 1m in depth.

Figure 10-2 Kilacloyne Maximum Flood Depth for a 1% AEP Fluvial Event

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10.1.1 Tibbotstown Stream

Figure 10-3 Tibbotstown Flood Depth at 3h 45m during a 1% AEP Fluvial Event

Analysis of the results show that out of bank flow occurs after approximately 3 hours into the simulation of the Q100_T2 event, at Point A upstream of the IDA culvert, at the location of a weir in the channel, when flow in the stream reaches 1m3/s. Based on a threshold flow of 1m3/s, flooding occurs frequently, with a probability greater than a 50% AEP (1 in 2 year) event.

A

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Figure 10-4 Tibbotstown Flood Depth at 4h 15m during a 1% AEP Fluvial Event

The existing channel and culvert that conveys water along the road side at Point B, is under sized to cope with nominal flows. Based on the stage-flow results from the hydraulic model the capacity here is in the order of 1.4m3/s. In the 50% AEP, shallow flooding in the order of 30mm initiates a flow route onto the road. Water floods onto the road, and makes its way into land on the south side of the road, bypassing the culvert under the road.

This occurs at approximately 4 hours into the simulation, when flow reaches 1.8m3/s, water bypasses the culvert crossing under the local road (Point B) and out of bank flow makes its way south-eastward towards the Gilead site.

A

B

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Figure 10-5 Tibbotstown Flood Depth at 7h 30m during a 1% AEP Fluvial Event

Out of channel flow over the left bank, continues and floodwater propagates south westwards across undeveloped land to the rail line. This floodplain flow peaks at approximately 1.2m3/s at 7hrs. At 7h 30m into the simulation water finds its way through culvert crossings at the rail line and heads south adjacent to the Castlelake Development.

The floodplain culverts included in the model are based on Section 50 data from OPW and Irish Rail. Note if other crossing points were located along the rail line embankment then the route of floodwater would be altered. Recent works adjacent to the rail line included a re-alignment / re-grading of a drainage line.

Out of channel flow over the right bank, makes its way westward across the Gilead site. During a 1% AEP event the depth of flow along this flow route from Point B into Gilead, is less than 0.1m and the out of channel flows peaks at 0.29m3/s at 6.5hrs.

The maximum flood output indicates max flood levels of 14.4mOD at Gilead with depths of up to 1m during a 1% AEP (1 in 100 year) fluvial event. During events less than 1% AEP floodwater remains within the environs of the Gilead site. In a larger flood events floodwater extends westwards towards the Kilacloyne area.

Out of bank flooding in the upper reaches in the model, results in a reduction in flow to the lower reaches and results in no out of bank flow in the Tibbotstown Stream downstream of the rail line.

The results presented here are based on the current as surveyed condition. Future improvements to mitigate flooding in these areas will require careful consideration of the impact further downstream.

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Figure 10-6 Tibbotstown Maximum Flood Depth for a 1% AEP Fluvial Event

10.1.2 Rail Diversion Channel

Flows in the rail diversion channel reach a peak of 1.2m3/s; no out of bank flow occurs in the rail diversion channel during a 1% AEP event.

The capacity of the channel is not exceeded in any of the other events considered in this assessment, including the climate change scenarios.

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10.1.3 Woodstock Stream

Figure 10-7 Woodstock Flood Depth at 3h 30m during a 1% AEP Fluvial Event

Out of channel flow first occurs at Point A on the map, adjacent to a private residential property. At this location a 900mm diameter culvert conveys water under the private driveway. Water also begins to come out of channel at Point B.

At Point A flooding occurs in a 50% AEP event with flood depth in the order of 30 to 50mm, limited out of channel flow (approx 30mm depth) also occurs at Point B in this lower return period event.

A

B

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Figure 10-8 Woodstock Flood Depth at 4h during a 1% AEP Fluvial Event

Water flows from Point A southwards towards the rail line and at approximately 4 hrs water begins to flow west along the rail line. At this stage in the simulation water has come out of bank at Point C also.

This out of channel flow continues heading in a south westerly direction until it reaches its peak around 5 to 6 hrs into the simulation. Floodplain flow from Point A, that reaches the rail line and flows in a westerly direction along the rail line peaks at 0.5m3/s at 5h 15m, in a 1% AEP event and out of channel flow, over the right bank at Point C, peaks at 0.3m3/s at 5h 15m. This flow route from Point C is active in a 20% AEP (1 in 5 year) event.

Floodwater from the Tibbotstown Stream (1.2m3/s) enters this system at about 8 hrs and adds to the flood levels in the Castlelake area, with flood levels up to 3.1mOD in the Castlelake area. This flow routes is active in a 10% and greater AEP event.

The maximum flood extent for a 1% AEP (1 in 100 year) event is illustrated below.

C

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Figure 10-9 Woodstock Maximum Flood Depth for a 1% AEP Fluvial Event

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10.1.4 Poulaniska Stream

Figure 10-10 Poulaniska Flood Depth at 3h 45m during a 1% AEP Fluvial Event

Out of channel flow occurs after approximately 3h 30m into the simulation, when flow in the channel exceeds 0.5m3/s. Out of channel flow continues inundating low lying land. The maximum flood extent is illustrated below. Out of channel flooding occurs in as little as a 50% (1 in 2 year event). The floodplain topography is low lying with relatively steep sides, meaning that the flood extent varies very little for each AEP event.

Figure 10-11 Poulaniska Maximum Flood Depth for a 1% AEP Fluvial Event

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10.2 Slatty Pump Station

10.2.1 Background

Consultation between Cork County Council and local landowners, resulted in the construction of the Slatty Pump station to maintain water levels in Slatty Pond to an agreed level. The pumps station has been operational since 2009 and was not included in the original Lee CFRAMS modelling of Carrigtohill.

The pumps have been added to the 1D hydraulic model and while the brief does not include for an investigation into the operation of the pump station, a number of model runs have been completed and the results analysed to review pump operations during extreme events.

10.2.2 Pump Setup

The pump station consists of 4 EMU Wilo submersible pump units, each with a capacity of 1000l/s. The purpose of the pumps is to maintain levels in Slatty Pond at or below -0.9mAD.

When the tide is low, gravity flow is possible through flapped tide valves in Slatty Bridge. The gravity outfall consists of 2 tidal flap gates and 3 tideflex non-return valves. The invert levels of these, range between -2.16mOD and 1.21mOD. The tidal range is between -1.4m and 2.5mOD. The following schematics illustrate the levels that play a role in the pump operation.

More detail on the pumps can be found in the Model Check File in Appendix D.

Figure 10-12 Outfall Cross Section

Arch 1 x 1.2m IL -1.21mOD

Arch 1.3 x 1m IL -1.76mOD

Arch 1.1 x 1m IL -1.56mOD Box -1.4 x 2.7m

IL -1.56mOD

Arch 1 x 1m IL -1.46mOD

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Figure 10-13 Schematic of Outfall Long Section

10.2.3 Model Results

1% AEP Fluvial Event with Pumps On and Off

The model was simulated for a 1% AEP and 0.1% AEP fluvial event with the pumps on (defended) and pumps off (undefended) scenario. Both models were run with a 50% AEP (1 in 2 year) tidal downstream boundary.

The results for a 1% AEP fluvial event are discussed below in terms of how effectively the pumps are working during extreme events. Figure 10-14 illustrates the effectiveness of the pumps in lowering water levels at Slatty Pond. During the first tidal peak (with peak tide at 2.3mOD) the pumps fail to maintain levels at -0.9mOD with water levels in Slatty Pond rising to at -0.186mOD. This water level drops to -1.1mOD during the ebb tide.

During the second tidal cycle (with a tidal peak of 1.8mOD) the pumps are effective in maintaining the water level to -0.9mOD. At this time in the simulation the fluvial event has passed. The fluvial event peaks at the same time as the first tidal peak.

With the pumps off, the stage in Slatty Pond rises to 0.28mOD after the first tidal peak and to 0.01mOD after the second tidal peak. During low tide, without the benefit of the pumps the stage drops to a minimum of -0.34mOD.

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Figure 10-14 Stage at Slatty Pond during a 1% AEP Event

The following Figure 10-15 indicates the amount of time the pumps are switched on. All four pumps are on during the first tidal cycle. During the second rising tide, Pump 1 is on, Pump 2 switches on and off and Pumps 3 and 4 are not activated.

Pump 1 stays on for 20 hours out of 24 hours over two tidal cycles. Pump 4 stays on for 9 hours of the first 12 tidal cycle and remains off during the second tide cycle.

Figure 10-15 Pumped Flow during a 1% AEP Event

Legend Downstream Tidal Stage Slatty Pond Stage Pump 4 Flow Pump 1 Flow

Legend Slatty Pond Stage Defended Downstream Tidal Stage Slatty Pond Stage Undefended

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Gravity discharge through the non-return valves on the bridge is also possible. The following Figure 10-16 illustrates this. Gravity discharge occurs for approximately 4 hours during each period of low tide.

Figure 10-16 Gravity Flow during a 1% AEP Fluvial Event

50% Fluvial Event with Pumps On

For comparison the results from a 50% AEP fluvial event are discussed. The following Figure 10-17 illustrates that during this event the water level in Slatty Pond rises to a peak of -0.74mOD at the peak of the event. This water level is drawn down to -0.9mOD by the pumps but remains at higher than -0.9mOD for approx 10 hours.

Legend Downstream Tidal Stage Opening 1 Flow Opening 2 Flow Opening 3 Flow

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Figure 10-17 Pumped Flow during 50% AEP Fluvial Event

All four pumps are activated during the first tidal cycle. During the second rising tide, Pump 1 is on, Pump 2 kicks on and off and Pumps 3 and 4 are not activated. During this lower return period event, Pump 1 stays on for approx 20 hours out of 24 hours over two tidal cycles. Pump 4 stays on for approx 3 hours of the first 12 tidal cycle and remains off during the second tide cycle.

Figure 10-18 Gravity Flow during 50% AEP Fluvial Event

In conclusion, during the 1% AEP fluvial event (combined with a 50% AEP tide at the downstream boundary) the pump station fails to maintain the water level in Slatty Pond at -0.9mOD.

Legend Downstream Tidal Stage Opening 1 Flow Opening 2 Flow Opening 3 Flow

Legend Downstream Tidal Stage Slatty Pond Stage Pump 1 Flow Pump 4 Flow

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10.3 IDA and Irish Rail Siphon Arrangement

Where the Tibbotstown Stream intersects the rail line, flow is diverted three ways. The three routes are as follows:

Irish Rail siphon under the rail line

Irish Rail cascade leading to an Irish Rail diversion channel

IDA siphon - draining to the IDA surface water network

These are represented in the 1D ISIS model, however due to lack of data, some assumptions were necessary. This is detailed in the Model Check File and outlined below.

Information was obtained from Irish Rail. This included design details and drawings of the cascade and diversion channel which was recently constructed as part of the re-opening of the rail line. This detail was used to represent the cascade in the model; due to the steepness of the cascade an ISIS siphon unit was used to effectively model this.

The Irish Rail siphon has been in place for a number of decades and design information on this was not available. Due to its inaccessible location, detailed survey of the inlet and invert levels was not possible. The siphon was represented in the ISIS model using a siphon unit of 450mm diameter. Levels were estimated based on nearest survey points and observations on site.

Information was also obtained from IDA. This included drainage drawings indicating the location of the main surface water network in the area. Interpretation of available information and observations on site led to the conclusion that the IDA siphon feeds into the surface water network. Investigation on site and consultation with IDA confirmed that flow from the stream can enter the surface water network via the IDA siphon and this flow is conveyed downstream into the surface water attenuation tank. It is assumed that this IDA siphon was intended as an overflow only, however based on the site investigation it appears that this flow route is regularly active and as a consequence the attenuation tank remains full. This tank has an overflow out-falling to the stream. Based on the available information the IDA siphon has been included in the model as a 600 diameter siphon unit that discharges directly to the stream further downstream (at the location of the tank outfall). It is assumed that the tank does not provide any attenuation as it is continuously taking flow from the stream and therefore is always full.

Photo 10-19 3 Way Split Structure

Irish Rail Siphon

Inlet to Cascade and IDA Pipe

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Photo 10-20 Irish Rail Cascade

10.3.1 Model Results

The model results indicate the following split in flows. The majority of flow, 55% enters the Irish Rail cascade; 23% enters the Irish Rail Siphon and the remainder (22%) enters the IDA siphon. This split is based on the size and invert levels assumed in the model representation and is consistent for fluvial events of varying magnitude / AEP.

Figure 10-21 Flows during a 1% AEP Event

Legend Channel Upstream Irish Rail Siphon IDA siphon Irish Rail Cascade

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10.4 Carrigtohill Bridge

The Woodstock Stream flows under the local road to Carrigtohill adjacent to the Castlelake development and just upstream of Hanover Tyres. This crossing point was modelled under the original Lee CFRAMS model. Survey collated in June 2007 confirmed this structure consisted of a twin 700mm diameter pipe and this was modelled as a single pipe of equivalent diameter.

Survey in June 2012 indicated only one pipe at this location. However based on observation made on site, it is considered likely that a second culvert exists but is blocked / overgrown with heavy vegetation and silt. This structure has been modelled as a single pipe of an equivalent diameter of 1.4m in ISIS. The invert levels downstream are based on the Lee CFRAMS survey.

Flooding occurred at this location in November 2009 and was reported on by RPS. This report indicates that the culverts at Carrigtohill Bridge are twin 900mm diameter pipes. Is reported that these culverts are under capacity and played a contributory factor in the flooding that occurred in 2009. The culvert crossing is in the ownership of Gable Developments.

Photo 10-22 Carrigtohill Bridge

June 2007 June 2012

10.4.1 Model Results

The model results from this study do not show out of bank flooding at Carrigtohill Bridge. The estimated flow in the channel upstream of Carrigtohill Bridge is 2.5m3/s with a flood level of 1.1mOD during a 1% AEP fluvial event. As discussed in Section 9 works in the area may have altered potential overland flow routes and altered the predicted flood extent in comparison to that observed in the past. Also, out of channel flooding further upstream leads to a reduction in peak flows in this area of interest.

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11 Tidal Model Results

Tidal flooding occurs when the tide level exceed the elevation of the shoreline. A review of the defence assets in the study area highlights the N25 road embankment and a land embankment to the west in the area of the Kilacloyne estuary as having a flood defence function. These are not maintained formally as flood defences but are sizable features that are not expected to fail catastrophically in the current or near future scenario.

Based on the crest elevations along the shoreline, overtopping is predicted for tidal events greater that a 2% AEP (1 in 50 year). This includes all climate change scenarios; Mid Range and High End Future.

During such tidal inundation it is assumed that the pumps are not working and these are not represented in the tidal model.

The tide stage graph for a 0.5% AEP (1 in 200 year) tidal event is shown in Figure 10-1 below. Tidal inundation occurs when the tide level exceeds the crest level of the road embankment or shoreline.

Figure 11-1 Tidal Stage Graph for 0.5% AEP Event

11.1 Slatty Pond Area

At Slatty Pond, tidal inundation commences at Point A at a time 14h 45m into the simulation, when the tide level exceeds 2.7mOD. By inspecting the tidal stage graph, limited overtopping is expected at this location during the 0.5% AEP event.

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Figure 11-2 Slatty Pond Flood Depth at 14h 45m

Figure 11-3 Slatty Pond Maximum Flood Depth

Note: Slatty Pond is "filled in" at time, t=0 as this is a pond of standing water.

A

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11.2 Kilacloyne Tidal Area

In the Kilacloyne area, tidal inundation commences at a time 14h 15m into the simulation, when the tide level exceeds 2.5mOD. Again by inspecting the tidal stage graph, some overtopping is expected at this location during the 0.5% AEP event.

Figure 11-4 Kilacloyne Tidal Area Flood Depth at 14h 30m

The flood water inundates the low lying mud flats of the estuary to a maximum flood level of approximately 2.8mOD at Point A on the map below. This area is disconnected from the main Kilacloyne Stream and therefore retains water to a higher level.

Figure 11-5 Kilacloyne Tidal Area Maximum Flood Extent

A

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12 Climate Change Impacts

Climate change predictions for future scenarios impact on the magnitude of flooding and increase flood risk in populated areas. Based on OPW draft guidance, a mid range future scenario and high end future scenario are considered in the study. Fluvial flows are expected to increase by 20% and 30% respectively for the MRFS and HEFS and tide levels are expected to increase by up to 0.55m in a MRFS and 1.05m in a HEFS. (See Section 4.7).

The following illustrates the impact of climate change on a 1% AEP fluvial event if the effect of climate change is included for.

Figure 12-1 Climate Change Impact on Fluvial Extent for High End Future Scenario

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The impact of climate change when considering tidal AEP event is more dramatic, once the threshold for overtopping is exceeded tidal inundation will be more pronounced with an increasing tide level.

Figure 12-2 Climate Change Impact on Tidal Extent for High End Future Scenario

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13 Flood Mapping

As required by the brief, flood maps have been prepared based on the model output for the hydraulic modelling. All model results are delivered to the client, Cork County Council in GIS format and a number of scenarios are compiled as print ready maps.

Following agreement from Cork County Council geo-pdfs are used to create interactive maps that allow the user to turn on and off layers as necessary depending on the type of mapped output (i.e. extent, depth, hazard etc) that is required and at what scale. The following is a list of the maps that have been prepared and provided in Appendix F.

Table 13-1 List of Flood Maps

Geo Pdf Map No

Scenario / Map Title

Applicable Models Map Layers

1 Current Scenario (all AEPs)

Fluvial: DEF_Qxxx_T2_027 Tidal: Txxx

Fluvial Flood Extent for 10%, 1% and 0.1% AEPs Tidal Flood Extent for 1% & 0.1% AEPs UMAP outlines Table of flow & levels at key model nodes 5kOSi Basemap 50k OSi Raster Map

2 10% AEP Current Scenario Fluvial: 10% AEP Fluvial plus 50% AEP Tidal

Fluvial: DEF_Q10_T2_027 Tidal: N/A

Fluvial Depth Fluvial Velocity Fluvial Hazard 5kOSi Basemap 50k OSi Raster Map

3 1% (0.5%) AEP Current Scenario Fluvial: 1% AEP Fluvial plus 50% AEP Tidal Tidal: 0.5% AEP Tidal

Fluvial: DEF_Q100_T2_027 Tidal: T200

Fluvial Depth Fluvial Velocity Fluvial Hazard Tidal Depth Tidal Velocity Tidal Hazard 5kOSi Basemap 50k OSi Raster Map

4 0.1% AEP Current Scenario Fluvial: 0.1% AEP Fluvial plus 50% AEP Tidal Tidal: 0.1% AEP Tidal

Fluvial: DEF_Q1000_T2_027 Tidal: T1000

Fluvial Depth Fluvial Velocity Fluvial Hazard Tidal Depth Tidal Velocity Tidal Hazard 5kOSi Basemap 50k OSi Raster Map

5 Flood Zones Fluvial: UNDEF_Q100_T2_030; UNDEF_Q1000_T2_030 Tidal: T200, T1000

Flood Zone A Flood Zone B 5kOSi Basemap 50k OSi Raster Map

6 Mid Range Future Scenario (all AEPs)

Fluvial Model: MRFA_DEF_Qxxx_T2_027 Tidal: Txxx_MRFS

Fluvial Flood Extent for 10%, 1% and 0.1% MRFS AEPs Tidal Flood Extent for 10%, 1% & 0.1% MRFS AEPs UMAP outlines Table of flow & levels at key model nodes 5kOSi Basemap 50k OSi Raster Map

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13.1 Map Types

The maps produced include maximum extent, depth, velocity and hazard maps. Rather than a snapshot in time, the maps depict the maximum output during a model simulation e.g. the maximum at one location may occur earlier or later than a point upstream or downstream.

Flood hazard maps are a useful indicator of the potential for loss of life in more extreme events where residual risk is a prime consideration. Areas of high velocity and large depths combine to create a greater hazard to people and restrict access for emergency services. Flood Hazard is based on the Defra FD23212 formula. The TUFLOW command to calculate a flood hazard rating based on categories as set out in the DEFRA guidance has been used. Based on guidance developed for the national Catchment Flood Risk Assessment and Management (CFRAM) programme, a debris factor is not included. Flood Hazard has been used in this FRA to look at the impact of development in the surrounding area.

Flood Zone Maps have also been prepared for the study area. In the 'Planning System and Flood Risk Management', Flood Zones are used to indicate the likelihood of a flood occurring. The Flood Zones indicate a high, moderate or low risk of flooding from fluvial or tidal sources and are defined as follows in Table 13-2.

Table 13-2 Definition of Flood Zones

Zone Description

Zone A High probability of flooding.

This zone defines areas with the highest risk of flooding from rivers (i.e. more than 1% probability or more than 1 in 100) and the coast (i.e. more than 0.5% probability or more than 1 in 200).

Zone B Moderate probability of flooding.

This zone defines areas with a moderate risk of flooding from rivers (i.e. 0.1% to 1% probability or between 1 in 100 and 1 in 1000) and the coast (i.e. 0.1% to 0.5% probability or between 1 in 200 and 1 in 1000).

Zone C Low probability of flooding.

This zone defines areas with a low risk of flooding from rivers and the coast (i.e. less than 0.1% probability or less than 1 in 1000).

It is important to note that the definition of the Flood Zones is based on an undefended scenario and does not take into account the presence of flood protection structures such as flood walls or embankments. This is to allow for the fact that there is a residual risk of flooding behind the defences due to overtopping or breach and that there may be no guarantee that the defences will be maintained in perpetuity.

The Flood Zones therefore are equivalent to the undefended mapped scenario are annotated as such on the relevant maps. For this study, in the undefended scenario the pumps are turned off. This results in more extensive flooding in the Slatty Pond area. The Flood Zone Maps are presented in Appendix F.

It is important to note, when viewing the Flood Zones produced under this study, consideration should be given to the wider County Flood Zones adopted in the County Development Plan.

13.2 Uncertainty & Confidence Intervals

In the Flood Extent Maps, the uncertainty (or level of confidence) is illustrated by the line style of the outline shown in the maps, and represents the following three categories for each of the 10%, 1% and 0.1% AEP events:

High Confidence

Medium Confidence

Low Confidence

2 Defra / Environment Agency Flood and Coastal Defence R&D Programme, R&D OUTPUTS: FLOOD RISKS TO

PEOPLE Phase 2, FD2321/TR2, Guidance Document, March 2006

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UMAP software code was adapted for used in this assessment. The indicator of degree of confidence is based on the following factors:

Hydrological:

Design flood parameter estimation method(s)

Availability, proximity and quality of recorded flood flow or tidal level data

Probability of the design flood event

Hydraulics:

The quality (including cross-section spacing) of the survey data

Method for estimating roughness

Complexity of the relevant hydraulics and / or hydraulic model

Availability, proximity and quality of flood level or extent calibration data and / or the outcomes of the calibration and validation

Topographical:

The local topography / slope of the floodplains (taken from the LIDAR grid)

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14 Summary & Conclusions

This report provides findings from the hydraulic modelling assessment that has been completed as part of the Carrigtohill Flood Risk Assessment Study.

The assessment considers risk primarily from fluvial and tidal sources but also considers groundwater influence. A hydrological analysis was completed to estimate fluvial flows in catchment. The estimation of flows is reliant on methods for ungauged catchment and due to the size and nature of the watercourses and strong groundwater influence, the estimation of flows is an area of uncertainty. To reduce this uncertainty and achieve more confidence in the predicted flows the installation of gauges and continuous monitoring would be beneficial.

The study area and model extents include four river reaches, Kilacloyne Stream, Tibbotstown Stream, Woodstock Stream and Poulaniska Stream and the tidal estuary, Slatty Water that they discharge to.

There are a number of stretches of watercourse that have been altered or modified from what would be expected of a natural river system and siltation is occurring at control points in the upper reaches. There is a need to carefully monitor and manage hydro-geomorphologic processes to minimise erosion and siltation in the watercourses of the catchment. Monitoring will also be beneficial to help identify the merit of future control measures i.e. silt traps.

As part of the study topographic river survey was collated and a number of site walkovers were conducted to identify and investigate the hydraulic features in the catchment. This data, along with a range of other data, was used to develop the hydraulic models. Two separate models were developed; a linked 1D-2D model to assess fluvial flood risk and a 2D model to assess tidal flood risk.

The analysis of hydraulic results identified a number of key structures where flooding occurs. In some instance due to under sized culverts and in other due to poor maintenance and siltation problems. These areas, listed below, would benefit from continued monitoring and an investigation into potential flood mitigation and management measures.

Kilacloyne Stream

Railway culvert - surcharging / under capacity in 20% AEP event

Culvert under the third class road from Glounthaune to Carrigtohill - under capacity in 10% AEP event

Tibbotstown Stream

Culvert alongside the local road north of the IDA lands - under capacity in 50% AEP event

Weirs upstream of the rail line - out of channel flow predicted in less than 50% AEP

IDA culvert - severe siltation

3 way split - monitoring of flows to confirm hydraulics

Woodstock Stream

Private driveway culvert - under capacity in a 50% AEP event

Railway culvert - evidence of erosion

Culvert inlet with new trash screen at Railway Station junction - high probability of blockage

Carrigtohill Bridge - evidence of siltation / overgrowth

Culvert under N25 with trash screen - higher probability of blockage therefore regular inspection and maintenance required

Poulaniska Stream

Railway culvert - out of channel flow in 50% AEP event

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Twin culvert under Bog Road - under capacity in 50% AEP event

Discharge to caves at Cúl Ard - monitoring to quantify flow contribution downstream

Slatty Pond

Slatty Pump Station - monitor pump operations to investigate pump performance and optimisation

Slatty Pond - monitoring of water levels and occasional survey to monitor bed levels and quantify sedimentation

Flow restrictions in the upper reaches reduces the flow in the lower reaches and therefore flood measures in the upper reaches must carefully consider any associated impact further downstream.

The flood maps illustrate, in an extreme event 1% AEP, the majority of overland flooding is of shallow depth and low hazard, indicating that the majority of flooding in the catchment can be easily and effectively managed.

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Appendices

A Data Register

B Hydrology Report

C Hydrogeology Report

D Hydraulic Model Check File

E Model Output

E.1 Table of Model Results at 1D Nodes

F Flood Maps

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Registered Office 24 Grove Island

Corbally

Limerick

Ireland

T: +353 (0) 61 345463 e: [email protected] JBA Consulting Engineers and

Scientists Limited

Registration number 444752

Visit our website

www.jbaconsulting.com

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APPENDIX 14.2

AECOM FIREWATER REPORT

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Firewater Risk Assessment 2016

04 July 2016

Ref P465380 Prepared for: AbbVie, Carrigtwohill, Co. Cork

Prepared by: AECOM

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REVISION SCHEDULE

Rev Date Details Prepared by Reviewed by Approved by

1 05 July, 2016 Final Issue Jonathan Ward Danny Ward Danny Ward

REVISION RECORD

Rev Date Details Prepared by Reviewed by Approved by

0 04 July, 2016 Issued to client Jonathan Ward Danny Ward Danny Ward

1 05 July, 2016 Final Issue Jonathan Ward Danny Ward Danny Ward

AECOM Infrastructure & Environment Ireland Limited 4th Floor, Adelphi Plaza, Adelphi Centre, George’s Street Upper, Dun Laoghaire, Co. Dublin, Ireland.

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Limitations

AECOM Infrastructure & Environment Ireland Limited (“AECOM”) has prepared this Report for the sole use of AbbVie, Carrigtwohill, Co. Cork in accordance with the Agreement under which our services were performed. No other warranty, expressed or implied, is made as to the professional advice included in this Report or any other services provided by AECOM. This Report is confidential and may not be disclosed by the Client or relied upon by any other party without the prior and express written agreement of AECOM. The information contained in this Report is based upon information provided by others and upon the assumption that all relevant information has been provided by those parties from whom it has been requested and that such information is accurate. Information obtained by AECOM has not been independently verified by AECOM, unless otherwise stated in the Report. The methodology adopted and the sources of information used by AECOM in providing its services are outlined in this Report. The work described in this Report is based on the conditions encountered and the information available during the said period of time. The scope of this Report and the services are accordingly factually limited by these circumstances. AECOM disclaim any undertaking or obligation to advise any person of any change in any matter affecting the Report, which may come or be brought to AECOM’s attention after the date of the Report. Certain statements made in the Report that are not historical facts may constitute estimates, projections or other forward-looking statements and even though they are based on reasonable assumptions as of the date of the Report, such forward-looking statements by their nature involve risks and uncertainties that could cause actual results to differ materially from the results predicted. AECOM specifically does not guarantee or warrant any estimate or projections contained in this Report. Unless otherwise stated in this Report, the assessments made assume that the sites and facilities will continue to be used for their current purpose without significant changes. Copyright

© This Report is the copyright of AECOM Infrastructure & Environment Ireland Limited, a wholly owned subsidiary of AECOM. Any unauthorised reproduction or usage by any person other than the addressee is strictly prohibited.

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TABLE OF CONTENTS 1. INTRODUCTION .......................................................................4

1.1 Requirement for a Firewater Risk Assessment ....................4

1.2 Study Approach .......................................................................4

2. SITE DESCRIPTION IN RELATION TO FIRE RISK ................5

2.1 Current Site Description .........................................................5

2.2 Hardstanding Areas of the Site ..............................................6

2.3 Site Developments ..................................................................6

2.4 Nature of Substances Used on Site.......................................6

2.5 Site Drainage System ..............................................................7

2.5.1 Stormwater Drainage ..............................................................7

2.5.2 Process and Foul Drainage ....................................................7

2.6 Fire Fighting System ...............................................................7

2.7 Emergency Response .............................................................8

2.8 Off-site Fire Safety Services ...................................................8

2.9 Prevention and Control Measures .........................................8

3. RISK ASSESSMENT ................................................................9

3.1 Fire Risk ...................................................................................9

3.2 Environmental Risk .............................................................. 11

3.2.1 Receptors .............................................................................. 11

3.2.2 Carrigtwohill WWTP ............................................................. 11

3.2.3 Soil and Groundwater .......................................................... 11

3.2.4 Surface Water ....................................................................... 11

3.2.5 Substances Released and Containment Provisions ........ 12

3.3 Firewater Runoff Risk .......................................................... 16

3.4 Generation of Firewater and Run-Off ................................. 16

3.4.1 Rain Water ............................................................................. 16

3.4.2 Firewater Generation through Firefighting and Scenario 16

3.4.3 Firewater Generated Based on Scenario ........................... 17

3.5 Requirement for Firewater Retention Facilities ................ 17

3.5.1 Materials with R50 to R53 risk phrases Stored at the Site 17

3.5.2 Sensitive receptors .............................................................. 19

4. CONCLUSION AND RECOMMMENDATIONS ..................... 20

FIGURE 1 – SITE LAYOUT

APPENDIX A – LIST OF MATERIALS USED AT THE SITE

APPENDIX B – FIREWATER RISK ASSESSMENT METHODOLOGY

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1. INTRODUCTION

AECOM Ireland Ltd. (AECOM) was requested by AbbVie, Carrigtwohill, Co. Cork (the site) to prepare an update of their existing firewater risk assessment.

1.1 Requirement for a Firewater Risk Assessment

Condition 3.2 of the site’s current Wastewater Discharge License WP(s) 9/05r requires that a study of a requirement for a firewater retention facility is undertaken. The study should be completed in accordance with the Environmental Protection Agency’s (EPA) “Guidance to Industry on the Establishment of Firewater Retention Facilities” (1995) (The EPA’s Guidance Note).

The original firewater risk assessment study and associated report for the site was prepared by PM in 2004 and updated by URS in 2014. The 2004 and 2014 assessments concluded that firewater retention facilities were not required due to the type and quantity of materials held at the site at that time.

This report takes into account significant changes that took place, or are expected to take place since 2014. The methodology used in this report is based on the EPA’s Guidance Note.

According to the EPA’s Guidance Note, firewater retention facilities are, in general, required if:

• The site stores dangerous substances classified under one of the risk phrases R50 to R53 in quantities that exceed the listed limits shown in Table 1.1 below; or

• The site discharges surface run-off water into sensitive receiving waters.

Table 1.1: Storage Limits

Risk Phrase Reference Description Volume (Tonnes)

R50 Very toxic to aquatic organisms 1

R51 Toxic to aquatic organisms 10

R52 Harmful to aquatic organisms 100

R53 May cause long-term adverse effects in the aquatic environment

1,000

1.2 Study Approach

To determine the extent, if any, of firewater retention required for current and proposed operations at the site, the following was undertaken:

• The firewater risk assessment from 2004 and 2014 were reviewed;

• The most likely foreseeable fire scenarios were assessed. Based on a site walkover, discussion with site representative and review of the FM Global Loss Prevention report. These scenarios are:

� Scenario 1: Fire in the Production Area;

� Scenario 2: Fire in the Warehouse (not yet built);

� Scenario 3: Fire in the Chemstore Building;

� Scenario 4: Fire in the Tank Farm (not yet built); and,

� Scenario 5: Fire in the Waste Store

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• An assessment of the type and quantities of materials used and present at the site as well as materials which will be used and stored at the site once the proposed new developments proceed;

• Assessment of environmental setting, including relevant sensitive receptors;

• Identification of known pathways and potential pathways to environmental receptors; and,

• Likely environmental impact consequences, in terms of extent and severity, of the pollutant and/or firewater quantities and flows.

2. SITE DESCRIPTION IN RELATION TO FIRE RISK

2.1 Current Site Description

AbbVie is a modern “bulk tablet” finish facility, which manufactures solid and capsule formulations using innovative technologies.

Active Pharmaceutical Ingredient (API) particle size reduction is achieved by a nano-milling process resulting in lower dosage formulation. The highly sophisticated technology on site enables delivery of products and processes from small scale clinical trial supply to larger commercial manufacturing.

The facility manufactures a range of products to reduce the cholesterol levels in patients at risk. The processes employed on site include milling, blending, granulation, drying, sieving, tableting, coating and packaging.

Bulk raw materials are stored in a warehouse located of off-site and are brought on site as required; the amount and type of material is described in Appendix A. Minimal quantities of solvents are used on site as cleaning products or in the on-site laboratory. Most of the raw materials used for production are solids (powder or granules). These are mixed with purified water.

The main areas of the site, as shown in Figure 1 (this figures includes the proposed new developments as described below), include:

• Production building with two equipment trains creating 6 products;

• Solvent bulk storage tank farm (not yet built);

• Regenerative Thermal Oxidiser (RTO) (not yet built);

• Ancillary facilities, including a nitrogen skid;

• Up-scale facility (process development);

• Laboratory;

• Product warehouse for storing of raw materials and finished products (not yet built);

• Offices and canteen;

• Waste store building;

• Chemstore building;

• Boiler room;

• pH treatment facility;

• Fire pump house; and,

• Electrical switchrooms;

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2.2 Hardstanding Areas of the Site

The total approximate roof surface area for the buildings present on site is 9,219 m2 which accounts for the proposed warehouse extension currently under development1.

There are also several other hardstanding areas of the site as follows:

• The employee car parking lots and access roads that is covered with asphalt and is located along the southern and northern boundary of the site

• An area in the south-western corner of the site in front of the warehouse building

• An area between the western site boundary, the warehouse and the production building

• Walking pathway along the eastern and northern side of the production building

The total area of the hardstanding area described above is 11,843 m2

The total hardstanding area at the site includes buildings roofs and paved ground is approximately 21,062 m2.

2.3 Site Developments

No significant changes have occurred to the site since 2014 albeit significant developments are proposed. The main changes proposed include:

• The construction of a new warehouse on site to store raw materials on-site;

• The extension of process areas (formerly used for warehousing purposes) to accommodate a new processes on site;

• The installation of a bulk solvent tank farm and thermal oxidiser;

This update to the firewater risk assessment for the site considers both existing and proposed features of the site as if all were present and operating at the site.

2.4 Nature of Substances Used on Site

Raw materials used in the processes at the site are held in a warehouse in the northern part of the site. In total, there is approximately 53,4152 tonnes of raw materials being held at the site at any one time. Other materials held at the site include:

• Chemstore: This building contains coating solution, laboratory waste, oils and lubricants, reagents and detergents. The quantity of materials that passes through the Chemstore annually is 25.5 tonnes of coating solution (contains opadry, non-hazardous substance) and 10.5 tonnes of laboratory chemicals, lubricants, cleaning products. Quantity of flammable materials in Chemstore at the time of writing this report was approximately 5 tonnes.

• Waste Store: This area usually contains approximately 60 x 200 litre drums of waste granules (API). It also contains baled contaminated plastic waste. The quantity of materials that passes through the Waste store annually is approximately 100 tonnes.

• There are two diesel tanks (1,500 litres each) located along the eastern site boundary and adjacent to the sprinkler pump (see Figure 1).

• Raw materials are present in the main production building in process vessels; up to 9 tonnes at any one time.

1 Figure described are approximate and account for known proposed expansions plans currently under consideration.

2 Approximate value taken from the current materials list presented in Appendix A.

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Flammable materials stored at the site include:

• Approximately 3,000 litres of diesel stored in two tanks;

• Dodecyl sodium sulphate, raw material, brought to the site as required (maximum two 200 litres drums a day);

• IPA surface disinfectant (held in the Chemstore), 395 litres;

• Oils, greases and lubricants held in Chemstore, 1,560 litres;

• Solvents in small quantities held in the Chemstore and the laboratory, approximately 2,200 litres;

• Acetone is held in a 32,000 litre bulk tank (future development); and,

• A recovery solvent tank is also present on site and is emptied on a 2 week rotation (future development).

Explosive materials used or present at the site include:

• Combustible dusts in production areas (formed from raw materials); and,

• Simvastatin which is brought to the site daily, maximum quantity is two 200 litre drums.

A comprehensive list of substances used at the site, together with associated risk and safety phrases is provided in Appendix A of this report.

2.5 Site Drainage System

2.5.1 Stormwater Drainage

Stormwater drainage at the site is collected separately from the process drains and foul drains. The stormwater drainage is a conventional gravity system. The stormwater drainage network serves the parking lot, roofs of the buildings and other outdoor areas of the site. Drainage occurs via a series of gullies & drains that discharge the surface water run-off into a dedicated existing surface water network which then discharges, via petrol interceptors, into the Cork County Council stormwater sewer serving the IDA Business Park. Stormwater drains cannot be isolated, i.e. there is no shut off valves on the stormwater drainage network.

The Cork County Council sewer also serves other facilities in the IDA Business Park within which AbbVie is located. The combined surface water is discharged from the Cork County Council stormwater sewer to the receiving waters in the Great Island Channel.

2.5.2 Process and Foul Drainage

Process effluent from all production areas and the warehouse is routed to the main process effluent sump located on the grass verge in front of the production building’s main door. There is one smaller collection sump that feeds into the main sump located upstream of the main sump. From the main process effluent sump, the process effluent is routed to the pH Correction Plant. From the pH correction plant, process effluent is combined with the foul effluent from the offices adjacent to the production areas and discharged to the Cork County Council foul sewer that runs beneath the road in front of the site.

Foul effluent consists of the canteen and sanitary effluent from the office and canteen building located to the west of the main production building. This effluent is routed along the western boundary of the site into the Cork County Council foul sewer.

2.6 Fire Fighting System

The detection system comprises:

• Fire Alarm System analogue addressable system consisting of:

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� Sounders

� Addressable interface (IO) units (fire dampers)

� Manual call points

� Automatic smoke/heat detectors

• Duct detection installed in all HVAC extract and intake ducting; and,

• Break glass type addressable manual call points;

The current fire suppression system comprises:

• Automatic fire suppression on the tank farms utilizing a 100 litre bladder tank and alcohol resistant foam (future development).

• Firewater fighting tank 584 m3;

• 2 Firewater pumps (5.68 m3/min);

• Diesel fire pump;

• Electric fire pump;

• Automatic Sprinkler System fed by a 584 m3 firewater fighting tank – covers all areas of the site, except the Chemstore building;

• 7 fire hydrants (H 1 to H7);

• 150 mm firewater main; and,

• Fire extinguishers throughout all areas of the site.

2.7 Emergency Response

An Emergency Response Plan has been prepared for the site and an Emergency Response Team is also in place at the site. Emergency drills are conducted bi-annually. In case of a fire emergency, the main task of emergency response team is to assist the local fire brigade only.

2.8 Off-site Fire Safety Services

The site is located within the area covered by Midleton Fire Brigade. This fire station is located on Market Green, Midleton, approximately 10 km from the site. In the event of a fire alarm being raised, once the call is received by fire brigade, travel time to AbbVie would be expected to be approximately 10 to 20 minutes depending on traffic. The site’s Emergency Response Plan states that it is responsibility of the “site incident controller” to alert emergency services.

Members of Midleton fire station visited AbbVie to familiarise themselves with the layout of the facility, location of services and to offer general advice to management. The AbbVie site operates 24/7 and there is 24 hours security presence at the site.

2.9 Prevention and Control Measures

AbbVie incorporate a number of measures into daily operations at the facility which reduces the risk of fire at the facility. These are as follows:

• AbbVie have carried out a Hazardous Area Classification Study.

• Hazardous chemicals are present on site and most are stored in a dedicated Chemstore building, with segregation of materials, concrete floor, underground sump (intended to provide containment of potential spills in the Chemstore) and automatic fire extinguishers.

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• There is a Spill Prevention Technical Standard in place at the site.

• Electrical Safety Procedure and Hot Work Permits are in place.

• Appropriate training is provided to all employees on spill prevention and management, electrical safety, fire extinguishers, emergency preparedness.

• Smoking is prohibited on the entire site except for the dedicated smoking area.

3. RISK ASSESSMENT

Four classification criteria are used in this risk assessment. These are:

• Fire Load;

• Fire Risk;

• Environmental Load; and

• Environmental Risk.

Fire Load is considered a function of the quantities of flammable, combustible and oxidising materials being stored in the assessment area.

Fire Risk refers to the likelihood of fire occurring in the assessment area and involves factors such as potential for ignition, ignition sources, fire-fighting equipment, emergency response and fire detection.

3.1 Fire Risk

When undertaking the fire risk assessment the following was identified:

• Potential hazards;

• People who may be at risk; and

• Fire prevention, detection and mitigation measures.

These hazards were then evaluated given a low, medium or high-risk rating based on the likelihood and severity tables detailed in Appendix B.

Table 3.1 below details the findings of the fire risk assessment for each considered scenario. The fire risk assessment is based on:

• Information provided by the site around new developments and operationally changes and the site visit carried out in 2016;

• Site observations made during site visit by URS in 2014 and information provided by the site staff; and

• FM Global Loss Prevention Report 2012.

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ectio

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AB

BV

IE U

PD

AT

ED

FW

RA

05-

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ISS

UE

2.D

OC

X

Ju

ly 2

016

Pag

e 10

Tab

le 3

.1:

Fin

din

gs

of

the

Fir

e R

isk

Ass

essm

ent

Sce

nar

io

No

. H

azar

d

Peo

ple

at

Har

m

Po

ten

tial

co

nse

qu

ence

F

ire

Pre

ven

tio

n, D

etec

tio

n a

nd

M

itig

atio

n M

easu

res

L

ikel

iho

od

S

ever

ity

R

isk

Rat

ing

(l

ikel

iho

od

of

Sev

erit

y)

1

Pro

duct

ion

area

s fir

e: fu

el

incl

udes

gen

eral

offi

ce

mat

eria

ls, s

tain

less

ste

el

prod

uctio

n un

its a

nd

proc

ess

mat

eria

ls.

• P

rodu

ctio

n pe

rson

nel

• F

ire B

rigad

e pe

rson

nel

Fire

and

hea

t dam

age

to

prod

uctio

n bu

ildin

g,

equi

pmen

t and

pip

ing.

• F

ire d

etec

tion

syst

em.

• S

prin

kler

Sys

tem

. • S

mok

e de

tect

ors

in H

VA

C v

ents

. • C

onta

inm

ent a

nd fi

re is

olat

ion

mea

sure

s.

• F

ire r

etar

dant

mat

eria

ls u

sed

thro

ugho

ut th

e bu

ildin

g.

• E

xplo

sion

ven

t in

the

roof

. • A

utom

atic

clo

sure

of H

VA

C

vent

s.

Unl

ikel

y

(2)

S

ever

e (3

)

Med

ium

(6)

2

War

ehou

se fi

re: M

ater

ials

, pa

ckag

ing

and

offic

e su

pplie

s w

ith th

e w

areh

ouse

• P

rodu

ctio

n pe

rson

nel

• F

ire B

rigad

e pe

rson

nel

Fire

and

hea

t dam

age

to th

e w

areh

ouse

bui

ldin

g,

equi

pmen

t los

s of

mat

eria

ls.

• F

ire d

etec

tion

syst

em.

• S

prin

kler

Sys

tem

. • S

mok

e de

tect

ors

in H

VA

C v

ents

. • C

onta

inm

ent a

nd fi

re is

olat

ion

mea

sure

s.

• F

ire r

etar

dant

mat

eria

ls u

sed

thro

ugho

ut th

e bu

ildin

g.

• E

xplo

sion

ven

t in

the

roof

. • A

utom

atic

clo

sure

of H

VA

C

vent

s.

Som

ewha

t unl

ikel

y

(3)

S

ever

e (3

)

Med

ium

(9)

3

Che

mst

ore

build

ing

fire

F

uel:

Fla

mm

able

mat

eria

ls

pres

ent i

n C

hem

stor

e

Fire

Brig

ade

pers

onne

l F

ire a

nd h

eat d

amag

e to

C

hem

stor

e bu

ildin

g.

• M

ater

ials

seg

rega

ted.

• S

mok

e de

tect

or.

• A

utom

ated

Fire

Ext

ingu

ishe

rs

(eac

h co

ntai

ning

6 k

g of

AB

C D

ry

Pow

der)

.

Unl

ikel

y

(2)

S

igni

fican

t (2)

Lo

w (

4)

4

Fire

in th

e T

ank

Far

m

Fire

Brig

ade

pers

onne

l F

ire a

nd h

eat d

amag

e to

the

tank

farm

bui

ldin

g.

• F

ire d

etec

tion

syst

em.

• D

elug

e S

yste

m.

Som

ewha

t unl

ikel

y (3

)

Sev

ere

(3)

Me

diu

m (

9)

5 F

ire in

the

Was

test

ore

Fire

Brig

ade

pers

onne

l F

ire a

nd h

eat d

amag

e to

W

aste

sto

re b

uild

ing.

• S

mok

e de

tect

or.

• M

anua

l Fire

Ext

ingu

ishe

r.

Unl

ikel

y

(2)

S

igni

fican

t (2)

Lo

w (

4)

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3.2 Environmental Risk

Environmental Risk refers to the likelihood of there being an adverse effect on the environment during or following a fire event. The likelihood of adverse effect will depend on circumstances such as pathway(s) taken by the released substances, the estimated volume of fire water involved, the provisions for containing released substances and the receptors of the released substances.

The five considered fire scenarios were then evaluated and given a low, medium or high-risk rating based on the likelihood and severity tables referenced in Appendix B. The results of environmental risk assessment are shown in table 3.3 below.

3.2.1 Receptors

Potential receptors of contaminated firewater are:

1. Carrigtwohill Waste Water Treatment Plant (WWTP);

2. Soil and groundwater underneath the site; and

3. Great Island Channel.

3.2.2 Carrigtwohill WWTP

Carrigtwohill WWTP is considered a sensitive receptor in the event of unconfined or uncontrolled loss of contaminated firewater mixtures from AbbVie. The pathways to Carrigtwohill WWTP are process drains. In the event of Scenario 1 and 2, there is a potential that contaminated firewater would enter process drains. If the process drains are not isolated from the Council drains, the contaminated firewater could reach Carrigtwohill WWTP in short time, which is located approximately 1km to the south of the site.

There is no WWTP on site, only a pH balancing tank, which is full most of the time. Also, there are two sumps; however, these are also at least partially full most of the time. Therefore, it would be difficult to contain firewater in process drains at the site.

3.2.3 Soil and Groundwater

There are several areas of the site that are not hardstanding. Therefore, the sensitivity of soil and groundwater as a receptor is considered moderate in the context of a fire scenario on the site. In addition, according the Geological Survey of Ireland on-line maps, the vulnerability of aquifer beneath the site is classified as high.

Groundwater at the site is monitored annually and the most recent monitoring results show no dissolved metals, VOCs, SVOCs or alcohols were detected above detection limits. Also, no TOC, COD or phosphorous readings above relevant environmental guideline values were recorded for groundwater in any of the three wells in 2013. Elevated suspended solids detected in the wells are due to the turbid groundwater encountered during sampling, related to the silty aquifer material. Suspended solids have no direct health of sanitary significance.

3.2.4 Surface Water

Surface water bodies are considered the sensitive receptor in the event of unconfined or uncontrolled loss of contaminated firewater mixtures from AbbVie.

The surface water sewer system discharges ultimately to Slatty Bridge, at a point located approximately 0.8 km south of the site. This is part of Great Island Channel; a Special Area of Conservation and a Proposed National Heritage Area.

Great Island Channel is extremely important for wintering waterfowl. The site is an integral part of Cork Harbour which is a wetland of international importance for the birds it supports. It also supports a good invertebrate fauna. While the main land use within the site is aquaculture (Oyster farming), the greatest threats to its conservation significance come from road works, infilling, sewage outflows and possible marina developments3.

3 Information taken from the National Parks and Wildlife Service Site Synopsis.

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According to the EPA document ‘Water Quality in Ireland 2007 – 2009, the receiving waters for AbbVie’s stormwater are classified as:

• North Channel Great Island – potentially eutrophic

• Cork Harbour – intermediate water quality.

The pathway to surface waters is the stormwater drainage system. The stormwater drainage system has been described in Section 2.6. This system would be the principal means of conveyance of polluting matter to the Great Island Channel. In the event of firewater entering the site’s stormwater drainage system, such firewater will reach the Great Island Channel in a short period of time. There is no diversion system, containment system or isolation system in place to mitigate against this occurrence.

3.2.5 Substances Released and Containment Provisions

In the event of a fire at AbbVie in one of the key risk areas, the substance released will be contaminated firewater runoff that may or may not include rain water. The pollution potential of the firewater runoff will be largely due to the chemical content and BOD, caused by:

• Substances at the location of fire; and

• Firefighting media.

In order to approximately estimate potential toxicity of firewater, the United States Fish and Wildlife Service (FWS) scale is used, which is provided in Table 3.2 below.

Table 3.2: Potential Toxicity of Firewater

Relative Toxicity Aquatic EC50 (mg/L) or LC50(mg/L

Super Toxic <0.01

Extremely Toxic 0.01-0.1

Highly Toxic 0.01-0.1

Moderately 1 - 10

Slightly Toxic 10-100

Practically Nontoxic 100 – 1,000

Relatively Harmless >1,000

There are several raw materials at the site that have slight toxicity (Sodium Dodecyl Sulphate Docusate Sodium, Methacrylic Acid, Fenofibrate tablets – for detail see Appendix A.) Sodium Lauryl Sulphate is moderately toxic and fenofibrate in pure form is highly toxic. However, it should be noted that the amounts of these substances at the site are relatively low (see Table 3.8 and 3.9 below), and it is likely that large proportion of these substances would burn off. Typical firefighting foams would be considered slightly toxic to practically non-toxic4.

There are no dedicated containment areas at AbbVie for firewater at present except:

1. Final process effluent sumps x 2;

2. Trilipix effluent UST (20 m3);

4 UK Fire Industry Association “Aquatic Toxicity of Fire Fighting Foams”

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60501481 ABBVIE UPDATED FWRA 05-07-2016 ISSUE 2.DOCX July 2016 Page 13

3. Trilipix AST (7 m3);

4. Waste store and Chemstore sumps (2 x 1.1 m3).

Containment areas 1-4 could only be used in Scenario 1, and containment area 4 could be used in Scenarios 3 (Chemstore building fire) and 2 (Warehouse building fire).

Table 3.3 below details the findings of the environmental risk assessment carried out for each of the 5 scenarios considered. The environmental risk assessment is based on the following:

• Information provided by the site around new developments and operationally changes and the site visit carried out in 2016;

• Site observations made during site visit by URS in 2014; and

• FM Global Loss Prevention Report 2012.

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AB

BV

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RA

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ISS

UE

2.D

OC

X

Ju

ly 2

016

P

age

14

Tab

le 3

.3:

Fin

din

gs

of

the

En

viro

nm

enta

l Ris

k A

sses

smen

t

Sce

nar

io

No

. H

azza

rd

Co

nse

qu

ence

P

reve

nti

on

&

Mit

igat

ion

m

easu

res

Co

nta

min

atio

n S

ou

rce

Tra

nsp

ort

Po

ten

tial

D

amag

e P

ote

nti

al

Lik

elih

oo

d

Sev

erit

y R

isk

Rat

ing

1

Pro

duct

ion

area

s fir

e

• A

ccum

ulat

ion

of

firew

ater

in th

e pr

oduc

tion

build

ing

• F

ire w

ater

es

cape

s fr

om th

e pr

oduc

tion

faci

lity

and

soak

s in

to th

e gr

ound

aro

und

the

faci

lity

and

stor

mw

ater

dr

aina

ge s

yste

ms.

Tril

ipix

are

a ef

fluen

t can

be

colle

cted

in a

US

T

and

an A

ST

, 2

sum

ps a

nd

drai

nage

sys

tem

.

Offi

ce m

ater

ials

pre

sent

w

ill li

kely

bur

n of

f bef

ore

exiti

ng th

e bu

ildin

g. In

ca

se o

f fire

spr

eadi

ng, i

t is

still

unl

ikel

y th

at r

aw

mat

eria

ls w

ould

co

ntam

inat

e fir

e w

ater

, as

thes

e ar

e in

ste

el p

roce

ss

vess

els

or c

lose

d st

eel

IBC

s an

d th

ere

is a

m

inim

um q

uant

ity h

eld

with

in th

e pr

oduc

tion

area

.

• I

f the

fire

wat

er e

xits

the

Pro

duct

ion

Bui

ldin

g, it

co

uld

be tr

ansp

orte

d in

to

grou

ndw

ater

thro

ugh

the

flow

of w

ater

from

the

auto

mat

ical

ly o

pene

d em

erge

ncy

door

s.

• F

irew

ater

may

als

o en

ter

the

proc

ess

drai

ns w

ithin

th

e pr

oduc

tion

area

. In

this

inst

ance

the

mat

eria

l w

ould

be

tran

spor

ted

to

the

proc

ess

and

foul

dra

in

syst

em.

• T

he p

oten

tial f

or fi

rew

ater

re

achi

ng s

torm

sew

er is

hi

gh, a

s th

e fir

e do

ors

wou

ld b

e op

en a

t the

tim

e of

a fi

re in

cide

nt.

Con

tam

inat

ion

of

grou

ndw

ater

and

su

rfac

e w

ater

with

fir

ewat

er w

ith lo

w

leve

ls o

f co

ntam

inat

ion,

but

it

is u

nlik

ely

that

an

y m

ater

ials

with

ris

k ph

rase

s R

50-

R53

wou

ld b

e co

ntai

ned

in th

e fir

ewat

er d

ue to

th

e lo

w a

mou

nt

kept

on

site

.

Low

(2)

M

oder

ate

(3)

Med

ium

(6

)

2

War

ehou

se

build

ing

fire

• A

ccum

ulat

ion

of

firew

ater

in

War

ehou

se;

• F

irew

ater

is

rele

ased

from

the

build

ing

thro

ugh

the

good

s-in

doo

r an

d op

en fi

re

exits

.

Non

e F

irew

ater

cou

ld p

oten

tially

ge

t con

tam

inat

ed w

ith r

aw

mat

eria

l, in

clud

ing

mat

eria

ls

with

R v

alue

s R

52. O

ther

ge

nera

l war

ehou

se s

uppl

ies

incl

udin

g ca

rdbo

ard,

woo

ds

and

pack

agin

g is

unl

ikel

y to

be

mob

ilise

d du

ring

a fir

e.

• T

here

is p

oten

tial f

or

grou

ndw

ater

co

ntam

inat

ion

due

to

unm

ade

grou

nd a

reas

ou

tsid

e th

e w

areh

ouse

. • T

he p

oten

tial f

or fi

rew

ater

re

achi

ng s

torm

sew

er is

hi

gh, d

ue to

the

loca

tion

of

the

near

est s

torm

dra

in

and

the

lack

of

oppo

rtun

ities

for

cont

rol.

Con

tam

inat

ion

of

grou

ndw

ater

and

su

rfac

e w

ater

from

fir

ewat

er w

ith lo

w

leve

ls o

f co

ntam

inat

ion,

po

tent

ially

co

ntai

ning

low

le

vels

of m

ater

ials

w

ith R

52 r

isk

phra

se.

Low

(2)

M

oder

ate

(3)

M

ediu

m

(6)

For

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ectio

n pur

pose

s only

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nt of

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AB

BV

IE U

PD

AT

ED

FW

RA

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016

ISS

UE

2.D

OC

X

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ly 2

016

P

age

15

3

Che

mst

ore

build

ing

fire

• A

ccum

ulat

ion

of

firew

ater

in

Che

mst

ore.

• F

irew

ater

is

rele

ased

from

the

build

ing

and

soak

s in

to

unm

ade

grou

nd in

be

hind

the

Che

mst

ore

build

ing

or in

to th

e si

te s

torm

wat

er

syst

em.

The

re is

a 1

,100

lit

re u

nder

grou

nd

sum

p co

nnec

ted

to th

e C

hem

stor

e.

Fire

wat

er is

like

ly to

get

co

ntam

inat

ed w

ith s

olve

nts,

lu

bric

ants

and

gre

ases

, and

ot

her

mat

eria

ls in

C

hem

stor

e, n

one

of w

hich

ha

ve r

isk

phra

ses

R50

-R53

.

• T

here

is s

ome

pote

ntia

l fo

r gr

ound

wat

er

cont

amin

atio

n du

e to

un

mad

e gr

ound

are

as

near

the

chem

stor

e.

• T

he p

oten

tial f

or fi

rew

ater

re

achi

ng s

torm

sew

er is

hi

gh, d

ue to

the

loca

tion

of

the

near

est s

torm

dra

in.

Con

tam

inat

ion

of

grou

ndw

ater

and

su

rfac

e w

ater

with

fir

ewat

er

cont

aini

ng lo

w

leve

ls o

f co

ntam

inat

ion.

H

owev

er, t

here

w

ill n

o m

ater

ials

w

ith r

isk

phra

ses

R50

-52

cont

aine

d in

the

firew

ater

ru

noff.

Low

(2)

M

inor

(2)

Lo

w (

4)

4 F

ire in

the

tank

fa

rm

Rel

ease

of f

ire w

ater

as

soci

ated

with

the

delu

ge o

f the

sol

vent

ta

nk fa

rm

Bun

d st

orag

e w

ith

capa

city

of 1

10%

of

the

tank

vo

lum

e.

Fire

wat

er is

like

ly to

get

co

ntam

inat

ed w

ith s

olve

nts,

an

d ot

her

mat

eria

ls in

the

tank

farm

.

• T

here

is p

oten

tial f

or

grou

ndw

ater

co

ntam

inat

ion

due

to

unm

ade

grou

nd a

reas

ne

ar th

e fir

e ta

nk fa

rm.

• T

he p

oten

tial f

or fi

rew

ater

re

achi

ng s

torm

sew

er is

lo

w, d

ue to

the

loca

tion

of

the

near

est s

torm

dra

in.

Con

tam

inat

ion

of

grou

ndw

ater

and

su

rfac

e w

ater

with

fir

ewat

er w

ith lo

w

leve

ls o

f co

ntam

inat

ion,

but

no

mat

eria

ls w

ith

risk

phra

ses

R50

-53

, Ace

tone

, the

m

ain

prod

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For

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s only

.

Conse

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right

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r req

uired

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60501481 ABBVIE UPDATED FWRA 05-07-2016 ISSUE 2.DOCX July 2016 Page 16

3.3 Firewater Runoff Risk

Table 3.4 below summarises the findings of the firewater risk assessment carried out on each of the scenario areas considered by this report. Overall firewater risk is considered medium-to-low for all five scenarios considered.

Table 3.4: Firewater Risk Assessment

Scenario No. Hazzard Risk Rating

Fire Risk (From Table 3.1)

Environmental Risk (From Table 3.3)

Overall Risk

1 Production Area Fire

Medium Medium Medium

2 Warehouse Fire Medium Medium Medium

3 Chemstore Fire Low Low Low

4 Tank farm Fire Medium Low Low

5 Wastestore Fire Low Medium Low

3.4 Generation of Firewater and Run-Off

3.4.1 Rain Water

In accordance with EPA guidance5 the rainfall value used in the assessment was the maximum 24 hour rainfall event between 1961 and 1991, for cork airport was 86.7 mm. The value for rainfall over 90 minutes was then calculated (90 minutes represents a worst case scenario of a fire burning). This value was the multiplied by the hard standing area of the site (21,062m2 – see section 2.2) to give rainfall over the entire area of 115 m3 with the potential to be contaminated.

3.4.2 Firewater Generation through Firefighting and Scenario

The fire water application rate, and subsequent volume of water generated is based on the information provided in Table 3.5.

Table 3.5: Fire Fighting

Fire Fighting Unit Discharge/Rate

Sprinkler System6 9.62 m3/min. Depositing 865.98 m3 in 90 min7.

Rain water 115 m3 in 90 min over the entire area

Fire Tenders (assumed that tenders connects to fire hydrant at site and pumps at maximum capacity for

duration of fire)

320 m3 in 80 min (2000 litres per minute per tender x 2 tenders = 4000 litres per minute)8

Tank farm water bladder 100 litres (0.1 m3 )

5 Environment Agency, Pollution prevention Guidelines: PPG 18. EPA, Guidance Note to Industry on the Requirements for Fire-Water Retention Facilities. 6 The sprinkler system in the Production Area and Warehouse are considered to have the same approximate rate and subsequently generate the same volume of firewater. 7 A worst case scenario is assumed whereby the sprinklers operate at full capacity for 90 minutes is assumed. This is based on the recharge capabilities of the firewater holding tank (584 m3) in 18 minutes resulting in no reduction in flow. 8 Values based on AECOM experience with similar sites. 80 minutes reflects a 90 minute fire minus 10 minutes of mobilisation.

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ectio

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3.4.3 Firewater Generated Based on Scenario

Each fire scenario has the potential to generate different volumes of firewater. Table 3.6 quantifies the volume of material for each scenario.

Table 3.6 Firewater Generated by Scenario

Scenario Volume of Firewater Generated Comment

1. Production Area Fire

1,300.98 m3 Sources of firewater in the production area are: • Sprinkler system 865.98 m3 • Rainfall 115 m3 • Fire tender water 320 m3

2. Warehouse Fire 1,300.98 m3 Sources of firewater in the warehouse area are: • Sprinkler system 865.98 m3 • Rainfall115 m3 • Fire tender water 320 m3

3. Chemstore Fire 410 m3 Sources of firewater in the chemstore area are: • Rainfall 115 m3 • Fire tender water 320 m3

4. Tank Farm Fire 467.1 m3

(500.1 m3 - 33 m3) The bund storage (110%) of the volume of the tank has the capacity to contain 33 m3 of fire water. Sources of firewater in the tank farm are:

• Tank content 30 m3 • Waste solvent tank 35 m3 • Rainfall 115 m3 • Fire tender water 320 m3 • Deluge system 0.1 m3 with alcohol

resistant foam suppression system; typical alcohol resistant foams do are bio-degradable and are of low toxicity to aquatic organisms.

5. Waste Store Fire 433.9 m3

(435 m3 – 1.1 m3) Sources of firewater in the waste store area are:

• Rainfall 115 m3 • Fire tender water 320 m3

There is a 1,100 litre (1.1 m3) underground tank that serves as a sump connected to the Waste store.

3.5 Requirement for Firewater Retention Facilities

3.5.1 Materials with R50 to R53 risk phrases Stored at the Site

In the EPA’s Guidance Note, materials with risk phrases R50 to R53 are listed as having storage limit requirements, above which fire water retention facilities are required, as shown in table 3.7. Corresponding Hazzard Statements are also shown.

Table 3.7: Storage limits

Risk Phrase

reference

Risk Phrase Reference Risk Volume

Hazzard Statement

Reference

R50 Very toxic to aquatic organisms

1 H373 May cause damage to organs through prolonged or repeated exposure

R51 Toxic to aquatic organisms 10 H400 Very toxic to aquatic life

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ectio

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pose

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R52 Harmful to aquatic organisms

100 H401 Toxic to aquatic life

R53 May cause long-term adverse effects in the aquatic environment

1,000

H402 Harmful to aquatic life

H410 Very toxic to aquatic life with long-lasting effects

H411 Toxic to aquatic life with long-lasting effects

H412 Harmful to aquatic life with long-lasting effects

H413 May cause long-lasting harmful effects to aquatic life

Table 3.8 below presents estimated quantities of materials with risk phrases R50 to R53 at the site and their locations.

Table 3.8: The Materials Used at the Site With R50 to R53 Phrases

Substance Site Location Risk Phrase

Reference

Risk phrase Maximum Quantity Stored At Specific Location(Tonnes)

Tricor Fenofibrate 145mg US

Production Building / Warehouse

R53 H413 23.63 Tonnes

Tricor Fenofibrate 48mg EU

Production Building / Warehouse

R53 H413 0.005 Tonnes

USP/EP Sodium Lauryl Sulphate

Production Building / Warehouse

R53 H412 1.9 Tonnes

Trilipix FR 135mg Production Building / Warehouse

R53 H413 0.56 Tonnes

Choline Fenofibrate Warehouse R52 / R53 H413 3.7 Tonnes

Fenofibrate Warehouse R53 H413 1.6 Tonnes

USP/EP Docusate Sodium Warehouse R52 H402 0.2 Tonnes

USP/EP Micronised Fenofibrate (ES)

Warehouse R53 H413 0.2 Tonnes

USP/EP Micronised Fenofibrate (FR)

Warehouse R53 H413 19.9 Tonnes

Fenofibrate USP/EP NonMicronised FR

Warehouse R53 H413 0.4 Tonnes

Ombitasvir GN (EXT) V1 Verkauf

Warehouse R53 H413 0.8 Tonnes

Talc U ABT-333 API (A.998821.5)SP, Non-asbestos containing.

Warehouse R53 H413 1.7 Tonnes

HCV Quad Warehouse N/A H413 3.15 Tonnes (used annually)

ABT450 Extrudate DE Warehouse R22 H413 0.04 Tonnes (used annually)

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ectio

n pur

pose

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nt of

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60501481 ABBVIE UPDATED FWRA 05-07-2016 ISSUE 2.DOCX July 2016 Page 19

ABT267 Extrudate DE Warehouse R22 H413 0.2 Tonnes

API waste Waste store R52 H413 There is a potential for 60 x 200 litre

drums of waste API extrudate to be held in here. In the worst case, if this is 100% API, it would amount

to 12 tonnes of fenofibrate.

All listed quantities are at least a magnitude of value lower than storage thresholds listed in Table 3.9.

Table 3.9: Storage Limits

Risk Phrase reference

Risk Phrase Reference Storage Threshold (as per EPA guidance)

Volume Stored on Site9

R50 Very toxic to aquatic organisms 1 0

R51 Toxic to aquatic organisms 10 0

R52 Harmful to aquatic organisms 100

< 43 R53 May cause long-term adverse

effects in the aquatic environment 1,000

3.5.2 Sensitive receptors

Sensitive receptors for firewater at AbbVie are Carrigtwohill WWTP, groundwater underneath the site and Surfacewater Receptors (i.e. the Great Island Channel).

Firewater reaching Carrigtwohill WWTP would most likely arise in Scenario 1and 2, such firewater would potentially be contaminated with raw ingredients from the process. The only raw material with low degradability is eudragit used for Trilipix tablet coating. The only raw material with R50 – R53 risk phrase is Tricor Fenofibrate 145 mg US, Tricor Fenofibrate 48 mg EU and USP/EP Sodium Lauryl Sulphate. Given that process effluent at AbbVie only receives pH balancing treatment before being discharged into council sewer, trace amounts of fenofibrate are being released into the sewer on continuous basis with no adverse effects on the WWTP. Also, AbbVie effluent has been tested for sludge inhibition, and the results were negative. Therefore, it is unlikely that firewater from Scenario 1 would have long term negative impacts on the Carrigtwohill WWTP.

In all five likely fire scenarios there is a potential that contaminated firewater reaches groundwater underneath the site. It can be assumed that most of the flammable and combustible materials would be burned off before contaminating firewater and reaching groundwater. Furthermore, most of the substances present in the Chemstore, will dissociate/biodegrade rapidly in groundwater, thus any resulting damage to groundwater would be short term and reversible.

In all five likely fire scenarios there is a potential that contaminated firewater discharges to stormwater drains and ultimately discharges to surface water; however, a lot of contaminants would be burned off, and some firewater would soak into the unmade ground areas before reaching the stormwater drains. Therefore, only a portion of firewater would reach stormwater drains and Great Island Channel. In the case of a fire in the production area and warehouse there is a potential that

9 The volume presented is based on materials stored on site. From time to time there are minimal quantities of R50, R51 and R52 materials present which are not included in this calculation. This volume would be less than 30 litres (0.03 m3) associated primarily with laboratory processes and do not alter the storage limits).

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ectio

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materials with risk phrases R52 or R53 (waste APIs) would be present in the firewater, however it is noted that the environmental risk rating associated with a fire in this area is not considered high.

4. CONCLUSION AND RECOMMMENDATIONS

The assessment presented in this report demonstrated that risk of adverse impact on the environment caused by firewater is low to medium for the AbbVie site primarily due to the nature and quantity of materials stored at the site:

• The amount of flammable materials stored at site is approximately 39,755 litres comprising diesel (stored in aboveground storage tanks), oils and greases in Chemstore, solvents in tank farm and laboratory, and cleaning materials in Chemstore.

• The maximum amount of materials with risk phrases R52 and R53 stored at the site is approximately 43 tonnes.

• The production building, utilities, product warehouse, laboratory and scale-up facility are covered by fire alarm and an automatic sprinkler system;

• Chemstore has automatic fire extinguishers and a smoke detector;

• Flammable materials are stored following best practice.

The worst case scenario envisaged would be a fire in the Wastestore (not protected by sprinkler system or automatic fire extinguishers), which would result in firewater potentially contaminated with R52 or R53 reaching the Great Island Channel. Importantly, the likelihood of such fire is low, and the approximate maximum amount of R52 material potentially present is approximately 12 tonnes (nearly 10 times less than the threshold in the EPA Guidance Note).

In conclusion, based on the above assessment and the EPA’s Guidance Note, firewater retention facilities for the AbbVie site at Carrigtwohill, Co Cork are not required.

In order to further reduce environmental risks posed by firewater at the site, AECOM recommends that the following is implemented at the site as a best practice:

• Installation of a manual or an automatic shut off valve at the place where the stormwater drain exits the site, in order to contain potential firewater or any other potentially contaminated stormwater leaving the site and entering surface water.

• The site should investigate the feasibility of installing automatic fire extinguishers in the Wastestore similar to what is installed on the chemstore.

• The site should consider paving the unpaved gravel area immediately around and between the Wastestore and Chemstore buildings. This would prevent firewater contaminating soil and groundwater underneath the site. It would also provide protection to soil and groundwater against spills of hazardous materials.

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FIGURE 1 – SITE LAYOUT

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CREON DR

EXISTING FACILITY

CANTEEN

OFFICES SERVICE AREA

ERT

SECURITY

SHORT TERM

CAR PARK

CAR PARK

ESBW

ATER

TANK

AHV

PLINTH

GAS

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MASS

CAR PARK

PROPOSED

EXTENSION

PROPOSED PIPE RACK

PROPOSED

SOLUTION &

WASTE TANKS

WAREHOUSE

(BY OTHERS)

THERMAL

OXIDISER

LIQUID

NITROGEN

SKID

TRANSIT

AREA

1.

THIS DRAWING SHALL BE READ IN CONJUNCTION W

ITH THE DPS

STEELWORK SPECIFICATION AND SCOPE OF W

ORKS.

2.

FIGURED DIMENSIONS ONLY TO BE TAKEN FROM THIS DRAWING. ALL

DIMENSIONS TO BE CHECKED ON SITE. ENGINEER TO BE INFORMED

IMMEDIATELY OF ANY DISCREPANCIES BEFORE W

ORK PROCEEDS.

3.

ALL LEVELS ARE IN METRES, ALL DIMENSIONS ARE IN MILLIMETRES.

4.

ANY DISCREPANCIES TO BE REPORTED TO THE ENGINEER

IMMEDIATELY.

5.

ALL SETTING OUT INDICATED THUS * IS INDICATIVE ONLY AND

SHOULD BE VERIFIED ON SITE BY THE CONTRACTOR IN CONJUNCTION

WITH THE CONSTRUCTION MANAGEMENT TEAM.

LEGEND

EX

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, REPRODUCED

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RITTEN PER

MISSION OF DPS AND SHALL BE

RETURNED

UPO

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TITLE

CLIENT

STATUS

REV

DATE

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CHKD.

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DRN.

APPR.

PROJECT No.

A1 SCALE

CLIENT DRAWING NO.

REV

DRAWING NO.

DISCIPLINE

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NOTES

P:\2015\115222\Drawings\3D BIM\Revit\M

odel\CSA\115222-AbbVie.rvt

CREON DR

PROPOSED SITE LAYOUT

115222-AE-002

A

115222

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APPENDIX A – LIST OF MATERIALS USED AT THE SITE

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Ref

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H31

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H41

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H30

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H31

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APPENDIX B – FIREWATER RISK ASSESSMENT METHODOLOGY

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Firewater Risk Assessment Methodology

Identification of Potential Hazards

For a fire to start, three things are needed: a source of ignition, fuel and oxygen. Should any of these three elements be missing a fire cannot start.

Some typical sources of ignition that may occur in the assessment area around the site include:

• Naked flames, i.e. gas or liquid-fuelled open-flame equipment;

• Hot processes/hot work, e.g. welding by contractors or shrink wrapping;

• Heat sources, such as gas, electric, microwaves, radio frequency, thermal fluids;

• Frictional generated heat from mechanical equipment;

• Static charge from mechanical equipment i.e. pumps;

• Poor electrical installations, i.e. overloads, heating from bunched cables, damaged cable;

• Faulty or misused electrical equipment;

• Light fittings and lighting equipment, e.g. halogen lamps or display lighting or overhead lights too close to stored products;

• Hot surfaces and obstruction of equipment ventilation; and

• Spontaneous ignition and self-heating, e.g. oil soaked rags, paint scrapings.

The main source of oxygen for a fire is in the air around us. Additional sources of oxygen that may be introduced to the assessment area include:

• Some chemicals (oxidizing materials), which can provide a fire with additional oxygen and so help it burn.

• Oxygen supplies from cylinder storage and piped systems, e.g. oxygen used in welding processes.

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Identification of People who may be at Risk

The risk assessment considers people who may be at harm including the following:

• People who are in isolated areas, e.g. maintenance staff, truck drivers;

• People who are unfamiliar with the premises, e.g. contractors, visitors and customers;

• People in the immediate vicinity of the premises; and

• Emergency response personnel.

Fire Prevention, Detection and Mitigation Measures

As part of a fire risk assessment the following control measures should be taken into account:

• Fire prevention measures in place.

• Fire protection measures in place.

• Fire fighting equipment and facilities.

• Fire containment measures.

• Emergency preparedness and response.

• Escape routes.

• Signs and notices.

• Recording, planning, informing, instruction and training systems in place at the facility.

Evaluating the Fire Risk

The risk of a fire occurring is the product of the likelihood of a fire occurring by the consequence of such a fire.

Risk = Likelihood x Consequence

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Table C1: Likelihood of a fire occurring

Category Definition

1 Very unlikely No fuel source is present at any time or

No ignition source is present at any time.

2 Unlikely No fuel source is present during normal operation or

No ignition source is present during normal operation.

3 Somewhat unlikely

Fuel source is present at any time.

Low potential for ignition source to be present at any time.

Or

Low potential for fuel source to be present at any time.

Ignition source is present at any time.

4 Probable Fuel source is present at any time.

Moderate potential for ignition source to be present at any time.

Or

Moderate potential for fuel source to be present at any time.

Ignition source is present at any time.

5 Very probable

Fuel source is present at any time or

Ignition source is present at any time.

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Table C2: Consequence of a fire occurring

Category Definition

1 Minor • No risk of injury

• Good fire protection measures in place

• Good fire fighting equipment and facilities in place

• Minor quantities of flammable material in the assessment area

• Good fire containment measures

• Good emergency preparedness and response

2 Significant • Risk of minor injury

• Adequate fire protection measures in place

• Adequate fire fighting equipment and facilities in place

• Limited quantity of flammable material in the assessment area

• Adequate fire containment measures

• Adequate emergency preparedness and response

3 Severe • Risk of serious injury

• Some fire protection measures in place

• Some fire fighting equipment and facilities in place

• Quantity of flammable material in the assessment area is equal to the lower tier SEVESO threshold limits.

• Some fire containment measures

• Some emergency preparedness and response

4 Major • Risk of multiple serious injuries or fatality

• Inadequate fire protection measures in place

• Inadequate fire fighting equipment and facilities in place

• Quantity of flammable materials in the assessment area is above the lower tier SEVESO threshold limits.

• Inadequate fire containment measures

• Inadequate emergency preparedness and response

5 Catastrophic • Risk of multiple fatalities

• Inadequate fire protection measures in place

• Inadequate fire fighting equipment and facilities in place

• Quantities of flammable material in the assessment area are above the upper tier SEVESO threshold limits.

• Inadequate fire containment measures

• Inadequate emergency preparedness and response

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Table C3: Fire Risk Assessment Matrix

Severity of Consequence L

ikel

iho

od o

f occ

urr

ence

Minor Significant Severe Major Catastrophic

Very unlikely 1 2 3 4 5

Unlikely 2 4 6 8 10

Somewhat unlikely

3 6 9 12 15

Probable 4 8 12 16 20

Very probable 5 10 15 20 25

Note: 1. Low (4 or less) 2. Medium (5 to 10) 3. High (12 or more)

Environmental Risk Assessment Methodology

In assessing the hazard rating to the aquatic environment the assessment considered:

• Source: It is important to be clear that in the context of assessing hazard, source refers solely to the hazardous materials present on the site. Other site related factors such as management, the presence or absence of alarms or fail-safe devices, and the effectiveness of existing primary containment and any secondary containment relate to the risk of release of pollutant.

• Pathway: the means by which any pollutant can escape to the aquatic environment (including both surface and groundwater). Pathways may be internal (i.e. within the boundaries of the site) or external.

The assessment defines the pathway in terms of low, moderate or high transport potential, i.e. short runoff time between source and surface water or direct drainage links between source and receiving water or treatment plant.

• Receptor: humans, animals, fish, plants and biota which would be affected (directly or indirectly) by the escape of the pollutants to the receiving water.

The assessment defines the receptor in terms of low, moderate or high damage potential, i.e. Waters used extensively for recreational purposes or treatment works whose function could be adversely affected or whose capacity overwhelmed by a release of pollutant.

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Evaluating the Environmental Risk

Table C5: Consequence of a fire occurring

Rating/Score

Category Description

1 Trivial No damage or negligible change to the environment

2 Minor Minor impact/localised or nuisance

3 Moderate Moderate damage to the environment

4 Major Severe damage to the environment

5 Massive Massive damage to a large area, irreversible in medium term

Frequencies are assigned into bands 1 to 5 using the following scheme:

Table C6: Likelihood of a fire occurring

Rating/Score

Category Description

1 Very Low Very low chance of hazard occurring in 30 yr period

2 Low Low chance of hazard occurring in 30 yr period

3 Medium Medium chance of hazard occurring in 30 yr period

4 High High chance of hazard occurring in 30 yr period

5 Very High Greater than 50% chance of occurring in 30 yr period

By summing the frequency of events for each consequence or severity level, a picture of the overall risk on the site may be obtained. The overall cumulative frequency can be predicted for each severity level and then compared against an appropriate risk matrix as shown below.

Table C7: Environmental Risk Assessment Matrix

Representative Frequency

Severity Level

1 2 3 4 5

5 5 10 15 20 25

4 4 8 12 16 20

3 3 6 9 12 15

2 2 4 6 8 10

1 1 2 3 4 5

Note:

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1. High Priority: This level of risk could represent an intolerable risk under the company risk criteria. Action must be taken to reduce the risk to below the intolerable level. Risks must be brought to the immediate attention of the site.

2. Medium Priority: Priority corrective action should be implemented to reduce the risk to a lower level. Further studies may be required to determine appropriate risk reduction measures. Remaining at this level requires concurrence with the site that the overall risk of this event and other related events is as low as reasonably practicable.

3. Low Priority: The risks indicated are broadly acceptable. Significant corrective action or further analysis is not required.

Evaluating the Firewater Risk

Table C4 below details the ratings used to evaluate the firewater risk.

Table C4: Firewater Risk Assessment Ratings

Fire Risk

High (15 or more)

Medium (5 to 12)

Low (4 or less)

En

viro

nm

enta

l R

isk

High High High Medium

Medium High Medium Low

Low Medium Low Low

Note: 1. High: Firewater runoff containment will be required if further risk reduction measures

are not implemented.

2. Medium: Firewater runoff containment may not be required if further risk reduction measures are implemented.

3. Low: Firewater runoff containment not required.

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ABOUT AECOM In a complex and unpredictable world, where growing demands have to be met with finite resources, AECOM brings experience gained from improving quality of life in hundreds of places. We bring together economists, planners, engineers, designers and project managers to work on projects at every scale. We engineer energy efficient buildings and we build new links between cities. We design new communities and regenerate existing ones. We are the first whole environments business, going beyond buildings and infrastructure. Our Europe teams form an important part of our worldwide network of nearly 100,000 staff in 150 countries. Through 360 ingenuity, we develop pioneering solutions that help our clients to see further and go further. www.aecom.com Follow us on Twitter: @aecom

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APPENDIX 14.3

AECOM WASTEWATER/SURFACEWATER REPORT

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Wastewater & Surface Water Sampling 2016

29th June 2016

60492516

Prepared for: Fournier Laboratories Ireland (Abbvie)

Prepared by: AECOM

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60492516 FOURNIER WASTEWATER SURFACEWATER SAMPLING 29.06.2016.DOCX June 2016 Page i

REVISION SCHEDULE

Rev Date Details Prepared by Reviewed by Approved by

2 29th June 2016

Final Report Patricia Howard

Environmental Consultant

Danny Ward

Principal Environmental Consultant

Peter Hassett

Technical Director

REVISION RECORD

Rev Date Details Prepared by Reviewed by Approved by

1 23rd May 2016

Initial draft for client Patricia Howard

Environmental Consultant

Danny Ward

Principal Environmental Consultant

Peter Hassett

Technical Director

2 29th June 2016

Final Report Patricia Howard

Environmental Consultant

Danny Ward

Principal Environmental Consultant

Peter Hassett

Technical Director

AECOM Infrastructure & Environment Ireland Limited 4th Floor, Adelphi Plaza, Adelphi Centre, George’s Street Upper, Dun Laoghaire, Co. Dublin, Ireland.

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Limitations

AECOM Infrastructure & Environment Ireland Limited (“AECOM”) has prepared this Report for the sole use of Fournier Laboratories Ireland (Abbvie) in accordance with the Agreement under which our services were performed. No other warranty, expressed or implied, is made as to the professional advice included in this Report or any other services provided by AECOM. This Report is confidential and may not be disclosed by the Client or relied upon by any other party without the prior and express written agreement of AECOM. The information contained in this Report is based upon information provided by others and upon the assumption that all relevant information has been provided by those parties from whom it has been requested and that such information is accurate. Information obtained by AECOM has not been independently verified by AECOM, unless otherwise stated in the Report. The methodology adopted and the sources of information used by AECOM in providing its services are outlined in this Report. The work described in this Report is based on the conditions encountered and the information available during the said period of time. The scope of this Report and the services are accordingly factually limited by these circumstances. AECOM disclaim any undertaking or obligation to advise any person of any change in any matter affecting the Report, which may come or be brought to AECOM’s attention after the date of the Report. Certain statements made in the Report that are not historical facts may constitute estimates, projections or other forward-looking statements and even though they are based on reasonable assumptions as of the date of the Report, such forward-looking statements by their nature involve risks and uncertainties that could cause actual results to differ materially from the results predicted. AECOM specifically does not guarantee or warrant any estimate or projections contained in this Report. Unless otherwise stated in this Report, the assessments made assume that the sites and facilities will continue to be used for their current purpose without significant changes. Copyright

© This Report is the copyright of AECOM Infrastructure & Environment Ireland Limited, a wholly owned subsidiary of AECOM. Any unauthorised reproduction or usage by any person other than the addressee is strictly prohibited.

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60492516 FOURNIER WASTEWATER SURFACEWATER SAMPLING 29.06.2016.DOCX June 2016

TABLE OF CONTENTS 1. INTRODUCTION ....................................................................... 2

2. WASTEWATER AND SURFACEWATER INFRASTRUCTURE................................................................................................... 2

2.1 Process Wastewater Discharges ........................................... 2

2.2 Surface Water Discharges ...................................................... 2

3. SAMPLING PROGRAMME ...................................................... 3

3.1 Sampling Schedule & Locations ........................................... 3

3.2 Laboratory Analysis ................................................................ 4

3.2.1 Laboratory Analysis ................................................................ 4

3.2.2 Appointed Laboratories .......................................................... 5

4. PRODUCTION SCHEDULE ..................................................... 5

5. QUALITY CONTROL ................................................................ 6

6. RESULTS .................................................................................. 6

6.1 Assessment Criteria ............................................................... 6

6.2 Field Observations during Sampling .................................... 7

6.3 Surface Water Analytical Results .......................................... 7

6.4 Process Wastewater Analytical Results ............................... 8

7. FUTURE PROCESS DEVELOPMENTS .................................. 9

FIGURES

APPENDIX A – SAMPLING RESULTS SUMMARY TABLES

APPENDIX B1 – JONES LABORATORY REPORTS

APPENDIX B2 – EXOVA LABORATORY REPORTS

APPENDIX C – ENTERPRISE ENVIRONMENTAL RESPIROMETRY REPORTS

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1. INTRODUCTION

AECOM Infrastructure & Environment Ireland Limited (hereafter referred to as “AECOM”) was commissioned by Fournier Pharmaceuticals Ireland (Abbvie) IDA Industrial Estate, Carrigtwohill, Co. Cork, hereafter referred to as Abbvie, to undertake sampling of wastewater and surface water discharges from their Carrigtwohill site.

AECOM understand that Abbvie are currently preparing an application for an Industrial Emissions Licence. As part of the application process, Abbvie requires up to date data on existing process wastewater and surface water discharges generated at the site.

AECOM issued a proposal (ref OPP-462483) dated 15th February 2016 to Abbvie outlining the scope of the sampling programme. The following report presents an overview of the sampling programme and approach, the results of laboratory analysis and a brief comparison of these results against limits set out in the facilities discharge licence and limits provided in pertinent Irish surface water regulations.

Abbvie holds an Irish Water discharge licence (licence no. IW-DTS-685667-01), hereafter referred to as the discharge licence, which permits the site to discharge, from its site, trade effluent or other matter (other than domestic sewage or storm water) into the Carrigtwohill sewage treatment plant.

2. WASTEWATER AND SURFACEWATER INFRASTRUCTURE

2.1 Process Wastewater Discharges

Currently all process effluent generated at the site is generated by washing of process vessels, mostly automatic washes (referred to as cleaning in place, or CIP). CIP wash is preceded by a flush. IBCs and some parts of equipment are washed manually in dedicated washing areas. Washing of all process vessels requiring cleaning on a particular day is not necessarily completed on the same day as there is only 11,000 litres of purified water available daily, for both process use and washing. The same amount of water is generated daily, regardless whether it is required for the production and washes or not. Therefore, most of the process effluent comprises reject purified water, i.e. purified water that was not used in production.

Certain washes use hot water only, but other washes use oxonia (a sterilising agent) in addition to hot water or CIP95. The cleaning of certain equipment does not generate a wastewater discharge to sewer. There is no firm schedule or timing for washing of equipment. In certain process areas, some tanks are washed every day, but most of the CIP washes take place after a production run.

The process drainage on-site also serves the scale-up facility, lab, reverse osmosis process for purified water system and boiler blow-down.

At the time this document was prepared, the only treatment that the wastewater receives on-site is pH correction. There is a lamella clarifier installed on site; however, it is not in use at the site presently as it is not required in order to achieve compliance with the existing discharge licence. The final effluent passes through the clarifier but no treatment is provided. There are two wastewater sumps on site (a new and old one). Wastewater passes through the old collection sump and into the new sump. From here it is pumped into the pH correction tank.

There is a composite sampler (stationary) with continuous monitor capability installed. Samples are taken from a pipe downstream of the pH correction tank. Currently, the composite sampler takes a 24hr composite on a flow proportionate basis with a sample rate of 100mls per 3m3 of effluent discharged. It can be set up to sample at varying rates and durations. All process wastewater samples taken during this assessment were taken from this composite sampler (sampling point “P”).

Wastewater discharged from the site process drainage infrastructure is discharged to Cork County Council foul sewer network serving the industrial estate and is transferred to Carrigtwohill Waste Water Treatment Plant where it receives further treatment prior to discharge to Lough Mahon.

2.2 Surface Water Discharges

Surface water at the site is collected separately from the process and foul wastewater. The surface water drainage is a conventional gravity system and serves the parking lot, roofs of the buildings and other outdoor areas of the site. There are three petrol interceptors on the surface water network,

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through which surface water drains prior to discharge into the Cork County Council (CCC) surfacewater sewer.

The surfacewater drainage network serving the site discharges to the CCC sewer at two locations. The CCC sewer runs in a west to east direction along the industrial estate access road which borders the southern boundary of the site. The first discharge point is located at the western end of the southern boundary close to the deliveries exit gate (referred to as “SW1” sampling point throughout this report). The second is located just outside the main entrance to the site (referred to as “SW2” sampling point throughout this report). Surface water drains cannot be isolated, i.e. there is no shut off valve on the surface water drainage network.

The CCC surfacewater sewer also serves other facilities in the IDA Business Park within which AbbVie is located. The combined surface water is discharged from the CCC storm water sewer to the receiving waters in the Great Island Channel.

3. SAMPLING PROGRAMME

3.1 Sampling Schedule & Locations

An AECOM consultant undertook sampling at 2 no. surface water sampling points (SW1 and SW2) and 1 no. process wastewater sampling point (P). Two separate samples of process wastewater were also collected by a 3rd party consultant (Enterprise Environmental) for the purposes of carrying out respirometry analysis of the process wastewater.

All surface water sampling was undertaken via a grab sample. The surface water sampling locations were from the discharge side of the oil interceptors located immediately upstream of the two surfacewater discharge locations from the site. All process wastewater samples were retrieved from the composite sampler, sample reference ‘P’, located in the pH correction facility building.

Two separate sampling events were undertaken at each surfacewater discharge point (SW1-1, SW1-2 and SW2-1, SW2-2). Seven separate sampling events were undertaken at the process wastewater sampling point (P1 to P5 and 2 no. respirometry samples, references Respirometry-1 and Respirometry-2). The sample schedule is outlined in Table 3.1 below. A map indicating the location of all sampling points is presented in Figure 1.

Table 3.1 Sample Schedule

Sample Point Sample Reference No. Date Sample Retrieved

Surface Water SW-1-1 12/04/2016

Surface Water SW-1-2 13/04/2016

Surface Water SW-2-1 12/04/2016

Surface Water SW-2-1 13/04/2016

Process Wastewater Respirometry-1 15/03/2016

Process Wastewater P1 16/03/2016

Process Wastewater Respirometry-2 30/03/2016

Process Wastewater P2 31/03/2016

Process Wastewater P3 08/04/2016

Process Wastewater P4 12/04/2016

Process Wastewater P5 13/04/2016

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3.2 Laboratory Analysis

3.2.1 Laboratory Analysis

Surface Water Analysis

All four surface water grab samples were analysed parameters outlined in Table 3.2. In addition one surface water sample, SW-2-1, was analysed for List I and II substances. Specifically List I and II screening included analysis of parameters outlined in Table 3.3.

Table 3.2 Discharge Licence Parameters pH Atrazine (µg/l) Temperature (o C) Simazine (µg/l) Biochemical Oxygen Demand (BOD)(5)

(mg/l) Phenols (µg/l) Chemical Oxygen Demand (COD) (mg/l) Toluene (ug/l) Suspended Solids (mg/l) Xylenes (ug/l) Oils, fats and greases (mg/l) Tributyltin (ug/l) Total Phosphorous (as P) (mg/l) Arsenic (ug/l) Orthophosphate (as P) (mg/l) Barium (ug/l) Total Nitrogen (as N) (mg/l) Boron (ug/l) Ammonia (mg/l) Cadmium (ug/l) Nitrite (mg/l) Chromium (ug/l) Nitrate (mg/l) Copper (ug/l) Sulphates (mg/l) Lead (ug/l) Conductivity (µS/cm) Mercury (ug/l) Detergents (as Methyl Blue Activated Substances, MBAS) (mg/l) Nickel (ug/l) Cyanide (ug/l) Selenium (ug/l) Fluoride (ug/l) Zinc (ug/l) Dichloromethane (ug/l) Hydrocarbons

Table 3.3 List I & II Parameters Metals organochlorine pesticides

Cadium (Total) Aldrin Cadmium (dissolved) Dieldrin

Mercury (Total) Endrin Mercury (dissolved) o,p DDT Arsenic (dissolved) p,p -DDT Boron (Dissolved) Pyrethroids

Chromium (Dissolved) Cyfluthrin Copper (Dissolved) Permethrin

Iron (Dissolved) Acid Herbicides Lead (Dissolved) 2,4 -D Nickel (Dissolved) 2,4 -DB

Vanadium (Dissolved) Mecoprop Zinc (Total) Phenylurea Herbicides Sulcofuron Linuron Flucofuron Organochlorine Pesticides Demeton Trifluralin Volatiles Endosulfan Sulphate

Carbon tetrachloride Endosulphan I Chloroform Endosulphan II

1,2,4 -trichlorobenzene p,p -DDT 1,2,3 - trichlorobenzene Triazines

Trichloroethene (trichloroethylene) Atrazine 1,2 -Dichloroethane Simazine

Tetrachloroethene (perchloroethylene) Triphenyltin Hexachlorobutadiene Tributyltin

Benzene Organophosphorous pesticides Toluene Triazophos

m,p- xylene Dichlorvos o- xylene Mevinphos

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Semivolatiles Dimethoate Hexachlorobenzene Omethoate Pentachlorophenol Fenitrothion 2,4 -dichlorophenol Malthion

Naphthalene Azinphos-methly 4-Chloro-3-methylphenol Pyrethroids

2 - Chlorophenol cyfluthrin Biphenyl Permethrin

Chloronitrotoluenes

Process Waste Water Analysis

All five process waste grab samples were analysed for parameters outlined in Table 3.3. In addition, two process waste water samples, P1 and P2, were analysed for List I and II screening analysis as outlined in Table 3.4.

Enterprise Environmental carried out Respiratory Monitoring (sludge inhibition testing) on two separately collected process wastewater samples to assess the acute toxicological impact of the wastewater effluent on the microbes (activated sludge) in the CCC treatment plant at Carrigtwohill.

3.2.2 Appointed Laboratories

Following sampling all retrieved samples were dispatched to the pre-appointed laboratories. Table 3.4 outlines laboratories to which samples were dispatched during the course of this assessment.

Table 3.4 Outsources Laboratories

Laboratory Sample Reference Nos.

Parameters

Jones Environmental Laboratory

All surface water samples and P1 to P5

All parameters outlined in table 3.2 and 3.3

Exova All surface water samples and P1 to P5

BOD with inhibition

BOD without inhibition

Enterprise Environmental 2 respirometry samples

Sludge inhibition testing

Samples were sent to Exova as BOD analysis involves detecting the dissolved oxygen (DO) saturation of a sample once received and again after five days and so it was deemed prudent to send samples to a laboratory in close proximity to the site to ensure the first DO level was taken as near as possible to sample retrieval time. Exova carried out BOD analysis with and without a nitrification inhibitor.

For measurement of carbonaceous BOD (cBOD), a nitrification inhibitor is added after the dilution water has been added to the sample. The inhibitor hinders the oxidation of ammonia nitrogen, which supplies the nitrogenous BOD (nBOD). When performing the BOD5 test, it is conventional practice to measure only cBOD because nitrogenous demand does not reflect the oxygen demand from organic matter. This is because nBOD is generated by the breakdown of proteins, whereas cBOD is produced by the breakdown of organic molecules.

4. PRODUCTION SCHEDULE

Sampling was carried through March and April. Abbvie provided a log of the production trains which were being processed during the sampling period (i.e. what products were been manufactured during the sampling programme). Table 4.1 outlines the products which were manufactured during the period of sampling.

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Table 4.1 Manufacturing Schedule

Sample Point Sample No. Date Sampled Products Manufactured

Process Wastewater P1 16/03/2016 Trilipix

Process Wastewater P2 31/03/2016 HCV, Trilipix, Tricor

Process Wastewater P3 08/04/2016 Tricor, Tripilix

Process Wastewater P4 12/04/2016 HCV, Tricor

Process Wastewater P5 13/04/2016 HCV, Cholib, Tricor

5. QUALITY CONTROL

All samples collected by AECOM were subject to sampling, sample custody and laboratory protocols to ensure traceability and reliability of analytical results. These included:

• Record of all works and sampling in site field notes;

• Transport of samples with chain of custody documents; and

• Confirming receipt of all samples and correct analytical instructions against laboratory supplied test schedules.

The analytical techniques employed by the laboratory are regarded as acceptable by regulatory authorities in Republic of Ireland.

6. RESULTS

6.1 Assessment Criteria

The Abbvie discharge licence outlines emission limits set for composite samples of trade effluent being discharged from the site. Table 6.1 details the emission limits. The discharge licence states that no discharge from the site should exceed these emission limits. The licence also states that no biocides or chemicals which bioaccumulate or poses a risk to other aquatic species or commercial or ecological value shall be disposed of via the foul sewer.

Table 6.1 Discharge Licence Parameters

Parameter Emission Limit

pH 6.0-9.0 pH Units

Temperature 34 Degree Celcius

Biochemical Oxygen Demand

300 mg/l

Chemical Oxygen Demand 1,500 mg/l

Total Suspended Solids 750 mg/l

Total Phosphorous 4 mg/l

Total Nitrogen 50 mg/l

Sulphate 100 mg/l

Hydrocarbons 1 mg/l

Detergents (anionic, cationic and non-ionic)

5 mg/l

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The licence also states that no substances listed in Table 12 of schedule 6 of the European Communities Environmental Objectives (Surface Water) (Amendment) Regulations 2012 (S.I No. 327 of 2012) shall be discharged from the site. Since Abbvie was issued their discharge licence in 2014 new Surface Water Regulations have been published in 2015; European Communities Environmental Objectives (Surface Water) (Amendment) Regulations 2015 (S.I No. 386 of 2015) which amends Table 12 by including some further priority hazardous substances.

Results obtained from from the process wastewater sampling are therefore screened against generic assessment criteria (GAC) considered appropriate which included the European Communities Environmental Objectives (Surface Water) (Amendment) Regulations 2015 (S.I No. 386 of 2015) as well as the parameters outlined in the site’s discharge licence.

Surface water analytical results were compared to GAC for protective of controlled waters are presented in Table 1 of Appendix A.

6.2 Field Observations during Sampling

Field observations noted during the sampling are presented in table 6.2.

Table 6.2 Field Observations

Sample Point Sample Reference No.

Field Observations

Process Wastewater P1 Process wastewater was whitish in colour with slight odour.

Process Wastewater P2 Process wastewater was whitish in colour with slight odour.

Process Wastewater P3 Process wastewater was whitish in colour with slight odour.

Process Wastewater P4 Process wastewater was whitish in colour with slight odour.

Process Wastewater P5 Process wastewater was whitish in colour with slight odour.

Surfacewater SW1-1 No rainfall during sampling event but had rained in previous 24 hours. Sample was clear. No visible contaminants.

Surfacewater SW1-2 Rained immediately prior to sampling event. Sample was clear. No visible contaminants.

Surfacewater SW2-1 No rainfall during sampling event but had rained in previous 24 hours. Sample was clear. No visible contaminants.

Surfacewater SW2-1 Rained immediately prior to sampling event. Sample was clear. No visible contaminants.

6.3 Surface Water Analytical Results

Table 1 of Appendix A details the results of all surfacewater samples for the parameters outlined in Table 3.2 and 3.3 against the relevant GAC criteria. The full laboratory reports for all samples collected are presented in Appendix B.

A summary of the results are described as follows:

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- Results for anionic surfactants were found to be above the limit of detection and above the GAC for all surface water samples. It is noted that the GAC exceeded is one which is provided for fresh water however the surface water collected from the site is discharged to the Great Island Channel which is coastal water and no GAC is provided for coastal waters.

- For all parameters for which a GAC exists the results were either below the GAC or below the LOD.

- For all other parameters, for which a GAC does not exist, results were below the limit of detection with the exception of electrical conductivity, phosphorous, total nitrogen, Ammoniacal Nitrogen as NH3, zinc and COD.

- With the exception of a small number of metals no other List I and List II parameters were detected in the SW-2-1, the only surface water sample analysed for these parameters.

Overall the results are typical of rainwater runoff from roofs, hard standing and car parking areas with no significant contamination detected.

6.4 Process Wastewater Analytical Results

Process wastewater analytical results were compared to the existing discharge licence limits and GAC protective of controlled waters. The results for all process wastewater samples are presented in Table 2 of Appendix A. The laboratory reports are presented in Appendix B.

A summary of the results obtained from process wastewater analysis are described as follows:

- None of the parameters, for which there is a discharge limit, exceeded the discharge limit emission limit value set with the exception of:

o BOD for sample P3;

o pH in all samples except P1; and,

o elevated petroleum hydrocarbons (EPH) in all samples.

- The high EPH results is an issue that was dealt with in a report entitled prepared by AECOM entitled ‘FOG & Wastewater Pre-Treatment Facilities Assessment’ dated 02nd April 2013 in which an investigation was undertaken to identify why final effluent results obtained at that time for FOG were being affected by raw materials in the wastewater resulting in false positives for the FOG parameter. It was determined that, based on laboratory analysis results, certain products were found to have a potential to cause false positive reading in FOG tests.

- For all parameters for which a GAC exists the results were either below the GAC or below the LOD.

- With the exception of a small number of metals no other List I and List II parameters were detected in P1 and P2 (the only process wastewater samples analysed for these parameters).

Respirometry testing undertaken on the two trade effluent samples, assessing the acute toxicological impact of AbbVie trade effluent on the microbes (activated sludge) in the receiving municipal wastewater treatment plant in Carrigtwohill, exhibited no acute toxicity/inhibition to the granular activated sludge from Carrigtwohill MWWTP (containing a mixed microbial population of heterotrophic and nitrifying bacteria) at up to 50 % volume/volume concentration in the activated sludge (500 ml of test sample plus 500 ml of Carrigtwohill granular activated sludge). The two samples, retrieved on the 15th and 30th March, had an acute toxicity value of less than 2 (< 2 TU). The reports from Respirometry testing are presented in Appendix C.

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7. FUTURE PROCESS DEVELOPMENTS

Abbvie are currently in the process of introducing a new production process at the site – referred to as the Creon DR manufacturing suite. The existing production processes in the AbbVie facility produce similar aqueous waste streams to that which will be produced from the Creon DR process.

Abbvie commissioned DPS, a Global Engineering and Project Management Company, to undertake an assessment of the potential impact of the introduction of the Creon DR production on the current waste water treatment facility and site’ existing wastewater discharge licence. The findings of this assessment are presented in their report entitled “Waste Water Treatment Philosophy Abbvie Creon DR Project’ dated 12th February 2016.

AECOM reviewed the DPS report and note the following:

• DPS concluded that, from the estimated flowrates associated with the new Creon DR process, it appears that the proposed waste water volumes which will be generated by the Creon DR process will not impact on the licence.

• DPS were unable to estimate the COD/BOD impact of the proposed waste streams but it was assumed that the COD/BOD levels would be similar to those generated by the current processes given that the existing and proposed Creon DR process are similar in terms of materials used and wastewater volumes generated . Given this assumption DPS concluded that the wastewater pollutant levels would be within the limits of the current discharge licence, with the average additional hydraulic load associated with the Creon DR process being approximately 3.5%.

• DPS noted that although the solvent Acetone will be used in the Creon DR process, as none of the equipment being CIP’ed is used to process large amounts of liquid solvent (solvent is used to wet the solid being processed and is vapourised during processing) it is expected that the concentrations of solvent in the CIP and IBC wash streams from the Creon DR process will be very low or non-detectable.

• The only significant concern raised by DPS was potential high phosphate levels within the wastewater stream from the new Creon DR process. Their concerns were primarily related to the potential use of Phosphoric acid in the CIP washes associated with the new Creon DR process. DPS recommended that measures be taken to remove the phosphates from the wastewater streams prior to discharge from the site. A range of measures were outlined within the DPS report to deal with the potential phosphate levels.

• Based on discussion between AECOM and Abbvie since the completion of the DPS report, it remains unclear, at the time of writing of this report, the extent to which phosphoric acid will be utilised in the new process. Phosphoric acid may be replaced (in part or in full) with a range of other CIP chemicals which are already in use at the site. If phosphoric acid is replaced in full then phosphate levels ae not expected to be a concern with regard to wastewater emissions from the new Creon DR process. If phosphoric acid is not replaced by existing CIP chemicals or only partially replaced, then some of the measures outlined by DPS may have to be implemented to deal with potential phosphate levels in the wastewater stream form the Creon DR process.

Upon review of the DPS report, and noting that AECOM did not review nor were AECOM provided with any of the background data (e.g. Creon DR process batch manufacturing procedures, new process design drawings and/or other relevant data) relied upon by DPS in their assessment, AECOM have found no significant issues with the findings of the DPS report.

In addition to reviewing the DPS report, AECOM undertook a review of the MSDS for the main raw materials proposed to be used in the Creon DR process. The following raw materials are proposed to be used in the Creon DR process and are new raw materials (i.e. they ae not used in existing processes on site):

• Pancreatin;

• PEG;

• HyproMellose phthalate;

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• Triethyl Citrate;

• Cetyl Alcohol; and

• Dimethicone 1000.

AECOM has undertaken a review of the MSDSs for each of these new raw materials. Based on the information contained on the MSDSs associated with these new raw materials and comparison with MSDSs for materials already in use in other existing processes on site, it is considered that these new raw materials when released into the sewer in trace quantities as part of the cleaning of process equipment are unlikely to pose significant risk to the wastewater treatment plant or aquatic life. None of these materials are identified as hard to degrade, bioaccumulative, or toxic in aquatic environment. The DPS wastewater assessment report also does not identify any issues with these raw materials.

Therefore based on the available information, as outlined above, and subject to adequate measures being put in place to deal with potential phosphate levels, AECOM is of the opinion that wastewater generated from the new Creon DR is unlikely to result in a significant impact on effluent discharges from the site.

AECOM recommend that on operation of the new process confirmatory wastewater sampling should be undertaken to verify this.

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60492516 FOURNIER WASTEWATER SURFACEWATER SAMPLING 09.05.2016.DOCX May 2016

FIGURES

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Ordnance Survey Ireland Licence No. EN 0001915©Ordnance Survey Ireland/Government of Ireland

NorthNorth

N.T.S.Job No.SCALE

SML

North

CLIENT

PROJECT

DRAWING TITLE

June 2016

0

Fournier Pharmaceuticals Ireland (Abbvie)

DW DW

Wastewater and Surfacewater Sampling 2016

60492516FIGURE 1 - Sampling Locations

DRAWN ILLUSTRATED CHECKED APPROVED DATE

REV.

4TH FLOOR, ADELPHI PLAZA, ADELPHI CENTRE, GEORGE’S STREET UPPER,DUN LAOGHAIRE, CO. DUBLIN, IRELAND. T +353 (0)1 238 3100, F +353 (0)1 238 3199

.P1

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60492516 FOURNIER WASTEWATER SURFACEWATER SAMPLING 09.05.2016.DOCX May 2016

APPENDIX A – Sampling Results Summary Tables

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<3

ND

1.5

1.5

00

01,

3,5-

trim

ethy

lben

zene

µg/L

3<

3<

3<

3<

34

0<

3N

D<

3N

D1.

51.

50

00

tert

-but

ylbe

nzen

eµg

/L3

<3

<3

<3

<3

40

<3

ND

<3

ND

1.5

1.5

00

01,

2,4-

trim

ethy

lben

zene

µg/L

3<

3<

3<

3<

34

0<

3N

D<

3N

D1.

51.

50

00

sec-

buty

lben

zene

µg/L

3<

3<

3<

3<

34

0<

3N

D<

3N

D1.

51.

50

00

p-is

opro

pylto

luen

eµg

/L3

<3

<3

<3

<3

40

<3

ND

<3

ND

1.5

1.5

00

0n-

buty

lben

zene

µg/L

3<

3<

3<

3<

34

0<

3N

D<

3N

D1.

51.

50

00

1,2-

dibr

omo-

3-ch

loro

prop

ane

µg/L

2<

2<

2<

2<

24

0<

2N

D<

2N

D1

10

00

Hex

achl

orob

utad

iene

µg/L

10.

6#15

0.6#1

4<

3<

3<

1<

34

0<

1N

D<

3N

D1.

31.

50.

54

0

Max

imum

D

etec

t

SW

1S

W2

Uni

ts

Method Detection Limit

GAC_WTV_IE_EQS-Coast

GAC_WTV_IE_EQS-Fresh

Num

ber

of

Res

ults

Num

ber

of

Det

ects

Min

imum

C

once

ntra

tion

Min

imum

D

etec

tM

axim

um

Con

cent

ratio

nA

vera

ge

Con

cent

ratio

nM

edia

n C

once

ntra

tion

Sta

ndar

d D

evia

tion

Num

ber

of

Gui

delin

e E

xcee

danc

es

Num

ber

of G

uide

line

Exc

eeda

nces

(D

etec

ts O

nly)

6049

2516

[Site

_Nam

e]

AE

CO

M

Pag

e 1

of 4

For

insp

ectio

n pur

pose

s only

.

Conse

nt of

copy

right

owne

r req

uired

for a

ny ot

her u

se.

EPA Export 14-11-2016:15:23:52

Page 167: 14.0 WATER , HYDROLOGY & AQUEOUS EMISSIONS · 2016-11-14 · Water , Hydrology & Aqueous Emissions AWN & Environet AbbVie (Fournier Laboratories Ireland Ltd) EIS Chapter 14 , Page

Tab

le 1

SW

An

alyt

ical

Res

ult

sF

ou

rnie

r

Lo

cati

on

Dat

e12

/04/

2016

13/0

4/20

1612

/04/

2016

13/0

4/20

16F

ield

IDS

W-1

-1S

W-1

-2S

W-2

-1S

W-2

-2M

axim

um

Det

ect

SW

1S

W2

Uni

ts

Method Detection Limit

GAC_WTV_IE_EQS-Coast

GAC_WTV_IE_EQS-Fresh

Num

ber

of

Res

ults

Num

ber

of

Det

ects

Min

imum

C

once

ntra

tion

Min

imum

D

etec

tM

axim

um

Con

cent

ratio

nA

vera

ge

Con

cent

ratio

nM

edia

n C

once

ntra

tion

Sta

ndar

d D

evia

tion

Num

ber

of

Gui

delin

e E

xcee

danc

es

Num

ber

of G

uide

line

Exc

eeda

nces

(D

etec

ts O

nly)

PA

H Nap

htha

lene

µg/L

12#1

72#1

6<2

<2<

1<2

40

<1

ND

<2

ND

0.88

10.

250

0A

cena

phth

ylen

eµg

/L0.

5 -

-

<

0.5

-

10

<0.

5N

D<

0.5

ND

0.25

00

Ace

naph

then

eµg

/L1

-

-

<1

-

10

<1

ND

<1

ND

0.5

00

Flu

oren

eµg

/L0.

5 -

-

<

0.5

-

10

<0.

5N

D<

0.5

ND

0.25

00

Phe

nant

hren

eµg

/L0.

5 -

-

<

0.5

-

10

<0.

5N

D<

0.5

ND

0.25

00

Ant

hrac

ene

µg/L

0.5

0.1#1

70.

1#16

-

-

<0.

5 -

1

0<

0.5

ND

<0.

5N

D0.

251

0F

luor

anth

ene

µg/L

0.5

0.00

63#1

70.

0063

#16

-

-

<0.

5 -

1

0<

0.5

ND

<0.

5N

D0.

251

0P

yren

eµg

/L0.

5 -

-

<

0.5

-

10

<0.

5N

D<

0.5

ND

0.25

00

Ben

z(a)

anth

race

neµg

/L0.

5 -

-

<

0.5

-

10

<0.

5N

D<

0.5

ND

0.25

00

Chr

ysen

eµg

/L0.

5 -

-

<

0.5

-

10

<0.

5N

D<

0.5

ND

0.25

00

Ben

zo(a

) py

rene

µg/L

10.

0001

7#17

0.00

017#1

6 -

-

<

1 -

1

0<

1N

D<

1N

D0.

51

0In

deno

(1,2

,3-c

,d)p

yren

eµg

/L1

0.00

2#17

0.00

2#16

-

-

<1

-

10

<1

ND

<1

ND

0.5

10

Dib

enz(

a,h)

anth

race

neµg

/L0.

5 -

-

<

0.5

-

10

<0.

5N

D<

0.5

ND

0.25

00

Ben

zo(g

,h,i)

pery

lene

µg/L

0.5

0.00

2#17

0.00

2#16

-

-

<0.

5 -

1

0<

0.5

ND

<0.

5N

D0.

251

0B

enzo

(b)&

(k)f

luor

anth

ene

µg/L

10.

03#1

10.

03#1

2 -

-

<

1 -

1

0<

1N

D<

1N

D0.

51

0S

VO

C2-

met

hyln

apht

hale

neµg

/L1

-

-

<1

-

10

<1

ND

<1

ND

0.5

00

4-br

omop

heny

l phe

nyl e

ther

µg/L

1 -

-

<

1 -

1

0<

1N

D<

1N

D0.

50

04-

chlo

roph

enyl

phe

nyl e

ther

µg/L

1 -

-

<

1 -

1

0<

1N

D<

1N

D0.

50

0A

zobe

nzen

eµg

/L0.

5 -

-

<

0.5

-

10

<0.

5N

D<

0.5

ND

0.25

00

Bis

(2-c

hlor

oeth

oxy)

met

hane

µg/L

0.5

-

-

<0.

5 -

1

0<

0.5

ND

<0.

5N

D0.

250

0B

is(2

-chl

oroe

thyl

)eth

erµg

/L1

-

-

<1

-

10

<1

ND

<1

ND

0.5

00

Car

bazo

leµg

/L0.

5 -

-

<

0.5

-

10

<0.

5N

D<

0.5

ND

0.25

00

Dib

enzo

fura

nµg

/L0.

5 -

-

<

0.5

-

10

<0.

5N

D<

0.5

ND

0.25

00

Hex

achl

oroc

yclo

pent

adie

neµg

/L1

-

-

<1

-

10

<1

ND

<1

ND

0.5

00

Hex

achl

oroe

than

eµg

/L1

-

-

<1

-

10

<1

ND

<1

ND

0.5

00

Ph

eno

lics

2-m

ethy

lphe

nol

µg/L

0.5

-

-

<0.

5 -

1

0<

0.5

ND

<0.

5N

D0.

250

02-

nitr

ophe

nol

µg/L

0.5

-

-

<0.

5 -

1

0<

0.5

ND

<0.

5N

D0.

250

02,

4-di

met

hylp

heno

lµg

/L1

-

-

<1

-

10

<1

ND

<1

ND

0.5

00

4-ch

loro

-3-m

ethy

lphe

nol

µg/L

0.5

-

-

<0.

5 -

1

0<

0.5

ND

<0.

5N

D0.

250

04-

met

hylp

heno

lµg

/L1

-

-

<1

-

10

<1

ND

<1

ND

0.5

00

4-ni

trop

heno

lµg

/L10

-

-

<10

-

10

<10

ND

<10

ND

50

0P

heno

lm

g/l

0.00

1 -

-

<

0.00

1 -

1

0<

0.00

1N

D<

0.00

1N

D0.

0005

00

2-ch

loro

naph

thal

ene

µg/L

1 -

-

<

1 -

1

0<

1N

D<

1N

D0.

50

0T

otal

Phe

nols

µg/L

100

<10

0<

100

<10

0<

100

40

<10

0N

D<

100

ND

5050

00

0F

un

gic

ides

Tria

dim

efon

µg/L

0.01

-

-

<0.

01 -

1

0<

0.01

ND

<0.

01N

D0.

005

00

Her

bic

ides

Pen

dim

etha

linµg

/L0.

01 -

-

<

0.01

-

10

<0.

01N

D<

0.01

ND

0.00

50

0T

rialla

teµg

/L0.

01 -

-

<

0.01

-

10

<0.

01N

D<

0.01

ND

0.00

50

0T

riflu

ralin

µg/L

0.01

0.03

#17

0.03

#16

-

-

<0.

01 -

1

0<

0.01

ND

<0.

01N

D0.

005

00

Ben

tazo

neµg

/L0.

1 -

-

<

0.1

-

10

<0.

1N

D<

0.1

ND

0.05

00

Bro

mox

ynil

µg/L

0.1

-

-

<0.

1 -

1

0<

0.1

ND

<0.

1N

D0.

050

0C

lopy

ralid

µg/L

0.1

-

-

<0.

1 -

1

0<

0.1

ND

<0.

1N

D0.

050

04-

Chl

orop

heno

xy a

cetic

aci

dµg

/L0.

1 -

-

<

0.1

-

10

<0.

1N

D<

0.1

ND

0.05

00

Hed

onal

µg/L

0.1

-

-

<0.

1 -

1

0<

0.1

ND

<0.

1N

D0.

050

0D

icam

baµg

/L0.

1 -

-

<

0.1

-

10

<0.

1N

D<

0.1

ND

0.05

00

2,4-

Dic

hlor

prop

µg/L

0.1

-

-

<0.

1 -

1

0<

0.1

ND

<0.

1N

D0.

050

02,

4,5-

TP

(S

ilvex

)µg

/L0.

1 -

-

<

0.1

-

10

<0.

1N

D<

0.1

ND

0.05

00

2-M

ethy

l-4-c

hlor

ophe

noxy

acet

ic a

cid

µg/L

0.1

-

-

<0.

1 -

1

0<

0.1

ND

<0.

1N

D0.

050

02-

Met

hyl-4

-Chl

orop

heno

xy B

utan

oic

Aci

dµg

/L0.

1 -

-

<

0.1

-

10

<0.

1N

D<

0.1

ND

0.05

00

2,4,

5-T

richl

orop

heno

xy A

cetic

Aci

dµg

/L0.

1 -

-

<

0.1

-

10

<0.

1N

D<

0.1

ND

0.05

00

Tric

lopy

rµg

/L0.

1 -

-

<

0.1

-

10

<0.

1N

D<

0.1

ND

0.05

00

Atr

azin

eµg

/L0.

010.

6#17

0.6#1

6<

0.01

<0.

01<

0.01

<0.

014

0<

0.01

ND

<0.

01N

D0.

005

0.00

50

00

Sim

azin

eµg

/L0.

011#1

71#1

6<

0.01

<0.

01<

0.01

<0.

014

0<

0.01

ND

<0.

01N

D0.

005

0.00

50

00

Mec

opro

pµg

/L0.

1 -

-

<

0.1

-

10

<0.

1N

D<

0.1

ND

0.05

00

Pic

lora

mµg

/L0.

1 -

-

<

0.1

-

10

<0.

1N

D<

0.1

ND

0.05

00

Diu

ron

µg/L

0.05

0.2#1

70.

2#16

-

-

<0.

05 -

1

0<

0.05

ND

<0.

05N

D0.

025

00

Linu

ron

µg/L

0.05

-

-

<0.

05 -

1

0<

0.05

ND

<0.

05N

D0.

025

00

Pes

tici

des

Isod

rinµg

/L0.

010.

005#1

70.

01#1

6 -

-

<

0.01

-

10

<0.

01N

D<

0.01

ND

0.00

51

0ci

s-P

erm

ethr

inµg

/L0.

01 -

-

<

0.01

-

10

<0.

01N

D<

0.01

ND

0.00

50

0P

arat

hion

µg/L

0.01

-

-

<0.

01 -

1

0<

0.01

ND

<0.

01N

D0.

005

00

Piri

mip

hos-

met

hyl

µg/L

0.01

0.01

5#40.

015#6

-

-

<0.

01 -

1

0<

0.01

ND

<0.

01N

D0.

005

00

Org

ano

chlo

rin

e P

esti

cid

esA

ldrin

µg/L

0.01

0.00

5#17

0.01

#16

-

-

<0.

01 -

1

0<

0.01

ND

<0.

01N

D0.

005

10

a-B

HC

µg/L

0.01

-

-

<0.

01 -

1

0<

0.01

ND

<0.

01N

D0.

005

00

b-B

HC

µg/L

0.01

-

-

<0.

01 -

1

0<

0.01

ND

<0.

01N

D0.

005

00

6049

2516

[Site

_Nam

e]

AE

CO

M

Pag

e 2

of 4

For

insp

ectio

n pur

pose

s only

.

Conse

nt of

copy

right

owne

r req

uired

for a

ny ot

her u

se.

EPA Export 14-11-2016:15:23:52

Page 168: 14.0 WATER , HYDROLOGY & AQUEOUS EMISSIONS · 2016-11-14 · Water , Hydrology & Aqueous Emissions AWN & Environet AbbVie (Fournier Laboratories Ireland Ltd) EIS Chapter 14 , Page

Tab

le 1

SW

An

alyt

ical

Res

ult

sF

ou

rnie

r

Lo

cati

on

Dat

e12

/04/

2016

13/0

4/20

1612

/04/

2016

13/0

4/20

16F

ield

IDS

W-1

-1S

W-1

-2S

W-2

-1S

W-2

-2M

axim

um

Det

ect

SW

1S

W2

Uni

ts

Method Detection Limit

GAC_WTV_IE_EQS-Coast

GAC_WTV_IE_EQS-Fresh

Num

ber

of

Res

ults

Num

ber

of

Det

ects

Min

imum

C

once

ntra

tion

Min

imum

D

etec

tM

axim

um

Con

cent

ratio

nA

vera

ge

Con

cent

ratio

nM

edia

n C

once

ntra

tion

Sta

ndar

d D

evia

tion

Num

ber

of

Gui

delin

e E

xcee

danc

es

Num

ber

of G

uide

line

Exc

eeda

nces

(D

etec

ts O

nly)

Chl

orda

ne (

cis)

µg/L

0.01

-

-

<0.

01 -

1

0<

0.01

ND

<0.

01N

D0.

005

00

Die

ldrin

µg/L

0.01

0.00

5#17

0.01

#16

-

-

<0.

01 -

1

0<

0.01

ND

<0.

01N

D0.

005

10

End

osul

fan

Iµg

/L0.

01 -

-

<

0.01

-

10

<0.

01N

D<

0.01

ND

0.00

50

0E

ndos

ulfa

n II

µg/L

0.01

-

-

<0.

01 -

1

0<

0.01

ND

<0.

01N

D0.

005

00

End

osul

fan

sulp

hate

µg/L

0.02

-

-

<0.

02 -

1

0<

0.02

ND

<0.

02N

D0.

010

0E

ndrin

µg/L

0.01

0.00

5#17

0.01

#16

-

-

<0.

01 -

1

0<

0.01

ND

<0.

01N

D0.

005

10

g-B

HC

(Li

ndan

e)µg

/L0.

010.

1#13

-

-

<0.

01 -

1

0<

0.01

ND

<0.

01N

D0.

005

00

Hep

tach

lor

µg/L

0.01

-

-

<0.

01 -

1

0<

0.01

ND

<0.

01N

D0.

005

00

Hep

tach

lor

epox

ide

µg/L

0.01

-

-

<0.

01 -

1

0<

0.01

ND

<0.

01N

D0.

005

00

o,p'

'-DD

Eµg

/L0.

01 -

-

<

0.01

-

10

<0.

01N

D<

0.01

ND

0.00

50

02,

4-D

DT

µg/L

0.02

-

-

<0.

02 -

1

0<

0.02

ND

<0.

02N

D0.

010

0o,

p-D

DD

µg/L

0.01

-

-

<0.

01 -

1

0<

0.01

ND

<0.

01N

D0.

005

00

4,4-

DD

Eµg

/L0.

01 -

-

<

0.01

-

10

<0.

01N

D<

0.01

ND

0.00

50

0D

DT

µg/L

0.05

0.01

#17

0.01

#16

-

-

<0.

05 -

1

0<

0.05

ND

<0.

05N

D0.

025

10

Met

hoxy

chlo

rµg

/L0.

05 -

-

<

0.05

-

10

<0.

05N

D<

0.05

ND

0.02

50

0D

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For

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EPA Export 14-11-2016:15:23:52

Page 169: 14.0 WATER , HYDROLOGY & AQUEOUS EMISSIONS · 2016-11-14 · Water , Hydrology & Aqueous Emissions AWN & Environet AbbVie (Fournier Laboratories Ireland Ltd) EIS Chapter 14 , Page

Tab

le 1

SW

An

alyt

ical

Res

ult

sF

ou

rnie

r

Lo

cati

on

Dat

e12

/04/

2016

13/0

4/20

1612

/04/

2016

13/0

4/20

16F

ield

IDS

W-1

-1S

W-1

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W-2

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axim

um

Det

ect

SW

1S

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ts

Method Detection Limit

GAC_WTV_IE_EQS-Coast

GAC_WTV_IE_EQS-Fresh

Num

ber

of

Res

ults

Num

ber

of

Det

ects

Min

imum

C

once

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tion

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imum

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cent

ratio

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vera

ge

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cent

ratio

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edia

n C

once

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ber

of

Gui

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Num

ber

of G

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line

Exc

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(bla

nk):

No

asse

ssm

ent c

riter

ia a

vaila

ble

- :

Not

ana

lyse

dE

QS

: Env

ironm

enta

l Qua

lity

Sta

ndar

dK

eyX

XX

XX

XE

xcee

danc

e of

CW

/WE

Wat

er. A

quat

ic T

oxic

ity -

Irel

and

- E

xcee

danc

e of

CW

/WE

Wat

er. A

quat

ic T

oxic

ity -

6049

2516

[Site

_Nam

e]

AE

CO

M

Pag

e 4

of 4

For

insp

ectio

n pur

pose

s only

.

Conse

nt of

copy

right

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r req

uired

for a

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se.

EPA Export 14-11-2016:15:23:53

Page 170: 14.0 WATER , HYDROLOGY & AQUEOUS EMISSIONS · 2016-11-14 · Water , Hydrology & Aqueous Emissions AWN & Environet AbbVie (Fournier Laboratories Ireland Ltd) EIS Chapter 14 , Page

Tab

le 2

Pro

cess

Eff

ule

ntA

nal

ytic

al R

esu

lts

Fo

urn

ier

Lo

cati

on

Dat

e16

/03/

2016

31/0

3/20

1607

/04/

2016

12/0

4/20

1613

/04/

2016

Fie

ld ID

P1

P2

P3

P4

P5

Sam

ple

Tem

pera

ture

°C0.

134

15.8

-

-

-

14.9

22

14.9

14.9

15.8

15.8

15.3

50

0cB

OD

120

175

310

323

31

1B

OD

with

out N

itrifi

catio

nm

g/l

130

012

519

533

0<

421

55

4<

412

533

033

017

319

512

11

1A

nion

ic s

urfa

ctan

tsm

g/L

0.2

53.

12.

8<

0.2

-

-

32

<0.

22.

83.

13.

12

2.8

1.7

00

Chl

orot

halo

nil

µg/

L1.

5 -

<

1.5

-

-

-

10

<1.

5N

D<

1.5

ND

0.75

00

o,p'

'-Met

hoxy

chlo

g/L

0.03

<0.

1<

0.03

-

-

-

20

<0.

03N

D<

0.1

ND

0.03

250

0P

erm

ethr

in II

µg/

L0.

03<

0.1

<0.

03 -

-

-

2

0<

0.03

ND

<0.

1N

D0.

0325

00

Tec

naze

nem

g/L

0.00

003

<0.

0001

<0.

0000

3 -

-

-

2

0<

0.00

003

ND

<0.

0001

ND

0.00

0032

50

0E

trim

phos

mg/

L0.

0000

3<

0.00

01<

0.00

003

-

-

-

20

<0.

0000

3N

D<

0.00

01N

D0.

0000

325

00

Pro

peta

mph

osm

g/L

0.00

003

<0.

0001

<0.

0000

3 -

-

-

2

0<

0.00

003

ND

<0.

0001

ND

0.00

0032

50

0B

enaz

olin

µg/

L0.

1<

0.1

<0.

1 -

-

-

2

0<

0.1

ND

<0.

1N

D0.

050

02,

4-D

g/L

0.1

<0.

1<

0.1

-

-

-

20

<0.

1N

D<

0.1

ND

0.05

00

Dic

lofo

g/L

0.1

<0.

1<

0.1

-

-

-

20

<0.

1N

D<

0.1

ND

0.05

00

Fla

mpr

opµ

g/L

0.1

<0.

1<

0.1

-

-

-

20

<0.

1N

D<

0.1

ND

0.05

00

Fla

mpr

op-is

opro

pyl

µg/

L0.

1<

0.1

<0.

1 -

-

-

2

0<

0.1

ND

<0.

1N

D0.

050

02,

3,6-

TB

g/L

0.1

<0.

1<

0.1

-

-

-

20

<0.

1N

D<

0.1

ND

0.05

00

Fat

s O

ils a

nd G

reas

em

g/L

0.01

<0.

01<

0.01

<0.

01<

0.01

<0.

015

0<

0.01

ND

<0.

01N

D0.

005

0.00

50

00

Mon

uron

µg/

L0.

05<

0.05

<0.

05 -

-

-

2

0<

0.05

ND

<0.

05N

D0.

025

00

TP

H EP

H C

8-C

40µ

g/L

101,

000

30,5

9023

,070

3284

011

,650

21,2

605

511

650

1165

032

840

3284

023

882

2307

084

025

5B

TE

XB

enze

neµ

g/L

0.5

8#17

10#1

6<

0.5

<0.

5<

0.5

0.9

<0.

55

1<

0.5

0.9

0.9

0.9

0.38

0.25

0.29

00

Tol

uene

µg/

L5

<5

<5

<5

<5

<5

50

<5

ND

<5

ND

2.5

2.5

00

0E

thyl

benz

ene

µg/

L0.

510

#13

<0.

5<

0.5

<0.

5<

0.5

<0.

55

0<

0.5

ND

<0.

5N

D0.

250.

250

00

Xyl

ene

(m &

p)

µg/

L1

<1

<1

<1

<1

<1

50

<1

ND

<1

ND

0.5

0.5

00

0X

ylen

e (o

g/L

0.5

10#1

110

#12

<0.

5<

0.5

<0.

5<

0.5

<0.

55

0<

0.5

ND

<0.

5N

D0.

250.

250

00

Oxy

gen

ates

MT

BE

µg/

L0.

126

0#10

5,10

0#9<

0.1

<0.

1<

0.1

<0.

1<

0.1

50

<0.

1N

D<

0.1

ND

0.05

0.05

00

0C

hlo

rin

ated

Hyd

roca

rbo

ns

Chl

orom

etha

neµ

g/L

3<

3<

3<

3<

3<

35

0<

3N

D<

3N

D1.

51.

50

00

Vin

yl c

hlor

ide

µg/

L0.

1<

0.1

<0.

1<

0.1

<0.

1<

0.1

50

<0.

1N

D<

0.1

ND

0.05

0.05

00

0C

hlor

oeth

ane

µg/

L3

<3

<3

<3

<3

<3

50

<3

ND

<3

ND

1.5

1.5

00

01,

1-di

chlo

roet

hene

µg/

L3

<3

<3

<3

<3

<3

50

<3

ND

<3

ND

1.5

1.5

00

0D

ichl

orom

etha

neµ

g/L

320

#17

20#1

6<

3<

3<

3<

3<

35

0<

3N

D<

3N

D1.

51.

50

00

tran

s-1,

2-di

chlo

roet

hene

µg/

L3

<3

<3

<3

<3

<3

50

<3

ND

<3

ND

1.5

1.5

00

01,

1-di

chlo

roet

hane

µg/

L3

<3

<3

<3

<3

<3

50

<3

ND

<3

ND

1.5

1.5

00

0ci

s-1,

2-di

chlo

roet

hene

µg/

L3

<3

<3

<3

<3

<3

50

<3

ND

<3

ND

1.5

1.5

00

0C

hlor

ofor

g/L

22.

5#17

2.5#1

6<

2<

2<

22

<2

51

<2

22

21.

21

0.45

00

1,1,

1-tr

ichl

oroe

than

g/L

250

0#13

<2

<2

<2

<2

<2

50

<2

ND

<2

ND

11

00

0C

arbo

n te

trac

hlor

ide

µg/

L2

12#1

712

#16

<2

<2

<2

<2

<2

50

<2

ND

<2

ND

11

00

0T

richl

oroe

then

g/L

310

#17

10#1

6<

3<

3<

3<

3<

35

0<

3N

D<

3N

D1.

51.

50

00

1,1,

2-tr

ichl

oroe

than

g/L

230

0#840

0#7<

2<

2<

2<

2<

25

0<

2N

D<

2N

D1

10

00

Tet

rach

loro

ethe

neµ

g/L

310

#17

10#1

6<

3<

3<

3<

3<

35

0<

3N

D<

3N

D1.

51.

50

00

VO

C 2,2-

dich

loro

prop

ane

µg/

L1

<1

<1

<1

<1

<1

50

<1

ND

<1

ND

0.5

0.5

00

0B

rom

ochl

orom

etha

neµ

g/L

2<

2<

2<

2<

2<

25

0<

2N

D<

2N

D1

10

00

1,1-

dich

loro

prop

ene

µg/

L3

<3

<3

<3

<3

<3

50

<3

ND

<3

ND

1.5

1.5

00

01,

2-di

chlo

roet

hane

µg/

L2

10#1

710

#16

<2

<2

<2

<2

<2

50

<2

ND

<2

ND

11

00

01,

2-di

chlo

ropr

opan

g/L

2<

2<

2<

2<

2<

25

0<

2N

D<

2N

D1

10

00

Dib

rom

omet

hane

µg/

L3

<3

<3

<3

<3

<3

50

<3

ND

<3

ND

1.5

1.5

00

0B

rom

odic

hlor

omet

hane

µg/

L2

<2

<2

<2

<2

<2

50

<2

ND

<2

ND

11

00

0ci

s-1,

3-di

chlo

ropr

open

g/L

2<

2<

2<

2<

2<

25

0<

2N

D<

2N

D1

10

00

tran

s-1,

3-di

chlo

ropr

open

g/L

2<

2<

2<

2<

2<

25

0<

2N

D<

2N

D1

10

00

1,3-

dich

loro

prop

ane

µg/

L2

<2

<2

<2

<2

<2

50

<2

ND

<2

ND

11

00

0C

hlor

odib

rom

omet

hane

µg/

L2

<2

<2

<2

<2

<2

50

<2

ND

<2

ND

11

00

01,

1,1,

2-te

trac

hlor

oeth

ane

µg/

L2

<2

<2

<2

<2

<2

50

<2

ND

<2

ND

11

00

0S

tyre

neµ

g/L

2<

2<

2<

2<

2<

25

0<

2N

D<

2N

D1

10

00

Bro

mof

orm

µg/

L2

<2

<2

<2

<2

<2

50

<2

ND

<2

ND

11

00

0Is

opro

pylb

enze

neµ

g/L

3<

3<

3<

3<

3<

35

0<

3N

D<

3N

D1.

51.

50

00

1,1,

2,2-

tetr

achl

oroe

than

g/L

4<

4<

4<

4<

4<

45

0<

4N

D<

4N

D2

20

00

1,2,

3-tr

ichl

orop

ropa

neµ

g/L

3<

3<

3<

3<

3<

35

0<

3N

D<

3N

D1.

51.

50

00

n-pr

opyl

benz

ene

µg/

L3

<3

<3

<3

<3

<3

50

<3

ND

<3

ND

1.5

1.5

00

01,

3,5-

trim

ethy

lben

zene

µg/

L3

<3

<3

<3

<3

<3

50

<3

ND

<3

ND

1.5

1.5

00

0te

rt-b

utyl

benz

ene

µg/

L3

<3

<3

<3

<3

<3

50

<3

ND

<3

ND

1.5

1.5

00

01,

2,4-

trim

ethy

lben

zene

µg/

L3

<3

<3

<3

<3

<3

50

<3

ND

<3

ND

1.5

1.5

00

0se

c-bu

tylb

enze

neµ

g/L

3<

3<

3<

3<

3<

35

0<

3N

D<

3N

D1.

51.

50

00

p-is

opro

pylto

luen

g/L

3<

3<

3<

3<

3<

35

0<

3N

D<

3N

D1.

51.

50

00

n-bu

tylb

enze

neµ

g/L

3<

3<

3<

3<

3<

35

0<

3N

D<

3N

D1.

51.

50

00

1,2-

dibr

omo-

3-ch

loro

prop

ane

µg/

L2

<2

<2

<2

<2

<2

50

<2

ND

<2

ND

11

00

0H

exac

hlor

obut

adie

neµ

g/L

10.

6#15

0.6#1

4<

1<

1<

3<

3<

35

0<

1N

D<

3N

D1.

11.

50.

555

0

Med

ian

Con

cent

ratio

nS

tand

ard

Dev

iatio

n

Num

ber

of

Gui

delin

e an

d D

isch

arge

Li

mit

Exc

eeda

nces

P

Uni

ts

Method Detection Limit

GAC_WTV_IE_EQS-Coast

GAC_WTV_IE_EQS-Fresh

Num

ber

of

Res

ults

Discharge Licence Limits

Num

ber

of G

uide

line

Exc

eeda

nces

and

D

isch

arge

Lim

it(D

etec

ts O

nly)

Num

ber

of

Det

ects

Min

imum

C

once

ntra

tion

Min

imum

D

etec

tM

axim

um

Con

cent

ratio

nM

axim

um

Det

ect

Ave

rage

C

once

ntra

tion

6049

2516

[Site

_Nam

e]

AE

CO

M

Pag

e 1

of 4

For

insp

ectio

n pur

pose

s only

.

Conse

nt of

copy

right

owne

r req

uired

for a

ny ot

her u

se.

EPA Export 14-11-2016:15:23:53

Page 171: 14.0 WATER , HYDROLOGY & AQUEOUS EMISSIONS · 2016-11-14 · Water , Hydrology & Aqueous Emissions AWN & Environet AbbVie (Fournier Laboratories Ireland Ltd) EIS Chapter 14 , Page

Tab

le 2

Pro

cess

Eff

ule

ntA

nal

ytic

al R

esu

lts

Fo

urn

ier

Lo

cati

on

Dat

e16

/03/

2016

31/0

3/20

1607

/04/

2016

12/0

4/20

1613

/04/

2016

Fie

ld ID

P1

P2

P3

P4

P5

Med

ian

Con

cent

ratio

nS

tand

ard

Dev

iatio

n

Num

ber

of

Gui

delin

e an

d D

isch

arge

Li

mit

Exc

eeda

nces

P

Uni

ts

Method Detection Limit

GAC_WTV_IE_EQS-Coast

GAC_WTV_IE_EQS-Fresh

Num

ber

of

Res

ults

Discharge Licence Limits

Num

ber

of G

uide

line

Exc

eeda

nces

and

D

isch

arge

Lim

it(D

etec

ts O

nly)

Num

ber

of

Det

ects

Min

imum

C

once

ntra

tion

Min

imum

D

etec

tM

axim

um

Con

cent

ratio

nM

axim

um

Det

ect

Ave

rage

C

once

ntra

tion

PA

H Nap

htha

lene

µg/

L1

2#17

2#16

<1

<1

<2

<2

<2

50

<1

ND

<2

ND

0.8

10.

270

0A

cena

phth

ylen

g/L

0.5

<0.

5<

0.5

-

-

-

20

<0.

5N

D<

0.5

ND

0.25

00

Ace

naph

then

g/L

1<

1<

1 -

-

-

2

0<

1N

D<

1N

D0.

50

0F

luor

ene

µg/

L0.

5<

0.5

<0.

5 -

-

-

2

0<

0.5

ND

<0.

5N

D0.

250

0P

hena

nthr

ene

µg/

L0.

5<

0.5

<0.

5 -

-

-

2

0<

0.5

ND

<0.

5N

D0.

250

0A

nthr

acen

g/L

0.5

0.1#1

70.

1#16

<0.

5<

0.5

-

-

-

20

<0.

5N

D<

0.5

ND

0.25

20

Flu

oran

then

g/L

0.5

0.00

63#1

70.

0063

#16

<0.

5<

0.5

-

-

-

20

<0.

5N

D<

0.5

ND

0.25

20

Pyr

ene

µg/

L0.

5<

0.5

<0.

5 -

-

-

2

0<

0.5

ND

<0.

5N

D0.

250

0B

enz(

a)an

thra

cene

µg/

L0.

5<

0.5

<0.

5 -

-

-

2

0<

0.5

ND

<0.

5N

D0.

250

0C

hrys

ene

µg/

L0.

5<

0.5

<0.

5 -

-

-

2

0<

0.5

ND

<0.

5N

D0.

250

0B

enzo

(a)

pyre

neµ

g/L

10.

0001

7#17

0.00

017#1

6<

1<

1 -

-

-

2

0<

1N

D<

1N

D0.

52

0In

deno

(1,2

,3-c

,d)p

yren

g/L

10.

002#1

70.

002#1

6<

1<

1 -

-

-

2

0<

1N

D<

1N

D0.

52

0D

iben

z(a,

h)an

thra

cene

µg/

L0.

5<

0.5

<0.

5 -

-

-

2

0<

0.5

ND

<0.

5N

D0.

250

0B

enzo

(g,h

,i)pe

ryle

neµ

g/L

0.5

0.00

2#17

0.00

2#16

<0.

5<

0.5

-

-

-

20

<0.

5N

D<

0.5

ND

0.25

20

Ben

zo(b

)&(k

)flu

oran

then

g/L

10.

03#1

10.

03#1

2<

1<

1 -

-

-

2

0<

1N

D<

1N

D0.

52

0S

VO

C2-

met

hyln

apht

hale

neµ

g/L

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6049

2516

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_Nam

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AE

CO

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Pag

e 2

of 4

For

insp

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Conse

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se.

EPA Export 14-11-2016:15:23:53

Page 172: 14.0 WATER , HYDROLOGY & AQUEOUS EMISSIONS · 2016-11-14 · Water , Hydrology & Aqueous Emissions AWN & Environet AbbVie (Fournier Laboratories Ireland Ltd) EIS Chapter 14 , Page

Tab

le 2

Pro

cess

Eff

ule

ntA

nal

ytic

al R

esu

lts

Fo

urn

ier

Lo

cati

on

Dat

e16

/03/

2016

31/0

3/20

1607

/04/

2016

12/0

4/20

1613

/04/

2016

Fie

ld ID

P1

P2

P3

P4

P5

Med

ian

Con

cent

ratio

nS

tand

ard

Dev

iatio

n

Num

ber

of

Gui

delin

e an

d D

isch

arge

Li

mit

Exc

eeda

nces

P

Uni

ts

Method Detection Limit

GAC_WTV_IE_EQS-Coast

GAC_WTV_IE_EQS-Fresh

Num

ber

of

Res

ults

Discharge Licence Limits

Num

ber

of G

uide

line

Exc

eeda

nces

and

D

isch

arge

Lim

it(D

etec

ts O

nly)

Num

ber

of

Det

ects

Min

imum

C

once

ntra

tion

Min

imum

D

etec

tM

axim

um

Con

cent

ratio

nM

axim

um

Det

ect

Ave

rage

C

once

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ND

<1

ND

0.5

00

Hal

og

enat

ed B

enze

nes

Chl

orob

enze

neµ

g/L

225

#11

1.5#1

2<

2<

2<

2<

2<

25

0<

2N

D<

2N

D1

10

50

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mob

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g/L

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2<

2<

2<

2<

25

0<

2N

D<

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D1

10

00

2-ch

loro

tolu

ene

µg/

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<3

<3

<3

50

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ND

1.5

1.5

00

04-

chlo

roto

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g/L

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35

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3N

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51.

50

00

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dich

loro

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ene

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50

<1

ND

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ND

1.1

1.5

0.55

00

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loro

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ene

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50

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50

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251

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alo

gen

ated

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ns

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50

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ND

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ND

11

00

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rom

omet

hane

µg/

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<1

50

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[Site

_Nam

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CO

M

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of 4

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Tab

le 2

Pro

cess

Eff

ule

ntA

nal

ytic

al R

esu

lts

Fo

urn

ier

Lo

cati

on

Dat

e16

/03/

2016

31/0

3/20

1607

/04/

2016

12/0

4/20

1613

/04/

2016

Fie

ld ID

P1

P2

P3

P4

P5

Med

ian

Con

cent

ratio

nS

tand

ard

Dev

iatio

n

Num

ber

of

Gui

delin

e an

d D

isch

arge

Li

mit

Exc

eeda

nces

P

Uni

ts

Method Detection Limit

GAC_WTV_IE_EQS-Coast

GAC_WTV_IE_EQS-Fresh

Num

ber

of

Res

ults

Discharge Licence Limits

Num

ber

of G

uide

line

Exc

eeda

nces

and

D

isch

arge

Lim

it(D

etec

ts O

nly)

Num

ber

of

Det

ects

Min

imum

C

once

ntra

tion

Min

imum

D

etec

tM

axim

um

Con

cent

ratio

nM

axim

um

Det

ect

Ave

rage

C

once

ntra

tion

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thal

ates

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(2-e

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hexy

l) ph

thal

ate

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3#16

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-

20

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yl b

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teµ

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etal

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60492516 FOURNIER WASTEWATER SURFACEWATER SAMPLING 09.05.2016.DOCX May 2016

APPENDIX B1 – Jones Laboratory Analysis Reports

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Unit 3 Deeside Point

Zone 3

Deeside Industrial Park

Deeside

AECOM

Attention :

Date :

Your reference :

Our reference :

Location :

Date samples received :

Status :

Issue :

One sample were received for analysis on 17th March, 2016 of which one were scheduled for analysis. Please find attached our Test Report which should be read with notes at the end of the report and should include all sections if reproduced. Interpretations and opinions are outside the scope of any accreditation, and all results relate only to samples supplied. All analysis is carried out on as received samples and reported on a dry weight basis unless stated otherwise. Results are not surrogate corrected.

Paul Lee-Boden BSc

Project Manager

29th March, 2016

opp-462483

17th March, 2016

Final report

Compiled By:

Test Report 16/6421 Batch 1

1

Jones Environmental Laboratory

CH5 2UA

Tel: +44 (0) 1244 833780

Fax: +44 (0) 1244 833781

Danny Ward

4th Floor Adelphi PlazaAdelphi CentreGeorges Street UpperDun Laoghaire, Co DublinIreland

Registered Address : Unit 3 Deeside Point, Zone 3, Deeside Industrial Park, Deeside, CH5 2UA. UK

QF-PM 3.1.1 v16Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 1 of 14

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Client Name: Report : LiquidReference:Location:Contact: Liquids/products: V=40ml vial, G=glass bottle, P=plastic bottle

JE Job No.: 16/6421 H=H2SO4, Z=ZnAc, N=NaOH, HN=HN03

J E Sample No. 1-14

Sample ID P1

Depth

COC No / misc

Containers V H HN N P G

Sample Date 16/03/2016

Sample Type Effluent

Batch Number 1

Date of Receipt 17/03/2016

Dissolved Arsenic <2.5 <2.5 ug/l TM30/PM14

Dissolved Barium 22 <3 ug/l TM30/PM14

Dissolved Boron 131 <12 ug/l TM30/PM14

Dissolved Cadmium <0.5 <0.5 ug/l TM30/PM14

Total Dissolved Chromium <1.5 <1.5 ug/l TM30/PM14

Dissolved Copper 8 <7 ug/l TM30/PM14

Total Dissolved Iron 71 <20 ug/l TM30/PM14

Dissolved Lead <5 <5 ug/l TM30/PM14

Dissolved Mercury <1 <1 ug/l TM30/PM14

Dissolved Nickel <2 <2 ug/l TM30/PM14

Dissolved Selenium <3 <3 ug/l TM30/PM14

Dissolved Vanadium 8.7 <1.5 ug/l TM30/PM14

Dissolved Zinc 14 <3 ug/l TM30/PM14

Total Cadmium <0.5 <0.5 ug/l TM30/PM14

Total Mercury <1 <1 ug/l TM30/PM14

Total Phosphorus 906 <5 ug/l TM30/PM14

Total Zinc 14 <3 ug/l TM30/PM14

Permethrin <10 <10 ug/l TM16/PM30

Danny Ward

Please see attached notes for all abbreviations and acronyms

LOD/LOR UnitsMethod

No.

Jones Environmental Laboratory

AECOMopp-462483

QF-PM 3.1.2 v11Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 2 of 14

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Client Name: Report : LiquidReference:Location:Contact: Liquids/products: V=40ml vial, G=glass bottle, P=plastic bottle

JE Job No.: 16/6421 H=H2SO4, Z=ZnAc, N=NaOH, HN=HN03

J E Sample No. 1-14

Sample ID P1

Depth

COC No / misc

Containers V H HN N P G

Sample Date 16/03/2016

Sample Type Effluent

Batch Number 1

Date of Receipt 17/03/2016

Pesticides MS

Organochlorine Pesticides

Aldrin <0.10AB <0.01 ug/l TM149/PM30

Alpha-HCH (BHC) <0.10AB <0.01 ug/l TM149/PM30

Beta-HCH (BHC) <0.10AB <0.01 ug/l TM149/PM30

Chlorothalonil NDPAB <0.01 ug/l TM149/PM30

cis-Chlordane <0.10AB <0.01 ug/l TM149/PM30

Delta-HCH (BHC) <0.10AB <0.01 ug/l TM149/PM30

Dieldrin <0.10AB <0.01 ug/l TM149/PM30

Endosulphan I <0.10AB <0.01 ug/l TM149/PM30

Endosulphan II <0.10AB <0.01 ug/l TM149/PM30

Endosulphan sulphate <0.10AB <0.01 ug/l TM149/PM30

Endrin <0.10AB <0.01 ug/l TM149/PM30

Gamma-HCH (BHC) <0.10AB <0.01 ug/l TM149/PM30

Heptachlor <0.10AB <0.01 ug/l TM149/PM30

Heptachlor Epoxide <0.10AB <0.01 ug/l TM149/PM30

Hexachlorobenzene <0.10AB <0.01 ug/l TM149/PM30

Isodrin <0.10AB <0.01 ug/l TM149/PM30

o,p'-DDE <0.10AB <0.01 ug/l TM149/PM30

o,p'-DDT <0.10AB <0.01 ug/l TM149/PM30

o,p'-Methoxychlor <0.10AB <0.01 ug/l TM149/PM30

o,p'-TDE <0.10AB <0.01 ug/l TM149/PM30

p,p'-DDE <0.10AB <0.01 ug/l TM149/PM30

p,p'-DDT <0.10AB <0.01 ug/l TM149/PM30

p,p'-Methoxychlor <0.10AB <0.01 ug/l TM149/PM30

p,p'-TDE <0.10AB <0.01 ug/l TM149/PM30

Pendimethalin <0.10AB <0.01 ug/l TM149/PM30

Permethrin I <0.10AB <0.01 ug/l TM149/PM30

Permethrin II <0.10AB <0.01 ug/l TM149/PM30

Quintozene (PCNB) <0.10AB <0.01 ug/l TM149/PM30

Tecnazene <0.10AB <0.01 ug/l TM149/PM30

Telodrin <0.10AB <0.01 ug/l TM149/PM30

trans-Chlordane <0.10AB <0.01 ug/l TM149/PM30

Triadimefon <0.10AB <0.01 ug/l TM149/PM30

Triallate <0.10AB <0.01 ug/l TM149/PM30

Trifluralin <0.10AB <0.01 ug/l TM149/PM30

LOD/LOR UnitsMethod

No.

Jones Environmental Laboratory

AECOMopp-462483

Danny Ward

Please see attached notes for all abbreviations and acronyms

QF-PM 3.1.2 v11Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 3 of 14

For

insp

ectio

n pur

pose

s only

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copy

right

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r req

uired

for a

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se.

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Client Name: Report : LiquidReference:Location:Contact: Liquids/products: V=40ml vial, G=glass bottle, P=plastic bottle

JE Job No.: 16/6421 H=H2SO4, Z=ZnAc, N=NaOH, HN=HN03

J E Sample No. 1-14

Sample ID P1

Depth

COC No / misc

Containers V H HN N P G

Sample Date 16/03/2016

Sample Type Effluent

Batch Number 1

Date of Receipt 17/03/2016

Pesticides MS

Organophosphorus Pesticides

Azinphos ethyl <0.10AB <0.01 ug/l TM149/PM30

Azinphos methyl <0.10AB <0.01 ug/l TM149/PM30

Carbophenothion <0.10AB <0.01 ug/l TM149/PM30

Chlorfenvinphos <0.10AB <0.01 ug/l TM149/PM30

Chlorpyrifos <0.10AB <0.01 ug/l TM149/PM30

Chlorpyrifos-methyl <0.10AB <0.01 ug/l TM149/PM30

Diazinon <0.10AB <0.01 ug/l TM149/PM30

Dichlorvos <0.10AB <0.01 ug/l TM149/PM30

Disulfoton <0.10AB <0.01 ug/l TM149/PM30

Dimethoate <0.10AB <0.01 ug/l TM149/PM30

Ethion <0.10AB <0.01 ug/l TM149/PM30

Ethyl Parathion (Parathion) <0.10AB <0.01 ug/l TM149/PM30

Etrimphos <0.10AB <0.01 ug/l TM149/PM30

Fenitrothion <0.10AB <0.01 ug/l TM149/PM30

Fenthion <0.10AB <0.01 ug/l TM149/PM30

Malathion <0.10AB <0.01 ug/l TM149/PM30

Methyl Parathion <0.10AB <0.01 ug/l TM149/PM30

Mevinphos <0.10AB <0.01 ug/l TM149/PM30

Phosalone <0.10AB <0.01 ug/l TM149/PM30

Pirimiphos Methyl <0.10AB <0.01 ug/l TM149/PM30

Propetamphos <0.10AB <0.01 ug/l TM149/PM30

Triazophos <0.10AB <0.01 ug/l TM149/PM30

Benazolin <0.1 <0.1 ug/l TM42/PM30

Bentazone <0.1 <0.1 ug/l TM42/PM30

Bromoxynil <0.1 <0.1 ug/l TM42/PM30

Clopyralid <0.1 <0.1 ug/l TM42/PM30

4 - CPA <0.1 <0.1 ug/l TM42/PM30

2,4 - D <0.1 <0.1 ug/l TM42/PM30

2,4 - DB <0.1 <0.1 ug/l TM42/PM30

Dicamba <0.1 <0.1 ug/l TM42/PM30

Dichloroprop <0.1 <0.1 ug/l TM42/PM30

Diclofop <0.1 <0.1 ug/l TM42/PM30

Fenoprop <0.1 <0.1 ug/l TM42/PM30

Flamprop <0.1 <0.1 ug/l TM42/PM30

Flamprop – isopropyl <0.1 <0.1 ug/l TM42/PM30

Ioxynil <0.1 <0.1 ug/l TM42/PM30

MCPA <0.1 <0.1 ug/l TM42/PM30

MCPB <0.1 <0.1 ug/l TM42/PM30

Mecoprop <0.1 <0.1 ug/l TM42/PM30

Picloram <0.1 <0.1 ug/l TM42/PM30

Pentachlorophenol <0.1 <0.1 ug/l TM42/PM30

Danny Ward

Please see attached notes for all abbreviations and acronyms

LOD/LOR UnitsMethod

No.

Jones Environmental Laboratory

AECOMopp-462483

QF-PM 3.1.2 v11Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 4 of 14

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Client Name: Report : LiquidReference:Location:Contact: Liquids/products: V=40ml vial, G=glass bottle, P=plastic bottle

JE Job No.: 16/6421 H=H2SO4, Z=ZnAc, N=NaOH, HN=HN03

J E Sample No. 1-14

Sample ID P1

Depth

COC No / misc

Containers V H HN N P G

Sample Date 16/03/2016

Sample Type Effluent

Batch Number 1

Date of Receipt 17/03/2016

2,4,5 - T <0.1 <0.1 ug/l TM42/PM30

2,3,6 - TBA <0.1 <0.1 ug/l TM42/PM30

Triclopyr <0.1 <0.1 ug/l TM42/PM30

Atrazine <0.10AB <0.01 ug/l TM149/PM30

Simazine <0.10AB <0.01 ug/l TM149/PM30

EPH (C8-C40) 30590 <10 ug/l TM5/PM30

Fats Oils and Grease <10 <10 ug/l TM5/PM30

Total Phenols HPLC <0.1 <0.1 mg/l TM26/PM0

Fluoride <0.3 <0.3 mg/l TM27/PM0

Sulphate 35.80 <0.05 mg/l TM38/PM0

Nitrate as NO3 0.4 <0.2 mg/l TM38/PM0

Nitrite as NO2 <0.02 <0.02 mg/l TM38/PM0

Ortho Phosphate as P <0.03 <0.03 mg/l TM38/PM0

Total Cyanide <0.01 <0.01 mg/l TM89/PM0

Ammoniacal Nitrogen as NH3 0.07 <0.03 mg/l TM38/PM0

Dibutyltin <0.1 <0.1 ug/l TM94/PM48

Tributyltin <0.1 <0.1 ug/l TM94/PM48

Triphenyltin <0.1 <0.1 ug/l TM94/PM48

Monuron <0.05 <0.05 ug/l TM97/PM55

Diuron <0.05 <0.05 ug/l TM97/PM55

Linuron <0.05 <0.05 ug/l TM97/PM55

Anionic Surfactants 3.1AA <0.2 mg/l TM33/PM0

BOD (Settled) 56 <1 mg/l TM58/PM0

COD (Settled) 427 <7 mg/l TM57/PM0

Electrical Conductivity @25C 1538 <2 uS/cm TM76/PM0

pH 6.94 <0.01 pH units TM73/PM0

Total Nitrogen 4.6 <0.5 mg/l TM38/TM125/PM0

Total Suspended Solids 113 <10 mg/l TM37/PM0

LOD/LOR UnitsMethod

No.

Jones Environmental Laboratory

AECOMopp-462483

Danny Ward

Please see attached notes for all abbreviations and acronyms

QF-PM 3.1.2 v11Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 5 of 14

For

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ectio

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s only

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uired

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Client Name: Report : MiscReference:Location: Solids: V=60g VOC jar, J=250g glass jar, T=plastic tub

Contact:JE Job No.: 16/6421

J E Sample No. 1-14

Sample ID P1

Depth

COC No / misc

Containers V H HN N P G

Sample Date 16/03/2016

Sample Type Effluent

Batch Number 1

Date of Receipt 17/03/2016

Sample Temperature 8.0 <0.1 Degrees C NONE/NONE

Danny Ward

Please see attached notes for all abbreviations and acronyms

LOD/LOR UnitsMethod

No.

Jones Environmental Laboratory

AECOMopp-462483

QF-PM 3.1.2 v11Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 6 of 14

For

insp

ectio

n pur

pose

s only

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uired

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se.

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Client Name: SVOC Report : LiquidReference:Location:Contact:JE Job No.: 16/6421

J E Sample No. 1-14

Sample ID P1

Depth

COC No / misc

Containers V H HN N P G

Sample Date 16/03/2016

Sample Type Effluent

Batch Number 1

Date of Receipt 17/03/2016

SVOC MS

Phenols

2-Chlorophenol <1 <1 ug/l TM16/PM30

2-Methylphenol <0.5 <0.5 ug/l TM16/PM30

2-Nitrophenol <0.5 <0.5 ug/l TM16/PM30

2,4-Dichlorophenol <0.5 <0.5 ug/l TM16/PM30

2,4-Dimethylphenol <1 <1 ug/l TM16/PM30

2,4,5-Trichlorophenol <0.5 <0.5 ug/l TM16/PM30

2,4,6-Trichlorophenol <1 <1 ug/l TM16/PM30

4-Chloro-3-methylphenol <0.5 <0.5 ug/l TM16/PM30

4-Methylphenol 1 <1 ug/l TM16/PM30

4-Nitrophenol <10 <10 ug/l TM16/PM30

Pentachlorophenol <1 <1 ug/l TM16/PM30

Phenol 1 <1 ug/l TM16/PM30

PAHs

2-Chloronaphthalene <1 <1 ug/l TM16/PM30

2-Methylnaphthalene <1 <1 ug/l TM16/PM30

Naphthalene <1 <1 ug/l TM16/PM30

Acenaphthylene <0.5 <0.5 ug/l TM16/PM30

Acenaphthene <1 <1 ug/l TM16/PM30

Fluorene <0.5 <0.5 ug/l TM16/PM30

Phenanthrene <0.5 <0.5 ug/l TM16/PM30

Anthracene <0.5 <0.5 ug/l TM16/PM30

Fluoranthene <0.5 <0.5 ug/l TM16/PM30

Pyrene <0.5 <0.5 ug/l TM16/PM30

Benzo(a)anthracene <0.5 <0.5 ug/l TM16/PM30

Chrysene <0.5 <0.5 ug/l TM16/PM30

Benzo(bk)fluoranthene <1 <1 ug/l TM16/PM30

Benzo(a)pyrene <1 <1 ug/l TM16/PM30

Indeno(123cd)pyrene <1 <1 ug/l TM16/PM30

Dibenzo(ah)anthracene <0.5 <0.5 ug/l TM16/PM30

Benzo(ghi)perylene <0.5 <0.5 ug/l TM16/PM30

Phthalates

Bis(2-ethylhexyl) phthalate <5 <5 ug/l TM16/PM30

Butylbenzyl phthalate <1 <1 ug/l TM16/PM30

Di-n-butyl phthalate <1.5 <1.5 ug/l TM16/PM30

Di-n-Octyl phthalate <1 <1 ug/l TM16/PM30

Diethyl phthalate <1 <1 ug/l TM16/PM30

Dimethyl phthalate <1 <1 ug/l TM16/PM30

Danny Ward

Please see attached notes for all abbreviations and acronyms

LOD/LOR UnitsMethod

No.

Jones Environmental Laboratory

AECOMopp-462483

QF-PM 3.1.3 v11Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 7 of 14

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Client Name: SVOC Report : LiquidReference:Location:Contact:JE Job No.: 16/6421

J E Sample No. 1-14

Sample ID P1

Depth

COC No / misc

Containers V H HN N P G

Sample Date 16/03/2016

Sample Type Effluent

Batch Number 1

Date of Receipt 17/03/2016

SVOC MS

Other SVOCs

1,2-Dichlorobenzene <1 <1 ug/l TM16/PM30

1,2,4-Trichlorobenzene <1 <1 ug/l TM16/PM30

1,3-Dichlorobenzene <1 <1 ug/l TM16/PM30

1,4-Dichlorobenzene <1 <1 ug/l TM16/PM30

2-Nitroaniline <1 <1 ug/l TM16/PM30

2,4-Dinitrotoluene <0.5 <0.5 ug/l TM16/PM30

2,6-Dinitrotoluene <1 <1 ug/l TM16/PM30

3-Nitroaniline <1 <1 ug/l TM16/PM30

4-Bromophenylphenylether <1 <1 ug/l TM16/PM30

4-Chloroaniline <1 <1 ug/l TM16/PM30

4-Chlorophenylphenylether <1 <1 ug/l TM16/PM30

4-Nitroaniline <0.5 <0.5 ug/l TM16/PM30

Azobenzene <0.5 <0.5 ug/l TM16/PM30

Bis(2-chloroethoxy)methane <0.5 <0.5 ug/l TM16/PM30

Bis(2-chloroethyl)ether <1 <1 ug/l TM16/PM30

Carbazole <0.5 <0.5 ug/l TM16/PM30

Dibenzofuran <0.5 <0.5 ug/l TM16/PM30

Hexachlorobenzene <1 <1 ug/l TM16/PM30

Hexachlorobutadiene <1 <1 ug/l TM16/PM30

Hexachlorocyclopentadiene <1 <1 ug/l TM16/PM30

Hexachloroethane <1 <1 ug/l TM16/PM30

Isophorone <0.5 <0.5 ug/l TM16/PM30

N-nitrosodi-n-propylamine <0.5 <0.5 ug/l TM16/PM30

Nitrobenzene <1 <1 ug/l TM16/PM30

LOD/LOR UnitsMethod

No.

Jones Environmental Laboratory

AECOMopp-462483

Danny Ward

Please see attached notes for all abbreviations and acronyms

QF-PM 3.1.3 v11Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 8 of 14

For

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Client Name: VOC Report : LiquidReference:Location:Contact:JE Job No.: 16/6421

J E Sample No. 1-14

Sample ID P1

Depth

COC No / misc

Containers V H HN N P G

Sample Date 16/03/2016

Sample Type Effluent

Batch Number 1

Date of Receipt 17/03/2016

VOC MS

Dichlorodifluoromethane <2 <2 ug/l TM15/PM10

Methyl Tertiary Butyl Ether <0.1 <0.1 ug/l TM15/PM10

Chloromethane <3 <3 ug/l TM15/PM10

Vinyl Chloride <0.1 <0.1 ug/l TM15/PM10

Bromomethane <1 <1 ug/l TM15/PM10

Chloroethane <3 <3 ug/l TM15/PM10

Trichlorofluoromethane <3 <3 ug/l TM15/PM10

1,1-Dichloroethene (1,1 DCE) <3 <3 ug/l TM15/PM10

Dichloromethane (DCM) <3 <3 ug/l TM15/PM10

trans-1-2-Dichloroethene <3 <3 ug/l TM15/PM10

1,1-Dichloroethane <3 <3 ug/l TM15/PM10

cis-1-2-Dichloroethene <3 <3 ug/l TM15/PM10

2,2-Dichloropropane <1 <1 ug/l TM15/PM10

Bromochloromethane <2 <2 ug/l TM15/PM10

Chloroform <2 <2 ug/l TM15/PM10

1,1,1-Trichloroethane <2 <2 ug/l TM15/PM10

1,1-Dichloropropene <3 <3 ug/l TM15/PM10

Carbon tetrachloride <2 <2 ug/l TM15/PM10

1,2-Dichloroethane <2 <2 ug/l TM15/PM10

Benzene <0.5 <0.5 ug/l TM15/PM10

Trichloroethene (TCE) <3 <3 ug/l TM15/PM10

1,2-Dichloropropane <2 <2 ug/l TM15/PM10

Dibromomethane <3 <3 ug/l TM15/PM10

Bromodichloromethane <2 <2 ug/l TM15/PM10

cis-1-3-Dichloropropene <2 <2 ug/l TM15/PM10

Toluene <5 <5 ug/l TM15/PM10

trans-1-3-Dichloropropene <2 <2 ug/l TM15/PM10

1,1,2-Trichloroethane <2 <2 ug/l TM15/PM10

Tetrachloroethene (PCE) <3 <3 ug/l TM15/PM10

1,3-Dichloropropane <2 <2 ug/l TM15/PM10

Dibromochloromethane <2 <2 ug/l TM15/PM10

1,2-Dibromoethane <2 <2 ug/l TM15/PM10

Chlorobenzene <2 <2 ug/l TM15/PM10

1,1,1,2-Tetrachloroethane <2 <2 ug/l TM15/PM10

Ethylbenzene <0.5 <0.5 ug/l TM15/PM10

p/m-Xylene <1 <1 ug/l TM15/PM10

o-Xylene <0.5 <0.5 ug/l TM15/PM10

Styrene <2 <2 ug/l TM15/PM10

Bromoform <2 <2 ug/l TM15/PM10

Isopropylbenzene <3 <3 ug/l TM15/PM10

1,1,2,2-Tetrachloroethane <4 <4 ug/l TM15/PM10

Bromobenzene <2 <2 ug/l TM15/PM10

1,2,3-Trichloropropane <3 <3 ug/l TM15/PM10

Propylbenzene <3 <3 ug/l TM15/PM10

2-Chlorotoluene <3 <3 ug/l TM15/PM10

1,3,5-Trimethylbenzene <3 <3 ug/l TM15/PM10

4-Chlorotoluene <3 <3 ug/l TM15/PM10

tert-Butylbenzene <3 <3 ug/l TM15/PM10

1,2,4-Trimethylbenzene <3 <3 ug/l TM15/PM10

sec-Butylbenzene <3 <3 ug/l TM15/PM10

4-Isopropyltoluene <3 <3 ug/l TM15/PM10

1,3-Dichlorobenzene <3 <3 ug/l TM15/PM10

1,4-Dichlorobenzene <3 <3 ug/l TM15/PM10

n-Butylbenzene <3 <3 ug/l TM15/PM10

1,2-Dichlorobenzene <3 <3 ug/l TM15/PM10

1,2-Dibromo-3-chloropropane <2 <2 ug/l TM15/PM10

1,2,4-Trichlorobenzene <3 <3 ug/l TM15/PM10

Hexachlorobutadiene <3 <3 ug/l TM15/PM10

Naphthalene <2 <2 ug/l TM15/PM10

1,2,3-Trichlorobenzene <3 <3 ug/l TM15/PM10

Surrogate Recovery Toluene D8 96 <0 % TM15/PM10

Surrogate Recovery 4-Bromofluorobenzene 100 <0 % TM15/PM10

Danny Ward

Please see attached notes for all abbreviations and acronyms

LOD/LOR UnitsMethod

No.

Jones Environmental Laboratory

AECOMopp-462483

QF-PM 3.1.4 v11Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 9 of 14

For

insp

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s only

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copy

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uired

for a

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NDP Reason Report

Matrix : Liquid

J E Job No.

Batch Depth J E Sample

No.NDP Reason

16/6421 1 1-14 Calibration is not suitable

Contact: Danny Ward

Sample ID

P1

Client Name: AECOM

Reference: opp-462483

Location:

Jones Environmental Laboratory

QF-PM 3.1.7 v10 Please include all sections of this report if it is reproduced 10 of 14

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JE Job No.:

SOILS

DEVIATING SAMPLES

SURROGATES

DILUTIONS

NOTE

It is assumed that you have taken representative samples on site and require analysis on a representative subsample. Stones will generally beincluded unless we are requested to remove them.

ISO17025 (UKAS) accreditation applies to surface water and groundwater and one other matrix which is analysis specific, any other liquids areoutside our scope of accreditation.

As surface waters require different sample preparation to groundwaters the laboratory must be informed of the water type when submitting samples.

Where appropriate please make sure that our detection limits are suitable for your needs, if they are not, please notify us immediately.

Surrogate compounds are added during the preparation process to monitor recovery of analytes. However low recovery in soils is often due to peat,clay or other organic rich matrices. For waters this can be due to oxidants, surfactants, organic rich sediments or remediation fluids. Acceptablelimits for most organic methods are 70 - 130% and for VOCs are 50 - 150%. When surrogate recoveries are outside the performance criteria butthe associated AQC passes this is assumed to be due to matrix effect. Results are not surrogate corrected.

A dilution suffix indicates a dilution has been performed and the reported result takes this into account. No further calculation is required.

If you have not already done so, please send us a purchase order if this is required by your company.

NOTES TO ACCOMPANY ALL SCHEDULES AND REPORTS

Please note we are only MCERTS accredited (UK soils only) for sand, loam and clay and any other matrix is outside our scope of accreditation.

Where Mineral Oil or Fats, Oils and Grease is quoted, this refers to Total Aliphatics C10-C40.

16/6421

WATERS

Data is only reported if the laboratory is confident that the data is a true reflection of the samples analysed. Data is only reported as accredited whenall the requirements of our Quality System have been met. In certain circumstances where all the requirements of the Quality System have not beenmet, for instance if the associated AQC has failed, the reason is fully investigated and documented. The sample data is then evaluated alongsidethe other quality control checks performed during analysis to determine its suitability. Following this evaluation, provided the sample results have not been effected, the data is reported but accreditation is removed. It is a UKAS requirement for data not reported as accredited to be consideredindicative only, but this does not mean the data is not valid. Where possible, and if requested, samples will be re-extracted and a revised report issued with accredited results. Please do not hesitate to contactthe laboratory if further details are required of the circumstances which have led to the removal of accreditation.

Where an MCERTS report has been requested, you will be notified within 48 hours of any samples that have been identified as being outside ourMCERTS scope. As validation has been performed on clay, sand and loam, only samples that are predominantly these matrices, or combinationsof them will be within our MCERTS scope. If samples are not one of a combination of the above matrices they will not be marked as MCERTSaccredited.

Negative Neutralization Potential (NP) values are obtained when the volume of NaOH (0.1N) titrated (pH 8.3) is greater than the volume of HCl (1N) to reduce the pH of the sample to 2.0 - 2.5. Any negative NP values are corrected to 0.

Where a CEN 10:1 ZERO Headspace VOC test has been carried out, a 10:1 ratio of water to wet (as received) soil has been used.

All samples will be discarded one month after the date of reporting, unless we are instructed to the contrary.

% Asbestos in Asbestos Containing Materials (ACMs) is determined by reference to HSG 264 The Survey Guide - Appendix 2 : ACMs in buildings listed in order of ease of fibre release.

All analysis is reported on a dry weight basis unless stated otherwise. Results are not surrogate corrected. Samples are dried at 35°C ±5°C unlessotherwise stated. Moisture content for CEN Leachate tests are dried at 105°C ±5°C.

Where Mineral Oil or Fats, Oils and Grease is quoted, this refers to Total Aliphatics C10-C40.

Please note we are not a UK Drinking Water Inspectorate (DWI) Approved Laboratory .

Samples must be received in a condition appropriate to the requested analyses. All samples should be submitted to the laboratory in suitablecontainers with sufficient ice packs to sustain an appropriate temperature for the requested analysis. If this is not the case you will be informed andany test results that may be compromised highlighted on your deviating samples report.

QF-PM 3.1.9 v32Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 11 of 14

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ectio

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JE Job No.:

#

B

DR

M

NA

NAD

ND

NDP

SS

SV

W

+

++

*

AD

CO

LOD/LOR

ME

NFD

BS

LB

N

TB

OC

AA

AB

x2 Dilution

x10 Dilution

Samples are dried at 35°C ±5°C

Dilution required.

ABBREVIATIONS and ACRONYMS USED

Outside Calibration Range

No Fibres Detected

Result outside calibration range, results should be considered as indicative only and are not accredited.

Results expressed on as received basis.

Surrogate recovery outside performance criteria. This may be due to a matrix effect.

MCERTS accredited.

ISO17025 (UKAS) accredited - UK.

16/6421

AQC failure, accreditation has been removed from this result, if appropriate, see 'Note' on previous page.

Calibrated against a single substance

Not applicable

No Asbestos Detected.

No Determination Possible

Indicates analyte found in associated method blank.

None Detected (usually refers to VOC and/SVOC TICs).

Analysis subcontracted to a Jones Environmental approved laboratory.

Matrix Effect

Blank Sample

Client Sample

Trip Blank Sample

AQC Sample

Suspected carry over

Limit of Detection (Limit of Reporting) in line with ISO 17025 and MCERTS

QF-PM 3.1.9 v32Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 12 of 14

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JE Jo

b N

o:

16/6421

Test M

ethod No.

Description

Prep M

ethod N

o. (if appropriate)

Description

ISO

17025(U

KA

S)

MC

ER

TS

(U

K soils

only)

Analysis done

on As R

eceived (A

R) or D

ried (A

D)

Reported on dry w

eight basis

TM

5M

odified US

EP

A 8015B

method for the determ

ination of solvent Extractable P

etroleum

Hydrocarbons (E

PH

) with carbon banding w

ithin the range C8-C

40 GC

-FID

. P

M30

Water sam

ples are extracted with solvent using a m

agnetic stirrer to create a vortex.

TM

15M

odified US

EP

A 8260. Q

uantitative Determ

ination of Volatile O

rganic Com

pounds (V

OC

s) by Headspace G

C-M

S.

PM

10M

odified US

EP

A m

ethod 5021. Preparation of solid and liquid sam

ples for GC

headspace analysis.

TM

16M

odified US

EP

A 8270. Q

uantitative determination of S

emi-V

olatile Organic com

pounds (S

VO

Cs) by G

C-M

S.

PM

30W

ater samples are extracted w

ith solvent using a magnetic stirrer to create a vortex.

TM

26D

etermination of phenols by R

eversed Phased H

igh Perform

ance Liquid C

hromatography and E

lectro-Chem

ical Detection.

PM

0N

o preparation is required.

TM

27M

odified US

EP

A m

ethod 9056.Determ

ination of water soluble anions using D

ionex (Ion-C

hromatography).

PM

0N

o preparation is required.

TM

30D

etermination of T

race Metal elem

ents by ICP

-OE

S (Inductively C

oupled Plasm

a - O

ptical Em

ission Spectrom

etry). Modified U

S E

PA

Method 200.7

PM

14A

nalysis of waters and leachates for m

etals by ICP

OE

S. S

amples are filtered for

dissolved metals and acidified if required.

TM

33D

etermination of A

nionic surfactants by reaction with M

ethylene Blue to form

complexes

which are analysed spectrophotom

etrically. (MB

AS

)P

M0

No preparation is required.

TM

37M

odified US

EP

A 160.2 .G

ravimetric determ

ination of Total S

uspended Solids. S

ample is

filtered and the resulting residue is dried and weighed.

PM

0N

o preparation is required.

TM

38S

oluble Ion analysis using the Therm

o Aquakem

Photom

etric Autom

atic Analyser.

Modified U

S E

PA

methods 325.2, 375.4, 365.2, 353.1, 354.1

PM

0N

o preparation is required.

TM

38/TM

125T

otal Nitogen/O

rganic Nitrogen by calculation

PM

0N

o preparation is required.

Jones Environm

ental Laboratory

Meth

od

Co

de A

pp

end

ix

QF-P

M 3

.1.1

0 v1

4P

lease inclu

de all sectio

ns o

f this rep

ort if it is rep

rod

uced

13

of 1

4

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insp

ectio

n pur

pose

s only

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nt of

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right

owne

r req

uired

for a

ny ot

her u

se.

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JE Jo

b N

o:

16/6421

Test M

ethod No.

Description

Prep M

ethod N

o. (if appropriate)

Description

ISO

17025(U

KA

S)

MC

ER

TS

(U

K soils

only)

Analysis done

on As R

eceived (A

R) or D

ried (A

D)

Reported on dry w

eight basis

TM

42M

odified US

EP

A m

ethod 8270. Pesticides and herbicdes by G

C-M

S

PM

30W

ater samples are extracted w

ith solvent using a magnetic stirrer to create a vortex.

TM

57M

odified US

EP

A M

ethod 410.4. Chem

ical Oxygen D

emand is determ

ined by hot digestion w

ith Potassium

Dichrom

ate and measured spectrophotom

eterically.P

M0

No preparation is required.

TM

58

Modified U

SE

PA

methods 405.1 and B

S 5667-3. M

easurement of B

iochemical O

xygen D

emand. W

hen cBO

D (C

arbonaceous BO

D) is requested a nitrification inhibitor is added

which prevents the oxidation of reduced form

s of nitrogen, such as amm

onia, nitrite and organic nitrogen w

hich exert a nitrogenous demand.

PM

0N

o preparation is required.

TM

73M

odified US

EP

A m

ethods 150.1 and 9045D. D

etermination of pH

by Metrohm

autom

ated probe analyser.P

M0

No preparation is required.

TM

76M

odified US

EP

A m

ethod 120.1. Determ

ination of Specific C

onductance by Metrohm

autom

ated probe analyser.P

M0

No preparation is required.

TM

89M

odified US

EP

A m

ethod OIA

-1667. Determ

ination of cyanide by Flow

Injection Analyser.

PM

0N

o preparation is required.

TM

94D

erivatisation and extraction of Organotins. A

nalysis by GC

-MS

PM

48S

amples are pretreated and derivatised. T

he derviatised organotins are then extracted using hexane.

TM

97D

etermination of specific U

ron Herbicides using S

olid Phase E

xtraction (SP

E) w

ith R

eversed Phase H

igh Perform

ance Liquid Chrom

atography and Mass S

pectroscopy detection.

PM

55Liquid sam

ples are passed through a Solid P

hase Extraction (S

PE

) column under

vacuum and a solvent of appropriate polarity (M

ethanol) is used to elute the analytes from

the column. S

olid samples are extracted w

ith solvent by End over E

nd.

TM

149D

etermination of P

esticides by Large Volum

e Injection on GC

Triple Q

uad MS

, based upon U

SE

PA

method 8270

PM

30W

ater samples are extracted w

ith solvent using a magnetic stirrer to create a vortex.

NO

NE

No M

ethod Code

NO

NE

No M

ethod Code

Jones Environm

ental Laboratory

Meth

od

Co

de A

pp

end

ix

QF-P

M 3

.1.1

0 v1

4P

lease inclu

de all sectio

ns o

f this rep

ort if it is rep

rod

uced

14

of 1

4

For

insp

ectio

n pur

pose

s only

.

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nt of

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right

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r req

uired

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se.

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Unit 3 Deeside Point

Zone 3

Deeside Industrial Park

Deeside

AECOM

Attention :

Date :

Your reference :

Our reference :

Location :

Date samples received :

Status :

Issue :

One sample were received for analysis on 1st April, 2016 of which one were scheduled for analysis. Please find attached our Test Report which should be read with notes at the end of the report and should include all sections if reproduced. Interpretations and opinions are outside the scope of any accreditation, and all results relate only to samples supplied. All analysis is carried out on as received samples and reported on a dry weight basis unless stated otherwise. Results are not surrogate corrected.

Paul Lee-Boden BSc

Project Manager

20th April, 2016

OP-462483

Abbvie

1st April, 2016

Final report

Compiled By:

Test Report 16/7038 Batch 1

1

Jones Environmental Laboratory

CH5 2UA

Tel: +44 (0) 1244 833780

Fax: +44 (0) 1244 833781

Danny Ward

Acorn Business CampusMahon Industrial ParkBlack RockCorkIreland

Registered Address : Unit 3 Deeside Point, Zone 3, Deeside Industrial Park, Deeside, CH5 2UA. UK

QF-PM 3.1.1 v16Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 1 of 12

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EPA Export 14-11-2016:15:23:53

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Client Name: Report : LiquidReference:Location:Contact: Liquids/products: V=40ml vial, G=glass bottle, P=plastic bottle

JE Job No.: 16/7038 H=H2SO4, Z=ZnAc, N=NaOH, HN=HN03

J E Sample No. 1-15

Sample ID ABBVIE-P2

Depth

COC No / misc

Containers V H HN N P G

Sample Date 31/03/2016 11:15

Sample Type Effluent

Batch Number 1

Date of Receipt 01/04/2016

Dissolved Arsenic <2.5 <2.5 ug/l TM30/PM14

Dissolved Barium 21 <3 ug/l TM30/PM14

Dissolved Boron 280 <12 ug/l TM30/PM14

Dissolved Cadmium <0.5 <0.5 ug/l TM30/PM14

Total Dissolved Chromium <1.5 <1.5 ug/l TM30/PM14

Dissolved Copper <7 <7 ug/l TM30/PM14

Total Dissolved Iron 109 <20 ug/l TM30/PM14

Dissolved Lead <5 <5 ug/l TM30/PM14

Dissolved Mercury <1 <1 ug/l TM30/PM14

Dissolved Nickel 2 <2 ug/l TM30/PM14

Dissolved Selenium <3 <3 ug/l TM30/PM14

Dissolved Vanadium 2.3 <1.5 ug/l TM30/PM14

Dissolved Zinc 9 <3 ug/l TM30/PM14

Total Cadmium <0.03 <0.03 ug/l TM30/PM14

Total Mercury <0.5 <0.5 ug/l TM30/PM14

Total Phosphorus 906 <5 ug/l TM30/PM14

AbbvieDanny Ward

Please see attached notes for all abbreviations and acronyms

LOD/LOR UnitsMethod

No.

Jones Environmental Laboratory

AECOMOP-462483

QF-PM 3.1.2 v11Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 2 of 12

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Client Name: Report : LiquidReference:Location:Contact: Liquids/products: V=40ml vial, G=glass bottle, P=plastic bottle

JE Job No.: 16/7038 H=H2SO4, Z=ZnAc, N=NaOH, HN=HN03

J E Sample No. 1-15

Sample ID ABBVIE-P2

Depth

COC No / misc

Containers V H HN N P G

Sample Date 31/03/2016 11:15

Sample Type Effluent

Batch Number 1

Date of Receipt 01/04/2016

Pesticides

Organochlorine Pesticides

Aldrin <0.03SV

AA <0.01 ug/l TM149/PM30

Alpha-HCH (BHC) <0.03SV

AA <0.01 ug/l TM149/PM30

Beta-HCH (BHC) <0.03SV

AA <0.01 ug/l TM149/PM30

Chlorothalonil <1.50AD <0.01 ug/l TM149/PM30

cis-Chlordane <0.03SV

AA <0.01 ug/l TM149/PM30

Delta-HCH (BHC) <0.15AC <0.01 ug/l TM149/PM30

Dieldrin <0.03SV

AA <0.01 ug/l TM149/PM30

Endosulphan I <0.15AC <0.01 ug/l TM149/PM30

Endosulphan II <0.15AC <0.01 ug/l TM149/PM30

Endosulphan sulphate <0.15AC <0.01 ug/l TM149/PM30

Endrin <0.03SV

AA <0.01 ug/l TM149/PM30

Gamma-HCH (BHC) <0.03SV

AA <0.01 ug/l TM149/PM30

Heptachlor <0.03SV

AA <0.01 ug/l TM149/PM30

Heptachlor Epoxide <0.03SV

AA <0.01 ug/l TM149/PM30

Hexachlorobenzene <0.03SV

AA <0.01 ug/l TM149/PM30

Isodrin <0.03SV

AA <0.01 ug/l TM149/PM30

o,p'-DDE <0.03SV

AA <0.01 ug/l TM149/PM30

o,p'-DDT <0.03SV

AA <0.01 ug/l TM149/PM30

o,p'-Methoxychlor <0.03SV

AA <0.01 ug/l TM149/PM30

o,p'-TDE <0.03SV

AA <0.01 ug/l TM149/PM30

p,p'-DDE <0.03SV

AA <0.01 ug/l TM149/PM30

p,p'-DDT <0.03SV

AA <0.01 ug/l TM149/PM30

p,p'-Methoxychlor <0.03SV

AA <0.01 ug/l TM149/PM30

p,p'-TDE <0.03SV

AA <0.01 ug/l TM149/PM30

Pendimethalin <0.03SV

AA <0.01 ug/l TM149/PM30

Permethrin I <0.03SV

AA <0.01 ug/l TM149/PM30

Permethrin II <0.03SV

AA <0.01 ug/l TM149/PM30

Quintozene (PCNB) <0.03SV

AA <0.01 ug/l TM149/PM30

Tecnazene <0.03SV

AA <0.01 ug/l TM149/PM30

Telodrin <0.03SV

AA <0.01 ug/l TM149/PM30

trans-Chlordane <0.03SV

AA <0.01 ug/l TM149/PM30

Triadimefon <0.03SV

AA <0.01 ug/l TM149/PM30

Triallate <0.03SV

AA <0.01 ug/l TM149/PM30

Trifluralin <0.03SV

AA <0.01 ug/l TM149/PM30

LOD/LOR UnitsMethod

No.

Jones Environmental Laboratory

AECOMOP-462483AbbvieDanny Ward

Please see attached notes for all abbreviations and acronyms

QF-PM 3.1.2 v11Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 3 of 12

For

insp

ectio

n pur

pose

s only

.

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nt of

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r req

uired

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se.

EPA Export 14-11-2016:15:23:53

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Client Name: Report : LiquidReference:Location:Contact: Liquids/products: V=40ml vial, G=glass bottle, P=plastic bottle

JE Job No.: 16/7038 H=H2SO4, Z=ZnAc, N=NaOH, HN=HN03

J E Sample No. 1-15

Sample ID ABBVIE-P2

Depth

COC No / misc

Containers V H HN N P G

Sample Date 31/03/2016 11:15

Sample Type Effluent

Batch Number 1

Date of Receipt 01/04/2016

Pesticides

Organophosphorus Pesticides

Azinphos ethyl <0.03SV

AA <0.01 ug/l TM149/PM30

Azinphos methyl <0.15AC <0.01 ug/l TM149/PM30

Carbophenothion <0.03SV

AA <0.01 ug/l TM149/PM30

Chlorfenvinphos <0.03SV

AA <0.01 ug/l TM149/PM30

Chlorpyrifos <0.03SV

AA <0.01 ug/l TM149/PM30

Chlorpyrifos-methyl <0.03SV

AA <0.01 ug/l TM149/PM30

Diazinon <0.03SV

AA <0.01 ug/l TM149/PM30

Dichlorvos <0.03SV

AA <0.01 ug/l TM149/PM30

Disulfoton <1.50AD <0.01 ug/l TM149/PM30

Dimethoate <0.03SV

AA <0.01 ug/l TM149/PM30

Ethion <0.03SV

AA <0.01 ug/l TM149/PM30

Ethyl Parathion (Parathion) <0.03SV

AA <0.01 ug/l TM149/PM30

Etrimphos <0.03SV

AA <0.01 ug/l TM149/PM30

Fenitrothion <0.03SV

AA <0.01 ug/l TM149/PM30

Fenthion <1.50AD <0.01 ug/l TM149/PM30

Malathion <0.15AC <0.01 ug/l TM149/PM30

Methyl Parathion <0.03SV

AA <0.01 ug/l TM149/PM30

Mevinphos <0.03SV

AA <0.01 ug/l TM149/PM30

Phosalone <0.15AC <0.01 ug/l TM149/PM30

Pirimiphos Methyl <0.03SV

AA <0.01 ug/l TM149/PM30

Propetamphos <0.03SV

AA <0.01 ug/l TM149/PM30

Triazophos <0.03SV

AA <0.01 ug/l TM149/PM30

Benazolin <0.1 <0.1 ug/l TM42/PM30

Bentazone <0.1 <0.1 ug/l TM42/PM30

Bromoxynil <0.1 <0.1 ug/l TM42/PM30

Clopyralid <0.1 <0.1 ug/l TM42/PM30

4 - CPA <0.1 <0.1 ug/l TM42/PM30

2,4 - D <0.1 <0.1 ug/l TM42/PM30

2,4 - DB <0.1 <0.1 ug/l TM42/PM30

Dicamba <0.1 <0.1 ug/l TM42/PM30

Dichloroprop <0.1 <0.1 ug/l TM42/PM30

Diclofop <0.1 <0.1 ug/l TM42/PM30

Fenoprop <0.1 <0.1 ug/l TM42/PM30

Flamprop <0.1 <0.1 ug/l TM42/PM30

Flamprop – isopropyl <0.1 <0.1 ug/l TM42/PM30

Ioxynil <0.1 <0.1 ug/l TM42/PM30

MCPA <0.1 <0.1 ug/l TM42/PM30

MCPB <0.1 <0.1 ug/l TM42/PM30

Mecoprop <0.1 <0.1 ug/l TM42/PM30

Picloram <0.1 <0.1 ug/l TM42/PM30

Pentachlorophenol <0.1 <0.1 ug/l TM42/PM30

AbbvieDanny Ward

Please see attached notes for all abbreviations and acronyms

LOD/LOR UnitsMethod

No.

Jones Environmental Laboratory

AECOMOP-462483

QF-PM 3.1.2 v11Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 4 of 12

For

insp

ectio

n pur

pose

s only

.

Conse

nt of

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right

owne

r req

uired

for a

ny ot

her u

se.

EPA Export 14-11-2016:15:23:53

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Client Name: Report : LiquidReference:Location:Contact: Liquids/products: V=40ml vial, G=glass bottle, P=plastic bottle

JE Job No.: 16/7038 H=H2SO4, Z=ZnAc, N=NaOH, HN=HN03

J E Sample No. 1-15

Sample ID ABBVIE-P2

Depth

COC No / misc

Containers V H HN N P G

Sample Date 31/03/2016 11:15

Sample Type Effluent

Batch Number 1

Date of Receipt 01/04/2016

2,4,5 - T <0.1 <0.1 ug/l TM42/PM30

2,3,6 - TBA <0.1 <0.1 ug/l TM42/PM30

Triclopyr <0.1 <0.1 ug/l TM42/PM30

Atrazine <0.03SV

AA <0.01 ug/l TM149/PM30

Simazine <0.03SV

AA <0.01 ug/l TM149/PM30

EPH (C8-C40) 23070 <10 ug/l TM5/PM30

Fats Oils and Grease <10 <10 ug/l TM5/PM30

Total Phenols HPLC <0.1 <0.1 mg/l TM26/PM0

Fluoride <0.3 <0.3 mg/l TM27/PM0

Sulphate 17.73 <0.05 mg/l TM38/PM0

Nitrate as NO3 0.3 <0.2 mg/l TM38/PM0

Nitrite as NO2 <0.02 <0.02 mg/l TM38/PM0

Ortho Phosphate as P <0.03 <0.03 mg/l TM38/PM0

Total Cyanide <0.01 <0.01 mg/l TM89/PM0

Ammoniacal Nitrogen as NH3 <0.03 <0.03 mg/l TM38/PM0

Dibutyltin <0.1 <0.1 ug/l TM94/PM48

Tributyltin <0.1 <0.1 ug/l TM94/PM48

Triphenyltin <0.1 <0.1 ug/l TM94/PM48

Monuron <0.05 <0.05 ug/l TM97/PM55

Diuron <0.05 <0.05 ug/l TM97/PM55

Linuron <0.05 <0.05 ug/l TM97/PM55

Anionic Surfactants 2.8AB <0.2 mg/l TM33/PM0

COD (Settled) 410 <7 mg/l TM57/PM0

Electrical Conductivity @25C 1371 <2 uS/cm TM76/PM0

pH 6.35 <0.01 pH units TM73/PM0

Total Nitrogen 5.0 <0.5 mg/l TM38/TM125/PM0

Total Suspended Solids 132 <10 mg/l TM37/PM0

LOD/LOR UnitsMethod

No.

Jones Environmental Laboratory

AECOMOP-462483AbbvieDanny Ward

Please see attached notes for all abbreviations and acronyms

QF-PM 3.1.2 v11Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 5 of 12

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Client Name: SVOC Report : LiquidReference:Location:Contact:JE Job No.: 16/7038

J E Sample No. 1-15

Sample ID ABBVIE-P2

Depth

COC No / misc

Containers V H HN N P G

Sample Date 31/03/2016 11:15

Sample Type Effluent

Batch Number 1

Date of Receipt 01/04/2016

SVOC MS

Phenols

2-Chlorophenol <1 <1 ug/l TM16/PM30

2-Methylphenol <0.5 <0.5 ug/l TM16/PM30

2-Nitrophenol <0.5 <0.5 ug/l TM16/PM30

2,4-Dichlorophenol <0.5 <0.5 ug/l TM16/PM30

2,4-Dimethylphenol <1 <1 ug/l TM16/PM30

2,4,5-Trichlorophenol <0.5 <0.5 ug/l TM16/PM30

2,4,6-Trichlorophenol <1 <1 ug/l TM16/PM30

4-Chloro-3-methylphenol <0.5 <0.5 ug/l TM16/PM30

4-Methylphenol <1 <1 ug/l TM16/PM30

4-Nitrophenol <10 <10 ug/l TM16/PM30

Pentachlorophenol <1 <1 ug/l TM16/PM30

Phenol <1 <1 ug/l TM16/PM30

PAHs

2-Chloronaphthalene <1 <1 ug/l TM16/PM30

2-Methylnaphthalene <1 <1 ug/l TM16/PM30

Naphthalene <1 <1 ug/l TM16/PM30

Acenaphthylene <0.5 <0.5 ug/l TM16/PM30

Acenaphthene <1 <1 ug/l TM16/PM30

Fluorene <0.5 <0.5 ug/l TM16/PM30

Phenanthrene <0.5 <0.5 ug/l TM16/PM30

Anthracene <0.5 <0.5 ug/l TM16/PM30

Fluoranthene <0.5 <0.5 ug/l TM16/PM30

Pyrene <0.5 <0.5 ug/l TM16/PM30

Benzo(a)anthracene <0.5 <0.5 ug/l TM16/PM30

Chrysene <0.5 <0.5 ug/l TM16/PM30

Benzo(bk)fluoranthene <1 <1 ug/l TM16/PM30

Benzo(a)pyrene <1 <1 ug/l TM16/PM30

Indeno(123cd)pyrene <1 <1 ug/l TM16/PM30

Dibenzo(ah)anthracene <0.5 <0.5 ug/l TM16/PM30

Benzo(ghi)perylene <0.5 <0.5 ug/l TM16/PM30

Phthalates

Bis(2-ethylhexyl) phthalate <5 <5 ug/l TM16/PM30

Butylbenzyl phthalate <1 <1 ug/l TM16/PM30

Di-n-butyl phthalate <1.5 <1.5 ug/l TM16/PM30

Di-n-Octyl phthalate <1 <1 ug/l TM16/PM30

Diethyl phthalate <1 <1 ug/l TM16/PM30

Dimethyl phthalate <1 <1 ug/l TM16/PM30

AbbvieDanny Ward

Please see attached notes for all abbreviations and acronyms

LOD/LOR UnitsMethod

No.

Jones Environmental Laboratory

AECOMOP-462483

QF-PM 3.1.3 v11Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 6 of 12

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Client Name: SVOC Report : LiquidReference:Location:Contact:JE Job No.: 16/7038

J E Sample No. 1-15

Sample ID ABBVIE-P2

Depth

COC No / misc

Containers V H HN N P G

Sample Date 31/03/2016 11:15

Sample Type Effluent

Batch Number 1

Date of Receipt 01/04/2016

SVOC MS

Other SVOCs

1,2-Dichlorobenzene <1 <1 ug/l TM16/PM30

1,2,4-Trichlorobenzene <1 <1 ug/l TM16/PM30

1,3-Dichlorobenzene <1 <1 ug/l TM16/PM30

1,4-Dichlorobenzene <1 <1 ug/l TM16/PM30

2-Nitroaniline <1 <1 ug/l TM16/PM30

2,4-Dinitrotoluene <0.5 <0.5 ug/l TM16/PM30

2,6-Dinitrotoluene <1 <1 ug/l TM16/PM30

3-Nitroaniline <1 <1 ug/l TM16/PM30

4-Bromophenylphenylether <1 <1 ug/l TM16/PM30

4-Chloroaniline <1 <1 ug/l TM16/PM30

4-Chlorophenylphenylether <1 <1 ug/l TM16/PM30

4-Nitroaniline <0.5 <0.5 ug/l TM16/PM30

Azobenzene <0.5 <0.5 ug/l TM16/PM30

Bis(2-chloroethoxy)methane <0.5 <0.5 ug/l TM16/PM30

Bis(2-chloroethyl)ether <1 <1 ug/l TM16/PM30

Carbazole <0.5 <0.5 ug/l TM16/PM30

Dibenzofuran <0.5 <0.5 ug/l TM16/PM30

Hexachlorobenzene <1 <1 ug/l TM16/PM30

Hexachlorobutadiene <1 <1 ug/l TM16/PM30

Hexachlorocyclopentadiene <1 <1 ug/l TM16/PM30

Hexachloroethane <1 <1 ug/l TM16/PM30

Isophorone <0.5 <0.5 ug/l TM16/PM30

N-nitrosodi-n-propylamine <0.5 <0.5 ug/l TM16/PM30

Nitrobenzene <1 <1 ug/l TM16/PM30

LOD/LOR UnitsMethod

No.

Jones Environmental Laboratory

AECOMOP-462483AbbvieDanny Ward

Please see attached notes for all abbreviations and acronyms

QF-PM 3.1.3 v11Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 7 of 12

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ectio

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pose

s only

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uired

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se.

EPA Export 14-11-2016:15:23:53

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Client Name: VOC Report : LiquidReference:Location:Contact:JE Job No.: 16/7038

J E Sample No. 1-15

Sample ID ABBVIE-P2

Depth

COC No / misc

Containers V H HN N P G

Sample Date 31/03/2016 11:15

Sample Type Effluent

Batch Number 1

Date of Receipt 01/04/2016

VOC MS

Dichlorodifluoromethane <2 <2 ug/l TM15/PM10

Methyl Tertiary Butyl Ether <0.1 <0.1 ug/l TM15/PM10

Chloromethane <3 <3 ug/l TM15/PM10

Vinyl Chloride <0.1 <0.1 ug/l TM15/PM10

Bromomethane <1 <1 ug/l TM15/PM10

Chloroethane <3 <3 ug/l TM15/PM10

Trichlorofluoromethane <3 <3 ug/l TM15/PM10

1,1-Dichloroethene (1,1 DCE) <3 <3 ug/l TM15/PM10

Dichloromethane (DCM) <3 <3 ug/l TM15/PM10

trans-1-2-Dichloroethene <3 <3 ug/l TM15/PM10

1,1-Dichloroethane <3 <3 ug/l TM15/PM10

cis-1-2-Dichloroethene <3 <3 ug/l TM15/PM10

2,2-Dichloropropane <1 <1 ug/l TM15/PM10

Bromochloromethane <2 <2 ug/l TM15/PM10

Chloroform <2 <2 ug/l TM15/PM10

1,1,1-Trichloroethane <2 <2 ug/l TM15/PM10

1,1-Dichloropropene <3 <3 ug/l TM15/PM10

Carbon tetrachloride <2 <2 ug/l TM15/PM10

1,2-Dichloroethane <2 <2 ug/l TM15/PM10

Benzene <0.5 <0.5 ug/l TM15/PM10

Trichloroethene (TCE) <3 <3 ug/l TM15/PM10

1,2-Dichloropropane <2 <2 ug/l TM15/PM10

Dibromomethane <3 <3 ug/l TM15/PM10

Bromodichloromethane <2 <2 ug/l TM15/PM10

cis-1-3-Dichloropropene <2 <2 ug/l TM15/PM10

Toluene <5 <5 ug/l TM15/PM10

trans-1-3-Dichloropropene <2 <2 ug/l TM15/PM10

1,1,2-Trichloroethane <2 <2 ug/l TM15/PM10

Tetrachloroethene (PCE) <3 <3 ug/l TM15/PM10

1,3-Dichloropropane <2 <2 ug/l TM15/PM10

Dibromochloromethane <2 <2 ug/l TM15/PM10

1,2-Dibromoethane <2 <2 ug/l TM15/PM10

Chlorobenzene <2 <2 ug/l TM15/PM10

1,1,1,2-Tetrachloroethane <2 <2 ug/l TM15/PM10

Ethylbenzene <0.5 <0.5 ug/l TM15/PM10

p/m-Xylene <1 <1 ug/l TM15/PM10

o-Xylene <0.5 <0.5 ug/l TM15/PM10

Styrene <2 <2 ug/l TM15/PM10

Bromoform <2 <2 ug/l TM15/PM10

Isopropylbenzene <3 <3 ug/l TM15/PM10

1,1,2,2-Tetrachloroethane <4 <4 ug/l TM15/PM10

Bromobenzene <2 <2 ug/l TM15/PM10

1,2,3-Trichloropropane <3 <3 ug/l TM15/PM10

Propylbenzene <3 <3 ug/l TM15/PM10

2-Chlorotoluene <3 <3 ug/l TM15/PM10

1,3,5-Trimethylbenzene <3 <3 ug/l TM15/PM10

4-Chlorotoluene <3 <3 ug/l TM15/PM10

tert-Butylbenzene <3 <3 ug/l TM15/PM10

1,2,4-Trimethylbenzene <3 <3 ug/l TM15/PM10

sec-Butylbenzene <3 <3 ug/l TM15/PM10

4-Isopropyltoluene <3 <3 ug/l TM15/PM10

1,3-Dichlorobenzene <3 <3 ug/l TM15/PM10

1,4-Dichlorobenzene <3 <3 ug/l TM15/PM10

n-Butylbenzene <3 <3 ug/l TM15/PM10

1,2-Dichlorobenzene <3 <3 ug/l TM15/PM10

1,2-Dibromo-3-chloropropane <2 <2 ug/l TM15/PM10

1,2,4-Trichlorobenzene <3 <3 ug/l TM15/PM10

Hexachlorobutadiene <3 <3 ug/l TM15/PM10

Naphthalene <2 <2 ug/l TM15/PM10

1,2,3-Trichlorobenzene <3 <3 ug/l TM15/PM10

Surrogate Recovery Toluene D8 103 <0 % TM15/PM10

Surrogate Recovery 4-Bromofluorobenzene 105 <0 % TM15/PM10

AbbvieDanny Ward

Please see attached notes for all abbreviations and acronyms

LOD/LOR UnitsMethod

No.

Jones Environmental Laboratory

AECOMOP-462483

QF-PM 3.1.4 v11Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 8 of 12

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ectio

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JE Job No.:

SOILS

DEVIATING SAMPLES

SURROGATES

DILUTIONS

NOTE

It is assumed that you have taken representative samples on site and require analysis on a representative subsample. Stones will generally beincluded unless we are requested to remove them.

ISO17025 (UKAS) accreditation applies to surface water and groundwater and one other matrix which is analysis specific, any other liquids areoutside our scope of accreditation.

As surface waters require different sample preparation to groundwaters the laboratory must be informed of the water type when submitting samples.

Where appropriate please make sure that our detection limits are suitable for your needs, if they are not, please notify us immediately.

Surrogate compounds are added during the preparation process to monitor recovery of analytes. However low recovery in soils is often due to peat,clay or other organic rich matrices. For waters this can be due to oxidants, surfactants, organic rich sediments or remediation fluids. Acceptablelimits for most organic methods are 70 - 130% and for VOCs are 50 - 150%. When surrogate recoveries are outside the performance criteria butthe associated AQC passes this is assumed to be due to matrix effect. Results are not surrogate corrected.

A dilution suffix indicates a dilution has been performed and the reported result takes this into account. No further calculation is required.

If you have not already done so, please send us a purchase order if this is required by your company.

NOTES TO ACCOMPANY ALL SCHEDULES AND REPORTS

Please note we are only MCERTS accredited (UK soils only) for sand, loam and clay and any other matrix is outside our scope of accreditation.

Where Mineral Oil or Fats, Oils and Grease is quoted, this refers to Total Aliphatics C10-C40.

16/7038

WATERS

Data is only reported if the laboratory is confident that the data is a true reflection of the samples analysed. Data is only reported as accredited whenall the requirements of our Quality System have been met. In certain circumstances where all the requirements of the Quality System have not beenmet, for instance if the associated AQC has failed, the reason is fully investigated and documented. The sample data is then evaluated alongsidethe other quality control checks performed during analysis to determine its suitability. Following this evaluation, provided the sample results have not been effected, the data is reported but accreditation is removed. It is a UKAS requirement for data not reported as accredited to be consideredindicative only, but this does not mean the data is not valid. Where possible, and if requested, samples will be re-extracted and a revised report issued with accredited results. Please do not hesitate to contactthe laboratory if further details are required of the circumstances which have led to the removal of accreditation.

Where an MCERTS report has been requested, you will be notified within 48 hours of any samples that have been identified as being outside ourMCERTS scope. As validation has been performed on clay, sand and loam, only samples that are predominantly these matrices, or combinationsof them will be within our MCERTS scope. If samples are not one of a combination of the above matrices they will not be marked as MCERTSaccredited.

Negative Neutralization Potential (NP) values are obtained when the volume of NaOH (0.1N) titrated (pH 8.3) is greater than the volume of HCl (1N) to reduce the pH of the sample to 2.0 - 2.5. Any negative NP values are corrected to 0.

Where a CEN 10:1 ZERO Headspace VOC test has been carried out, a 10:1 ratio of water to wet (as received) soil has been used.

All samples will be discarded one month after the date of reporting, unless we are instructed to the contrary.

% Asbestos in Asbestos Containing Materials (ACMs) is determined by reference to HSG 264 The Survey Guide - Appendix 2 : ACMs in buildings listed in order of ease of fibre release.

All analysis is reported on a dry weight basis unless stated otherwise. Results are not surrogate corrected. Samples are dried at 35°C ±5°C unlessotherwise stated. Moisture content for CEN Leachate tests are dried at 105°C ±5°C.

Where Mineral Oil or Fats, Oils and Grease is quoted, this refers to Total Aliphatics C10-C40.

Please note we are not a UK Drinking Water Inspectorate (DWI) Approved Laboratory .

Samples must be received in a condition appropriate to the requested analyses. All samples should be submitted to the laboratory in suitablecontainers with sufficient ice packs to sustain an appropriate temperature for the requested analysis. If this is not the case you will be informed andany test results that may be compromised highlighted on your deviating samples report.

QF-PM 3.1.9 v32Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 9 of 12

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ectio

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JE Job No.:

#

B

DR

M

NA

NAD

ND

NDP

SS

SV

W

+

++

*

AD

CO

LOD/LOR

ME

NFD

BS

LB

N

TB

OC

AA

AB

AC

AD

x3 Dilution

x5 Dilution

x15 Dilution

x150 Dilution

Samples are dried at 35°C ±5°C

Dilution required.

ABBREVIATIONS and ACRONYMS USED

Outside Calibration Range

No Fibres Detected

Result outside calibration range, results should be considered as indicative only and are not accredited.

Results expressed on as received basis.

Surrogate recovery outside performance criteria. This may be due to a matrix effect.

MCERTS accredited.

ISO17025 (UKAS) accredited - UK.

16/7038

AQC failure, accreditation has been removed from this result, if appropriate, see 'Note' on previous page.

Calibrated against a single substance

Not applicable

No Asbestos Detected.

No Determination Possible

Indicates analyte found in associated method blank.

None Detected (usually refers to VOC and/SVOC TICs).

Analysis subcontracted to a Jones Environmental approved laboratory.

Matrix Effect

Blank Sample

Client Sample

Trip Blank Sample

AQC Sample

Suspected carry over

Limit of Detection (Limit of Reporting) in line with ISO 17025 and MCERTS

QF-PM 3.1.9 v32Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 10 of 12

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JE Jo

b N

o:

16/7038

Test M

ethod No.

Description

Prep M

ethod N

o. (if appropriate)

Description

ISO

17025(U

KA

S)

MC

ER

TS

(U

K soils

only)

Analysis done

on As R

eceived (A

R) or D

ried (A

D)

Reported on dry w

eight basis

TM

5M

odified US

EP

A 8015B

method for the determ

ination of solvent Extractable P

etroleum

Hydrocarbons (E

PH

) with carbon banding w

ithin the range C8-C

40 GC

-FID

. P

M30

Water sam

ples are extracted with solvent using a m

agnetic stirrer to create a vortex.

TM

15M

odified US

EP

A 8260. Q

uantitative Determ

ination of Volatile O

rganic Com

pounds (V

OC

s) by Headspace G

C-M

S.

PM

10M

odified US

EP

A m

ethod 5021. Preparation of solid and liquid sam

ples for GC

headspace analysis.

TM

16M

odified US

EP

A 8270. Q

uantitative determination of S

emi-V

olatile Organic com

pounds (S

VO

Cs) by G

C-M

S.

PM

30W

ater samples are extracted w

ith solvent using a magnetic stirrer to create a vortex.

TM

26D

etermination of phenols by R

eversed Phased H

igh Perform

ance Liquid C

hromatography and E

lectro-Chem

ical Detection.

PM

0N

o preparation is required.

TM

27M

odified US

EP

A m

ethod 9056.Determ

ination of water soluble anions using D

ionex (Ion-C

hromatography).

PM

0N

o preparation is required.

TM

30D

etermination of T

race Metal elem

ents by ICP

-OE

S (Inductively C

oupled Plasm

a - O

ptical Em

ission Spectrom

etry). Modified U

S E

PA

Method 200.7

PM

14A

nalysis of waters and leachates for m

etals by ICP

OE

S. S

amples are filtered for

dissolved metals and acidified if required.

TM

33D

etermination of A

nionic surfactants by reaction with M

ethylene Blue to form

complexes

which are analysed spectrophotom

etrically. (MB

AS

)P

M0

No preparation is required.

TM

37M

odified US

EP

A 160.2 .G

ravimetric determ

ination of Total S

uspended Solids. S

ample is

filtered and the resulting residue is dried and weighed.

PM

0N

o preparation is required.

TM

38S

oluble Ion analysis using the Therm

o Aquakem

Photom

etric Autom

atic Analyser.

Modified U

S E

PA

methods 325.2, 375.4, 365.2, 353.1, 354.1

PM

0N

o preparation is required.

TM

38/TM

125T

otal Nitogen/O

rganic Nitrogen by calculation

PM

0N

o preparation is required.

Jones Environm

ental Laboratory

Meth

od

Co

de A

pp

end

ix

QF-P

M 3

.1.1

0 v1

4P

lease inclu

de all sectio

ns o

f this rep

ort if it is rep

rod

uced

11

of 1

2

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ectio

n pur

pose

s only

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nt of

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right

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uired

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se.

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JE Jo

b N

o:

16/7038

Test M

ethod No.

Description

Prep M

ethod N

o. (if appropriate)

Description

ISO

17025(U

KA

S)

MC

ER

TS

(U

K soils

only)

Analysis done

on As R

eceived (A

R) or D

ried (A

D)

Reported on dry w

eight basis

TM

42M

odified US

EP

A m

ethod 8270. Pesticides and herbicdes by G

C-M

S

PM

30W

ater samples are extracted w

ith solvent using a magnetic stirrer to create a vortex.

TM

57M

odified US

EP

A M

ethod 410.4. Chem

ical Oxygen D

emand is determ

ined by hot digestion w

ith Potassium

Dichrom

ate and measured spectrophotom

eterically.P

M0

No preparation is required.

TM

73M

odified US

EP

A m

ethods 150.1 and 9045D. D

etermination of pH

by Metrohm

autom

ated probe analyser.P

M0

No preparation is required.

TM

76M

odified US

EP

A m

ethod 120.1. Determ

ination of Specific C

onductance by Metrohm

autom

ated probe analyser.P

M0

No preparation is required.

TM

89M

odified US

EP

A m

ethod OIA

-1667. Determ

ination of cyanide by Flow

Injection Analyser.

PM

0N

o preparation is required.

TM

94D

erivatisation and extraction of Organotins. A

nalysis by GC

-MS

PM

48S

amples are pretreated and derivatised. T

he derviatised organotins are then extracted using hexane.

TM

97D

etermination of specific U

ron Herbicides using S

olid Phase E

xtraction (SP

E) w

ith R

eversed Phase H

igh Perform

ance Liquid Chrom

atography and Mass S

pectroscopy detection.

PM

55Liquid sam

ples are passed through a Solid P

hase Extraction (S

PE

) column under

vacuum and a solvent of appropriate polarity (M

ethanol) is used to elute the analytes from

the column. S

olid samples are extracted w

ith solvent by End over E

nd.

TM

149D

etermination of P

esticides by Large Volum

e Injection on GC

Triple Q

uad MS

, based upon U

SE

PA

method 8270

PM

30W

ater samples are extracted w

ith solvent using a magnetic stirrer to create a vortex.

Jones Environm

ental Laboratory

Meth

od

Co

de A

pp

end

ix

QF-P

M 3

.1.1

0 v1

4P

lease inclu

de all sectio

ns o

f this rep

ort if it is rep

rod

uced

12

of 1

2

For

insp

ectio

n pur

pose

s only

.

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nt of

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right

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r req

uired

for a

ny ot

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se.

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Unit 3 Deeside Point

Zone 3

Deeside Industrial Park

Deeside

AECOM

Attention :

Date :

Your reference :

Our reference :

Location :

Date samples received :

Status :

Issue :

One sample were received for analysis on 8th April, 2016 of which one were scheduled for analysis. Please find attached our Test Report which should be read with notes at the end of the report and should include all sections if reproduced. Interpretations and opinions are outside the scope of any accreditation, and all results relate only to samples supplied. All analysis is carried out on as received samples and reported on a dry weight basis unless stated otherwise. Results are not surrogate corrected.

Simon Gomery BSc

Project Manager

20th April, 2016

OPP-462483

8th April, 2016

Final report

Compiled By:

Test Report 16/7331 Batch 1

1

Jones Environmental Laboratory

CH5 2UA

Tel: +44 (0) 1244 833780

Fax: +44 (0) 1244 833781

Danny Ward

Acorn Business CampusMahon Industrial ParkBlack RockCorkIreland

Registered Address : Unit 3 Deeside Point, Zone 3, Deeside Industrial Park, Deeside, CH5 2UA. UK

QF-PM 3.1.1 v16Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 1 of 9

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ectio

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pose

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Client Name: Report : LiquidReference:Location:Contact: Liquids/products: V=40ml vial, G=glass bottle, P=plastic bottle

JE Job No.: 16/7331 H=H2SO4, Z=ZnAc, N=NaOH, HN=HN03

J E Sample No. 1-8

Sample ID P3

Depth

COC No / misc

Containers V H HN N P G

Sample Date 07/04/2016

Sample Type Effluent

Batch Number 1

Date of Receipt 08/04/2016

Dissolved Arsenic 2.6 <2.5 ug/l TM30/PM14

Dissolved Barium 38 <3 ug/l TM30/PM14

Dissolved Boron 461 <12 ug/l TM30/PM14

Dissolved Cadmium <0.5 <0.5 ug/l TM30/PM14

Total Dissolved Chromium <1.5 <1.5 ug/l TM30/PM14

Dissolved Copper <7 <7 ug/l TM30/PM14

Dissolved Lead <5 <5 ug/l TM30/PM14

Dissolved Mercury <1 <1 ug/l TM30/PM14

Dissolved Nickel <2 <2 ug/l TM30/PM14

Dissolved Selenium <3 <3 ug/l TM30/PM14

Dissolved Zinc 9 <3 ug/l TM30/PM14

Total Phosphorus 864 <5 ug/l TM30/PM14

Atrazine <0.02AA <0.01 ug/l TM149/PM30

Simazine <0.02AA <0.01 ug/l TM149/PM30

Fats Oils and Grease <10 <10 ug/l TM5/PM30

Total Phenols HPLC <0.1 <0.1 mg/l TM26/PM0

Fluoride <0.3 <0.3 mg/l TM27/PM0

Sulphate 25.50 <0.05 mg/l TM38/PM0

Nitrate as NO3 0.7 <0.2 mg/l TM38/PM0

Nitrite as NO2 <0.02 <0.02 mg/l TM38/PM0

Ortho Phosphate as P 0.03 <0.03 mg/l TM38/PM0

Total Cyanide 0.03 <0.01 mg/l TM89/PM0

Ammoniacal Nitrogen as NH3 0.05 <0.03 mg/l TM38/PM0

Dibutyltin <0.1 <0.1 ug/l TM94/PM48

Tributyltin <0.1 <0.1 ug/l TM94/PM48

Triphenyltin <0.1 <0.1 ug/l TM94/PM48

Anionic Surfactants <0.2 <0.2 mg/l TM33/PM0

BOD (Settled) 100 <1 mg/l TM58/PM0

COD (Settled) 584AB <7 mg/l TM57/PM0

Electrical Conductivity @25C 2227 <2 uS/cm TM76/PM0

pH 5.56 <0.01 pH units TM73/PM0

Total Nitrogen 5.9 <0.5 mg/l TM38/TM125/PM0

Total Suspended Solids 120 <10 mg/l TM37/PM0

Danny Ward

Please see attached notes for all abbreviations and acronyms

LOD/LOR UnitsMethod

No.

Jones Environmental Laboratory

AECOMOPP-462483

QF-PM 3.1.2 v11Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 2 of 9

For

insp

ectio

n pur

pose

s only

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nt of

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right

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r req

uired

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her u

se.

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Client Name: Report : MiscReference:Location: Solids: V=60g VOC jar, J=250g glass jar, T=plastic tub

Contact:JE Job No.: 16/7331

J E Sample No. 1-8

Sample ID P3

Depth

COC No / misc

Containers V H HN N P G

Sample Date 07/04/2016

Sample Type Effluent

Batch Number 1

Date of Receipt 08/04/2016

Sample Temperature 4.9 <0.1 Degrees C NONE/NONE

Danny Ward

Please see attached notes for all abbreviations and acronyms

LOD/LOR UnitsMethod

No.

Jones Environmental Laboratory

AECOMOPP-462483

QF-PM 3.1.2 v11Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 3 of 9

For

insp

ectio

n pur

pose

s only

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nt of

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uired

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se.

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Client Name: VOC Report : LiquidReference:Location:Contact:JE Job No.: 16/7331

J E Sample No. 1-8

Sample ID P3

Depth

COC No / misc

Containers V H HN N P G

Sample Date 07/04/2016

Sample Type Effluent

Batch Number 1

Date of Receipt 08/04/2016

VOC MS

Dichlorodifluoromethane <2 <2 ug/l TM15/PM10

Methyl Tertiary Butyl Ether <0.1 <0.1 ug/l TM15/PM10

Chloromethane <3 <3 ug/l TM15/PM10

Vinyl Chloride <0.1 <0.1 ug/l TM15/PM10

Bromomethane <1 <1 ug/l TM15/PM10

Chloroethane <3 <3 ug/l TM15/PM10

Trichlorofluoromethane <3 <3 ug/l TM15/PM10

1,1-Dichloroethene (1,1 DCE) <3 <3 ug/l TM15/PM10

Dichloromethane (DCM) <3 <3 ug/l TM15/PM10

trans-1-2-Dichloroethene <3 <3 ug/l TM15/PM10

1,1-Dichloroethane <3 <3 ug/l TM15/PM10

cis-1-2-Dichloroethene <3 <3 ug/l TM15/PM10

2,2-Dichloropropane <1 <1 ug/l TM15/PM10

Bromochloromethane <2 <2 ug/l TM15/PM10

Chloroform <2 <2 ug/l TM15/PM10

1,1,1-Trichloroethane <2 <2 ug/l TM15/PM10

1,1-Dichloropropene <3 <3 ug/l TM15/PM10

Carbon tetrachloride <2 <2 ug/l TM15/PM10

1,2-Dichloroethane <2 <2 ug/l TM15/PM10

Benzene <0.5 <0.5 ug/l TM15/PM10

Trichloroethene (TCE) <3 <3 ug/l TM15/PM10

1,2-Dichloropropane <2 <2 ug/l TM15/PM10

Dibromomethane <3 <3 ug/l TM15/PM10

Bromodichloromethane <2 <2 ug/l TM15/PM10

cis-1-3-Dichloropropene <2 <2 ug/l TM15/PM10

Toluene <5 <5 ug/l TM15/PM10

trans-1-3-Dichloropropene <2 <2 ug/l TM15/PM10

1,1,2-Trichloroethane <2 <2 ug/l TM15/PM10

Tetrachloroethene (PCE) <3 <3 ug/l TM15/PM10

1,3-Dichloropropane <2 <2 ug/l TM15/PM10

Dibromochloromethane <2 <2 ug/l TM15/PM10

1,2-Dibromoethane <2 <2 ug/l TM15/PM10

Chlorobenzene <2 <2 ug/l TM15/PM10

1,1,1,2-Tetrachloroethane <2 <2 ug/l TM15/PM10

Ethylbenzene <0.5 <0.5 ug/l TM15/PM10

p/m-Xylene <1 <1 ug/l TM15/PM10

o-Xylene <0.5 <0.5 ug/l TM15/PM10

Styrene <2 <2 ug/l TM15/PM10

Bromoform <2 <2 ug/l TM15/PM10

Isopropylbenzene <3 <3 ug/l TM15/PM10

1,1,2,2-Tetrachloroethane <4 <4 ug/l TM15/PM10

Bromobenzene <2 <2 ug/l TM15/PM10

1,2,3-Trichloropropane <3 <3 ug/l TM15/PM10

Propylbenzene <3 <3 ug/l TM15/PM10

2-Chlorotoluene <3 <3 ug/l TM15/PM10

1,3,5-Trimethylbenzene <3 <3 ug/l TM15/PM10

4-Chlorotoluene <3 <3 ug/l TM15/PM10

tert-Butylbenzene <3 <3 ug/l TM15/PM10

1,2,4-Trimethylbenzene <3 <3 ug/l TM15/PM10

sec-Butylbenzene <3 <3 ug/l TM15/PM10

4-Isopropyltoluene <3 <3 ug/l TM15/PM10

1,3-Dichlorobenzene <3 <3 ug/l TM15/PM10

1,4-Dichlorobenzene <3 <3 ug/l TM15/PM10

n-Butylbenzene <3 <3 ug/l TM15/PM10

1,2-Dichlorobenzene <3 <3 ug/l TM15/PM10

1,2-Dibromo-3-chloropropane <2 <2 ug/l TM15/PM10

1,2,4-Trichlorobenzene <3 <3 ug/l TM15/PM10

Hexachlorobutadiene <3 <3 ug/l TM15/PM10

Naphthalene <2 <2 ug/l TM15/PM10

1,2,3-Trichlorobenzene <3 <3 ug/l TM15/PM10

Surrogate Recovery Toluene D8 106 <0 % TM15/PM10

Surrogate Recovery 4-Bromofluorobenzene 103 <0 % TM15/PM10

Danny Ward

Please see attached notes for all abbreviations and acronyms

LOD/LOR UnitsMethod

No.

Jones Environmental Laboratory

AECOMOPP-462483

QF-PM 3.1.4 v11Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 4 of 9

For

insp

ectio

n pur

pose

s only

.

Conse

nt of

copy

right

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r req

uired

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ny ot

her u

se.

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No

tification

of D

eviating

Sam

ples

J E Job N

o.B

atchD

epth J E

Sam

ple N

o.A

nalysisR

eason

Please n

ote th

at on

ly samp

les that are d

eviating

are men

tion

ed in

this rep

ort. If n

o sam

ples are listed

it is becau

se no

ne w

ere deviatin

g.

On

ly analyses w

hich

are accredited

are record

ed as d

eviating

if set criteria are no

t met.

Co

ntact:

Sam

ple ID

Clien

t Nam

e:A

EC

OM

Referen

ce:L

ocatio

n:

No deviating sam

ple report results for job 16/7331

Jones Environm

ental Laboratory

OP

P-462483

Danny W

ard

QF-P

M 3

.1.1

1 v3

Please in

clud

e all section

s of th

is repo

rt if it is repro

du

ced5

of 9

For

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ectio

n pur

pose

s only

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nt of

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right

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r req

uired

for a

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se.

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JE Job No.:

SOILS

DEVIATING SAMPLES

SURROGATES

DILUTIONS

NOTE

It is assumed that you have taken representative samples on site and require analysis on a representative subsample. Stones will generally beincluded unless we are requested to remove them.

ISO17025 (UKAS) accreditation applies to surface water and groundwater and one other matrix which is analysis specific, any other liquids areoutside our scope of accreditation.

As surface waters require different sample preparation to groundwaters the laboratory must be informed of the water type when submitting samples.

Where appropriate please make sure that our detection limits are suitable for your needs, if they are not, please notify us immediately.

Surrogate compounds are added during the preparation process to monitor recovery of analytes. However low recovery in soils is often due to peat,clay or other organic rich matrices. For waters this can be due to oxidants, surfactants, organic rich sediments or remediation fluids. Acceptablelimits for most organic methods are 70 - 130% and for VOCs are 50 - 150%. When surrogate recoveries are outside the performance criteria butthe associated AQC passes this is assumed to be due to matrix effect. Results are not surrogate corrected.

A dilution suffix indicates a dilution has been performed and the reported result takes this into account. No further calculation is required.

If you have not already done so, please send us a purchase order if this is required by your company.

NOTES TO ACCOMPANY ALL SCHEDULES AND REPORTS

Please note we are only MCERTS accredited (UK soils only) for sand, loam and clay and any other matrix is outside our scope of accreditation.

Where Mineral Oil or Fats, Oils and Grease is quoted, this refers to Total Aliphatics C10-C40.

16/7331

WATERS

Data is only reported if the laboratory is confident that the data is a true reflection of the samples analysed. Data is only reported as accredited whenall the requirements of our Quality System have been met. In certain circumstances where all the requirements of the Quality System have not beenmet, for instance if the associated AQC has failed, the reason is fully investigated and documented. The sample data is then evaluated alongsidethe other quality control checks performed during analysis to determine its suitability. Following this evaluation, provided the sample results have not been effected, the data is reported but accreditation is removed. It is a UKAS requirement for data not reported as accredited to be consideredindicative only, but this does not mean the data is not valid. Where possible, and if requested, samples will be re-extracted and a revised report issued with accredited results. Please do not hesitate to contactthe laboratory if further details are required of the circumstances which have led to the removal of accreditation.

Where an MCERTS report has been requested, you will be notified within 48 hours of any samples that have been identified as being outside ourMCERTS scope. As validation has been performed on clay, sand and loam, only samples that are predominantly these matrices, or combinationsof them will be within our MCERTS scope. If samples are not one of a combination of the above matrices they will not be marked as MCERTSaccredited.

Negative Neutralization Potential (NP) values are obtained when the volume of NaOH (0.1N) titrated (pH 8.3) is greater than the volume of HCl (1N) to reduce the pH of the sample to 2.0 - 2.5. Any negative NP values are corrected to 0.

Where a CEN 10:1 ZERO Headspace VOC test has been carried out, a 10:1 ratio of water to wet (as received) soil has been used.

All samples will be discarded one month after the date of reporting, unless we are instructed to the contrary.

% Asbestos in Asbestos Containing Materials (ACMs) is determined by reference to HSG 264 The Survey Guide - Appendix 2 : ACMs in buildings listed in order of ease of fibre release.

All analysis is reported on a dry weight basis unless stated otherwise. Results are not surrogate corrected. Samples are dried at 35°C ±5°C unlessotherwise stated. Moisture content for CEN Leachate tests are dried at 105°C ±5°C.

Where Mineral Oil or Fats, Oils and Grease is quoted, this refers to Total Aliphatics C10-C40.

Please note we are not a UK Drinking Water Inspectorate (DWI) Approved Laboratory .

Samples must be received in a condition appropriate to the requested analyses. All samples should be submitted to the laboratory in suitablecontainers with sufficient ice packs to sustain an appropriate temperature for the requested analysis. If this is not the case you will be informed andany test results that may be compromised highlighted on your deviating samples report.

QF-PM 3.1.9 v32Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 6 of 9

For

insp

ectio

n pur

pose

s only

.

Conse

nt of

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right

owne

r req

uired

for a

ny ot

her u

se.

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JE Job No.:

#

B

DR

M

NA

NAD

ND

NDP

SS

SV

W

+

++

*

AD

CO

LOD/LOR

ME

NFD

BS

LB

N

TB

OC

AA

AB

x2 Dilution

x4 Dilution

Samples are dried at 35°C ±5°C

Dilution required.

ABBREVIATIONS and ACRONYMS USED

Outside Calibration Range

No Fibres Detected

Result outside calibration range, results should be considered as indicative only and are not accredited.

Results expressed on as received basis.

Surrogate recovery outside performance criteria. This may be due to a matrix effect.

MCERTS accredited.

ISO17025 (UKAS) accredited - UK.

16/7331

AQC failure, accreditation has been removed from this result, if appropriate, see 'Note' on previous page.

Calibrated against a single substance

Not applicable

No Asbestos Detected.

No Determination Possible

Indicates analyte found in associated method blank.

None Detected (usually refers to VOC and/SVOC TICs).

Analysis subcontracted to a Jones Environmental approved laboratory.

Matrix Effect

Blank Sample

Client Sample

Trip Blank Sample

AQC Sample

Suspected carry over

Limit of Detection (Limit of Reporting) in line with ISO 17025 and MCERTS

QF-PM 3.1.9 v32Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 7 of 9

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ectio

n pur

pose

s only

.

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nt of

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right

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uired

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se.

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JE Jo

b N

o:

16/7331

Test M

ethod No.

Description

Prep M

ethod N

o. (if appropriate)

Description

ISO

17025(U

KA

S)

MC

ER

TS

(U

K soils

only)

Analysis done

on As R

eceived (A

R) or D

ried (A

D)

Reported on dry w

eight basis

TM

5M

odified US

EP

A 8015B

method for the determ

ination of solvent Extractable P

etroleum

Hydrocarbons (E

PH

) with carbon banding w

ithin the range C8-C

40 GC

-FID

. P

M30

Water sam

ples are extracted with solvent using a m

agnetic stirrer to create a vortex.

TM

15M

odified US

EP

A 8260. Q

uantitative Determ

ination of Volatile O

rganic Com

pounds (V

OC

s) by Headspace G

C-M

S.

PM

10M

odified US

EP

A m

ethod 5021. Preparation of solid and liquid sam

ples for GC

headspace analysis.

TM

26D

etermination of phenols by R

eversed Phased H

igh Perform

ance Liquid C

hromatography and E

lectro-Chem

ical Detection.

PM

0N

o preparation is required.

TM

27M

odified US

EP

A m

ethod 9056.Determ

ination of water soluble anions using D

ionex (Ion-C

hromatography).

PM

0N

o preparation is required.

TM

30D

etermination of T

race Metal elem

ents by ICP

-OE

S (Inductively C

oupled Plasm

a - O

ptical Em

ission Spectrom

etry). Modified U

S E

PA

Method 200.7

PM

14A

nalysis of waters and leachates for m

etals by ICP

OE

S. S

amples are filtered for

dissolved metals and acidified if required.

TM

33D

etermination of A

nionic surfactants by reaction with M

ethylene Blue to form

complexes

which are analysed spectrophotom

etrically. (MB

AS

)P

M0

No preparation is required.

TM

37M

odified US

EP

A 160.2 .G

ravimetric determ

ination of Total S

uspended Solids. S

ample is

filtered and the resulting residue is dried and weighed.

PM

0N

o preparation is required.

TM

38S

oluble Ion analysis using the Therm

o Aquakem

Photom

etric Autom

atic Analyser.

Modified U

S E

PA

methods 325.2, 375.4, 365.2, 353.1, 354.1

PM

0N

o preparation is required.

TM

38/TM

125T

otal Nitogen/O

rganic Nitrogen by calculation

PM

0N

o preparation is required.

TM

57M

odified US

EP

A M

ethod 410.4. Chem

ical Oxygen D

emand is determ

ined by hot digestion w

ith Potassium

Dichrom

ate and measured spectrophotom

eterically.P

M0

No preparation is required.

Jones Environm

ental Laboratory

Meth

od

Co

de A

pp

end

ix

QF-P

M 3

.1.1

0 v1

4P

lease inclu

de all sectio

ns o

f this rep

ort if it is rep

rod

uced

8 o

f 9

For

insp

ectio

n pur

pose

s only

.

Conse

nt of

copy

right

owne

r req

uired

for a

ny ot

her u

se.

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JE Jo

b N

o:

16/7331

Test M

ethod No.

Description

Prep M

ethod N

o. (if appropriate)

Description

ISO

17025(U

KA

S)

MC

ER

TS

(U

K soils

only)

Analysis done

on As R

eceived (A

R) or D

ried (A

D)

Reported on dry w

eight basis

TM

58

Modified U

SE

PA

methods 405.1 and B

S 5667-3. M

easurement of B

iochemical O

xygen D

emand. W

hen cBO

D (C

arbonaceous BO

D) is requested a nitrification inhibitor is added

which prevents the oxidation of reduced form

s of nitrogen, such as amm

onia, nitrite and organic nitrogen w

hich exert a nitrogenous demand.

PM

0N

o preparation is required.

TM

73M

odified US

EP

A m

ethods 150.1 and 9045D. D

etermination of pH

by Metrohm

autom

ated probe analyser.P

M0

No preparation is required.

TM

76M

odified US

EP

A m

ethod 120.1. Determ

ination of Specific C

onductance by Metrohm

autom

ated probe analyser.P

M0

No preparation is required.

TM

89M

odified US

EP

A m

ethod OIA

-1667. Determ

ination of cyanide by Flow

Injection Analyser.

PM

0N

o preparation is required.

TM

94D

erivatisation and extraction of Organotins. A

nalysis by GC

-MS

PM

48S

amples are pretreated and derivatised. T

he derviatised organotins are then extracted using hexane.

TM

149D

etermination of P

esticides by Large Volum

e Injection on GC

Triple Q

uad MS

, based upon U

SE

PA

method 8270

PM

30W

ater samples are extracted w

ith solvent using a magnetic stirrer to create a vortex.

NO

NE

No M

ethod Code

NO

NE

No M

ethod Code

Jones Environm

ental Laboratory

Meth

od

Co

de A

pp

end

ix

QF-P

M 3

.1.1

0 v1

4P

lease inclu

de all sectio

ns o

f this rep

ort if it is rep

rod

uced

9 o

f 9

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Unit 3 Deeside Point

Zone 3

Deeside Industrial Park

Deeside

AECOM

Attention :

Date :

Your reference :

Our reference :

Location :

Date samples received :

Status :

Issue : 1

Jones Environmental Laboratory

CH5 2UA

Tel: +44 (0) 1244 833780

Fax: +44 (0) 1244 833781

Danny Ward

Acorn Business CampusMahon Industrial ParkBlack RockCorkIreland

Registered Address : Unit 3 Deeside Point, Zone 3, Deeside Industrial Park, Deeside, CH5 2UA. UK

One sample were received for analysis on 8th April, 2016 of which one were scheduled for analysis. Please find attached our Test Report which should be read with notes at the end of the report and should include all sections if reproduced. Interpretations and opinions are outside the scope of any accreditation, and all results relate only to samples supplied. All analysis is carried out on as received samples and reported on a dry weight basis unless stated otherwise. Results are not surrogate corrected.

Simon Gomery BSc

Project Manager

4th May, 2016

OPP-462483

8th April, 2016

Final report

Compiled By:

Test Report 16/7331 Batch 1 Schedule B

QF-PM 3.1.1 v16Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 1 of 6

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ectio

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Client Name: Report : LiquidReference:Location:Contact: Liquids/products: V=40ml vial, G=glass bottle, P=plastic bottle

JE Job No.: 16/7331 H=H2SO4, Z=ZnAc, N=NaOH, HN=HN03

J E Sample No. 1-8

Sample ID P3

Depth

COC No / misc

Containers V H HN N P G

Sample Date 07/04/2016

Sample Type Effluent

Batch Number 1

Date of Receipt 08/04/2016

EPH (C8-C40) 32840 <10 ug/l TM5/PM30

Danny Ward

Please see attached notes for all abbreviations and acronyms

LOD/LOR UnitsMethod

No.

Jones Environmental Laboratory

AECOMOPP-462483

QF-PM 3.1.2 v11Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 2 of 6

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ectio

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No

tification

of D

eviating

Sam

ples

J E Job N

o.B

atchD

epth J E

Sam

ple N

o.A

nalysisR

eason

Please n

ote th

at on

ly samp

les that are d

eviating

are men

tion

ed in

this rep

ort. If n

o sam

ples are listed

it is becau

se no

ne w

ere deviatin

g.

On

ly analyses w

hich

are accredited

are record

ed as d

eviating

if set criteria are no

t met.

Jones Environm

ental Laboratory

OP

P-462483

Danny W

ardC

on

tact:

Sam

ple ID

Clien

t Nam

e:A

EC

OM

Referen

ce:L

ocatio

n:

No deviating sam

ple report results for job 16/7331

QF-P

M 3

.1.1

1 v3

Please in

clud

e all section

s of th

is repo

rt if it is repro

du

ced3

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pose

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JE Job No.:

SOILS

DEVIATING SAMPLES

SURROGATES

DILUTIONS

NOTE

% Asbestos in Asbestos Containing Materials (ACMs) is determined by reference to HSG 264 The Survey Guide - Appendix 2 : ACMs in buildings listed in order of ease of fibre release.

All analysis is reported on a dry weight basis unless stated otherwise. Results are not surrogate corrected. Samples are dried at 35°C ±5°C unlessotherwise stated. Moisture content for CEN Leachate tests are dried at 105°C ±5°C.

Where Mineral Oil or Fats, Oils and Grease is quoted, this refers to Total Aliphatics C10-C40.

Please note we are not a UK Drinking Water Inspectorate (DWI) Approved Laboratory .

Samples must be received in a condition appropriate to the requested analyses. All samples should be submitted to the laboratory in suitablecontainers with sufficient ice packs to sustain an appropriate temperature for the requested analysis. If this is not the case you will be informed andany test results that may be compromised highlighted on your deviating samples report.

NOTES TO ACCOMPANY ALL SCHEDULES AND REPORTS

Please note we are only MCERTS accredited (UK soils only) for sand, loam and clay and any other matrix is outside our scope of accreditation.

Where Mineral Oil or Fats, Oils and Grease is quoted, this refers to Total Aliphatics C10-C40.

16/7331

WATERS

Data is only reported if the laboratory is confident that the data is a true reflection of the samples analysed. Data is only reported as accredited whenall the requirements of our Quality System have been met. In certain circumstances where all the requirements of the Quality System have not beenmet, for instance if the associated AQC has failed, the reason is fully investigated and documented. The sample data is then evaluated alongsidethe other quality control checks performed during analysis to determine its suitability. Following this evaluation, provided the sample results have not been effected, the data is reported but accreditation is removed. It is a UKAS requirement for data not reported as accredited to be consideredindicative only, but this does not mean the data is not valid. Where possible, and if requested, samples will be re-extracted and a revised report issued with accredited results. Please do not hesitate to contactthe laboratory if further details are required of the circumstances which have led to the removal of accreditation.

Where an MCERTS report has been requested, you will be notified within 48 hours of any samples that have been identified as being outside ourMCERTS scope. As validation has been performed on clay, sand and loam, only samples that are predominantly these matrices, or combinationsof them will be within our MCERTS scope. If samples are not one of a combination of the above matrices they will not be marked as MCERTSaccredited.

Negative Neutralization Potential (NP) values are obtained when the volume of NaOH (0.1N) titrated (pH 8.3) is greater than the volume of HCl (1N) to reduce the pH of the sample to 2.0 - 2.5. Any negative NP values are corrected to 0.

Where a CEN 10:1 ZERO Headspace VOC test has been carried out, a 10:1 ratio of water to wet (as received) soil has been used.

All samples will be discarded one month after the date of reporting, unless we are instructed to the contrary.

It is assumed that you have taken representative samples on site and require analysis on a representative subsample. Stones will generally beincluded unless we are requested to remove them.

ISO17025 (UKAS) accreditation applies to surface water and groundwater and one other matrix which is analysis specific, any other liquids areoutside our scope of accreditation.

As surface waters require different sample preparation to groundwaters the laboratory must be informed of the water type when submitting samples.

Where appropriate please make sure that our detection limits are suitable for your needs, if they are not, please notify us immediately.

Surrogate compounds are added during the preparation process to monitor recovery of analytes. However low recovery in soils is often due to peat,clay or other organic rich matrices. For waters this can be due to oxidants, surfactants, organic rich sediments or remediation fluids. Acceptablelimits for most organic methods are 70 - 130% and for VOCs are 50 - 150%. When surrogate recoveries are outside the performance criteria butthe associated AQC passes this is assumed to be due to matrix effect. Results are not surrogate corrected.

A dilution suffix indicates a dilution has been performed and the reported result takes this into account. No further calculation is required.

If you have not already done so, please send us a purchase order if this is required by your company.

QF-PM 3.1.9 v32Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 4 of 6

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ectio

n pur

pose

s only

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nt of

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r req

uired

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se.

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JE Job No.:

#

B

DR

M

NA

NAD

ND

NDP

SS

SV

W

+

++

*

AD

CO

LOD/LOR

ME

NFD

BS

LB

N

TB

OC

Analysis subcontracted to a Jones Environmental approved laboratory.

Matrix Effect

Blank Sample

Client Sample

Trip Blank Sample

AQC Sample

Suspected carry over

Limit of Detection (Limit of Reporting) in line with ISO 17025 and MCERTS

MCERTS accredited.

ISO17025 (UKAS) accredited - UK.

16/7331

AQC failure, accreditation has been removed from this result, if appropriate, see 'Note' on previous page.

Calibrated against a single substance

Not applicable

No Asbestos Detected.

No Determination Possible

Indicates analyte found in associated method blank.

None Detected (usually refers to VOC and/SVOC TICs).

Outside Calibration Range

No Fibres Detected

Result outside calibration range, results should be considered as indicative only and are not accredited.

Results expressed on as received basis.

Surrogate recovery outside performance criteria. This may be due to a matrix effect.

Samples are dried at 35°C ±5°C

Dilution required.

ABBREVIATIONS and ACRONYMS USED

QF-PM 3.1.9 v32Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 5 of 6

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se.

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JE Jo

b N

o:

16/7331

Test M

ethod No.

Description

Prep M

ethod N

o. (if appropriate)

Description

ISO

17025(U

KA

S)

MC

ER

TS

(U

K soils

only)

Analysis done

on As R

eceived (A

R) or D

ried (A

D)

Reported on dry w

eight basis

TM

5M

odified US

EP

A 8015B

method for the determ

ination of solvent Extractable P

etroleum

Hydrocarbons (E

PH

) with carbon banding w

ithin the range C8-C

40 GC

-FID

. P

M30

Water sam

ples are extracted with solvent using a m

agnetic stirrer to create a vortex.

Jones Environm

ental Laboratory

Meth

od

Co

de A

pp

end

ix

QF-P

M 3

.1.1

0 v1

4P

lease inclu

de all sectio

ns o

f this rep

ort if it is rep

rod

uced

6 o

f 6

For

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ectio

n pur

pose

s only

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nt of

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uired

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Unit 3 Deeside Point

Zone 3

Deeside Industrial Park

Deeside

AECOM

Attention :

Date :

Your reference :

Our reference :

Location :

Date samples received :

Status :

Issue :

Two samples were received for analysis on 13th April, 2016 of which two were scheduled for analysis. Please find attached our Test Report which should be read with notes at the end of the report and should include all sections if reproduced. Interpretations and opinions are outside the scope of any accreditation, and all results relate only to samples supplied. All analysis is carried out on as received samples and reported on a dry weight basis unless stated otherwise. Results are not surrogate corrected.

Simon Gomery BSc

Project Manager

20th April, 2016

OPP 462483

13th April, 2016

Final report

Compiled By:

Test Report 16/7518 Batch 1

1

Jones Environmental Laboratory

CH5 2UA

Tel: +44 (0) 1244 833780

Fax: +44 (0) 1244 833781

Danny Ward

Acorn Business CampusMahon Industrial ParkBlack RockCorkIreland

Registered Address : Unit 3 Deeside Point, Zone 3, Deeside Industrial Park, Deeside, CH5 2UA. UK

QF-PM 3.1.1 v16Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 1 of 11

For

insp

ectio

n pur

pose

s only

.

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nt of

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r req

uired

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ny ot

her u

se.

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Client Name: Report : LiquidReference:Location:Contact: Liquids/products: V=40ml vial, G=glass bottle, P=plastic bottle

JE Job No.: 16/7518 H=H2SO4, Z=ZnAc, N=NaOH, HN=HN03

J E Sample No. 1-8 9-16

Sample ID P4 SW-1-1

Depth

COC No / misc

Containers V H HN N P G V H HN N P G

Sample Date 12/04/2016 12/04/2016

Sample Type Effluent Surface Water

Batch Number 1 1

Date of Receipt 13/04/2016 13/04/2016

Dissolved Arsenic <2.5 - <2.5 ug/l TM30/PM14

Dissolved Arsenic # - <2.5 <2.5 ug/l TM30/PM14

Dissolved Barium 24 - <3 ug/l TM30/PM14

Dissolved Barium # - 4 <3 ug/l TM30/PM14

Dissolved Boron 449 <12 <12 ug/l TM30/PM14

Dissolved Cadmium <0.5 - <0.5 ug/l TM30/PM14

Dissolved Cadmium # - <0.5 <0.5 ug/l TM30/PM14

Total Dissolved Chromium <1.5 - <1.5 ug/l TM30/PM14

Total Dissolved Chromium # - <1.5 <1.5 ug/l TM30/PM14

Dissolved Copper <7 - <7 ug/l TM30/PM14

Dissolved Copper # - <7 <7 ug/l TM30/PM14

Dissolved Lead <5 - <5 ug/l TM30/PM14

Dissolved Lead # - <5 <5 ug/l TM30/PM14

Dissolved Mercury <1 - <1 ug/l TM30/PM14

Dissolved Mercury # - <1 <1 ug/l TM30/PM14

Dissolved Nickel <2 - <2 ug/l TM30/PM14

Dissolved Nickel # - <2 <2 ug/l TM30/PM14

Dissolved Selenium <3 - <3 ug/l TM30/PM14

Dissolved Selenium # - <3 <3 ug/l TM30/PM14

Dissolved Zinc 6 - <3 ug/l TM30/PM14

Dissolved Zinc # - 96 <3 ug/l TM30/PM14

Total Phosphorus 475 39 <5 ug/l TM30/PM14

Atrazine <0.02AA <0.01 <0.01 ug/l TM149/PM30

Simazine <0.02AA <0.01 <0.01 ug/l TM149/PM30

EPH (C8-C40) 11650 - <10 ug/l TM5/PM30

EPH (C8-C40) # - <10 <10 ug/l TM5/PM30

Fats Oils and Grease <10 - <10 ug/l TM5/PM30

Fats Oils and Grease # - <10 <10 ug/l TM5/PM30

Total Phenols HPLC <0.1 <0.1 <0.1 mg/l TM26/PM0

Fluoride <0.3 <0.3 <0.3 mg/l TM27/PM0

Sulphate 10.69 - <0.05 mg/l TM38/PM0

Sulphate # - 3.96 <0.05 mg/l TM38/PM0

Nitrate as NO3 <0.2 - <0.2 mg/l TM38/PM0

Nitrate as NO3 # - 1.1 <0.2 mg/l TM38/PM0

Nitrite as NO2 <0.02 - <0.02 mg/l TM38/PM0

Nitrite as NO2 # - <0.02 <0.02 mg/l TM38/PM0

Ortho Phosphate as P <0.03 - <0.03 mg/l TM38/PM0

Ortho Phosphate as P # - <0.03 <0.03 mg/l TM38/PM0

Danny Ward

Please see attached notes for all abbreviations and acronyms

LOD/LOR UnitsMethod

No.

Jones Environmental Laboratory

AECOMOPP 462483

QF-PM 3.1.2 v11Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 2 of 11

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ectio

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Client Name: Report : LiquidReference:Location:Contact: Liquids/products: V=40ml vial, G=glass bottle, P=plastic bottle

JE Job No.: 16/7518 H=H2SO4, Z=ZnAc, N=NaOH, HN=HN03

J E Sample No. 1-8 9-16

Sample ID P4 SW-1-1

Depth

COC No / misc

Containers V H HN N P G V H HN N P G

Sample Date 12/04/2016 12/04/2016

Sample Type Effluent Surface Water

Batch Number 1 1

Date of Receipt 13/04/2016 13/04/2016

Total Cyanide <0.01 - <0.01 mg/l TM89/PM0

Total Cyanide # - <0.01 <0.01 mg/l TM89/PM0

Ammoniacal Nitrogen as NH3 0.36 - <0.03 mg/l TM38/PM0

Ammoniacal Nitrogen as NH3 # - 0.11 <0.03 mg/l TM38/PM0

Dibutyltin <0.1 <0.1 <0.1 ug/l TM94/PM48

Tributyltin <0.1 <0.1 <0.1 ug/l TM94/PM48

Triphenyltin <0.1 <0.1 <0.1 ug/l TM94/PM48

Anionic Surfactants - 4.2AB <0.2 mg/l TM33/PM0

BOD (Settled) # - 2 <1 mg/l TM58/PM0

BOD (Settled) 171 - <1 mg/l TM58/PM0

COD (Settled) 542 - <7 mg/l TM57/PM0

COD (Settled) # - 19 <7 mg/l TM57/PM0

Electrical Conductivity @25C 1495 - <2 uS/cm TM76/PM0

Electrical Conductivity @25C # - 130 <2 uS/cm TM76/PM0

pH 5.91 - <0.01 pH units TM73/PM0

pH # - 7.01 <0.01 pH units TM73/PM0

Total Nitrogen 4.8 1.8 <0.5 mg/l TM38/TM125/PM0

Total Suspended Solids 72 - <10 mg/l TM37/PM0

Total Suspended Solids # - <10 <10 mg/l TM37/PM0

LOD/LOR UnitsMethod

No.

Jones Environmental Laboratory

AECOMOPP 462483

Danny Ward

Please see attached notes for all abbreviations and acronyms

QF-PM 3.1.2 v11Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 3 of 11

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ectio

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pose

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se.

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Client Name: Report : MiscReference:Location: Solids: V=60g VOC jar, J=250g glass jar, T=plastic tub

Contact:JE Job No.: 16/7518

J E Sample No. 1-8

Sample ID P4

Depth

COC No / misc

Containers V H HN N P G

Sample Date 12/04/2016

Sample Type Effluent

Batch Number 1

Date of Receipt 13/04/2016

Sample Temperature 6.0 <0.1 Degrees C NONE/NONE

Danny Ward

Please see attached notes for all abbreviations and acronyms

LOD/LOR UnitsMethod

No.

Jones Environmental Laboratory

AECOMOPP 462483

QF-PM 3.1.2 v11Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 4 of 11

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Client Name: VOC Report : LiquidReference:Location:Contact:JE Job No.: 16/7518

J E Sample No. 1-8 9-16

Sample ID P4 SW-1-1

Depth

COC No / misc

Containers V H HN N P G V H HN N P G

Sample Date 12/04/2016 12/04/2016

Sample Type Effluent Surface Water

Batch Number 1 1

Date of Receipt 13/04/2016 13/04/2016

VOC MS

Dichlorodifluoromethane <2 <2 <2 ug/l TM15/PM10

Methyl Tertiary Butyl Ether <0.1 - <0.1 ug/l TM15/PM10

Methyl Tertiary Butyl Ether # - <0.1 <0.1 ug/l TM15/PM10

Chloromethane <3 - <3 ug/l TM15/PM10

Chloromethane # - <3 <3 ug/l TM15/PM10

Vinyl Chloride <0.1 - <0.1 ug/l TM15/PM10

Vinyl Chloride # - <0.1 <0.1 ug/l TM15/PM10

Bromomethane <1 <1 <1 ug/l TM15/PM10

Chloroethane <3 - <3 ug/l TM15/PM10

Chloroethane # - <3 <3 ug/l TM15/PM10

Trichlorofluoromethane <3 - <3 ug/l TM15/PM10

Trichlorofluoromethane # - <3 <3 ug/l TM15/PM10

1,1-Dichloroethene (1,1 DCE) <3 - <3 ug/l TM15/PM10

1,1-Dichloroethene (1,1 DCE) # - <3 <3 ug/l TM15/PM10

Dichloromethane (DCM) <3 - <3 ug/l TM15/PM10

Dichloromethane (DCM) # - <3 <3 ug/l TM15/PM10

trans-1-2-Dichloroethene <3 - <3 ug/l TM15/PM10

trans-1-2-Dichloroethene # - <3 <3 ug/l TM15/PM10

1,1-Dichloroethane <3 - <3 ug/l TM15/PM10

1,1-Dichloroethane # - <3 <3 ug/l TM15/PM10

cis-1-2-Dichloroethene <3 - <3 ug/l TM15/PM10

cis-1-2-Dichloroethene # - <3 <3 ug/l TM15/PM10

2,2-Dichloropropane <1 <1 <1 ug/l TM15/PM10

Bromochloromethane <2 - <2 ug/l TM15/PM10

Bromochloromethane # - <2 <2 ug/l TM15/PM10

Chloroform 2 - <2 ug/l TM15/PM10

Chloroform # - <2 <2 ug/l TM15/PM10

1,1,1-Trichloroethane <2 - <2 ug/l TM15/PM10

1,1,1-Trichloroethane # - <2 <2 ug/l TM15/PM10

1,1-Dichloropropene <3 - <3 ug/l TM15/PM10

1,1-Dichloropropene # - <3 <3 ug/l TM15/PM10

Carbon tetrachloride <2 - <2 ug/l TM15/PM10

Carbon tetrachloride # - <2 <2 ug/l TM15/PM10

1,2-Dichloroethane <2 - <2 ug/l TM15/PM10

1,2-Dichloroethane # - <2 <2 ug/l TM15/PM10

Benzene 0.9 - <0.5 ug/l TM15/PM10

Benzene # - <0.5 <0.5 ug/l TM15/PM10

Trichloroethene (TCE) <3 - <3 ug/l TM15/PM10

Trichloroethene (TCE) # - <3 <3 ug/l TM15/PM10

1,2-Dichloropropane <2 - <2 ug/l TM15/PM10

1,2-Dichloropropane # - <2 <2 ug/l TM15/PM10

Dibromomethane <3 - <3 ug/l TM15/PM10

Dibromomethane # - <3 <3 ug/l TM15/PM10

Bromodichloromethane <2 - <2 ug/l TM15/PM10

Bromodichloromethane # - <2 <2 ug/l TM15/PM10

cis-1-3-Dichloropropene <2 <2 <2 ug/l TM15/PM10

Toluene <5 - <5 ug/l TM15/PM10

Toluene # - <5 <5 ug/l TM15/PM10

trans-1-3-Dichloropropene <2 <2 <2 ug/l TM15/PM10

1,1,2-Trichloroethane <2 - <2 ug/l TM15/PM10

1,1,2-Trichloroethane # - <2 <2 ug/l TM15/PM10

Tetrachloroethene (PCE) <3 - <3 ug/l TM15/PM10

Tetrachloroethene (PCE) # - <3 <3 ug/l TM15/PM10

1,3-Dichloropropane <2 - <2 ug/l TM15/PM10

1,3-Dichloropropane # - <2 <2 ug/l TM15/PM10

Dibromochloromethane <2 - <2 ug/l TM15/PM10

Dibromochloromethane # - <2 <2 ug/l TM15/PM10

1,2-Dibromoethane <2 - <2 ug/l TM15/PM10

1,2-Dibromoethane # - <2 <2 ug/l TM15/PM10

Chlorobenzene <2 - <2 ug/l TM15/PM10

Chlorobenzene # - <2 <2 ug/l TM15/PM10

1,1,1,2-Tetrachloroethane <2 - <2 ug/l TM15/PM10

Danny Ward

Please see attached notes for all abbreviations and acronyms

LOD/LOR UnitsMethod

No.

Jones Environmental Laboratory

AECOMOPP 462483

QF-PM 3.1.4 v11Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 5 of 11

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Client Name: VOC Report : LiquidReference:Location:Contact:JE Job No.: 16/7518

J E Sample No. 1-8 9-16

Sample ID P4 SW-1-1

Depth

COC No / misc

Containers V H HN N P G V H HN N P G

Sample Date 12/04/2016 12/04/2016

Sample Type Effluent Surface Water

Batch Number 1 1

Date of Receipt 13/04/2016 13/04/2016

VOC MS Continued

1,1,1,2-Tetrachloroethane # - <2 <2 ug/l TM15/PM10

Ethylbenzene <0.5 - <0.5 ug/l TM15/PM10

Ethylbenzene # - <0.5 <0.5 ug/l TM15/PM10

p/m-Xylene <1 - <1 ug/l TM15/PM10

p/m-Xylene # - <1 <1 ug/l TM15/PM10

o-Xylene <0.5 - <0.5 ug/l TM15/PM10

o-Xylene # - <0.5 <0.5 ug/l TM15/PM10

Styrene <2 <2 <2 ug/l TM15/PM10

Bromoform <2 - <2 ug/l TM15/PM10

Bromoform # - <2 <2 ug/l TM15/PM10

Isopropylbenzene <3 - <3 ug/l TM15/PM10

Isopropylbenzene # - <3 <3 ug/l TM15/PM10

1,1,2,2-Tetrachloroethane <4 <4 <4 ug/l TM15/PM10

Bromobenzene <2 - <2 ug/l TM15/PM10

Bromobenzene # - <2 <2 ug/l TM15/PM10

1,2,3-Trichloropropane <3 - <3 ug/l TM15/PM10

1,2,3-Trichloropropane # - <3 <3 ug/l TM15/PM10

Propylbenzene <3 - <3 ug/l TM15/PM10

Propylbenzene # - <3 <3 ug/l TM15/PM10

2-Chlorotoluene <3 - <3 ug/l TM15/PM10

2-Chlorotoluene # - <3 <3 ug/l TM15/PM10

1,3,5-Trimethylbenzene <3 - <3 ug/l TM15/PM10

1,3,5-Trimethylbenzene # - <3 <3 ug/l TM15/PM10

4-Chlorotoluene <3 - <3 ug/l TM15/PM10

4-Chlorotoluene # - <3 <3 ug/l TM15/PM10

tert-Butylbenzene <3 - <3 ug/l TM15/PM10

tert-Butylbenzene # - <3 <3 ug/l TM15/PM10

1,2,4-Trimethylbenzene <3 - <3 ug/l TM15/PM10

1,2,4-Trimethylbenzene # - <3 <3 ug/l TM15/PM10

sec-Butylbenzene <3 - <3 ug/l TM15/PM10

sec-Butylbenzene # - <3 <3 ug/l TM15/PM10

4-Isopropyltoluene <3 - <3 ug/l TM15/PM10

4-Isopropyltoluene # - <3 <3 ug/l TM15/PM10

1,3-Dichlorobenzene <3 - <3 ug/l TM15/PM10

1,3-Dichlorobenzene # - <3 <3 ug/l TM15/PM10

1,4-Dichlorobenzene <3 - <3 ug/l TM15/PM10

1,4-Dichlorobenzene # - <3 <3 ug/l TM15/PM10

n-Butylbenzene <3 - <3 ug/l TM15/PM10

n-Butylbenzene # - <3 <3 ug/l TM15/PM10

1,2-Dichlorobenzene <3 - <3 ug/l TM15/PM10

1,2-Dichlorobenzene # - <3 <3 ug/l TM15/PM10

1,2-Dibromo-3-chloropropane <2 <2 <2 ug/l TM15/PM10

1,2,4-Trichlorobenzene <3 <3 <3 ug/l TM15/PM10

Hexachlorobutadiene <3 <3 <3 ug/l TM15/PM10

Naphthalene <2 <2 <2 ug/l TM15/PM10

1,2,3-Trichlorobenzene <3 <3 <3 ug/l TM15/PM10

Surrogate Recovery Toluene D8 108 107 <0 % TM15/PM10

Surrogate Recovery 4-Bromofluorobenzene 104 102 <0 % TM15/PM10

LOD/LOR UnitsMethod

No.

Jones Environmental Laboratory

AECOMOPP 462483

Danny Ward

Please see attached notes for all abbreviations and acronyms

QF-PM 3.1.4 v11Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 6 of 11

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ectio

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pose

s only

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uired

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JE Job No.:

SOILS

DEVIATING SAMPLES

SURROGATES

DILUTIONS

NOTE

It is assumed that you have taken representative samples on site and require analysis on a representative subsample. Stones will generally beincluded unless we are requested to remove them.

ISO17025 (UKAS) accreditation applies to surface water and groundwater and one other matrix which is analysis specific, any other liquids areoutside our scope of accreditation.

As surface waters require different sample preparation to groundwaters the laboratory must be informed of the water type when submitting samples.

Where appropriate please make sure that our detection limits are suitable for your needs, if they are not, please notify us immediately.

Surrogate compounds are added during the preparation process to monitor recovery of analytes. However low recovery in soils is often due to peat,clay or other organic rich matrices. For waters this can be due to oxidants, surfactants, organic rich sediments or remediation fluids. Acceptablelimits for most organic methods are 70 - 130% and for VOCs are 50 - 150%. When surrogate recoveries are outside the performance criteria butthe associated AQC passes this is assumed to be due to matrix effect. Results are not surrogate corrected.

A dilution suffix indicates a dilution has been performed and the reported result takes this into account. No further calculation is required.

If you have not already done so, please send us a purchase order if this is required by your company.

NOTES TO ACCOMPANY ALL SCHEDULES AND REPORTS

Please note we are only MCERTS accredited (UK soils only) for sand, loam and clay and any other matrix is outside our scope of accreditation.

Where Mineral Oil or Fats, Oils and Grease is quoted, this refers to Total Aliphatics C10-C40.

16/7518

WATERS

Data is only reported if the laboratory is confident that the data is a true reflection of the samples analysed. Data is only reported as accredited whenall the requirements of our Quality System have been met. In certain circumstances where all the requirements of the Quality System have not beenmet, for instance if the associated AQC has failed, the reason is fully investigated and documented. The sample data is then evaluated alongsidethe other quality control checks performed during analysis to determine its suitability. Following this evaluation, provided the sample results have not been effected, the data is reported but accreditation is removed. It is a UKAS requirement for data not reported as accredited to be consideredindicative only, but this does not mean the data is not valid. Where possible, and if requested, samples will be re-extracted and a revised report issued with accredited results. Please do not hesitate to contactthe laboratory if further details are required of the circumstances which have led to the removal of accreditation.

Where an MCERTS report has been requested, you will be notified within 48 hours of any samples that have been identified as being outside ourMCERTS scope. As validation has been performed on clay, sand and loam, only samples that are predominantly these matrices, or combinationsof them will be within our MCERTS scope. If samples are not one of a combination of the above matrices they will not be marked as MCERTSaccredited.

Negative Neutralization Potential (NP) values are obtained when the volume of NaOH (0.1N) titrated (pH 8.3) is greater than the volume of HCl (1N) to reduce the pH of the sample to 2.0 - 2.5. Any negative NP values are corrected to 0.

Where a CEN 10:1 ZERO Headspace VOC test has been carried out, a 10:1 ratio of water to wet (as received) soil has been used.

All samples will be discarded one month after the date of reporting, unless we are instructed to the contrary.

% Asbestos in Asbestos Containing Materials (ACMs) is determined by reference to HSG 264 The Survey Guide - Appendix 2 : ACMs in buildings listed in order of ease of fibre release.

All analysis is reported on a dry weight basis unless stated otherwise. Results are not surrogate corrected. Samples are dried at 35°C ±5°C unlessotherwise stated. Moisture content for CEN Leachate tests are dried at 105°C ±5°C.

Where Mineral Oil or Fats, Oils and Grease is quoted, this refers to Total Aliphatics C10-C40.

Please note we are not a UK Drinking Water Inspectorate (DWI) Approved Laboratory .

Samples must be received in a condition appropriate to the requested analyses. All samples should be submitted to the laboratory in suitablecontainers with sufficient ice packs to sustain an appropriate temperature for the requested analysis. If this is not the case you will be informed andany test results that may be compromised highlighted on your deviating samples report.

QF-PM 3.1.9 v32Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 7 of 11

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ectio

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JE Job No.:

#

B

DR

M

NA

NAD

ND

NDP

SS

SV

W

+

++

*

AD

CO

LOD/LOR

ME

NFD

BS

LB

N

TB

OC

AA

AB

x2 Dilution

x10 Dilution

Samples are dried at 35°C ±5°C

Dilution required.

ABBREVIATIONS and ACRONYMS USED

Outside Calibration Range

No Fibres Detected

Result outside calibration range, results should be considered as indicative only and are not accredited.

Results expressed on as received basis.

Surrogate recovery outside performance criteria. This may be due to a matrix effect.

MCERTS accredited.

ISO17025 (UKAS) accredited - UK.

16/7518

AQC failure, accreditation has been removed from this result, if appropriate, see 'Note' on previous page.

Calibrated against a single substance

Not applicable

No Asbestos Detected.

No Determination Possible

Indicates analyte found in associated method blank.

None Detected (usually refers to VOC and/SVOC TICs).

Analysis subcontracted to a Jones Environmental approved laboratory.

Matrix Effect

Blank Sample

Client Sample

Trip Blank Sample

AQC Sample

Suspected carry over

Limit of Detection (Limit of Reporting) in line with ISO 17025 and MCERTS

QF-PM 3.1.9 v32Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 8 of 11

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JE Jo

b N

o:

16/7518

Test M

ethod No.

Description

Prep M

ethod N

o. (if appropriate)

Description

ISO

17025(U

KA

S)

MC

ER

TS

(U

K soils

only)

Analysis done

on As R

eceived (A

R) or D

ried (A

D)

Reported on dry w

eight basis

TM

5M

odified US

EP

A 8015B

method for the determ

ination of solvent Extractable P

etroleum

Hydrocarbons (E

PH

) with carbon banding w

ithin the range C8-C

40 GC

-FID

. P

M30

Water sam

ples are extracted with solvent using a m

agnetic stirrer to create a vortex.

TM

5M

odified US

EP

A 8015B

method for the determ

ination of solvent Extractable P

etroleum

Hydrocarbons (E

PH

) with carbon banding w

ithin the range C8-C

40 GC

-FID

. P

M30

Water sam

ples are extracted with solvent using a m

agnetic stirrer to create a vortex.Y

es

TM

15M

odified US

EP

A 8260. Q

uantitative Determ

ination of Volatile O

rganic Com

pounds (V

OC

s) by Headspace G

C-M

S.

PM

10M

odified US

EP

A m

ethod 5021. Preparation of solid and liquid sam

ples for GC

headspace analysis.

TM

15M

odified US

EP

A 8260. Q

uantitative Determ

ination of Volatile O

rganic Com

pounds (V

OC

s) by Headspace G

C-M

S.

PM

10M

odified US

EP

A m

ethod 5021. Preparation of solid and liquid sam

ples for GC

headspace analysis.

Yes

TM

26D

etermination of phenols by R

eversed Phased H

igh Perform

ance Liquid C

hromatography and E

lectro-Chem

ical Detection.

PM

0N

o preparation is required.

TM

27M

odified US

EP

A m

ethod 9056.Determ

ination of water soluble anions using D

ionex (Ion-C

hromatography).

PM

0N

o preparation is required.

TM

30D

etermination of T

race Metal elem

ents by ICP

-OE

S (Inductively C

oupled Plasm

a - O

ptical Em

ission Spectrom

etry). Modified U

S E

PA

Method 200.7

PM

14A

nalysis of waters and leachates for m

etals by ICP

OE

S. S

amples are filtered for

dissolved metals and acidified if required.

TM

30D

etermination of T

race Metal elem

ents by ICP

-OE

S (Inductively C

oupled Plasm

a - O

ptical Em

ission Spectrom

etry). Modified U

S E

PA

Method 200.7

PM

14A

nalysis of waters and leachates for m

etals by ICP

OE

S. S

amples are filtered for

dissolved metals and acidified if required.

Yes

TM

33D

etermination of A

nionic surfactants by reaction with M

ethylene Blue to form

complexes

which are analysed spectrophotom

etrically. (MB

AS

)P

M0

No preparation is required.

TM

37M

odified US

EP

A 160.2 .G

ravimetric determ

ination of Total S

uspended Solids. S

ample is

filtered and the resulting residue is dried and weighed.

PM

0N

o preparation is required.

Jones Environm

ental Laboratory

Meth

od

Co

de A

pp

end

ix

QF-P

M 3

.1.1

0 v1

4P

lease inclu

de all sectio

ns o

f this rep

ort if it is rep

rod

uced

9 o

f 11

For

insp

ectio

n pur

pose

s only

.

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nt of

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right

owne

r req

uired

for a

ny ot

her u

se.

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JE Jo

b N

o:

16/7518

Test M

ethod No.

Description

Prep M

ethod N

o. (if appropriate)

Description

ISO

17025(U

KA

S)

MC

ER

TS

(U

K soils

only)

Analysis done

on As R

eceived (A

R) or D

ried (A

D)

Reported on dry w

eight basis

TM

37M

odified US

EP

A 160.2 .G

ravimetric determ

ination of Total S

uspended Solids. S

ample is

filtered and the resulting residue is dried and weighed.

PM

0N

o preparation is required.Y

es

TM

38S

oluble Ion analysis using the Therm

o Aquakem

Photom

etric Autom

atic Analyser.

Modified U

S E

PA

methods 325.2, 375.4, 365.2, 353.1, 354.1

PM

0N

o preparation is required.

TM

38S

oluble Ion analysis using the Therm

o Aquakem

Photom

etric Autom

atic Analyser.

Modified U

S E

PA

methods 325.2, 375.4, 365.2, 353.1, 354.1

PM

0N

o preparation is required.Y

es

TM

38/TM

125T

otal Nitogen/O

rganic Nitrogen by calculation

PM

0N

o preparation is required.

TM

57M

odified US

EP

A M

ethod 410.4. Chem

ical Oxygen D

emand is determ

ined by hot digestion w

ith Potassium

Dichrom

ate and measured spectrophotom

eterically.P

M0

No preparation is required.

TM

57M

odified US

EP

A M

ethod 410.4. Chem

ical Oxygen D

emand is determ

ined by hot digestion w

ith Potassium

Dichrom

ate and measured spectrophotom

eterically.P

M0

No preparation is required.

Yes

TM

58

Modified U

SE

PA

methods 405.1 and B

S 5667-3. M

easurement of B

iochemical O

xygen D

emand. W

hen cBO

D (C

arbonaceous BO

D) is requested a nitrification inhibitor is added

which prevents the oxidation of reduced form

s of nitrogen, such as amm

onia, nitrite and organic nitrogen w

hich exert a nitrogenous demand.

PM

0N

o preparation is required.

TM

58

Modified U

SE

PA

methods 405.1 and B

S 5667-3. M

easurement of B

iochemical O

xygen D

emand. W

hen cBO

D (C

arbonaceous BO

D) is requested a nitrification inhibitor is added

which prevents the oxidation of reduced form

s of nitrogen, such as amm

onia, nitrite and organic nitrogen w

hich exert a nitrogenous demand.

PM

0N

o preparation is required.Y

es

TM

73M

odified US

EP

A m

ethods 150.1 and 9045D. D

etermination of pH

by Metrohm

autom

ated probe analyser.P

M0

No preparation is required.

TM

73M

odified US

EP

A m

ethods 150.1 and 9045D. D

etermination of pH

by Metrohm

autom

ated probe analyser.P

M0

No preparation is required.

Yes

Jones Environm

ental Laboratory

Meth

od

Co

de A

pp

end

ix

QF-P

M 3

.1.1

0 v1

4P

lease inclu

de all sectio

ns o

f this rep

ort if it is rep

rod

uced

10

of 1

1

For

insp

ectio

n pur

pose

s only

.

Conse

nt of

copy

right

owne

r req

uired

for a

ny ot

her u

se.

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JE Jo

b N

o:

16/7518

Test M

ethod No.

Description

Prep M

ethod N

o. (if appropriate)

Description

ISO

17025(U

KA

S)

MC

ER

TS

(U

K soils

only)

Analysis done

on As R

eceived (A

R) or D

ried (A

D)

Reported on dry w

eight basis

TM

76M

odified US

EP

A m

ethod 120.1. Determ

ination of Specific C

onductance by Metrohm

autom

ated probe analyser.P

M0

No preparation is required.

TM

76M

odified US

EP

A m

ethod 120.1. Determ

ination of Specific C

onductance by Metrohm

autom

ated probe analyser.P

M0

No preparation is required.

Yes

TM

89M

odified US

EP

A m

ethod OIA

-1667. Determ

ination of cyanide by Flow

Injection Analyser.

PM

0N

o preparation is required.

TM

89M

odified US

EP

A m

ethod OIA

-1667. Determ

ination of cyanide by Flow

Injection Analyser.

PM

0N

o preparation is required.Y

es

TM

94D

erivatisation and extraction of Organotins. A

nalysis by GC

-MS

PM

48S

amples are pretreated and derivatised. T

he derviatised organotins are then extracted using hexane.

TM

149D

etermination of P

esticides by Large Volum

e Injection on GC

Triple Q

uad MS

, based upon U

SE

PA

method 8270

PM

30W

ater samples are extracted w

ith solvent using a magnetic stirrer to create a vortex.

NO

NE

No M

ethod Code

NO

NE

No M

ethod Code

Jones Environm

ental Laboratory

Meth

od

Co

de A

pp

end

ix

QF-P

M 3

.1.1

0 v1

4P

lease inclu

de all sectio

ns o

f this rep

ort if it is rep

rod

uced

11

of 1

1

For

insp

ectio

n pur

pose

s only

.

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nt of

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right

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r req

uired

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Unit 3 Deeside Point

Zone 3

Deeside Industrial Park

Deeside

AECOM

Attention :

Date :

Your reference :

Our reference :

Location :

Date samples received :

Status :

Issue : 1

Jones Environmental Laboratory

CH5 2UA

Tel: +44 (0) 1244 833780

Fax: +44 (0) 1244 833781

Danny Ward

Acorn Business CampusMahon Industrial ParkBlack RockCorkIreland

Registered Address : Unit 3 Deeside Point, Zone 3, Deeside Industrial Park, Deeside, CH5 2UA. UK

Three samples were received for analysis on 14th April, 2016 of which three were scheduled for analysis. Please find attached our Test Report which should be read with notes at the end of the report and should include all sections if reproduced. Interpretations and opinions are outside the scope of any accreditation, and all results relate only to samples supplied. All analysis is carried out on as received samples and reported on a dry weight basis unless stated otherwise. Results are not surrogate corrected.

Paul Lee-Boden BSc

Project Manager

25th April, 2016

OPP 462483

14th April, 2016

Final report

Compiled By:

Test Report 16/7602 Batch 1

QF-PM 3.1.1 v16Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 1 of 10

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ectio

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Client Name: Report : LiquidReference:Location:Contact: Liquids/products: V=40ml vial, G=glass bottle, P=plastic bottle

JE Job No.: 16/7602 H=H2SO4, Z=ZnAc, N=NaOH, HN=HN03

J E Sample No. 1-8 9-16 17-24

Sample ID P5 SW-1-2 SW-2-2

Depth

COC No / misc

Containers V H HN N P G V H HN N P G V H HN N P G

Sample Date 13/04/2016 13/04/2016 13/04/2016

Sample Type Effluent Surface Water Surface Water

Batch Number 1 1 1

Date of Receipt 14/04/2016 14/04/2016 14/04/2016

Dissolved Arsenic <2.5 - - <2.5 ug/l TM30/PM14

Dissolved Arsenic # - <2.5 <2.5 <2.5 ug/l TM30/PM14

Dissolved Barium 28 - - <3 ug/l TM30/PM14

Dissolved Barium # - 6 8 <3 ug/l TM30/PM14

Dissolved Boron 324 <12 <12 <12 ug/l TM30/PM14

Dissolved Cadmium <0.5 - - <0.5 ug/l TM30/PM14

Dissolved Cadmium # - <0.5 <0.5 <0.5 ug/l TM30/PM14

Total Dissolved Chromium <1.5 - - <1.5 ug/l TM30/PM14

Total Dissolved Chromium # - <1.5 <1.5 <1.5 ug/l TM30/PM14

Dissolved Copper <7 - - <7 ug/l TM30/PM14

Dissolved Copper # - <7 <7 <7 ug/l TM30/PM14

Dissolved Lead <5 - - <5 ug/l TM30/PM14

Dissolved Lead # - <5 <5 <5 ug/l TM30/PM14

Dissolved Mercury <1 - - <1 ug/l TM30/PM14

Dissolved Mercury # - <1 <1 <1 ug/l TM30/PM14

Dissolved Nickel <2 - - <2 ug/l TM30/PM14

Dissolved Nickel # - <2 <2 <2 ug/l TM30/PM14

Dissolved Selenium <3 - - <3 ug/l TM30/PM14

Dissolved Selenium # - <3 <3 <3 ug/l TM30/PM14

Dissolved Zinc 7 - - <3 ug/l TM30/PM14

Dissolved Zinc # - 127 9 <3 ug/l TM30/PM14

Total Phosphorus 640 42 35 <5 ug/l TM30/PM14

Atrazine <0.03AA <0.01 <0.01 <0.01 ug/l TM149/PM30

Simazine <0.03AA <0.01 <0.01 <0.01 ug/l TM149/PM30

EPH (C8-C40) 21260 - - <10 ug/l TM5/PM30

EPH (C8-C40) # - <10 <10 <10 ug/l TM5/PM30

Fats Oils and Grease <10 - - <10 ug/l TM5/PM30

Fats Oils and Grease # - <10 <10 <10 ug/l TM5/PM30

Total Phenols HPLC <0.1 <0.1 <0.1 <0.1 mg/l TM26/PM0

Fluoride <0.3 <0.3 <0.3 <0.3 mg/l TM27/PM0

Sulphate 23.90 - - <0.05 mg/l TM38/PM0

Sulphate # - 4.06 2.91 <0.05 mg/l TM38/PM0

Nitrate as NO3 0.6 - - <0.2 mg/l TM38/PM0

Nitrate as NO3 # - 2.6 1.6 <0.2 mg/l TM38/PM0

Nitrite as NO2 <0.02 - - <0.02 mg/l TM38/PM0

Nitrite as NO2 # - <0.02 <0.02 <0.02 mg/l TM38/PM0

Ortho Phosphate as P 0.04 - - <0.03 mg/l TM38/PM0

Ortho Phosphate as P # - <0.03 <0.03 <0.03 mg/l TM38/PM0

Danny Ward

Please see attached notes for all abbreviations and acronyms

LOD/LOR UnitsMethod

No.

Jones Environmental Laboratory

AECOMOPP 462483

QF-PM 3.1.2 v11Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 2 of 10

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Client Name: Report : LiquidReference:Location:Contact: Liquids/products: V=40ml vial, G=glass bottle, P=plastic bottle

JE Job No.: 16/7602 H=H2SO4, Z=ZnAc, N=NaOH, HN=HN03

J E Sample No. 1-8 9-16 17-24

Sample ID P5 SW-1-2 SW-2-2

Depth

COC No / misc

Containers V H HN N P G V H HN N P G V H HN N P G

Sample Date 13/04/2016 13/04/2016 13/04/2016

Sample Type Effluent Surface Water Surface Water

Batch Number 1 1 1

Date of Receipt 14/04/2016 14/04/2016 14/04/2016

Total Cyanide 0.01 - - <0.01 mg/l TM89/PM0

Total Cyanide # - 0.01 <0.01 <0.01 mg/l TM89/PM0

Ammoniacal Nitrogen as NH3 0.08 - - <0.03 mg/l TM38/PM0

Ammoniacal Nitrogen as NH3 # - 0.08 0.06 <0.03 mg/l TM38/PM0

Dibutyltin <0.1 <0.1 <0.1 <0.1 ug/l TM94/PM48

Tributyltin <0.1 <0.1 <0.1 <0.1 ug/l TM94/PM48

Triphenyltin <0.1 <0.1 <0.1 <0.1 ug/l TM94/PM48

Anionic Surfactants - 1.1 1.2 <0.2 mg/l TM33/PM0

BOD (Settled) # - 3 2 <1 mg/l TM58/PM0

BOD (Settled) 176 - - <1 mg/l TM58/PM0

COD (Settled) 471 - - <7 mg/l TM57/PM0

COD (Settled) # - 14 14 <7 mg/l TM57/PM0

Electrical Conductivity @25C 2012 - - <2 uS/cm TM76/PM0

Electrical Conductivity @25C # - 114 105 <2 uS/cm TM76/PM0

pH 6.12 - - <0.01 pH units TM73/PM0

pH # - 7.15 7.13 <0.01 pH units TM73/PM0

Total Nitrogen 5.0 1.6 1.5 <0.5 mg/l TM38/TM125/PM0

Total Suspended Solids 99 - - <10 mg/l TM37/PM0

Total Suspended Solids # - <10 <10 <10 mg/l TM37/PM0

LOD/LOR UnitsMethod

No.

Jones Environmental Laboratory

AECOMOPP 462483

Danny Ward

Please see attached notes for all abbreviations and acronyms

QF-PM 3.1.2 v11Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 3 of 10

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Client Name: VOC Report : LiquidReference:Location:Contact:JE Job No.: 16/7602

J E Sample No. 1-8 9-16 17-24

Sample ID P5 SW-1-2 SW-2-2

Depth

COC No / misc

Containers V H HN N P G V H HN N P G V H HN N P G

Sample Date 13/04/2016 13/04/2016 13/04/2016

Sample Type Effluent Surface Water Surface Water

Batch Number 1 1 1

Date of Receipt 14/04/2016 14/04/2016 14/04/2016

VOC MS

Dichlorodifluoromethane <2 <2 <2 <2 ug/l TM15/PM10

Methyl Tertiary Butyl Ether <0.1 - - <0.1 ug/l TM15/PM10

Methyl Tertiary Butyl Ether # - <0.1 <0.1 <0.1 ug/l TM15/PM10

Chloromethane <3 - - <3 ug/l TM15/PM10

Chloromethane # - <3 <3 <3 ug/l TM15/PM10

Vinyl Chloride <0.1 - - <0.1 ug/l TM15/PM10

Vinyl Chloride # - <0.1 <0.1 <0.1 ug/l TM15/PM10

Bromomethane <1 <1 <1 <1 ug/l TM15/PM10

Chloroethane <3 - - <3 ug/l TM15/PM10

Chloroethane # - <3 <3 <3 ug/l TM15/PM10

Trichlorofluoromethane <3 - - <3 ug/l TM15/PM10

Trichlorofluoromethane # - <3 <3 <3 ug/l TM15/PM10

1,1-Dichloroethene (1,1 DCE) <3 - - <3 ug/l TM15/PM10

1,1-Dichloroethene (1,1 DCE) # - <3 <3 <3 ug/l TM15/PM10

Dichloromethane (DCM) <3 - - <3 ug/l TM15/PM10

Dichloromethane (DCM) # - <3 <3 <3 ug/l TM15/PM10

trans-1-2-Dichloroethene <3 - - <3 ug/l TM15/PM10

trans-1-2-Dichloroethene # - <3 <3 <3 ug/l TM15/PM10

1,1-Dichloroethane <3 - - <3 ug/l TM15/PM10

1,1-Dichloroethane # - <3 <3 <3 ug/l TM15/PM10

cis-1-2-Dichloroethene <3 - - <3 ug/l TM15/PM10

cis-1-2-Dichloroethene # - <3 <3 <3 ug/l TM15/PM10

2,2-Dichloropropane <1 <1 <1 <1 ug/l TM15/PM10

Bromochloromethane <2 - - <2 ug/l TM15/PM10

Bromochloromethane # - <2 <2 <2 ug/l TM15/PM10

Chloroform <2 - - <2 ug/l TM15/PM10

Chloroform # - <2 <2 <2 ug/l TM15/PM10

1,1,1-Trichloroethane <2 - - <2 ug/l TM15/PM10

1,1,1-Trichloroethane # - <2 <2 <2 ug/l TM15/PM10

1,1-Dichloropropene <3 - - <3 ug/l TM15/PM10

1,1-Dichloropropene # - <3 <3 <3 ug/l TM15/PM10

Carbon tetrachloride <2 - - <2 ug/l TM15/PM10

Carbon tetrachloride # - <2 <2 <2 ug/l TM15/PM10

1,2-Dichloroethane <2 - - <2 ug/l TM15/PM10

1,2-Dichloroethane # - <2 <2 <2 ug/l TM15/PM10

Benzene <0.5 - - <0.5 ug/l TM15/PM10

Benzene # - <0.5 <0.5 <0.5 ug/l TM15/PM10

Trichloroethene (TCE) <3 - - <3 ug/l TM15/PM10

Trichloroethene (TCE) # - <3 <3 <3 ug/l TM15/PM10

1,2-Dichloropropane <2 - - <2 ug/l TM15/PM10

1,2-Dichloropropane # - <2 <2 <2 ug/l TM15/PM10

Dibromomethane <3 - - <3 ug/l TM15/PM10

Dibromomethane # - <3 <3 <3 ug/l TM15/PM10

Bromodichloromethane <2 - - <2 ug/l TM15/PM10

Bromodichloromethane # - <2 <2 <2 ug/l TM15/PM10

cis-1-3-Dichloropropene <2 <2 <2 <2 ug/l TM15/PM10

Toluene <5 - - <5 ug/l TM15/PM10

Toluene # - <5 <5 <5 ug/l TM15/PM10

trans-1-3-Dichloropropene <2 <2 <2 <2 ug/l TM15/PM10

1,1,2-Trichloroethane <2 - - <2 ug/l TM15/PM10

1,1,2-Trichloroethane # - <2 <2 <2 ug/l TM15/PM10

Tetrachloroethene (PCE) <3 - - <3 ug/l TM15/PM10

Tetrachloroethene (PCE) # - <3 <3 <3 ug/l TM15/PM10

1,3-Dichloropropane <2 - - <2 ug/l TM15/PM10

1,3-Dichloropropane # - <2 <2 <2 ug/l TM15/PM10

Dibromochloromethane <2 - - <2 ug/l TM15/PM10

Dibromochloromethane # - <2 <2 <2 ug/l TM15/PM10

1,2-Dibromoethane <2 - - <2 ug/l TM15/PM10

1,2-Dibromoethane # - <2 <2 <2 ug/l TM15/PM10

Chlorobenzene <2 - - <2 ug/l TM15/PM10

Chlorobenzene # - <2 <2 <2 ug/l TM15/PM10

1,1,1,2-Tetrachloroethane <2 - - <2 ug/l TM15/PM10

Danny Ward

Please see attached notes for all abbreviations and acronyms

LOD/LOR UnitsMethod

No.

Jones Environmental Laboratory

AECOMOPP 462483

QF-PM 3.1.4 v11Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 4 of 10

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EPA Export 14-11-2016:15:23:54

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Client Name: VOC Report : LiquidReference:Location:Contact:JE Job No.: 16/7602

J E Sample No. 1-8 9-16 17-24

Sample ID P5 SW-1-2 SW-2-2

Depth

COC No / misc

Containers V H HN N P G V H HN N P G V H HN N P G

Sample Date 13/04/2016 13/04/2016 13/04/2016

Sample Type Effluent Surface Water Surface Water

Batch Number 1 1 1

Date of Receipt 14/04/2016 14/04/2016 14/04/2016

VOC MS Continued

1,1,1,2-Tetrachloroethane # - <2 <2 <2 ug/l TM15/PM10

Ethylbenzene <0.5 - - <0.5 ug/l TM15/PM10

Ethylbenzene # - <0.5 <0.5 <0.5 ug/l TM15/PM10

p/m-Xylene <1 - - <1 ug/l TM15/PM10

p/m-Xylene # - <1 <1 <1 ug/l TM15/PM10

o-Xylene <0.5 - - <0.5 ug/l TM15/PM10

o-Xylene # - <0.5 <0.5 <0.5 ug/l TM15/PM10

Styrene <2 <2 <2 <2 ug/l TM15/PM10

Bromoform <2 - - <2 ug/l TM15/PM10

Bromoform # - <2 <2 <2 ug/l TM15/PM10

Isopropylbenzene <3 - - <3 ug/l TM15/PM10

Isopropylbenzene # - <3 <3 <3 ug/l TM15/PM10

1,1,2,2-Tetrachloroethane <4 <4 <4 <4 ug/l TM15/PM10

Bromobenzene <2 - - <2 ug/l TM15/PM10

Bromobenzene # - <2 <2 <2 ug/l TM15/PM10

1,2,3-Trichloropropane <3 - - <3 ug/l TM15/PM10

1,2,3-Trichloropropane # - <3 <3 <3 ug/l TM15/PM10

Propylbenzene <3 - - <3 ug/l TM15/PM10

Propylbenzene # - <3 <3 <3 ug/l TM15/PM10

2-Chlorotoluene <3 - - <3 ug/l TM15/PM10

2-Chlorotoluene # - <3 <3 <3 ug/l TM15/PM10

1,3,5-Trimethylbenzene <3 - - <3 ug/l TM15/PM10

1,3,5-Trimethylbenzene # - <3 <3 <3 ug/l TM15/PM10

4-Chlorotoluene <3 - - <3 ug/l TM15/PM10

4-Chlorotoluene # - <3 <3 <3 ug/l TM15/PM10

tert-Butylbenzene <3 - - <3 ug/l TM15/PM10

tert-Butylbenzene # - <3 <3 <3 ug/l TM15/PM10

1,2,4-Trimethylbenzene <3 - - <3 ug/l TM15/PM10

1,2,4-Trimethylbenzene # - <3 <3 <3 ug/l TM15/PM10

sec-Butylbenzene <3 - - <3 ug/l TM15/PM10

sec-Butylbenzene # - <3 <3 <3 ug/l TM15/PM10

4-Isopropyltoluene <3 - - <3 ug/l TM15/PM10

4-Isopropyltoluene # - <3 <3 <3 ug/l TM15/PM10

1,3-Dichlorobenzene <3 - - <3 ug/l TM15/PM10

1,3-Dichlorobenzene # - <3 <3 <3 ug/l TM15/PM10

1,4-Dichlorobenzene <3 - - <3 ug/l TM15/PM10

1,4-Dichlorobenzene # - <3 <3 <3 ug/l TM15/PM10

n-Butylbenzene <3 - - <3 ug/l TM15/PM10

n-Butylbenzene # - <3 <3 <3 ug/l TM15/PM10

1,2-Dichlorobenzene <3 - - <3 ug/l TM15/PM10

1,2-Dichlorobenzene # - <3 <3 <3 ug/l TM15/PM10

1,2-Dibromo-3-chloropropane <2 <2 <2 <2 ug/l TM15/PM10

1,2,4-Trichlorobenzene <3 <3 <3 <3 ug/l TM15/PM10

Hexachlorobutadiene <3 <3 <3 <3 ug/l TM15/PM10

Naphthalene <2 <2 <2 <2 ug/l TM15/PM10

1,2,3-Trichlorobenzene <3 <3 <3 <3 ug/l TM15/PM10

Surrogate Recovery Toluene D8 101 103 102 <0 % TM15/PM10

Surrogate Recovery 4-Bromofluorobenzene 105 105 106 <0 % TM15/PM10

LOD/LOR UnitsMethod

No.

Jones Environmental Laboratory

AECOMOPP 462483

Danny Ward

Please see attached notes for all abbreviations and acronyms

QF-PM 3.1.4 v11Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 5 of 10

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JE Job No.:

SOILS

DEVIATING SAMPLES

SURROGATES

DILUTIONS

NOTE

% Asbestos in Asbestos Containing Materials (ACMs) is determined by reference to HSG 264 The Survey Guide - Appendix 2 : ACMs in buildings listed in order of ease of fibre release.

All analysis is reported on a dry weight basis unless stated otherwise. Results are not surrogate corrected. Samples are dried at 35°C ±5°C unlessotherwise stated. Moisture content for CEN Leachate tests are dried at 105°C ±5°C.

Where Mineral Oil or Fats, Oils and Grease is quoted, this refers to Total Aliphatics C10-C40.

Please note we are not a UK Drinking Water Inspectorate (DWI) Approved Laboratory .

Samples must be received in a condition appropriate to the requested analyses. All samples should be submitted to the laboratory in suitablecontainers with sufficient ice packs to sustain an appropriate temperature for the requested analysis. If this is not the case you will be informed andany test results that may be compromised highlighted on your deviating samples report.

NOTES TO ACCOMPANY ALL SCHEDULES AND REPORTS

Please note we are only MCERTS accredited (UK soils only) for sand, loam and clay and any other matrix is outside our scope of accreditation.

Where Mineral Oil or Fats, Oils and Grease is quoted, this refers to Total Aliphatics C10-C40.

16/7602

WATERS

Data is only reported if the laboratory is confident that the data is a true reflection of the samples analysed. Data is only reported as accredited whenall the requirements of our Quality System have been met. In certain circumstances where all the requirements of the Quality System have not beenmet, for instance if the associated AQC has failed, the reason is fully investigated and documented. The sample data is then evaluated alongsidethe other quality control checks performed during analysis to determine its suitability. Following this evaluation, provided the sample results have not been effected, the data is reported but accreditation is removed. It is a UKAS requirement for data not reported as accredited to be consideredindicative only, but this does not mean the data is not valid. Where possible, and if requested, samples will be re-extracted and a revised report issued with accredited results. Please do not hesitate to contactthe laboratory if further details are required of the circumstances which have led to the removal of accreditation.

Where an MCERTS report has been requested, you will be notified within 48 hours of any samples that have been identified as being outside ourMCERTS scope. As validation has been performed on clay, sand and loam, only samples that are predominantly these matrices, or combinationsof them will be within our MCERTS scope. If samples are not one of a combination of the above matrices they will not be marked as MCERTSaccredited.

Negative Neutralization Potential (NP) values are obtained when the volume of NaOH (0.1N) titrated (pH 8.3) is greater than the volume of HCl (1N) to reduce the pH of the sample to 2.0 - 2.5. Any negative NP values are corrected to 0.

Where a CEN 10:1 ZERO Headspace VOC test has been carried out, a 10:1 ratio of water to wet (as received) soil has been used.

All samples will be discarded one month after the date of reporting, unless we are instructed to the contrary.

It is assumed that you have taken representative samples on site and require analysis on a representative subsample. Stones will generally beincluded unless we are requested to remove them.

ISO17025 (UKAS) accreditation applies to surface water and groundwater and one other matrix which is analysis specific, any other liquids areoutside our scope of accreditation.

As surface waters require different sample preparation to groundwaters the laboratory must be informed of the water type when submitting samples.

Where appropriate please make sure that our detection limits are suitable for your needs, if they are not, please notify us immediately.

Surrogate compounds are added during the preparation process to monitor recovery of analytes. However low recovery in soils is often due to peat,clay or other organic rich matrices. For waters this can be due to oxidants, surfactants, organic rich sediments or remediation fluids. Acceptablelimits for most organic methods are 70 - 130% and for VOCs are 50 - 150%. When surrogate recoveries are outside the performance criteria butthe associated AQC passes this is assumed to be due to matrix effect. Results are not surrogate corrected.

A dilution suffix indicates a dilution has been performed and the reported result takes this into account. No further calculation is required.

If you have not already done so, please send us a purchase order if this is required by your company.

QF-PM 3.1.9 v32Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 6 of 10

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JE Job No.:

#

B

DR

M

NA

NAD

ND

NDP

SS

SV

W

+

++

*

AD

CO

LOD/LOR

ME

NFD

BS

LB

N

TB

OC

AA x3 Dilution

Analysis subcontracted to a Jones Environmental approved laboratory.

Matrix Effect

Blank Sample

Client Sample

Trip Blank Sample

AQC Sample

Suspected carry over

Limit of Detection (Limit of Reporting) in line with ISO 17025 and MCERTS

MCERTS accredited.

ISO17025 (UKAS) accredited - UK.

16/7602

AQC failure, accreditation has been removed from this result, if appropriate, see 'Note' on previous page.

Calibrated against a single substance

Not applicable

No Asbestos Detected.

No Determination Possible

Indicates analyte found in associated method blank.

None Detected (usually refers to VOC and/SVOC TICs).

Outside Calibration Range

No Fibres Detected

Result outside calibration range, results should be considered as indicative only and are not accredited.

Results expressed on as received basis.

Surrogate recovery outside performance criteria. This may be due to a matrix effect.

Samples are dried at 35°C ±5°C

Dilution required.

ABBREVIATIONS and ACRONYMS USED

QF-PM 3.1.9 v32Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 7 of 10

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JE Jo

b N

o:

16/7602

Test M

ethod No.

Description

Prep M

ethod N

o. (if appropriate)

Description

ISO

17025(U

KA

S)

MC

ER

TS

(U

K soils

only)

Analysis done

on As R

eceived (A

R) or D

ried (A

D)

Reported on dry w

eight basis

TM

5M

odified US

EP

A 8015B

method for the determ

ination of solvent Extractable P

etroleum

Hydrocarbons (E

PH

) with carbon banding w

ithin the range C8-C

40 GC

-FID

. P

M30

Water sam

ples are extracted with solvent using a m

agnetic stirrer to create a vortex.

TM

5M

odified US

EP

A 8015B

method for the determ

ination of solvent Extractable P

etroleum

Hydrocarbons (E

PH

) with carbon banding w

ithin the range C8-C

40 GC

-FID

. P

M30

Water sam

ples are extracted with solvent using a m

agnetic stirrer to create a vortex.Y

es

TM

15M

odified US

EP

A 8260. Q

uantitative Determ

ination of Volatile O

rganic Com

pounds (V

OC

s) by Headspace G

C-M

S.

PM

10M

odified US

EP

A m

ethod 5021. Preparation of solid and liquid sam

ples for GC

headspace analysis.

TM

15M

odified US

EP

A 8260. Q

uantitative Determ

ination of Volatile O

rganic Com

pounds (V

OC

s) by Headspace G

C-M

S.

PM

10M

odified US

EP

A m

ethod 5021. Preparation of solid and liquid sam

ples for GC

headspace analysis.

Yes

TM

26D

etermination of phenols by R

eversed Phased H

igh Perform

ance Liquid C

hromatography and E

lectro-Chem

ical Detection.

PM

0N

o preparation is required.

TM

27M

odified US

EP

A m

ethod 9056.Determ

ination of water soluble anions using D

ionex (Ion-C

hromatography).

PM

0N

o preparation is required.

TM

30D

etermination of T

race Metal elem

ents by ICP

-OE

S (Inductively C

oupled Plasm

a - O

ptical Em

ission Spectrom

etry). Modified U

S E

PA

Method 200.7

PM

14A

nalysis of waters and leachates for m

etals by ICP

OE

S. S

amples are filtered for

dissolved metals and acidified if required.

TM

30D

etermination of T

race Metal elem

ents by ICP

-OE

S (Inductively C

oupled Plasm

a - O

ptical Em

ission Spectrom

etry). Modified U

S E

PA

Method 200.7

PM

14A

nalysis of waters and leachates for m

etals by ICP

OE

S. S

amples are filtered for

dissolved metals and acidified if required.

Yes

TM

33D

etermination of A

nionic surfactants by reaction with M

ethylene Blue to form

complexes

which are analysed spectrophotom

etrically. (MB

AS

)P

M0

No preparation is required.

TM

37M

odified US

EP

A 160.2 .G

ravimetric determ

ination of Total S

uspended Solids. S

ample is

filtered and the resulting residue is dried and weighed.

PM

0N

o preparation is required.

Jones Environm

ental Laboratory

Meth

od

Co

de A

pp

end

ix

QF-P

M 3

.1.1

0 v1

4P

lease inclu

de all sectio

ns o

f this rep

ort if it is rep

rod

uced

8 o

f 10

For

insp

ectio

n pur

pose

s only

.

Conse

nt of

copy

right

owne

r req

uired

for a

ny ot

her u

se.

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JE Jo

b N

o:

16/7602

Test M

ethod No.

Description

Prep M

ethod N

o. (if appropriate)

Description

ISO

17025(U

KA

S)

MC

ER

TS

(U

K soils

only)

Analysis done

on As R

eceived (A

R) or D

ried (A

D)

Reported on dry w

eight basis

TM

37M

odified US

EP

A 160.2 .G

ravimetric determ

ination of Total S

uspended Solids. S

ample is

filtered and the resulting residue is dried and weighed.

PM

0N

o preparation is required.Y

es

TM

38S

oluble Ion analysis using the Therm

o Aquakem

Photom

etric Autom

atic Analyser.

Modified U

S E

PA

methods 325.2, 375.4, 365.2, 353.1, 354.1

PM

0N

o preparation is required.

TM

38S

oluble Ion analysis using the Therm

o Aquakem

Photom

etric Autom

atic Analyser.

Modified U

S E

PA

methods 325.2, 375.4, 365.2, 353.1, 354.1

PM

0N

o preparation is required.Y

es

TM

38/TM

125T

otal Nitogen/O

rganic Nitrogen by calculation

PM

0N

o preparation is required.

TM

57M

odified US

EP

A M

ethod 410.4. Chem

ical Oxygen D

emand is determ

ined by hot digestion w

ith Potassium

Dichrom

ate and measured spectrophotom

eterically.P

M0

No preparation is required.

TM

57M

odified US

EP

A M

ethod 410.4. Chem

ical Oxygen D

emand is determ

ined by hot digestion w

ith Potassium

Dichrom

ate and measured spectrophotom

eterically.P

M0

No preparation is required.

Yes

TM

58

Modified U

SE

PA

methods 405.1 and B

S 5667-3. M

easurement of B

iochemical O

xygen D

emand. W

hen cBO

D (C

arbonaceous BO

D) is requested a nitrification inhibitor is added

which prevents the oxidation of reduced form

s of nitrogen, such as amm

onia, nitrite and organic nitrogen w

hich exert a nitrogenous demand.

PM

0N

o preparation is required.

TM

58

Modified U

SE

PA

methods 405.1 and B

S 5667-3. M

easurement of B

iochemical O

xygen D

emand. W

hen cBO

D (C

arbonaceous BO

D) is requested a nitrification inhibitor is added

which prevents the oxidation of reduced form

s of nitrogen, such as amm

onia, nitrite and organic nitrogen w

hich exert a nitrogenous demand.

PM

0N

o preparation is required.Y

es

TM

73M

odified US

EP

A m

ethods 150.1 and 9045D. D

etermination of pH

by Metrohm

autom

ated probe analyser.P

M0

No preparation is required.

TM

73M

odified US

EP

A m

ethods 150.1 and 9045D. D

etermination of pH

by Metrohm

autom

ated probe analyser.P

M0

No preparation is required.

Yes

Jones Environm

ental Laboratory

Meth

od

Co

de A

pp

end

ix

QF-P

M 3

.1.1

0 v1

4P

lease inclu

de all sectio

ns o

f this rep

ort if it is rep

rod

uced

9 o

f 10

For

insp

ectio

n pur

pose

s only

.

Conse

nt of

copy

right

owne

r req

uired

for a

ny ot

her u

se.

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JE Jo

b N

o:

16/7602

Test M

ethod No.

Description

Prep M

ethod N

o. (if appropriate)

Description

ISO

17025(U

KA

S)

MC

ER

TS

(U

K soils

only)

Analysis done

on As R

eceived (A

R) or D

ried (A

D)

Reported on dry w

eight basis

TM

76M

odified US

EP

A m

ethod 120.1. Determ

ination of Specific C

onductance by Metrohm

autom

ated probe analyser.P

M0

No preparation is required.

TM

76M

odified US

EP

A m

ethod 120.1. Determ

ination of Specific C

onductance by Metrohm

autom

ated probe analyser.P

M0

No preparation is required.

Yes

TM

89M

odified US

EP

A m

ethod OIA

-1667. Determ

ination of cyanide by Flow

Injection Analyser.

PM

0N

o preparation is required.

TM

89M

odified US

EP

A m

ethod OIA

-1667. Determ

ination of cyanide by Flow

Injection Analyser.

PM

0N

o preparation is required.Y

es

TM

94D

erivatisation and extraction of Organotins. A

nalysis by GC

-MS

PM

48S

amples are pretreated and derivatised. T

he derviatised organotins are then extracted using hexane.

TM

149D

etermination of P

esticides by Large Volum

e Injection on GC

Triple Q

uad MS

, based upon U

SE

PA

method 8270

PM

30W

ater samples are extracted w

ith solvent using a magnetic stirrer to create a vortex.

Jones Environm

ental Laboratory

Meth

od

Co

de A

pp

end

ix

QF-P

M 3

.1.1

0 v1

4P

lease inclu

de all sectio

ns o

f this rep

ort if it is rep

rod

uced

10

of 1

0

For

insp

ectio

n pur

pose

s only

.

Conse

nt of

copy

right

owne

r req

uired

for a

ny ot

her u

se.

EPA Export 14-11-2016:15:23:54

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Unit 3 Deeside Point

Zone 3

Deeside Industrial Park

Deeside

AECOM

Attention :

Date :

Your reference :

Our reference :

Location :

Date samples received :

Status :

Issue :

Two samples were received for analysis on 13th April, 2016 of which two were scheduled for analysis. Please find attached our Test Report which should be read with notes at the end of the report and should include all sections if reproduced. Interpretations and opinions are outside the scope of any accreditation, and all results relate only to samples supplied. All analysis is carried out on as received samples and reported on a dry weight basis unless stated otherwise. Results are not surrogate corrected.

Simon Gomery BSc

Project Manager

20th April, 2016

OPP 462483

13th April, 2016

Final report

Compiled By:

Test Report 16/7518 Batch 1

1

Jones Environmental Laboratory

CH5 2UA

Tel: +44 (0) 1244 833780

Fax: +44 (0) 1244 833781

Danny Ward

Acorn Business CampusMahon Industrial ParkBlack RockCorkIreland

Registered Address : Unit 3 Deeside Point, Zone 3, Deeside Industrial Park, Deeside, CH5 2UA. UK

QF-PM 3.1.1 v16Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 1 of 11

For

insp

ectio

n pur

pose

s only

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nt of

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uired

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se.

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Client Name: Report : LiquidReference:Location:Contact: Liquids/products: V=40ml vial, G=glass bottle, P=plastic bottle

JE Job No.: 16/7518 H=H2SO4, Z=ZnAc, N=NaOH, HN=HN03

J E Sample No. 1-8 9-16

Sample ID P4 SW-1-1

Depth

COC No / misc

Containers V H HN N P G V H HN N P G

Sample Date 12/04/2016 12/04/2016

Sample Type Effluent Surface Water

Batch Number 1 1

Date of Receipt 13/04/2016 13/04/2016

Dissolved Arsenic <2.5 - <2.5 ug/l TM30/PM14

Dissolved Arsenic # - <2.5 <2.5 ug/l TM30/PM14

Dissolved Barium 24 - <3 ug/l TM30/PM14

Dissolved Barium # - 4 <3 ug/l TM30/PM14

Dissolved Boron 449 <12 <12 ug/l TM30/PM14

Dissolved Cadmium <0.5 - <0.5 ug/l TM30/PM14

Dissolved Cadmium # - <0.5 <0.5 ug/l TM30/PM14

Total Dissolved Chromium <1.5 - <1.5 ug/l TM30/PM14

Total Dissolved Chromium # - <1.5 <1.5 ug/l TM30/PM14

Dissolved Copper <7 - <7 ug/l TM30/PM14

Dissolved Copper # - <7 <7 ug/l TM30/PM14

Dissolved Lead <5 - <5 ug/l TM30/PM14

Dissolved Lead # - <5 <5 ug/l TM30/PM14

Dissolved Mercury <1 - <1 ug/l TM30/PM14

Dissolved Mercury # - <1 <1 ug/l TM30/PM14

Dissolved Nickel <2 - <2 ug/l TM30/PM14

Dissolved Nickel # - <2 <2 ug/l TM30/PM14

Dissolved Selenium <3 - <3 ug/l TM30/PM14

Dissolved Selenium # - <3 <3 ug/l TM30/PM14

Dissolved Zinc 6 - <3 ug/l TM30/PM14

Dissolved Zinc # - 96 <3 ug/l TM30/PM14

Total Phosphorus 475 39 <5 ug/l TM30/PM14

Atrazine <0.02AA <0.01 <0.01 ug/l TM149/PM30

Simazine <0.02AA <0.01 <0.01 ug/l TM149/PM30

EPH (C8-C40) 11650 - <10 ug/l TM5/PM30

EPH (C8-C40) # - <10 <10 ug/l TM5/PM30

Fats Oils and Grease <10 - <10 ug/l TM5/PM30

Fats Oils and Grease # - <10 <10 ug/l TM5/PM30

Total Phenols HPLC <0.1 <0.1 <0.1 mg/l TM26/PM0

Fluoride <0.3 <0.3 <0.3 mg/l TM27/PM0

Sulphate 10.69 - <0.05 mg/l TM38/PM0

Sulphate # - 3.96 <0.05 mg/l TM38/PM0

Nitrate as NO3 <0.2 - <0.2 mg/l TM38/PM0

Nitrate as NO3 # - 1.1 <0.2 mg/l TM38/PM0

Nitrite as NO2 <0.02 - <0.02 mg/l TM38/PM0

Nitrite as NO2 # - <0.02 <0.02 mg/l TM38/PM0

Ortho Phosphate as P <0.03 - <0.03 mg/l TM38/PM0

Ortho Phosphate as P # - <0.03 <0.03 mg/l TM38/PM0

Danny Ward

Please see attached notes for all abbreviations and acronyms

LOD/LOR UnitsMethod

No.

Jones Environmental Laboratory

AECOMOPP 462483

QF-PM 3.1.2 v11Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 2 of 11

For

insp

ectio

n pur

pose

s only

.

Conse

nt of

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right

owne

r req

uired

for a

ny ot

her u

se.

EPA Export 14-11-2016:15:23:54

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Client Name: Report : LiquidReference:Location:Contact: Liquids/products: V=40ml vial, G=glass bottle, P=plastic bottle

JE Job No.: 16/7518 H=H2SO4, Z=ZnAc, N=NaOH, HN=HN03

J E Sample No. 1-8 9-16

Sample ID P4 SW-1-1

Depth

COC No / misc

Containers V H HN N P G V H HN N P G

Sample Date 12/04/2016 12/04/2016

Sample Type Effluent Surface Water

Batch Number 1 1

Date of Receipt 13/04/2016 13/04/2016

Total Cyanide <0.01 - <0.01 mg/l TM89/PM0

Total Cyanide # - <0.01 <0.01 mg/l TM89/PM0

Ammoniacal Nitrogen as NH3 0.36 - <0.03 mg/l TM38/PM0

Ammoniacal Nitrogen as NH3 # - 0.11 <0.03 mg/l TM38/PM0

Dibutyltin <0.1 <0.1 <0.1 ug/l TM94/PM48

Tributyltin <0.1 <0.1 <0.1 ug/l TM94/PM48

Triphenyltin <0.1 <0.1 <0.1 ug/l TM94/PM48

Anionic Surfactants - 4.2AB <0.2 mg/l TM33/PM0

BOD (Settled) # - 2 <1 mg/l TM58/PM0

BOD (Settled) 171 - <1 mg/l TM58/PM0

COD (Settled) 542 - <7 mg/l TM57/PM0

COD (Settled) # - 19 <7 mg/l TM57/PM0

Electrical Conductivity @25C 1495 - <2 uS/cm TM76/PM0

Electrical Conductivity @25C # - 130 <2 uS/cm TM76/PM0

pH 5.91 - <0.01 pH units TM73/PM0

pH # - 7.01 <0.01 pH units TM73/PM0

Total Nitrogen 4.8 1.8 <0.5 mg/l TM38/TM125/PM0

Total Suspended Solids 72 - <10 mg/l TM37/PM0

Total Suspended Solids # - <10 <10 mg/l TM37/PM0

LOD/LOR UnitsMethod

No.

Jones Environmental Laboratory

AECOMOPP 462483

Danny Ward

Please see attached notes for all abbreviations and acronyms

QF-PM 3.1.2 v11Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 3 of 11

For

insp

ectio

n pur

pose

s only

.

Conse

nt of

copy

right

owne

r req

uired

for a

ny ot

her u

se.

EPA Export 14-11-2016:15:23:54

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Client Name: Report : MiscReference:Location: Solids: V=60g VOC jar, J=250g glass jar, T=plastic tub

Contact:JE Job No.: 16/7518

J E Sample No. 1-8

Sample ID P4

Depth

COC No / misc

Containers V H HN N P G

Sample Date 12/04/2016

Sample Type Effluent

Batch Number 1

Date of Receipt 13/04/2016

Sample Temperature 6.0 <0.1 Degrees C NONE/NONE

Danny Ward

Please see attached notes for all abbreviations and acronyms

LOD/LOR UnitsMethod

No.

Jones Environmental Laboratory

AECOMOPP 462483

QF-PM 3.1.2 v11Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 4 of 11

For

insp

ectio

n pur

pose

s only

.

Conse

nt of

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right

owne

r req

uired

for a

ny ot

her u

se.

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Client Name: VOC Report : LiquidReference:Location:Contact:JE Job No.: 16/7518

J E Sample No. 1-8 9-16

Sample ID P4 SW-1-1

Depth

COC No / misc

Containers V H HN N P G V H HN N P G

Sample Date 12/04/2016 12/04/2016

Sample Type Effluent Surface Water

Batch Number 1 1

Date of Receipt 13/04/2016 13/04/2016

VOC MS

Dichlorodifluoromethane <2 <2 <2 ug/l TM15/PM10

Methyl Tertiary Butyl Ether <0.1 - <0.1 ug/l TM15/PM10

Methyl Tertiary Butyl Ether # - <0.1 <0.1 ug/l TM15/PM10

Chloromethane <3 - <3 ug/l TM15/PM10

Chloromethane # - <3 <3 ug/l TM15/PM10

Vinyl Chloride <0.1 - <0.1 ug/l TM15/PM10

Vinyl Chloride # - <0.1 <0.1 ug/l TM15/PM10

Bromomethane <1 <1 <1 ug/l TM15/PM10

Chloroethane <3 - <3 ug/l TM15/PM10

Chloroethane # - <3 <3 ug/l TM15/PM10

Trichlorofluoromethane <3 - <3 ug/l TM15/PM10

Trichlorofluoromethane # - <3 <3 ug/l TM15/PM10

1,1-Dichloroethene (1,1 DCE) <3 - <3 ug/l TM15/PM10

1,1-Dichloroethene (1,1 DCE) # - <3 <3 ug/l TM15/PM10

Dichloromethane (DCM) <3 - <3 ug/l TM15/PM10

Dichloromethane (DCM) # - <3 <3 ug/l TM15/PM10

trans-1-2-Dichloroethene <3 - <3 ug/l TM15/PM10

trans-1-2-Dichloroethene # - <3 <3 ug/l TM15/PM10

1,1-Dichloroethane <3 - <3 ug/l TM15/PM10

1,1-Dichloroethane # - <3 <3 ug/l TM15/PM10

cis-1-2-Dichloroethene <3 - <3 ug/l TM15/PM10

cis-1-2-Dichloroethene # - <3 <3 ug/l TM15/PM10

2,2-Dichloropropane <1 <1 <1 ug/l TM15/PM10

Bromochloromethane <2 - <2 ug/l TM15/PM10

Bromochloromethane # - <2 <2 ug/l TM15/PM10

Chloroform 2 - <2 ug/l TM15/PM10

Chloroform # - <2 <2 ug/l TM15/PM10

1,1,1-Trichloroethane <2 - <2 ug/l TM15/PM10

1,1,1-Trichloroethane # - <2 <2 ug/l TM15/PM10

1,1-Dichloropropene <3 - <3 ug/l TM15/PM10

1,1-Dichloropropene # - <3 <3 ug/l TM15/PM10

Carbon tetrachloride <2 - <2 ug/l TM15/PM10

Carbon tetrachloride # - <2 <2 ug/l TM15/PM10

1,2-Dichloroethane <2 - <2 ug/l TM15/PM10

1,2-Dichloroethane # - <2 <2 ug/l TM15/PM10

Benzene 0.9 - <0.5 ug/l TM15/PM10

Benzene # - <0.5 <0.5 ug/l TM15/PM10

Trichloroethene (TCE) <3 - <3 ug/l TM15/PM10

Trichloroethene (TCE) # - <3 <3 ug/l TM15/PM10

1,2-Dichloropropane <2 - <2 ug/l TM15/PM10

1,2-Dichloropropane # - <2 <2 ug/l TM15/PM10

Dibromomethane <3 - <3 ug/l TM15/PM10

Dibromomethane # - <3 <3 ug/l TM15/PM10

Bromodichloromethane <2 - <2 ug/l TM15/PM10

Bromodichloromethane # - <2 <2 ug/l TM15/PM10

cis-1-3-Dichloropropene <2 <2 <2 ug/l TM15/PM10

Toluene <5 - <5 ug/l TM15/PM10

Toluene # - <5 <5 ug/l TM15/PM10

trans-1-3-Dichloropropene <2 <2 <2 ug/l TM15/PM10

1,1,2-Trichloroethane <2 - <2 ug/l TM15/PM10

1,1,2-Trichloroethane # - <2 <2 ug/l TM15/PM10

Tetrachloroethene (PCE) <3 - <3 ug/l TM15/PM10

Tetrachloroethene (PCE) # - <3 <3 ug/l TM15/PM10

1,3-Dichloropropane <2 - <2 ug/l TM15/PM10

1,3-Dichloropropane # - <2 <2 ug/l TM15/PM10

Dibromochloromethane <2 - <2 ug/l TM15/PM10

Dibromochloromethane # - <2 <2 ug/l TM15/PM10

1,2-Dibromoethane <2 - <2 ug/l TM15/PM10

1,2-Dibromoethane # - <2 <2 ug/l TM15/PM10

Chlorobenzene <2 - <2 ug/l TM15/PM10

Chlorobenzene # - <2 <2 ug/l TM15/PM10

1,1,1,2-Tetrachloroethane <2 - <2 ug/l TM15/PM10

Danny Ward

Please see attached notes for all abbreviations and acronyms

LOD/LOR UnitsMethod

No.

Jones Environmental Laboratory

AECOMOPP 462483

QF-PM 3.1.4 v11Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 5 of 11

For

insp

ectio

n pur

pose

s only

.

Conse

nt of

copy

right

owne

r req

uired

for a

ny ot

her u

se.

EPA Export 14-11-2016:15:23:54

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Client Name: VOC Report : LiquidReference:Location:Contact:JE Job No.: 16/7518

J E Sample No. 1-8 9-16

Sample ID P4 SW-1-1

Depth

COC No / misc

Containers V H HN N P G V H HN N P G

Sample Date 12/04/2016 12/04/2016

Sample Type Effluent Surface Water

Batch Number 1 1

Date of Receipt 13/04/2016 13/04/2016

VOC MS Continued

1,1,1,2-Tetrachloroethane # - <2 <2 ug/l TM15/PM10

Ethylbenzene <0.5 - <0.5 ug/l TM15/PM10

Ethylbenzene # - <0.5 <0.5 ug/l TM15/PM10

p/m-Xylene <1 - <1 ug/l TM15/PM10

p/m-Xylene # - <1 <1 ug/l TM15/PM10

o-Xylene <0.5 - <0.5 ug/l TM15/PM10

o-Xylene # - <0.5 <0.5 ug/l TM15/PM10

Styrene <2 <2 <2 ug/l TM15/PM10

Bromoform <2 - <2 ug/l TM15/PM10

Bromoform # - <2 <2 ug/l TM15/PM10

Isopropylbenzene <3 - <3 ug/l TM15/PM10

Isopropylbenzene # - <3 <3 ug/l TM15/PM10

1,1,2,2-Tetrachloroethane <4 <4 <4 ug/l TM15/PM10

Bromobenzene <2 - <2 ug/l TM15/PM10

Bromobenzene # - <2 <2 ug/l TM15/PM10

1,2,3-Trichloropropane <3 - <3 ug/l TM15/PM10

1,2,3-Trichloropropane # - <3 <3 ug/l TM15/PM10

Propylbenzene <3 - <3 ug/l TM15/PM10

Propylbenzene # - <3 <3 ug/l TM15/PM10

2-Chlorotoluene <3 - <3 ug/l TM15/PM10

2-Chlorotoluene # - <3 <3 ug/l TM15/PM10

1,3,5-Trimethylbenzene <3 - <3 ug/l TM15/PM10

1,3,5-Trimethylbenzene # - <3 <3 ug/l TM15/PM10

4-Chlorotoluene <3 - <3 ug/l TM15/PM10

4-Chlorotoluene # - <3 <3 ug/l TM15/PM10

tert-Butylbenzene <3 - <3 ug/l TM15/PM10

tert-Butylbenzene # - <3 <3 ug/l TM15/PM10

1,2,4-Trimethylbenzene <3 - <3 ug/l TM15/PM10

1,2,4-Trimethylbenzene # - <3 <3 ug/l TM15/PM10

sec-Butylbenzene <3 - <3 ug/l TM15/PM10

sec-Butylbenzene # - <3 <3 ug/l TM15/PM10

4-Isopropyltoluene <3 - <3 ug/l TM15/PM10

4-Isopropyltoluene # - <3 <3 ug/l TM15/PM10

1,3-Dichlorobenzene <3 - <3 ug/l TM15/PM10

1,3-Dichlorobenzene # - <3 <3 ug/l TM15/PM10

1,4-Dichlorobenzene <3 - <3 ug/l TM15/PM10

1,4-Dichlorobenzene # - <3 <3 ug/l TM15/PM10

n-Butylbenzene <3 - <3 ug/l TM15/PM10

n-Butylbenzene # - <3 <3 ug/l TM15/PM10

1,2-Dichlorobenzene <3 - <3 ug/l TM15/PM10

1,2-Dichlorobenzene # - <3 <3 ug/l TM15/PM10

1,2-Dibromo-3-chloropropane <2 <2 <2 ug/l TM15/PM10

1,2,4-Trichlorobenzene <3 <3 <3 ug/l TM15/PM10

Hexachlorobutadiene <3 <3 <3 ug/l TM15/PM10

Naphthalene <2 <2 <2 ug/l TM15/PM10

1,2,3-Trichlorobenzene <3 <3 <3 ug/l TM15/PM10

Surrogate Recovery Toluene D8 108 107 <0 % TM15/PM10

Surrogate Recovery 4-Bromofluorobenzene 104 102 <0 % TM15/PM10

LOD/LOR UnitsMethod

No.

Jones Environmental Laboratory

AECOMOPP 462483

Danny Ward

Please see attached notes for all abbreviations and acronyms

QF-PM 3.1.4 v11Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 6 of 11

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ectio

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pose

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JE Job No.:

SOILS

DEVIATING SAMPLES

SURROGATES

DILUTIONS

NOTE

It is assumed that you have taken representative samples on site and require analysis on a representative subsample. Stones will generally beincluded unless we are requested to remove them.

ISO17025 (UKAS) accreditation applies to surface water and groundwater and one other matrix which is analysis specific, any other liquids areoutside our scope of accreditation.

As surface waters require different sample preparation to groundwaters the laboratory must be informed of the water type when submitting samples.

Where appropriate please make sure that our detection limits are suitable for your needs, if they are not, please notify us immediately.

Surrogate compounds are added during the preparation process to monitor recovery of analytes. However low recovery in soils is often due to peat,clay or other organic rich matrices. For waters this can be due to oxidants, surfactants, organic rich sediments or remediation fluids. Acceptablelimits for most organic methods are 70 - 130% and for VOCs are 50 - 150%. When surrogate recoveries are outside the performance criteria butthe associated AQC passes this is assumed to be due to matrix effect. Results are not surrogate corrected.

A dilution suffix indicates a dilution has been performed and the reported result takes this into account. No further calculation is required.

If you have not already done so, please send us a purchase order if this is required by your company.

NOTES TO ACCOMPANY ALL SCHEDULES AND REPORTS

Please note we are only MCERTS accredited (UK soils only) for sand, loam and clay and any other matrix is outside our scope of accreditation.

Where Mineral Oil or Fats, Oils and Grease is quoted, this refers to Total Aliphatics C10-C40.

16/7518

WATERS

Data is only reported if the laboratory is confident that the data is a true reflection of the samples analysed. Data is only reported as accredited whenall the requirements of our Quality System have been met. In certain circumstances where all the requirements of the Quality System have not beenmet, for instance if the associated AQC has failed, the reason is fully investigated and documented. The sample data is then evaluated alongsidethe other quality control checks performed during analysis to determine its suitability. Following this evaluation, provided the sample results have not been effected, the data is reported but accreditation is removed. It is a UKAS requirement for data not reported as accredited to be consideredindicative only, but this does not mean the data is not valid. Where possible, and if requested, samples will be re-extracted and a revised report issued with accredited results. Please do not hesitate to contactthe laboratory if further details are required of the circumstances which have led to the removal of accreditation.

Where an MCERTS report has been requested, you will be notified within 48 hours of any samples that have been identified as being outside ourMCERTS scope. As validation has been performed on clay, sand and loam, only samples that are predominantly these matrices, or combinationsof them will be within our MCERTS scope. If samples are not one of a combination of the above matrices they will not be marked as MCERTSaccredited.

Negative Neutralization Potential (NP) values are obtained when the volume of NaOH (0.1N) titrated (pH 8.3) is greater than the volume of HCl (1N) to reduce the pH of the sample to 2.0 - 2.5. Any negative NP values are corrected to 0.

Where a CEN 10:1 ZERO Headspace VOC test has been carried out, a 10:1 ratio of water to wet (as received) soil has been used.

All samples will be discarded one month after the date of reporting, unless we are instructed to the contrary.

% Asbestos in Asbestos Containing Materials (ACMs) is determined by reference to HSG 264 The Survey Guide - Appendix 2 : ACMs in buildings listed in order of ease of fibre release.

All analysis is reported on a dry weight basis unless stated otherwise. Results are not surrogate corrected. Samples are dried at 35°C ±5°C unlessotherwise stated. Moisture content for CEN Leachate tests are dried at 105°C ±5°C.

Where Mineral Oil or Fats, Oils and Grease is quoted, this refers to Total Aliphatics C10-C40.

Please note we are not a UK Drinking Water Inspectorate (DWI) Approved Laboratory .

Samples must be received in a condition appropriate to the requested analyses. All samples should be submitted to the laboratory in suitablecontainers with sufficient ice packs to sustain an appropriate temperature for the requested analysis. If this is not the case you will be informed andany test results that may be compromised highlighted on your deviating samples report.

QF-PM 3.1.9 v32Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 7 of 11

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JE Job No.:

#

B

DR

M

NA

NAD

ND

NDP

SS

SV

W

+

++

*

AD

CO

LOD/LOR

ME

NFD

BS

LB

N

TB

OC

AA

AB

x2 Dilution

x10 Dilution

Samples are dried at 35°C ±5°C

Dilution required.

ABBREVIATIONS and ACRONYMS USED

Outside Calibration Range

No Fibres Detected

Result outside calibration range, results should be considered as indicative only and are not accredited.

Results expressed on as received basis.

Surrogate recovery outside performance criteria. This may be due to a matrix effect.

MCERTS accredited.

ISO17025 (UKAS) accredited - UK.

16/7518

AQC failure, accreditation has been removed from this result, if appropriate, see 'Note' on previous page.

Calibrated against a single substance

Not applicable

No Asbestos Detected.

No Determination Possible

Indicates analyte found in associated method blank.

None Detected (usually refers to VOC and/SVOC TICs).

Analysis subcontracted to a Jones Environmental approved laboratory.

Matrix Effect

Blank Sample

Client Sample

Trip Blank Sample

AQC Sample

Suspected carry over

Limit of Detection (Limit of Reporting) in line with ISO 17025 and MCERTS

QF-PM 3.1.9 v32Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 8 of 11

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JE Jo

b N

o:

16/7518

Test M

ethod No.

Description

Prep M

ethod N

o. (if appropriate)

Description

ISO

17025(U

KA

S)

MC

ER

TS

(U

K soils

only)

Analysis done

on As R

eceived (A

R) or D

ried (A

D)

Reported on dry w

eight basis

TM

5M

odified US

EP

A 8015B

method for the determ

ination of solvent Extractable P

etroleum

Hydrocarbons (E

PH

) with carbon banding w

ithin the range C8-C

40 GC

-FID

. P

M30

Water sam

ples are extracted with solvent using a m

agnetic stirrer to create a vortex.

TM

5M

odified US

EP

A 8015B

method for the determ

ination of solvent Extractable P

etroleum

Hydrocarbons (E

PH

) with carbon banding w

ithin the range C8-C

40 GC

-FID

. P

M30

Water sam

ples are extracted with solvent using a m

agnetic stirrer to create a vortex.Y

es

TM

15M

odified US

EP

A 8260. Q

uantitative Determ

ination of Volatile O

rganic Com

pounds (V

OC

s) by Headspace G

C-M

S.

PM

10M

odified US

EP

A m

ethod 5021. Preparation of solid and liquid sam

ples for GC

headspace analysis.

TM

15M

odified US

EP

A 8260. Q

uantitative Determ

ination of Volatile O

rganic Com

pounds (V

OC

s) by Headspace G

C-M

S.

PM

10M

odified US

EP

A m

ethod 5021. Preparation of solid and liquid sam

ples for GC

headspace analysis.

Yes

TM

26D

etermination of phenols by R

eversed Phased H

igh Perform

ance Liquid C

hromatography and E

lectro-Chem

ical Detection.

PM

0N

o preparation is required.

TM

27M

odified US

EP

A m

ethod 9056.Determ

ination of water soluble anions using D

ionex (Ion-C

hromatography).

PM

0N

o preparation is required.

TM

30D

etermination of T

race Metal elem

ents by ICP

-OE

S (Inductively C

oupled Plasm

a - O

ptical Em

ission Spectrom

etry). Modified U

S E

PA

Method 200.7

PM

14A

nalysis of waters and leachates for m

etals by ICP

OE

S. S

amples are filtered for

dissolved metals and acidified if required.

TM

30D

etermination of T

race Metal elem

ents by ICP

-OE

S (Inductively C

oupled Plasm

a - O

ptical Em

ission Spectrom

etry). Modified U

S E

PA

Method 200.7

PM

14A

nalysis of waters and leachates for m

etals by ICP

OE

S. S

amples are filtered for

dissolved metals and acidified if required.

Yes

TM

33D

etermination of A

nionic surfactants by reaction with M

ethylene Blue to form

complexes

which are analysed spectrophotom

etrically. (MB

AS

)P

M0

No preparation is required.

TM

37M

odified US

EP

A 160.2 .G

ravimetric determ

ination of Total S

uspended Solids. S

ample is

filtered and the resulting residue is dried and weighed.

PM

0N

o preparation is required.

Jones Environm

ental Laboratory

Meth

od

Co

de A

pp

end

ix

QF-P

M 3

.1.1

0 v1

4P

lease inclu

de all sectio

ns o

f this rep

ort if it is rep

rod

uced

9 o

f 11

For

insp

ectio

n pur

pose

s only

.

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nt of

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right

owne

r req

uired

for a

ny ot

her u

se.

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JE Jo

b N

o:

16/7518

Test M

ethod No.

Description

Prep M

ethod N

o. (if appropriate)

Description

ISO

17025(U

KA

S)

MC

ER

TS

(U

K soils

only)

Analysis done

on As R

eceived (A

R) or D

ried (A

D)

Reported on dry w

eight basis

TM

37M

odified US

EP

A 160.2 .G

ravimetric determ

ination of Total S

uspended Solids. S

ample is

filtered and the resulting residue is dried and weighed.

PM

0N

o preparation is required.Y

es

TM

38S

oluble Ion analysis using the Therm

o Aquakem

Photom

etric Autom

atic Analyser.

Modified U

S E

PA

methods 325.2, 375.4, 365.2, 353.1, 354.1

PM

0N

o preparation is required.

TM

38S

oluble Ion analysis using the Therm

o Aquakem

Photom

etric Autom

atic Analyser.

Modified U

S E

PA

methods 325.2, 375.4, 365.2, 353.1, 354.1

PM

0N

o preparation is required.Y

es

TM

38/TM

125T

otal Nitogen/O

rganic Nitrogen by calculation

PM

0N

o preparation is required.

TM

57M

odified US

EP

A M

ethod 410.4. Chem

ical Oxygen D

emand is determ

ined by hot digestion w

ith Potassium

Dichrom

ate and measured spectrophotom

eterically.P

M0

No preparation is required.

TM

57M

odified US

EP

A M

ethod 410.4. Chem

ical Oxygen D

emand is determ

ined by hot digestion w

ith Potassium

Dichrom

ate and measured spectrophotom

eterically.P

M0

No preparation is required.

Yes

TM

58

Modified U

SE

PA

methods 405.1 and B

S 5667-3. M

easurement of B

iochemical O

xygen D

emand. W

hen cBO

D (C

arbonaceous BO

D) is requested a nitrification inhibitor is added

which prevents the oxidation of reduced form

s of nitrogen, such as amm

onia, nitrite and organic nitrogen w

hich exert a nitrogenous demand.

PM

0N

o preparation is required.

TM

58

Modified U

SE

PA

methods 405.1 and B

S 5667-3. M

easurement of B

iochemical O

xygen D

emand. W

hen cBO

D (C

arbonaceous BO

D) is requested a nitrification inhibitor is added

which prevents the oxidation of reduced form

s of nitrogen, such as amm

onia, nitrite and organic nitrogen w

hich exert a nitrogenous demand.

PM

0N

o preparation is required.Y

es

TM

73M

odified US

EP

A m

ethods 150.1 and 9045D. D

etermination of pH

by Metrohm

autom

ated probe analyser.P

M0

No preparation is required.

TM

73M

odified US

EP

A m

ethods 150.1 and 9045D. D

etermination of pH

by Metrohm

autom

ated probe analyser.P

M0

No preparation is required.

Yes

Jones Environm

ental Laboratory

Meth

od

Co

de A

pp

end

ix

QF-P

M 3

.1.1

0 v1

4P

lease inclu

de all sectio

ns o

f this rep

ort if it is rep

rod

uced

10

of 1

1

For

insp

ectio

n pur

pose

s only

.

Conse

nt of

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right

owne

r req

uired

for a

ny ot

her u

se.

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JE Jo

b N

o:

16/7518

Test M

ethod No.

Description

Prep M

ethod N

o. (if appropriate)

Description

ISO

17025(U

KA

S)

MC

ER

TS

(U

K soils

only)

Analysis done

on As R

eceived (A

R) or D

ried (A

D)

Reported on dry w

eight basis

TM

76M

odified US

EP

A m

ethod 120.1. Determ

ination of Specific C

onductance by Metrohm

autom

ated probe analyser.P

M0

No preparation is required.

TM

76M

odified US

EP

A m

ethod 120.1. Determ

ination of Specific C

onductance by Metrohm

autom

ated probe analyser.P

M0

No preparation is required.

Yes

TM

89M

odified US

EP

A m

ethod OIA

-1667. Determ

ination of cyanide by Flow

Injection Analyser.

PM

0N

o preparation is required.

TM

89M

odified US

EP

A m

ethod OIA

-1667. Determ

ination of cyanide by Flow

Injection Analyser.

PM

0N

o preparation is required.Y

es

TM

94D

erivatisation and extraction of Organotins. A

nalysis by GC

-MS

PM

48S

amples are pretreated and derivatised. T

he derviatised organotins are then extracted using hexane.

TM

149D

etermination of P

esticides by Large Volum

e Injection on GC

Triple Q

uad MS

, based upon U

SE

PA

method 8270

PM

30W

ater samples are extracted w

ith solvent using a magnetic stirrer to create a vortex.

NO

NE

No M

ethod Code

NO

NE

No M

ethod Code

Jones Environm

ental Laboratory

Meth

od

Co

de A

pp

end

ix

QF-P

M 3

.1.1

0 v1

4P

lease inclu

de all sectio

ns o

f this rep

ort if it is rep

rod

uced

11

of 1

1

For

insp

ectio

n pur

pose

s only

.

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nt of

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r req

uired

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Unit 3 Deeside Point

Zone 3

Deeside Industrial Park

Deeside

AECOM

Attention :

Date :

Your reference :

Our reference :

Location :

Date samples received :

Status :

Issue : 1

Jones Environmental Laboratory

CH5 2UA

Tel: +44 (0) 1244 833780

Fax: +44 (0) 1244 833781

Danny Ward

Acorn Business CampusMahon Industrial ParkBlack RockCorkIreland

Registered Address : Unit 3 Deeside Point, Zone 3, Deeside Industrial Park, Deeside, CH5 2UA. UK

Three samples were received for analysis on 14th April, 2016 of which three were scheduled for analysis. Please find attached our Test Report which should be read with notes at the end of the report and should include all sections if reproduced. Interpretations and opinions are outside the scope of any accreditation, and all results relate only to samples supplied. All analysis is carried out on as received samples and reported on a dry weight basis unless stated otherwise. Results are not surrogate corrected.

Paul Lee-Boden BSc

Project Manager

25th April, 2016

OPP 462483

14th April, 2016

Final report

Compiled By:

Test Report 16/7602 Batch 1

QF-PM 3.1.1 v16Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 1 of 10

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Client Name: Report : LiquidReference:Location:Contact: Liquids/products: V=40ml vial, G=glass bottle, P=plastic bottle

JE Job No.: 16/7602 H=H2SO4, Z=ZnAc, N=NaOH, HN=HN03

J E Sample No. 1-8 9-16 17-24

Sample ID P5 SW-1-2 SW-2-2

Depth

COC No / misc

Containers V H HN N P G V H HN N P G V H HN N P G

Sample Date 13/04/2016 13/04/2016 13/04/2016

Sample Type Effluent Surface Water Surface Water

Batch Number 1 1 1

Date of Receipt 14/04/2016 14/04/2016 14/04/2016

Dissolved Arsenic <2.5 - - <2.5 ug/l TM30/PM14

Dissolved Arsenic # - <2.5 <2.5 <2.5 ug/l TM30/PM14

Dissolved Barium 28 - - <3 ug/l TM30/PM14

Dissolved Barium # - 6 8 <3 ug/l TM30/PM14

Dissolved Boron 324 <12 <12 <12 ug/l TM30/PM14

Dissolved Cadmium <0.5 - - <0.5 ug/l TM30/PM14

Dissolved Cadmium # - <0.5 <0.5 <0.5 ug/l TM30/PM14

Total Dissolved Chromium <1.5 - - <1.5 ug/l TM30/PM14

Total Dissolved Chromium # - <1.5 <1.5 <1.5 ug/l TM30/PM14

Dissolved Copper <7 - - <7 ug/l TM30/PM14

Dissolved Copper # - <7 <7 <7 ug/l TM30/PM14

Dissolved Lead <5 - - <5 ug/l TM30/PM14

Dissolved Lead # - <5 <5 <5 ug/l TM30/PM14

Dissolved Mercury <1 - - <1 ug/l TM30/PM14

Dissolved Mercury # - <1 <1 <1 ug/l TM30/PM14

Dissolved Nickel <2 - - <2 ug/l TM30/PM14

Dissolved Nickel # - <2 <2 <2 ug/l TM30/PM14

Dissolved Selenium <3 - - <3 ug/l TM30/PM14

Dissolved Selenium # - <3 <3 <3 ug/l TM30/PM14

Dissolved Zinc 7 - - <3 ug/l TM30/PM14

Dissolved Zinc # - 127 9 <3 ug/l TM30/PM14

Total Phosphorus 640 42 35 <5 ug/l TM30/PM14

Atrazine <0.03AA <0.01 <0.01 <0.01 ug/l TM149/PM30

Simazine <0.03AA <0.01 <0.01 <0.01 ug/l TM149/PM30

EPH (C8-C40) 21260 - - <10 ug/l TM5/PM30

EPH (C8-C40) # - <10 <10 <10 ug/l TM5/PM30

Fats Oils and Grease <10 - - <10 ug/l TM5/PM30

Fats Oils and Grease # - <10 <10 <10 ug/l TM5/PM30

Total Phenols HPLC <0.1 <0.1 <0.1 <0.1 mg/l TM26/PM0

Fluoride <0.3 <0.3 <0.3 <0.3 mg/l TM27/PM0

Sulphate 23.90 - - <0.05 mg/l TM38/PM0

Sulphate # - 4.06 2.91 <0.05 mg/l TM38/PM0

Nitrate as NO3 0.6 - - <0.2 mg/l TM38/PM0

Nitrate as NO3 # - 2.6 1.6 <0.2 mg/l TM38/PM0

Nitrite as NO2 <0.02 - - <0.02 mg/l TM38/PM0

Nitrite as NO2 # - <0.02 <0.02 <0.02 mg/l TM38/PM0

Ortho Phosphate as P 0.04 - - <0.03 mg/l TM38/PM0

Ortho Phosphate as P # - <0.03 <0.03 <0.03 mg/l TM38/PM0

Danny Ward

Please see attached notes for all abbreviations and acronyms

LOD/LOR UnitsMethod

No.

Jones Environmental Laboratory

AECOMOPP 462483

QF-PM 3.1.2 v11Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 2 of 10

For

insp

ectio

n pur

pose

s only

.

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nt of

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uired

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her u

se.

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Client Name: Report : LiquidReference:Location:Contact: Liquids/products: V=40ml vial, G=glass bottle, P=plastic bottle

JE Job No.: 16/7602 H=H2SO4, Z=ZnAc, N=NaOH, HN=HN03

J E Sample No. 1-8 9-16 17-24

Sample ID P5 SW-1-2 SW-2-2

Depth

COC No / misc

Containers V H HN N P G V H HN N P G V H HN N P G

Sample Date 13/04/2016 13/04/2016 13/04/2016

Sample Type Effluent Surface Water Surface Water

Batch Number 1 1 1

Date of Receipt 14/04/2016 14/04/2016 14/04/2016

Total Cyanide 0.01 - - <0.01 mg/l TM89/PM0

Total Cyanide # - 0.01 <0.01 <0.01 mg/l TM89/PM0

Ammoniacal Nitrogen as NH3 0.08 - - <0.03 mg/l TM38/PM0

Ammoniacal Nitrogen as NH3 # - 0.08 0.06 <0.03 mg/l TM38/PM0

Dibutyltin <0.1 <0.1 <0.1 <0.1 ug/l TM94/PM48

Tributyltin <0.1 <0.1 <0.1 <0.1 ug/l TM94/PM48

Triphenyltin <0.1 <0.1 <0.1 <0.1 ug/l TM94/PM48

Anionic Surfactants - 1.1 1.2 <0.2 mg/l TM33/PM0

BOD (Settled) # - 3 2 <1 mg/l TM58/PM0

BOD (Settled) 176 - - <1 mg/l TM58/PM0

COD (Settled) 471 - - <7 mg/l TM57/PM0

COD (Settled) # - 14 14 <7 mg/l TM57/PM0

Electrical Conductivity @25C 2012 - - <2 uS/cm TM76/PM0

Electrical Conductivity @25C # - 114 105 <2 uS/cm TM76/PM0

pH 6.12 - - <0.01 pH units TM73/PM0

pH # - 7.15 7.13 <0.01 pH units TM73/PM0

Total Nitrogen 5.0 1.6 1.5 <0.5 mg/l TM38/TM125/PM0

Total Suspended Solids 99 - - <10 mg/l TM37/PM0

Total Suspended Solids # - <10 <10 <10 mg/l TM37/PM0

LOD/LOR UnitsMethod

No.

Jones Environmental Laboratory

AECOMOPP 462483

Danny Ward

Please see attached notes for all abbreviations and acronyms

QF-PM 3.1.2 v11Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 3 of 10

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EPA Export 14-11-2016:15:23:54

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Client Name: VOC Report : LiquidReference:Location:Contact:JE Job No.: 16/7602

J E Sample No. 1-8 9-16 17-24

Sample ID P5 SW-1-2 SW-2-2

Depth

COC No / misc

Containers V H HN N P G V H HN N P G V H HN N P G

Sample Date 13/04/2016 13/04/2016 13/04/2016

Sample Type Effluent Surface Water Surface Water

Batch Number 1 1 1

Date of Receipt 14/04/2016 14/04/2016 14/04/2016

VOC MS

Dichlorodifluoromethane <2 <2 <2 <2 ug/l TM15/PM10

Methyl Tertiary Butyl Ether <0.1 - - <0.1 ug/l TM15/PM10

Methyl Tertiary Butyl Ether # - <0.1 <0.1 <0.1 ug/l TM15/PM10

Chloromethane <3 - - <3 ug/l TM15/PM10

Chloromethane # - <3 <3 <3 ug/l TM15/PM10

Vinyl Chloride <0.1 - - <0.1 ug/l TM15/PM10

Vinyl Chloride # - <0.1 <0.1 <0.1 ug/l TM15/PM10

Bromomethane <1 <1 <1 <1 ug/l TM15/PM10

Chloroethane <3 - - <3 ug/l TM15/PM10

Chloroethane # - <3 <3 <3 ug/l TM15/PM10

Trichlorofluoromethane <3 - - <3 ug/l TM15/PM10

Trichlorofluoromethane # - <3 <3 <3 ug/l TM15/PM10

1,1-Dichloroethene (1,1 DCE) <3 - - <3 ug/l TM15/PM10

1,1-Dichloroethene (1,1 DCE) # - <3 <3 <3 ug/l TM15/PM10

Dichloromethane (DCM) <3 - - <3 ug/l TM15/PM10

Dichloromethane (DCM) # - <3 <3 <3 ug/l TM15/PM10

trans-1-2-Dichloroethene <3 - - <3 ug/l TM15/PM10

trans-1-2-Dichloroethene # - <3 <3 <3 ug/l TM15/PM10

1,1-Dichloroethane <3 - - <3 ug/l TM15/PM10

1,1-Dichloroethane # - <3 <3 <3 ug/l TM15/PM10

cis-1-2-Dichloroethene <3 - - <3 ug/l TM15/PM10

cis-1-2-Dichloroethene # - <3 <3 <3 ug/l TM15/PM10

2,2-Dichloropropane <1 <1 <1 <1 ug/l TM15/PM10

Bromochloromethane <2 - - <2 ug/l TM15/PM10

Bromochloromethane # - <2 <2 <2 ug/l TM15/PM10

Chloroform <2 - - <2 ug/l TM15/PM10

Chloroform # - <2 <2 <2 ug/l TM15/PM10

1,1,1-Trichloroethane <2 - - <2 ug/l TM15/PM10

1,1,1-Trichloroethane # - <2 <2 <2 ug/l TM15/PM10

1,1-Dichloropropene <3 - - <3 ug/l TM15/PM10

1,1-Dichloropropene # - <3 <3 <3 ug/l TM15/PM10

Carbon tetrachloride <2 - - <2 ug/l TM15/PM10

Carbon tetrachloride # - <2 <2 <2 ug/l TM15/PM10

1,2-Dichloroethane <2 - - <2 ug/l TM15/PM10

1,2-Dichloroethane # - <2 <2 <2 ug/l TM15/PM10

Benzene <0.5 - - <0.5 ug/l TM15/PM10

Benzene # - <0.5 <0.5 <0.5 ug/l TM15/PM10

Trichloroethene (TCE) <3 - - <3 ug/l TM15/PM10

Trichloroethene (TCE) # - <3 <3 <3 ug/l TM15/PM10

1,2-Dichloropropane <2 - - <2 ug/l TM15/PM10

1,2-Dichloropropane # - <2 <2 <2 ug/l TM15/PM10

Dibromomethane <3 - - <3 ug/l TM15/PM10

Dibromomethane # - <3 <3 <3 ug/l TM15/PM10

Bromodichloromethane <2 - - <2 ug/l TM15/PM10

Bromodichloromethane # - <2 <2 <2 ug/l TM15/PM10

cis-1-3-Dichloropropene <2 <2 <2 <2 ug/l TM15/PM10

Toluene <5 - - <5 ug/l TM15/PM10

Toluene # - <5 <5 <5 ug/l TM15/PM10

trans-1-3-Dichloropropene <2 <2 <2 <2 ug/l TM15/PM10

1,1,2-Trichloroethane <2 - - <2 ug/l TM15/PM10

1,1,2-Trichloroethane # - <2 <2 <2 ug/l TM15/PM10

Tetrachloroethene (PCE) <3 - - <3 ug/l TM15/PM10

Tetrachloroethene (PCE) # - <3 <3 <3 ug/l TM15/PM10

1,3-Dichloropropane <2 - - <2 ug/l TM15/PM10

1,3-Dichloropropane # - <2 <2 <2 ug/l TM15/PM10

Dibromochloromethane <2 - - <2 ug/l TM15/PM10

Dibromochloromethane # - <2 <2 <2 ug/l TM15/PM10

1,2-Dibromoethane <2 - - <2 ug/l TM15/PM10

1,2-Dibromoethane # - <2 <2 <2 ug/l TM15/PM10

Chlorobenzene <2 - - <2 ug/l TM15/PM10

Chlorobenzene # - <2 <2 <2 ug/l TM15/PM10

1,1,1,2-Tetrachloroethane <2 - - <2 ug/l TM15/PM10

Danny Ward

Please see attached notes for all abbreviations and acronyms

LOD/LOR UnitsMethod

No.

Jones Environmental Laboratory

AECOMOPP 462483

QF-PM 3.1.4 v11Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 4 of 10

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Client Name: VOC Report : LiquidReference:Location:Contact:JE Job No.: 16/7602

J E Sample No. 1-8 9-16 17-24

Sample ID P5 SW-1-2 SW-2-2

Depth

COC No / misc

Containers V H HN N P G V H HN N P G V H HN N P G

Sample Date 13/04/2016 13/04/2016 13/04/2016

Sample Type Effluent Surface Water Surface Water

Batch Number 1 1 1

Date of Receipt 14/04/2016 14/04/2016 14/04/2016

VOC MS Continued

1,1,1,2-Tetrachloroethane # - <2 <2 <2 ug/l TM15/PM10

Ethylbenzene <0.5 - - <0.5 ug/l TM15/PM10

Ethylbenzene # - <0.5 <0.5 <0.5 ug/l TM15/PM10

p/m-Xylene <1 - - <1 ug/l TM15/PM10

p/m-Xylene # - <1 <1 <1 ug/l TM15/PM10

o-Xylene <0.5 - - <0.5 ug/l TM15/PM10

o-Xylene # - <0.5 <0.5 <0.5 ug/l TM15/PM10

Styrene <2 <2 <2 <2 ug/l TM15/PM10

Bromoform <2 - - <2 ug/l TM15/PM10

Bromoform # - <2 <2 <2 ug/l TM15/PM10

Isopropylbenzene <3 - - <3 ug/l TM15/PM10

Isopropylbenzene # - <3 <3 <3 ug/l TM15/PM10

1,1,2,2-Tetrachloroethane <4 <4 <4 <4 ug/l TM15/PM10

Bromobenzene <2 - - <2 ug/l TM15/PM10

Bromobenzene # - <2 <2 <2 ug/l TM15/PM10

1,2,3-Trichloropropane <3 - - <3 ug/l TM15/PM10

1,2,3-Trichloropropane # - <3 <3 <3 ug/l TM15/PM10

Propylbenzene <3 - - <3 ug/l TM15/PM10

Propylbenzene # - <3 <3 <3 ug/l TM15/PM10

2-Chlorotoluene <3 - - <3 ug/l TM15/PM10

2-Chlorotoluene # - <3 <3 <3 ug/l TM15/PM10

1,3,5-Trimethylbenzene <3 - - <3 ug/l TM15/PM10

1,3,5-Trimethylbenzene # - <3 <3 <3 ug/l TM15/PM10

4-Chlorotoluene <3 - - <3 ug/l TM15/PM10

4-Chlorotoluene # - <3 <3 <3 ug/l TM15/PM10

tert-Butylbenzene <3 - - <3 ug/l TM15/PM10

tert-Butylbenzene # - <3 <3 <3 ug/l TM15/PM10

1,2,4-Trimethylbenzene <3 - - <3 ug/l TM15/PM10

1,2,4-Trimethylbenzene # - <3 <3 <3 ug/l TM15/PM10

sec-Butylbenzene <3 - - <3 ug/l TM15/PM10

sec-Butylbenzene # - <3 <3 <3 ug/l TM15/PM10

4-Isopropyltoluene <3 - - <3 ug/l TM15/PM10

4-Isopropyltoluene # - <3 <3 <3 ug/l TM15/PM10

1,3-Dichlorobenzene <3 - - <3 ug/l TM15/PM10

1,3-Dichlorobenzene # - <3 <3 <3 ug/l TM15/PM10

1,4-Dichlorobenzene <3 - - <3 ug/l TM15/PM10

1,4-Dichlorobenzene # - <3 <3 <3 ug/l TM15/PM10

n-Butylbenzene <3 - - <3 ug/l TM15/PM10

n-Butylbenzene # - <3 <3 <3 ug/l TM15/PM10

1,2-Dichlorobenzene <3 - - <3 ug/l TM15/PM10

1,2-Dichlorobenzene # - <3 <3 <3 ug/l TM15/PM10

1,2-Dibromo-3-chloropropane <2 <2 <2 <2 ug/l TM15/PM10

1,2,4-Trichlorobenzene <3 <3 <3 <3 ug/l TM15/PM10

Hexachlorobutadiene <3 <3 <3 <3 ug/l TM15/PM10

Naphthalene <2 <2 <2 <2 ug/l TM15/PM10

1,2,3-Trichlorobenzene <3 <3 <3 <3 ug/l TM15/PM10

Surrogate Recovery Toluene D8 101 103 102 <0 % TM15/PM10

Surrogate Recovery 4-Bromofluorobenzene 105 105 106 <0 % TM15/PM10

LOD/LOR UnitsMethod

No.

Jones Environmental Laboratory

AECOMOPP 462483

Danny Ward

Please see attached notes for all abbreviations and acronyms

QF-PM 3.1.4 v11Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 5 of 10

For

insp

ectio

n pur

pose

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EPA Export 14-11-2016:15:23:54

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JE Job No.:

SOILS

DEVIATING SAMPLES

SURROGATES

DILUTIONS

NOTE

% Asbestos in Asbestos Containing Materials (ACMs) is determined by reference to HSG 264 The Survey Guide - Appendix 2 : ACMs in buildings listed in order of ease of fibre release.

All analysis is reported on a dry weight basis unless stated otherwise. Results are not surrogate corrected. Samples are dried at 35°C ±5°C unlessotherwise stated. Moisture content for CEN Leachate tests are dried at 105°C ±5°C.

Where Mineral Oil or Fats, Oils and Grease is quoted, this refers to Total Aliphatics C10-C40.

Please note we are not a UK Drinking Water Inspectorate (DWI) Approved Laboratory .

Samples must be received in a condition appropriate to the requested analyses. All samples should be submitted to the laboratory in suitablecontainers with sufficient ice packs to sustain an appropriate temperature for the requested analysis. If this is not the case you will be informed andany test results that may be compromised highlighted on your deviating samples report.

NOTES TO ACCOMPANY ALL SCHEDULES AND REPORTS

Please note we are only MCERTS accredited (UK soils only) for sand, loam and clay and any other matrix is outside our scope of accreditation.

Where Mineral Oil or Fats, Oils and Grease is quoted, this refers to Total Aliphatics C10-C40.

16/7602

WATERS

Data is only reported if the laboratory is confident that the data is a true reflection of the samples analysed. Data is only reported as accredited whenall the requirements of our Quality System have been met. In certain circumstances where all the requirements of the Quality System have not beenmet, for instance if the associated AQC has failed, the reason is fully investigated and documented. The sample data is then evaluated alongsidethe other quality control checks performed during analysis to determine its suitability. Following this evaluation, provided the sample results have not been effected, the data is reported but accreditation is removed. It is a UKAS requirement for data not reported as accredited to be consideredindicative only, but this does not mean the data is not valid. Where possible, and if requested, samples will be re-extracted and a revised report issued with accredited results. Please do not hesitate to contactthe laboratory if further details are required of the circumstances which have led to the removal of accreditation.

Where an MCERTS report has been requested, you will be notified within 48 hours of any samples that have been identified as being outside ourMCERTS scope. As validation has been performed on clay, sand and loam, only samples that are predominantly these matrices, or combinationsof them will be within our MCERTS scope. If samples are not one of a combination of the above matrices they will not be marked as MCERTSaccredited.

Negative Neutralization Potential (NP) values are obtained when the volume of NaOH (0.1N) titrated (pH 8.3) is greater than the volume of HCl (1N) to reduce the pH of the sample to 2.0 - 2.5. Any negative NP values are corrected to 0.

Where a CEN 10:1 ZERO Headspace VOC test has been carried out, a 10:1 ratio of water to wet (as received) soil has been used.

All samples will be discarded one month after the date of reporting, unless we are instructed to the contrary.

It is assumed that you have taken representative samples on site and require analysis on a representative subsample. Stones will generally beincluded unless we are requested to remove them.

ISO17025 (UKAS) accreditation applies to surface water and groundwater and one other matrix which is analysis specific, any other liquids areoutside our scope of accreditation.

As surface waters require different sample preparation to groundwaters the laboratory must be informed of the water type when submitting samples.

Where appropriate please make sure that our detection limits are suitable for your needs, if they are not, please notify us immediately.

Surrogate compounds are added during the preparation process to monitor recovery of analytes. However low recovery in soils is often due to peat,clay or other organic rich matrices. For waters this can be due to oxidants, surfactants, organic rich sediments or remediation fluids. Acceptablelimits for most organic methods are 70 - 130% and for VOCs are 50 - 150%. When surrogate recoveries are outside the performance criteria butthe associated AQC passes this is assumed to be due to matrix effect. Results are not surrogate corrected.

A dilution suffix indicates a dilution has been performed and the reported result takes this into account. No further calculation is required.

If you have not already done so, please send us a purchase order if this is required by your company.

QF-PM 3.1.9 v32Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 6 of 10

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ectio

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JE Job No.:

#

B

DR

M

NA

NAD

ND

NDP

SS

SV

W

+

++

*

AD

CO

LOD/LOR

ME

NFD

BS

LB

N

TB

OC

AA x3 Dilution

Analysis subcontracted to a Jones Environmental approved laboratory.

Matrix Effect

Blank Sample

Client Sample

Trip Blank Sample

AQC Sample

Suspected carry over

Limit of Detection (Limit of Reporting) in line with ISO 17025 and MCERTS

MCERTS accredited.

ISO17025 (UKAS) accredited - UK.

16/7602

AQC failure, accreditation has been removed from this result, if appropriate, see 'Note' on previous page.

Calibrated against a single substance

Not applicable

No Asbestos Detected.

No Determination Possible

Indicates analyte found in associated method blank.

None Detected (usually refers to VOC and/SVOC TICs).

Outside Calibration Range

No Fibres Detected

Result outside calibration range, results should be considered as indicative only and are not accredited.

Results expressed on as received basis.

Surrogate recovery outside performance criteria. This may be due to a matrix effect.

Samples are dried at 35°C ±5°C

Dilution required.

ABBREVIATIONS and ACRONYMS USED

QF-PM 3.1.9 v32Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 7 of 10

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Test M

ethod No.

Description

Prep M

ethod N

o. (if appropriate)

Description

ISO

17025(U

KA

S)

MC

ER

TS

(U

K soils

only)

Analysis done

on As R

eceived (A

R) or D

ried (A

D)

Reported on dry w

eight basis

TM

5M

odified US

EP

A 8015B

method for the determ

ination of solvent Extractable P

etroleum

Hydrocarbons (E

PH

) with carbon banding w

ithin the range C8-C

40 GC

-FID

. P

M30

Water sam

ples are extracted with solvent using a m

agnetic stirrer to create a vortex.

TM

5M

odified US

EP

A 8015B

method for the determ

ination of solvent Extractable P

etroleum

Hydrocarbons (E

PH

) with carbon banding w

ithin the range C8-C

40 GC

-FID

. P

M30

Water sam

ples are extracted with solvent using a m

agnetic stirrer to create a vortex.Y

es

TM

15M

odified US

EP

A 8260. Q

uantitative Determ

ination of Volatile O

rganic Com

pounds (V

OC

s) by Headspace G

C-M

S.

PM

10M

odified US

EP

A m

ethod 5021. Preparation of solid and liquid sam

ples for GC

headspace analysis.

TM

15M

odified US

EP

A 8260. Q

uantitative Determ

ination of Volatile O

rganic Com

pounds (V

OC

s) by Headspace G

C-M

S.

PM

10M

odified US

EP

A m

ethod 5021. Preparation of solid and liquid sam

ples for GC

headspace analysis.

Yes

TM

26D

etermination of phenols by R

eversed Phased H

igh Perform

ance Liquid C

hromatography and E

lectro-Chem

ical Detection.

PM

0N

o preparation is required.

TM

27M

odified US

EP

A m

ethod 9056.Determ

ination of water soluble anions using D

ionex (Ion-C

hromatography).

PM

0N

o preparation is required.

TM

30D

etermination of T

race Metal elem

ents by ICP

-OE

S (Inductively C

oupled Plasm

a - O

ptical Em

ission Spectrom

etry). Modified U

S E

PA

Method 200.7

PM

14A

nalysis of waters and leachates for m

etals by ICP

OE

S. S

amples are filtered for

dissolved metals and acidified if required.

TM

30D

etermination of T

race Metal elem

ents by ICP

-OE

S (Inductively C

oupled Plasm

a - O

ptical Em

ission Spectrom

etry). Modified U

S E

PA

Method 200.7

PM

14A

nalysis of waters and leachates for m

etals by ICP

OE

S. S

amples are filtered for

dissolved metals and acidified if required.

Yes

TM

33D

etermination of A

nionic surfactants by reaction with M

ethylene Blue to form

complexes

which are analysed spectrophotom

etrically. (MB

AS

)P

M0

No preparation is required.

TM

37M

odified US

EP

A 160.2 .G

ravimetric determ

ination of Total S

uspended Solids. S

ample is

filtered and the resulting residue is dried and weighed.

PM

0N

o preparation is required.

Jones Environm

ental Laboratory

Meth

od

Co

de A

pp

end

ix

QF-P

M 3

.1.1

0 v1

4P

lease inclu

de all sectio

ns o

f this rep

ort if it is rep

rod

uced

8 o

f 10

For

insp

ectio

n pur

pose

s only

.

Conse

nt of

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right

owne

r req

uired

for a

ny ot

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se.

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b N

o:

16/7602

Test M

ethod No.

Description

Prep M

ethod N

o. (if appropriate)

Description

ISO

17025(U

KA

S)

MC

ER

TS

(U

K soils

only)

Analysis done

on As R

eceived (A

R) or D

ried (A

D)

Reported on dry w

eight basis

TM

37M

odified US

EP

A 160.2 .G

ravimetric determ

ination of Total S

uspended Solids. S

ample is

filtered and the resulting residue is dried and weighed.

PM

0N

o preparation is required.Y

es

TM

38S

oluble Ion analysis using the Therm

o Aquakem

Photom

etric Autom

atic Analyser.

Modified U

S E

PA

methods 325.2, 375.4, 365.2, 353.1, 354.1

PM

0N

o preparation is required.

TM

38S

oluble Ion analysis using the Therm

o Aquakem

Photom

etric Autom

atic Analyser.

Modified U

S E

PA

methods 325.2, 375.4, 365.2, 353.1, 354.1

PM

0N

o preparation is required.Y

es

TM

38/TM

125T

otal Nitogen/O

rganic Nitrogen by calculation

PM

0N

o preparation is required.

TM

57M

odified US

EP

A M

ethod 410.4. Chem

ical Oxygen D

emand is determ

ined by hot digestion w

ith Potassium

Dichrom

ate and measured spectrophotom

eterically.P

M0

No preparation is required.

TM

57M

odified US

EP

A M

ethod 410.4. Chem

ical Oxygen D

emand is determ

ined by hot digestion w

ith Potassium

Dichrom

ate and measured spectrophotom

eterically.P

M0

No preparation is required.

Yes

TM

58

Modified U

SE

PA

methods 405.1 and B

S 5667-3. M

easurement of B

iochemical O

xygen D

emand. W

hen cBO

D (C

arbonaceous BO

D) is requested a nitrification inhibitor is added

which prevents the oxidation of reduced form

s of nitrogen, such as amm

onia, nitrite and organic nitrogen w

hich exert a nitrogenous demand.

PM

0N

o preparation is required.

TM

58

Modified U

SE

PA

methods 405.1 and B

S 5667-3. M

easurement of B

iochemical O

xygen D

emand. W

hen cBO

D (C

arbonaceous BO

D) is requested a nitrification inhibitor is added

which prevents the oxidation of reduced form

s of nitrogen, such as amm

onia, nitrite and organic nitrogen w

hich exert a nitrogenous demand.

PM

0N

o preparation is required.Y

es

TM

73M

odified US

EP

A m

ethods 150.1 and 9045D. D

etermination of pH

by Metrohm

autom

ated probe analyser.P

M0

No preparation is required.

TM

73M

odified US

EP

A m

ethods 150.1 and 9045D. D

etermination of pH

by Metrohm

autom

ated probe analyser.P

M0

No preparation is required.

Yes

Jones Environm

ental Laboratory

Meth

od

Co

de A

pp

end

ix

QF-P

M 3

.1.1

0 v1

4P

lease inclu

de all sectio

ns o

f this rep

ort if it is rep

rod

uced

9 o

f 10

For

insp

ectio

n pur

pose

s only

.

Conse

nt of

copy

right

owne

r req

uired

for a

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se.

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16/7602

Test M

ethod No.

Description

Prep M

ethod N

o. (if appropriate)

Description

ISO

17025(U

KA

S)

MC

ER

TS

(U

K soils

only)

Analysis done

on As R

eceived (A

R) or D

ried (A

D)

Reported on dry w

eight basis

TM

76M

odified US

EP

A m

ethod 120.1. Determ

ination of Specific C

onductance by Metrohm

autom

ated probe analyser.P

M0

No preparation is required.

TM

76M

odified US

EP

A m

ethod 120.1. Determ

ination of Specific C

onductance by Metrohm

autom

ated probe analyser.P

M0

No preparation is required.

Yes

TM

89M

odified US

EP

A m

ethod OIA

-1667. Determ

ination of cyanide by Flow

Injection Analyser.

PM

0N

o preparation is required.

TM

89M

odified US

EP

A m

ethod OIA

-1667. Determ

ination of cyanide by Flow

Injection Analyser.

PM

0N

o preparation is required.Y

es

TM

94D

erivatisation and extraction of Organotins. A

nalysis by GC

-MS

PM

48S

amples are pretreated and derivatised. T

he derviatised organotins are then extracted using hexane.

TM

149D

etermination of P

esticides by Large Volum

e Injection on GC

Triple Q

uad MS

, based upon U

SE

PA

method 8270

PM

30W

ater samples are extracted w

ith solvent using a magnetic stirrer to create a vortex.

Jones Environm

ental Laboratory

Meth

od

Co

de A

pp

end

ix

QF-P

M 3

.1.1

0 v1

4P

lease inclu

de all sectio

ns o

f this rep

ort if it is rep

rod

uced

10

of 1

0

For

insp

ectio

n pur

pose

s only

.

Conse

nt of

copy

right

owne

r req

uired

for a

ny ot

her u

se.

EPA Export 14-11-2016:15:23:54

Page 258: 14.0 WATER , HYDROLOGY & AQUEOUS EMISSIONS · 2016-11-14 · Water , Hydrology & Aqueous Emissions AWN & Environet AbbVie (Fournier Laboratories Ireland Ltd) EIS Chapter 14 , Page

Unit 3 Deeside Point

Zone 3

Deeside Industrial Park

Deeside

AECOM

Attention :

Date :

Your reference :

Our reference :

Location :

Date samples received :

Status :

Issue :

One sample were received for analysis on 13th April, 2016 of which one were scheduled for analysis. Please find attached our Test Report which should be read with notes at the end of the report and should include all sections if reproduced. Interpretations and opinions are outside the scope of any accreditation, and all results relate only to samples supplied. All analysis is carried out on as received samples and reported on a dry weight basis unless stated otherwise. Results are not surrogate corrected.

Paul Lee-Boden BSc

Project Manager

20th April, 2016

OPP 462483

13th April, 2016

Final report

Compiled By:

Test Report 16/7513 Batch 1

1

Jones Environmental Laboratory

CH5 2UA

Tel: +44 (0) 1244 833780

Fax: +44 (0) 1244 833781

Danny Ward

Acorn Business CampusMahon Industrial ParkBlack RockCorkIreland

Registered Address : Unit 3 Deeside Point, Zone 3, Deeside Industrial Park, Deeside, CH5 2UA. UK

QF-PM 3.1.1 v16Please include all sections of this report if it is reproduced

All solid results are expressed on a dry weight basis unless stated otherwise. 1 of 14

For

insp

ectio

n pur

pose

s only

.

Conse

nt of

copy

right

owne

r req

uired

for a

ny ot

her u

se.

EPA Export 14-11-2016:15:23:54

Page 259: 14.0 WATER , HYDROLOGY & AQUEOUS EMISSIONS · 2016-11-14 · Water , Hydrology & Aqueous Emissions AWN & Environet AbbVie (Fournier Laboratories Ireland Ltd) EIS Chapter 14 , Page

Client Name: Report : LiquidReference:Location:Contact: Liquids/products: V=40ml vial, G=glass bottle, P=plastic bottle

JE Job No.: 16/7513 H=H2SO4, Z=ZnAc, N=NaOH, HN=HN03

J E Sample No. 1-14

Sample ID SW-2-1

Depth

COC No / misc

Containers V H HN N P G

Sample Date 12/04/2016

Sample Type Surface Water

Batch Number 1

Date of Receipt 13/04/2016

Dissolved Arsenic # <2.5 <2.5 ug/l TM30/PM14

Dissolved Barium # 5 <3 ug/l TM30/PM14

Dissolved Boron <12 <12 ug/l TM30/PM14

Dissolved Cadmium # <0.5 <0.5 ug/l TM30/PM14

Total Dissolved Chromium # 3.1 <1.5 ug/l TM30/PM14

Dissolved Copper # <7 <7 ug/l TM30/PM14

Total Dissolved Iron # <20 <20 ug/l TM30/PM14

Dissolved Lead # <5 <5 ug/l TM30/PM14

Dissolved Mercury # <1 <1 ug/l TM30/PM14

Dissolved Nickel # <2 <2 ug/l TM30/PM14

Dissolved Selenium # <3 <3 ug/l TM30/PM14

Dissolv