Volume 2, Section 11: Groundwater - Alberta.ca · Sturgeon Upgrader Project Volume 2: Environmental and Section 11: Groundwater Socio-economic Impact Assessment December 2006 Page

Volume 2: Environmental and Sturgeon Upgrader ProjectSocio-economic Impact Assessment Section 11: Groundwater

December 2006

Page 11-1

11 GROUNDWATER

11.1 Setting Regionally, the ground surface in the area of the Project is relatively flat with the exception of pronounced topographic depressions associated with major contemporary drainage features, namely the Sturgeon and North Saskatchewan rivers (Figures 11-1 and 11-2). Smaller scale undulations in ground surface topography originated from deposition and erosion during glacial advance and retreat and subsequent reworking by wind and water. In conjunction with glacial activity, low permeability, poorly sorted and unstratified sediments (till) deposited by glaciers blanket much of the region. Beneath the glacial deposits, the bedrock surface has been carved by pre-glacial fluvial channels, which have left linear bedrock lows often associated with permeable granular deposits. The most notable pre-glacial drainage feature is the Beverly Channel, which is roughly coincident with the North Saskatchewan River (NSR) alignment. Extensive sand and gravel deposits are associated with the Beverly Channel and its pre-glacial tributaries. Cretaceous-aged sedimentary deposits represent the uppermost bedrock strata in the area and are dominated by sandstones, siltstones and mudstones.

The sands and gravels of the Beverly Channel are an important regional aquifer. The NSR is a discharge feature for groundwater in both the bedrock and the Beverly Channel aquifer.

Water wells within the region are completed primarily in sandstones within the upper bedrock strata. Important water-bearing zones in the surficial deposits are limited to thick sand and gravel deposits associated with pre-glacial channels such as the Beverly Channel aquifer and, where present, are used as a source of water supply. Sand and gravel deposits, or both, occurring within the till are of limited areal extent and do not yield large amounts of groundwater. Surficial sand deposits, where present and saturated, might yield sufficient volumes of groundwater.

11.2 Assessment Focus Table 11-1 lists the key groundwater issues related to the Project. These issues are based on the Terms of Reference (TOR) prepared by Alberta Environment (AENV) (AENV 2006) through public input, and with the professional judgement of the author (see Author Page).

For a description of the Project’s water source and wastewater disposal method and other aspects of the Project that could affect groundwater quantity and quality refer to Volume 1, Section 5: Water Management.

Sturgeon Upgrader Project Volume 2: Environmental andSection 11: Groundwater Socio-economic Impact Assessment

December 2006 Page 11-2

Table 11-1: Key Issues for Groundwater Project Phase Key Issue Source Relevance to Project

Effects of dewatering on local groundwater levels, flow regimes, surface waterbody levels and vegetation

Groundwater dewatering might be necessary in localized areas during construction (e.g., 14-56-22-W4M on the western half of 13-56-22-W4M) of foundations and ponds and installation of underground utilities. This activity might affect the local water table.

Construction

Effects of dewatering on local groundwater users

AENV TOR, Section 4.10.2(h) and Section 4.10.2(i)

Groundwater dewatering could also affect groundwater use by owners of local water wells.

Effects of leaks, surface spills and pond seepage on shallow groundwater quality

Shallow groundwater quality could be affected by accidental spills or leaks of liquids containing chemicals or hydrocarbons, or seepage from ponds, which could affect underlying bedrock aquifers and eventually the NSR.

Operations

Effects of leaks, surface spills and pond seepage on local groundwater users

AENV TOR, Section 4.10.2(j)

Any groundwater contamination could also affect the potability of the groundwater used by local water well owners.

11.3 Study Area

11.3.1 Local Study Area The local study area (LSA) (Figure 11-2) for the groundwater assessment includes the principal development area (PDA) and the land lying between the east boundary of the PDA and the NSR. The North West Upgrader, Agrium Products’ Redwater facility and Provident Energy’s facility occur in the LSA. It covers an area of approximately 2430 ha. This study area was chosen to include the PDA and the areas hydraulically downgradient of the PDA where Project effects could potentially be observed.

11.3.2 Regional Study Area The regional study area (RSA) for the groundwater assessment covers an area of approximately 34,000 ha (19.2 km x 17.6 km), centred on the PDA (Figure 11-2). This RSA was sized to provide an appropriate perspective on the regional geology and hydrogeology to which the local geology and hydrogeology relate.

A field-verified survey of existing water wells was completed to identify groundwater users within a 3.2-km radius of the PDA (limited to the west side of the NSR).

11.4 Project Effects Characterization Table 11-2 presents the descriptors and associated definitions that were used to characterize the level and consequence of Project effects on groundwater.

600

600

600600

600600

600

600

600

600

600

600

600

600

600

600

600

600

600600600600600600600600600

600

600

600

600

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600

600

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600

650650650

650650

650650650650

650650650650650650650650650

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650

650

650

650

650

650650650650650650650650650

650650650650650650650650650

333333333333333333

444444444

999999999

161616161616161616171717171717171717

888888888777777777121212121212121212

212121212121212121

282828282828282828

202020202020202020191919191919191919

292929292929292929303030303030303030252525252525252525

181818181818181818131313131313131313

242424242424242424

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323232323232323232313131313131313131363636363636363636

111111111 666666666

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353535353535353535

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101010101010101010

151515151515151515

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343434343434343434

161616161616161616

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444444444

171717171717171717

232323232323232323

272727272727272727 262626262626262626

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282828282828282828292929292929292929

202020202020202020

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PREPARED FOR

PREPARED BY

DRAFT DATE

REVISION DATE

DRAWN CHECKED APPROVED

PROJECT SCALE

FIGURE ID

FIGURE

05/07/2006 OS1589 1:50,000

WorleyParsons Komex

SOURCES:Digital Basemaps (1:20,000):

83h14 se,sw, ne, nw; Agrium RedwaterFacility Ponds from Stantec, 2003

Projection:UTM 12 NAD 83

Distance in Kilometres

STURGEON UPGRADER

Site Location Map

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PREPARED FOR

PREPARED BY

DRAFT DATE

REVISION DATE


PROJECT SCALE

FIGURE ID

FIGURE

05/07/2006 OS1589 1:100,000

KOME-EDM-011-000

WorleyParsons Komex

Source:Alberta Digital Basemap

(1:1,000,000)



STURGEON UPGRADER

Groundwater – Local and Regional Study Areas

11-2

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RGE 21RGE 21RGE 21RGE 21RGE 21RGE 21RGE 21RGE 21RGE 21W4MW4MW4MW4MW4MW4MW4MW4MW4M

RGE 22RGE 22RGE 22RGE 22RGE 22RGE 22RGE 22RGE 22RGE 22





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SL


Regional Study Area

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Urban Area

Groundwater Users Survey Area



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LostpointLostpointLostpointLostpointLostpointLostpointLostpointLostpointLostpointLostpointLostpointLostpointLostpointLostpointLostpointLostpointLostpointLostpointLostpointLostpointLostpointLostpointLostpointLostpointLostpointLostpointLostpointLostpointLostpointLostpointLostpointLostpointLostpointLostpointLostpointLostpointLostpointLostpointLostpointLostpointLostpointLostpointLostpointLostpointLostpointLostpointLostpointLostpointLostpointLakeLakeLakeLakeLakeLakeLakeLakeLakeLakeLakeLakeLakeLakeLakeLakeLakeLakeLakeLakeLakeLakeLakeLakeLakeLakeLakeLakeLakeLakeLakeLakeLakeLakeLakeLakeLakeLakeLakeLakeLakeLakeLakeLakeLakeLakeLakeLakeLake

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Water and EffluentPipelines RoW

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EdmontonEdmontonEdmontonEdmontonEdmontonEdmontonEdmontonEdmontonEdmonton

15/11/2006


December 2006

Page 11-7

Table 11-2: Effect Attributes for Groundwater Attributes Description Rating Definition

Negligible Project will not affect groundwater levels/flows in the LSA Low Project could result in minor fluctuations in groundwater levels in the LSA

within the range of natural seasonal variability Moderate Project could result in fluctuations in groundwater levels in the LSA beyond

the range of natural seasonal variability or Project could have an effect on groundwater quality in the LSA

Magnitude/extent The degree of change (or risk) to groundwater levels or quality or both

High Project could potentially affect groundwater levels or quality beyond the LSA Short term Less than one year Medium term More than one year, but not beyond the end of the Project reclamation phase

Duration The length of time over which the effect is measurable

Long term Beyond the life of the Project Reversible Will likely revert to baseline conditions following or before the end of the

Project reclamation phase Reversible/non-reversible

The potential for the measurable parameter to return to baseline conditions in the absence of the Project

Non-reversible Unlikely to revert to baseline conditions following the end of the Project reclamation phase

None No measurable effects on groundwater levels or quality Low Possible medium- to long-term effects on groundwater levels, but no

apparent effects on groundwater users Moderate Possible effects on groundwater levels and associated availability to local

groundwater users

Environmental consequence

The potential for the Project to measurably affect groundwater levels, groundwater use or groundwater quality

High Possible effects on groundwater quality that restricts local groundwater use or that affects the water quality of the surface waterbodies

Yes Project effects will contribute measurably to cumulative effects on groundwater levels, use and quality

Potential for cumulative effects

The potential for the Project to contribute measurably to cumulative effects No Project effects will not contribute measurably to cumulative effects on

groundwater levels, use and quality



11.5 Baseline Conditions

11.5.1 Baseline Methods

11.5.1.1 Review of Available Published Information Available information for the RSA was reviewed to provide baseline hydrogeological conditions. Documents reviewed included consultant and government reports, borehole data provided by industrial facilities in the RSA, and lithological, water quality and water level data obtained from the AENV water well database (AENV 2006, Internet site).

11.5.1.2 Hydrogeological Field Investigation A site-specific hydrogeological field investigation was conducted to define baseline conditions with greater resolution, (Appendix 11A). This investigation involved:

• installing 42 monitoring wells and:

• completing single-well response testing of all monitoring wells to measure hydraulic conductivity

• surveying all monitoring wells for horizontal coordinates and vertical elevations

• measuring groundwater levels in April, May, June and August 2006 and water quality sampling in April, June and August 2006

• conducting a field-verified water well survey of groundwater users within a 3.2-km radius of the PDA on May 16, May 18, June 7 and August 16, 2006

The field-verified survey was completed to identify groundwater users and obtain information on their water wells. The survey was conducted on May 16, May 18, June 7 and August 16, 2006 and involved visiting the residences; collecting information about the well owner, the water wells and the use of groundwater; and confirming the location of the water well with a GPS (global positioning system) instrument. A copy of the letter provided to the residents at the time of the site visit is included in Appendix 11B. In a few instances, where the residents were not available at the time of the survey, the letter was left in the mailbox with a note to contact the surveyor to arrange for a convenient time to meet.

This field investigation was supplemented with data from the assessment of the recent North West Upgrader (Komex 2006a), from the assessment of the Agrium Redwater facility (Stantec 2003; Komex 2006a) and from the on-going groundwater monitoring at the Provident facility (Komex 2006b).

Figure 11-3 shows the locations of monitoring wells installed in the PDA. Appendix 11A provides details on the investigation methodology, monitoring well completion details and borehole logs.

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PREPARED FOR

PREPARED BY

DRAFT DATE

REVISION DATE


PROJECT SCALE

FIGURE ID

FIGURE

06/07/2006 OS1589 1:25,000

WorleyParsons Komex



Projection:Latitude/Longitude


STURGEON UPGRADER

Monitoring Well Locations

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15/11/2006


December 2006

Page 11-11

11.5.2 Regional Geology The regional geology consists of a sequence of Quaternary deposits overlying Cretaceous-aged bedrock.

11.5.2.1 Bedrock Figure 11-4 shows the bedrock geology and a geological stratigraphic column for the RSA. The uppermost bedrock unit in the study area is the Belly River Formation, which is underlain by the Lea Park Formation. The bedrock formations dip slightly to the southwest at a slope of approximately 2º. A brief description of these formations, summarized from Hamilton et al. (1999) and Stein (1976) follows:

Lea Park Formation: A marine formation; that comprises dark-grey shale and pale-grey glauconitic silty shale with ironstone concretions. The thickness of the Lea Park Formation is in the order of 100 m in the RSA. The Lea Park Formation is considered an aquitard because of the low hydraulic conductivity of the shales.

Belly River Formation: A non-marine formation that comprises grey-to-greenish-grey, thick-bedded feldspathic sandstone; grey-and-green mudstone; grey, clayey siltstone and concretionary ironstone beds. In the RSA, the total thickness of the Belly River Formation is about 200 m to 300 m. Sandstone layers in the upper 120 m form local aquifers that are used as a source of potable water. Individual sandstone units are generally 3 m to 10 m thick and are not laterally continuous.

Figure 11-5 shows the locations of two regional cross-sections. The cross-section labelled T-T’ trends transversely to the NSR (Figure 11-6), and the cross-section labelled L-L’ trends longitudinally to the NSR (Figure 11-7). Locations of water wells near the PDA, which provide lithological information, are also shown in Figure 11-6

Bedrock Topography The regional bedrock topography is shown in Figure 11-8. The minimum bedrock elevation observed within the PDA is 607 m asl at TH06-Y-22 (Figures 11-10 and 11-11). The maximum depth to bedrock in the PDA is about 29 m (TH06-Y-22), which is interpreted to reflect a bedrock valley previously identified by Stein (1976) and Andriashek (1988). This bedrock valley is illustrated in the regional cross-section L-L’, northeast of the PDA (Figure 11-7).

The Beverly Channel, a regional bedrock valley, is located east of the PDA. The Beverly Channel thalweg is about 3 km east of the NSR and trends southwest–northeast almost paralleling the course of the NSR (Figure 11-8; cross-section T-T1, Figure 11-6). The Beverly Channel has been partially infilled with sands and gravels of the Empress Formation and with till, lacustrine clay and surficial sands (alluvial, glaciofluvial, and/or aeolian origins).

Quaternary Deposits The Quaternary (surficial) deposits (or drift) overlie the bedrock and comprise pre-glacial, glacial, fluvial, lacustrine and aeolian deposits. In the RSA, the thickness of these deposits is lowest north of the PDA, near to and within Township 57, where the bedrock surface is highest (Andriashek 1988). In this area, drift thickness is often reported as less than 5 m. Conversely, the thickest accumulations of surficial deposits occur in bedrock lows, such as the Beverly Channel, where thicknesses up to about 50 m are noted (Figure 11-6).



Figure 11-9 shows the surficial geology in the RSA. A brief description of the different surficial deposits, summarized from Shetsen (1990), is as follows:

Preglacial Sediments consists of primarily, gravel and sand deposited in fast-flowing braided streams. These deposits partially infill the Beverly Channel, with two typical units: a sand-and-gravel unit directly overlying bedrock and a sand unit overlying the sand and gravel unit. Although the individual sand and sand and gravel units are not shown, regional cross-section T-T’ (Figure 11-6) illustrates extensive sand-and-gravel deposits (about 10 m to 15 m thick), within the bedrock low associated with the Beverly Channel. Where bedrock topography is high (e.g., 10-56-21-W4M [West of the Fourth Meridian]; BA Energy 2004), the sand-and-gravel unit might be absent. Generally the thickness of these units ranges from 5 m to 10 m for the sand and gravel unit and from 5 m to 15 m for the sand unit (BA Energy 2004; Shell Canada 2005). Where the saturated thickness is sufficient, the preglacial deposits represent excellent aquifers.

Till consists of unsorted mixtures of clay, silt, sand and gravel, with local water-sorted material and bedrock (Unit 9 and 10a in Figure 11-9). Bayrock (1972) reports that the till is generally composed of equal parts of sand, silt and clay and less than 10 percent of gravel. Sand and gravel layers in the till form the main aquifers. The till is generally thicker within bedrock lows (20 m to 35 m) and thin, or absent, near bedrock highs. Andriashek (1988) indicates that till occurs throughout much of the RSA, which is consistent with the distribution shown on the regional cross-sections (Figures 11-6 and 11-7). The thicknesses of the till shown on the regional cross-sections might exceed that indicated by Andriashek (1988) by 5 m to 10 m because of the grouping of till deposits with glaciolacustrine deposits in the water well drilling reports used to construct the cross-sections.

Lacustrine Deposits consists of silt, sand and clay with local ice-rafted stones, deposited mainly in proglacial lakes (glacial Lake Edmonton; Unit 2b in Figure 11-9). Near the PDA, the lacustrine deposits are thin, ranging from less than 2 m up to 5 m in thickness. On the east side of the NSR, the clay deposits are generally thicker (up to 21 m). Because of the thinness of the lacustrine deposits and limited lithological descriptions available from water well drilling reports, lacustrine deposits are rarely shown on regional cross-sections and till deposits are often shown extending to ground surface. This discrepancy will not affect the hydrogeologic interpretation within the RSA, because the hydraulic properties of the lacustrine deposits are not expected to deviate much from that of till deposits.

Aeolian Deposits include loose fine sands and silts present just below the topsoil (Unit 1 in Figure 11-9). These deposits, formed by wind redistribution of former glacial lake sediments, are described by Andriashek (1988) in areas north and northwest of the PDA and west of the NSR and throughout much of the RSA, east of the NSR. The report by Andriashek (1988) is consistent with the regional cross-sections (Figures 11-6 and 11-7) that illustrate intermittent near-surface sand deposits up to about 10 m thick in these areas.

Fluvial Deposits: Gravel, silt, sand and clay present on the floor and terraces of river valleys, meltwater channels and deltas (Units 3a and 3b in Figure 11-9). In the RSA, recent fluvial deposits are present along the NSR and Sturgeon River valleys. Borehole data are generally unavailable near the North Saskatchewan and Sturgeon rivers and; therefore, it was not possible to delineate the extent of fluvial deposits beneath these features for the regional cross-sections.

PREPARED FOR

PREPARED BY

DRAFT DATE

REVISION DATE


PROJECT SCALE

FIGURE ID

FIGURE

05/07/2006

15/11/2006

OS1589 1:100,000

WorleyParsons Komex

Sources:Digital Basemap of Alberta. Hamilton et. al., 1999.

Agrium Redwater Facility Ponds from Stantec, 2003.Stratigraphic Column from Cooper, M. (Editor). 2000.



STURGEON UPGRADER

Bedrock Geology – Regional Study Area

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266171266171266171266171266171266171266171266171266171264528264528264528264528264528264528264528264528264528

281160281160281160281160281160281160281160281160281160

273082273082273082273082273082273082273082273082273082273083273083273083273083273083273083273083273083273083

163045163045163045163045163045163045163045163045163045

266396266396266396266396266396266396266396266396266396

297117297117297117297117297117297117297117297117297117

264328264328264328264328264328264328264328264328264328

261804261804261804261804261804261804261804261804261804

289216289216289216289216289216289216289216289216289216

264338264338264338264338264338264338264338264338264338295832295832295832295832295832295832295832295832295832

290972290972290972290972290972290972290972290972290972

263938263938263938263938263938263938263938263938263938

264351264351264351264351264351264351264351264351264351

281174281174281174281174281174281174281174281174281174

280582280582280582280582280582280582280582280582280582

261805261805261805261805261805261805261805261805261805

167667167667167667167667167667167667167667167667167667

295833295833295833295833295833295833295833295833295833

040829040829040829040829040829040829040829040829040829

264367264367264367264367264367264367264367264367264367

263932263932263932263932263932263932263932263932263932

281175281175281175281175281175281175281175281175281175

264373264373264373264373264373264373264373264373264373

254282254282254282254282254282254282254282254282254282

244149244149244149244149244149244149244149244149244149266219266219266219266219266219266219266219266219266219266153266153266153266153266153266153266153266153266153

041348041348041348041348041348041348041348041348041348

266134266134266134266134266134266134266134266134266134

281085281085281085281085281085281085281085281085281085

266158266158266158266158266158266158266158266158266158

266156266156266156266156266156266156266156266156266156

150241150241150241150241150241150241150241150241150241

263913263913263913263913263913263913263913263913263913

083504083504083504083504083504083504083504083504083504

083509083509083509083509083509083509083509083509083509

083545083545083545083545083545083545083545083545083545

083562083562083562083562083562083562083562083562083562

083569083569083569083569083569083569083569083569083569

090354090354090354090354090354090354090354090354090354

152161152161152161152161152161152161152161152161152161

152372152372152372152372152372152372152372152372152372

153289153289153289153289153289153289153289153289153289

159104159104159104159104159104159104159104159104159104

164457164457164457164457164457164457164457164457164457

169121169121169121169121169121169121169121169121169121

206702206702206702206702206702206702206702206702206702

240750240750240750240750240750240750240750240750240750

241871241871241871241871241871241871241871241871241871

242349242349242349242349242349242349242349242349242349

258154258154258154258154258154258154258154258154258154

260271260271260271260271260271260271260271260271260271

261731261731261731261731261731261731261731261731261731

261822261822261822261822261822261822261822261822261822

261845261845261845261845261845261845261845261845261845263397263397263397263397263397263397263397263397263397

263492263492263492263492263492263492263492263492263492

263683263683263683263683263683263683263683263683263683

263710263710263710263710263710263710263710263710263710

263732263732263732263732263732263732263732263732263732263820263820263820263820263820263820263820263820263820

263841263841263841263841263841263841263841263841263841

263912263912263912263912263912263912263912263912263912

264091264091264091264091264091264091264091264091264091 264143264143264143264143264143264143264143264143264143

264173264173264173264173264173264173264173264173264173

264208264208264208264208264208264208264208264208264208

264233264233264233264233264233264233264233264233264233

264246264246264246264246264246264246264246264246264246

264335264335264335264335264335264335264335264335264335

264437264437264437264437264437264437264437264437264437

264460264460264460264460264460264460264460264460264460

264468264468264468264468264468264468264468264468264468 264484264484264484264484264484264484264484264484264484

264502264502264502264502264502264502264502264502264502

264536264536264536264536264536264536264536264536264536

264542264542264542264542264542264542264542264542264542

264560264560264560264560264560264560264560264560264560264593264593264593264593264593264593264593264593264593264620264620264620264620264620264620264620264620264620

264637264637264637264637264637264637264637264637264637

264844264844264844264844264844264844264844264844264844

264847264847264847264847264847264847264847264847264847

264853264853264853264853264853264853264853264853264853

264864264864264864264864264864264864264864264864264864

265792265792265792265792265792265792265792265792265792

265802265802265802265802265802265802265802265802265802265807265807265807265807265807265807265807265807265807

265819265819265819265819265819265819265819265819265819

265849265849265849265849265849265849265849265849265849265853265853265853265853265853265853265853265853265853265892265892265892265892265892265892265892265892265892

266074266074266074266074266074266074266074266074266074

266082266082266082266082266082266082266082266082266082

266101266101266101266101266101266101266101266101266101266104266104266104266104266104266104266104266104266104266111266111266111266111266111266111266111266111266111

266116266116266116266116266116266116266116266116266116

266288266288266288266288266288266288266288266288266288

266319266319266319266319266319266319266319266319266319

266342266342266342266342266342266342266342266342266342267981267981267981267981267981267981267981267981267981

273070273070273070273070273070273070273070273070273070

281159281159281159281159281159281159281159281159281159

281168281168281168281168281168281168281168281168281168

281169281169281169281169281169281169281169281169281169

282119282119282119282119282119282119282119282119282119 287869287869287869287869287869287869287869287869287869

289173289173289173289173289173289173289173289173289173

290971290971290971290971290971290971290971290971290971

293137293137293137293137293137293137293137293137293137

261640261640261640261640261640261640261640261640261640

261646261646261646261646261646261646261646261646261646261654261654261654261654261654261654261654261654261654

264301264301264301264301264301264301264301264301264301

261738261738261738261738261738261738261738261738261738

286113286113286113286113286113286113286113286113286113

265777265777265777265777265777265777265777265777265777

266184266184266184266184266184266184266184266184266184266187266187266187266187266187266187266187266187266187

266191266191266191266191266191266191266191266191266191266193266193266193266193266193266193266193266193266193

266202266202266202266202266202266202266202266202266202

261640261640261640261640261640261640261640261640261640

273079273079273079273079273079273079273079273079273079

266207266207266207266207266207266207266207266207266207

150309150309150309150309150309150309150309150309150309

153367153367153367153367153367153367153367153367153367

192870192870192870192870192870192870192870192870192870

195425195425195425195425195425195425195425195425195425

261801261801261801261801261801261801261801261801261801

261802261802261802261802261802261802261802261802261802261803261803261803261803261803261803261803261803261803

263948263948263948263948263948263948263948263948263948

264333264333264333264333264333264333264333264333264333

264344264344264344264344264344264344264344264344264344

264378264378264378264378264378264378264378264378264378

264728264728264728264728264728264728264728264728264728

264733264733264733264733264733264733264733264733264733

264831264831264831264831264831264831264831264831264831

287005287005287005287005287005287005287005287005287005

292210292210292210292210292210292210292210292210292210

295165295165295165295165295165295165295165295165295165

PREPARED FOR

PREPARED BY

DRAFT DATE

REVISION DATE


PROJECT SCALE

FIGURE ID

FIGURESources: Alberta Digital Basemaps (1:1,000,000).

Modified from Stantec (2003, Figure 2.4).



STURGEON UPGRADER

Cross-Sections – Regional Study Area

0 2 4

L'L'L'L'L'L'L'L'L'

LLLLLLLLL

06/07/2006

15/11/2006

OS1589 1:100,000

WorleyParsons Komex

11-5SL

TTTTTTTTT

T'T'T'T'T'T'T'T'T'

RedwaterRedwaterRedwaterRedwaterRedwaterRedwaterRedwaterRedwaterRedwater

North

North

North

North

North

North

North

North

North

North

North

North

North

North

North

North

North

North

North

North

North

North

North

North

North

North

North

North

North

North

North

North

North

North

North

North

North

North

North

North

North

North

North

North

North

North

North

North

North

Sask

atch

ewan

Sask

atch

ewan

Sask

atch

ewan

Sask

atch

ewan

Sask

atch

ewan

Sask

atch

ewan

Sask

atch

ewan

Sask

atch

ewan

Sask

atch

ewan

Sask

atch

ewan

Sask

atch

ewan

Sask

atch

ewan

Sask

atch

ewan

Sask

atch

ewan

Sask

atch

ewan

Sask

atch

ewan

Sask

atch

ewan

Sask

atch

ewan

Sask

atch

ewan

Sask

atch

ewan

Sask

atch

ewan

Sask

atch

ewan

Sask

atch

ewan

Sask

atch

ewan

Sask

atch

ewan

Sask

atch

ewan

Sask

atch

ewan

Sask

atch

ewan

Sask

atch

ewan

Sask

atch

ewan

Sask

atch

ewan

Sask

atch

ewan

Sask

atch

ewan

Sask

atch

ewan

Sask

atch

ewan

Sask

atch

ewan

Sask

atch

ewan

Sask

atch

ewan

Sask

atch

ewan

Sask

atch

ewan

Sask

atch

ewan

Sask

atch

ewan

Sask

atch

ewan

Sask

atch

ewan

Sask

atch

ewan

Sask

atch

ewan

Sask

atch

ewan

Sask

atch

ewan

Sask

atch

ewan


RGE 21RGE 21RGE 21RGE 21RGE 21RGE 21RGE 21RGE 21RGE 21RGE 22RGE 22RGE 22RGE 22RGE 22RGE 22RGE 22RGE 22RGE 22




Redwater

Redwater

Redwater

Redwater

Redwater

Redwater

Redwater

Redwater

Redwater

Redwater

Redwater

Redwater

Redwater

Redwater

Redwater

Redwater

Redwater

Redwater

Redwater

Redwater

Redwater

Redwater

Redwater

Redwater

Redwater

Redwater

Redwater

Redwater

Redwater

Redwater

Redwater

Redwater

Redwater

Redwater

Redwater

Redwater

Redwater

Redwater

Redwater

Redwater

Redwater

Redwater

Redwater

Redwater

Redwater

Redwater

Redwater

Redwater

Redwater


Regional Study Area



Urban Area



Paved Access


Sturgeon

Sturgeon

Sturgeon

Sturgeon

Sturgeon

Sturgeon

Sturgeon

Sturgeon

Sturgeon

Sturgeon

Sturgeon

Sturgeon

Sturgeon

Sturgeon

Sturgeon

Sturgeon

Sturgeon

Sturgeon

Sturgeon

Sturgeon

Sturgeon

Sturgeon

Sturgeon

Sturgeon

Sturgeon

Sturgeon

Sturgeon

Sturgeon

Sturgeon

Sturgeon

Sturgeon

Sturgeon

Sturgeon

Sturgeon

Sturgeon

Sturgeon

Sturgeon

Sturgeon

Sturgeon

Sturgeon

Sturgeon

Sturgeon

Sturgeon

Sturgeon

Sturgeon

Sturgeon

Sturgeon

Sturgeon

SturgeonRiverRiverRiverRiverRiverRiverRiverRiverRiverRiverRiverRiverRiverRiverRiverRiverRiverRiverRiverRiverRiverRiverRiverRiverRiverRiverRiverRiverRiverRiverRiverRiverRiverRiverRiverRiverRiverRiverRiverRiverRiverRiverRiverRiverRiverRiverRiverRiverRiver








Tributary 1

Tributary 1

Tributary 1

Tributary 1

Tributary 1

Tributary 1

Tributary 1

Tributary 1

Tributary 1

Tributary 1

Tributary 1

Tributary 1

Tributary 1

Tributary 1

Tributary 1

Tributary 1

Tributary 1

Tributary 1

Tributary 1

Tributary 1

Tributary 1

Tributary 1

Tributary 1

Tributary 1

Tributary 1

Tributary 1

Tributary 1

Tributary 1

Tributary 1

Tributary 1

Tributary 1

Tributary 1

Tributary 1

Tributary 1

Tributary 1

Tributary 1

Tributary 1

Tributary 1

Tributary 1

Tributary 1

Tributary 1

Tributary 1

Tributary 1

Tributary 1

Tributary 1

Tributary 1

Tributary 1

Tributary 1

Tributary 1

Tributary 2

Tributary 2

Tributary 2

Tributary 2

Tributary 2

Tributary 2

Tributary 2

Tributary 2

Tributary 2

Tributary 2

Tributary 2

Tributary 2

Tributary 2

Tributary 2

Tributary 2

Tributary 2

Tributary 2

Tributary 2

Tributary 2

Tributary 2

Tributary 2

Tributary 2

Tributary 2

Tributary 2

Tributary 2

Tributary 2

Tributary 2

Tributary 2

Tributary 2

Tributary 2

Tributary 2

Tributary 2

Tributary 2

Tributary 2

Tributary 2

Tributary 2

Tributary 2

Tributary 2

Tributary 2

Tributary 2

Tributary 2

Tributary 2

Tributary 2

Tributary 2

Tributary 2

Tributary 2

Tributary 2

Tributary 2

Tributary 2

28

643

38

643

825

21


Cross-Section Location

Well Location


KOME-EDM-014-000

Beave rhi llB eave rhi llB eave rhi llB eave rhi llB eave rhi llB eave rhi llB eave rhi llB eave rhi llB eave rhi llB eave rhi llB eave rhi llB eave rhi llB eave rhi llB eave rhi llB eave rhi llB eave rhi llB eave rhi llB eave rhi llB eave rhi llB eave rhi llB eave rhi llB eave rhi llB eave rhi llB eave rhi llB eave rhi llB eave rhi llB eave rhi llB eave rhi llB eave rhi llB eave rhi llB eave rhi llB eave rhi llB eave rhi llB eave rhi llB eave rhi llB eave rhi llB eave rhi llB eave rhi llB eave rhi llB eave rhi llB eave rhi llB eave rhi llB eave rhi llB eave rhi llB eave rhi llB eave rhi llB eave rhi llB eave rhi llB eave rhi ll


aolson

aolson

590590590590590590590590590

620

620

620

620

620

620

620

620

620

610610610610610610610610610

585585585585585585585585585

580580580580580580580580580

585585585585585585585585585

610610610610610610610610610

600600600600600600600600600

595

595

595

595

595

595

595

595

595

580580580580580580580580580

600

600

600

600

600

600

600

600

600

590

590

590590

590590

590

590

590

590

590

590

590

590

590

590

590

590

610610610610610610610610610

620620620620620620620620620

600600600600600600600600600

615615615615615615615615615

625625625625625625625625625

605605605605605605605605605

640

640

640

640

640

640

640

640

640

630

630

630

630

630

630

630

630

630

620620620620620620620620620

640640640640640640640640640

635635635635635635635635635

630630630630630630630630630

620620620620620620620620620

630

630

630

630

630

630

630

630

630

650

650

650

650

650

650

650

650

650

635635635635635635635635635

645645645645645645645645645

650650650650650650650650650

640640640640640640640640640

610610610610610610610610610

630630630630630630630630630

BEVERLY CHANNEL THALW

EG


EG


EG


EG


EG


EG


EG


EG


EG

181818181818181818

191919191919191919

303030303030303030

313131313131313131

131313131313131313141414141414141414151515151515151515161616161616161616171717171717171717181818181818181818

191919191919191919 202020202020202020 212121212121212121 222222222222222222 232323232323232323 242424242424242424

252525252525252525262626262626262626272727272727272727282828282828282828292929292929292929303030303030303030

313131313131313131 323232323232323232 333333333333333333 343434343434343434 353535353535353535 363636363636363636

131313131313131313141414141414141414151515151515151515161616161616161616171717171717171717181818181818181818

191919191919191919 202020202020202020 212121212121212121 222222222222222222 232323232323232323 242424242424242424

252525252525252525262626262626262626272727272727272727282828282828282828292929292929292929303030303030303030

313131313131313131 323232323232323232 333333333333333333 343434343434343434 353535353535353535 363636363636363636

131313131313131313

242424242424242424

252525252525252525

363636363636363636

666666666

777777777

181818181818181818

191919191919191919

303030303030303030

313131313131313131

111111111222222222333333333

555555555666666666

777777777 888888888 999999999 111111111111111111 121212121212121212

131313131313131313141414141414141414151515151515151515161616161616161616171717171717171717181818181818181818

191919191919191919 202020202020202020 212121212121212121 222222222222222222 232323232323232323 242424242424242424

252525252525252525262626262626262626272727272727272727282828282828282828292929292929292929303030303030303030

313131313131313131 323232323232323232 333333333333333333 343434343434343434 353535353535353535 363636363636363636

111111111222222222333333333

444444444555555555666666666

777777777 888888888 999999999 101010101010101010 111111111111111111 121212121212121212

131313131313131313141414141414141414151515151515151515161616161616161616171717171717171717181818181818181818

191919191919191919 202020202020202020 212121212121212121 222222222222222222 232323232323232323 242424242424242424

252525252525252525262626262626262626272727272727272727282828282828282828292929292929292929303030303030303030

313131313131313131 323232323232323232 333333333333333333 343434343434343434 353535353535353535 363636363636363636

111111111

121212121212121212

131313131313131313

242424242424242424

252525252525252525

363636363636363636

666666666

777777777

181818181818181818

111111111222222222333333333444444444

555555555666666666

777777777 888888888 999999999 101010101010101010 111111111111111111 121212121212121212

131313131313131313141414141414141414151515151515151515161616161616161616171717171717171717181818181818181818

111111111222222222333333333444444444555555555

666666666

777777777 888888888 999999999 101010101010101010 111111111111111111 121212121212121212

131313131313131313141414141414141414151515151515151515161616161616161616171717171717171717181818181818181818

111111111

121212121212121212

131313131313131313

PREPARED FOR

PREPARED BY

DRAFT DATE

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PROJECT SCALE

FIGURE ID

FIGURE

12/07/2006

15/11/2006

OS1589 1:100,000

WorleyParsons Komex

Sources:Digital Basemap of Alberta;

Data points to construct bedrock topographymap provided in Appendix 11B



STURGEON UPGRADER

Bedrock Topography – Regional Study Area

11-8SL

0 2 4

KOME-EDM-015-000






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Regional Study Area


Urban Area





Bedrock Elevation Contour (m asl)Contour Interval = 5 metres610610610610610610610610610

635 - 640

640 - 645

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Bedrock Elevation (m asl)BruderheimBruderheimBruderheimBruderheimBruderheimBruderheimBruderheimBruderheimBruderheim

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10b10b10b10b10b10b10b10b10b6b6b6b6b6b6b6b6b6b

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6a6a6a6a6a6a6a6a6a

2a2a2a2a2a2a2a2a2a2b2b2b2b2b2b2b2b2b

2b2b2b2b2b2b2b2b2b

2b2b2b2b2b2b2b2b2b

3a3a3a3a3a3a3a3a3a

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3b3b3b3b3b3b3b3b3b

7b7b7b7b7b7b7b7b7b

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888888888

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292929292929292929303030303030303030

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313131313131313131 323232323232323232 333333333333333333 343434343434343434 353535353535353535 363636363636363636

777777777 888888888 999999999 101010101010

131313131313131313141414141414141414151515151515151515161616161616161616171717171717171717181818181818181818

191919191919191919 202020202020202020 212121212121212121 222222222222222222 232323232323232323 242424242424242424

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313131313131313131 333333333333333333 343434343434343434 353535353535353535 363636363636363636

121212121212121212

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353535353535353535 363636363636363636

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292929292929292929303030303030303030

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777777777 888888888 999999999 101010101010101010 111111111111111111 121212121212121212

131313131313131313141414141414141414151515151515151515161616161616161616171717171717171717181818181818181818

191919191919191919 202020202020202020 212121212121212121 222222222222222222 232323232323232323 242424242424242424

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313131313131313131 323232323232323232 333333333333333333 343434343434343434 353535353535353535 363636363636363636

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333333333444444444555555555666666666

777777777 888888888 999999999 101010101010101010 111111111111111111 121212121212121212

131313131313131313141414141414141414151515151515151515161616161616161616171717171717171717181818181818181818

191919191919191919 202020202020202020 212121212121212121 222222222222222222 232323232323232323 242424242424242424

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141414141414141414

232323232323232323 242424242424242424

252525252525252525262626262626262626

353535353535353535 363636363636363636

555666666666

777777777

111181818181818181818

111111111222222222333333333444444444

555555555666666666

777777777 888888888 999999999 101010101010101010 111111111111111111

131313131313131313151515151515151515161616161616161616171717171717171717181818181818181818

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777777777 888888888 999999999 101010101010101010 111111111111111111 121212121212121212

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PREPARED FOR

PREPARED BY

DRAFT DATE

REVISION DATE


PROJECT SCALE

FIGURE ID

FIGURE

05/07/2006 OS1589 1:100,000

WorleyParsons Komex

STURGEON UPGRADER

Surficial Geology – Regional Study Area

11-9SL

Lacustrine Deposit: sand, silt and clay with local ice-rafted stones up to80 m thick; deposited mainly in proglacial lakes, but includes also undifferentiatedrecent lake sediment; flat to gently undulating topography.

Fine Sediment: silt and clay; flat to gently undulating surface.

Coarse sediment: gravel, gravel and sand, fine to coarse-grained sand,minor silt beds.

Fluvial Deposit: gravel, sand, silt and clay, includes local till and bedrockexposures; up to 20 m thick; present on floor and terraces of river valleys andmeltwater channels, and in deltas; flat to undulating topography.

Fine Sediment: fine sand, silt and clay.

Ice Contact Lacustrine and Fluvial Deposits, Undivided: gravel, sand,silt and clay, local till: up to 25 m thick; deposited in intermittent supraglacial lakesand streams, or at margins of ice-floored proglacial lakes; undulating tohummocky topography.Glacial Deposit (Units 9 through 12a): till consisting of unsorted mixture of clay,silt, sand and gravel, with local water-sorted material and bedrock; the thickness isgenerally less than 25 m on uplands, but may reach as much as 100 m in buriedvalleys; flat, undulating, hummocky or rigid topography.

Draped Moraine: till of uneven thickness, with minor amounts ofwater-sorted material and local bedrock exposures; up to 10 m thick;includes local areas of undifferentiated subglacially molded deposit withstreamlined features; flat to undulating surface reflecting topography ofunderlying bedrock and other deposits.Stagnation Moraine: till of uneven thickness, local water-sorted material; up to30 m thick; undulating to hummocky topography reflecting variations in till thickness.

Undulating topography, with local relief generally less than 3 m.

Pleistocene

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RecentEolian Deposit: fine and medium-grained sand and silt; up to 7 m thick;longitudinal and parabolic dunes scoured by blowouts; undulating torolling topography.

SOURCE:Shetsen, I. 1990. AGS, AEUB,

Quaternary Geology, Central Alberta. Map 213.



0 2 4

Fine Sediment: fine sand, silt and clay, minor gravel beds.3b3b3b3b3b3b3b3b3b

KOME-EDM-016-00015/11/2006

Coarse sediment: sand silt; undulating surface in places modified by wind.

Stream and Slopewash Eroded Deposit: exposed till and bedrock,local slump material; slopes of river valleys and meltwater channels, in placesbadland type terrain. 4a - mostly bedrock.

Coarse Sediment: sand and silt.

Fine Sediment: silt and clay.

Hummocky topography moderately to weakly developed, with irregularly shaped andpoorly defined knobs and kettles; local relief 5 to 20 m.

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Regional Study Area






RGE 21RGE 21RGE 21RGE 21RGE 21RGE 21RGE 21RGE 21RGE 21RGE 22RGE 22RGE 22RGE 22RGE 22RGE 22RGE 22RGE 22RGE 22 RGE 20RGE 20RGE 20RGE 20RGE 20RGE 20RGE 20RGE 20RGE 20W4MW4MW4MW4MW4MW4MW4MW4MW4M




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December 2006

Page 11-25

11.5.3 Local Geology The local geological interpretation is based on borehole records from current investigations (Appendix 11A) and the previous investigations conducted at the following locations on or near the PDA:

• Agrium Redwater facility (Stantec 2003) • Dupont facility (Stantec 1999a and 1999b) • North West Upgrader, including the Access Pipeline (Komex 2006a) • Provident Energy facility (Komex 2006b) • Sturgeon Upgrader (geotechnical investigation completed by Thurber Engineering 2006)

It also includes a review of data available from the AENV Groundwater Information Center (AENV 2006, Internet site).

Figure 11-10 shows the locations of available boreholes and the locations of the following four cross-sections:

• A-A’ and B-B’, which are oriented west–east (Figures 11-11 and 11-12) • C-C’ and D-D’, which are oriented north–south (Figures 11-13 and 11-14)

The thickness of surficial deposits is highly variable in the LSA, ranging from less than 5 m thick in the southwest portion to as much as 35 m in the north and east portion. The general geology of the PDA, from the ground surface down, consists of:

• surficial deposits:

• topsoil and organic matter (peat) • aeolian sand • clay and clayey deposits • clay till unit

• Belly River Formation (bedrock):

• shale/sandstone/siltstone

11.5.3.1 Topsoil and Organic Matter Topsoil thickness varies over the PDA, ranging from approximately 0.15 m to 0.75 m. In several locations (i.e., the nests of wells for P06-01, P06-18 and P06-22), topsoil was not reported in the borehole logs, indicating that topsoil was either absent or only formed a thin surface veneer. Additional information on topsoil and organic matter is presented in Section 17: Terrain and Soils.

11.5.3.2 Aeolian Sand A sand unit immediately below ground surface occurs intermittently in the northern portion of the LSA (Figures 11-11 to 11-14). This observation is consistent with the results of the soil mapping (Section 17: Terrain and Soils), which indicated sand at surface was predominantly in the northern half of the PDA. This sand unit is interpreted to represent aeolian sand deposits, as described by Andriashek (1988) and Shetsen (1990). In the LSA, the sand unit is often associated with topographic highs and varies in thickness from 0.7 m at TH06-Y-22 to 4.9 m at AENV 264237. Monitoring wells were not installed in the aeolian sand; however, based on lithological descriptions from borehole logs and water levels measured within the underlying till, this unit is believed to be mostly dry (unsaturated).



11.5.3.3 Clay and Clayey Deposits A dominantly clay or clay-containing unit up to about 1.5 m thick is intermittently present throughout the LSA. When viewed in the local cross-sections (Figure 11-11 to Figure 11-14), this unit is associated with localized topographic depressions.

11.5.3.4 Till A till unit was identified at all of the boreholes drilled in the LSA and it is believed to represent a continuous unit across the area. In most locations throughout the LSA, the till underlies the surficial clays or clayey sediments and aeolian sands, and in other locations, it is present immediately below the topsoil. In borehole logs, the till was typically described as clay till. The greatest till thickness was observed in the north (15 m to 20 m thick) and east (more than 30 m thick) of the LSA.

Rafted bedrock, sand lenses and sand and gravel lenses were observed in the till unit. Rafted bedrock typically consisted of shale or siltstone, ranging in thickness from 1.3 m at P06-10-14 to 5.4 m at TH06-Y-14. Generally, the sand and the sand and gravel lenses immediately overlie the bedrock surface, with the exception of a sand and gravel lens at P06-04-15. These deposits range in thickness from approximately 1 m to 3 m. Based on the stratigraphic position of these deposits, they might represent pre-glacial fluvial deposits or weathered bedrock.

The bedrock surface was not identified at P06-02-11 (Figure 11-12), BH-1, BH-3 and BH-5 (Komex 2006a; Appendix 11B). However, it is possible that the lowermost sand interval identified at these locations also overlies bedrock.

Numerous sand lenses occurring within the till unit (intra-till) are noted in local cross-sections (Figures 11-11 to 11-14). Based on the presence of till above and below these sand lenses, they are interpreted to represent glaciofluvial features and are believed to be of limited areal extent. The thickness of the intra-till sand deposits is variable, ranging from less than 0.5 m up to approximately 4 m at TH06-Y-11.

11.5.3.5 Bedrock Bedrock topography is variable across the LSA, with the highest bedrock surface elevations noted in the southwest portion and the lowest bedrock elevations noted in the north and east portion (Figure 11-15). Similar to the pattern noted in the RSA, surficial deposit thickness was:

• greatest where bedrock elevation was the lowest • lowest where bedrock elevation was the highest

Komex (2006a) indicated that a bedrock low was present at SW-18-56-21-W4M, which extended northwest from the NSR. The baseline investigation indicates this bedrock low extends from the NSR as far as SW-34-56-22-W4M (Figure 11-8), crossing the northeast corner of the LSA. The surface of the bedrock low dips towards the NSR, suggesting it might have originated as a tributary to the Beverly Channel. With the bottom of the NSR at an elevation of about 588 m asl (Figure 11-13), the slope of this tributary channel is about 0.003 metres per metre (m/m) over the 4-km reach between TH06-Y-11 and the river.

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02-11-402-11-402-11-402-11-402-11-402-11-402-11-402-11-402-11-402-10-1002-10-1002-10-1002-10-1002-10-1002-10-1002-10-1002-10-1002-10-1098-4-698-4-698-4-698-4-698-4-698-4-698-4-698-4-698-4-6

02-13-402-13-402-13-402-13-402-13-402-13-402-13-402-13-402-13-4

SP-18SP-18SP-18SP-18SP-18SP-18SP-18SP-18SP-18

99-34-699-34-699-34-699-34-699-34-699-34-699-34-699-34-699-34-6

95-10-395-10-395-10-395-10-395-10-395-10-395-10-395-10-395-10-3

95-12-1095-12-1095-12-1095-12-1095-12-1095-12-1095-12-1095-12-1095-12-1095-40-695-40-695-40-695-40-695-40-695-40-695-40-695-40-695-40-6

95-41-8/95-41-1695-41-8/95-41-1695-41-8/95-41-1695-41-8/95-41-1695-41-8/95-41-1695-41-8/95-41-1695-41-8/95-41-1695-41-8/95-41-1695-41-8/95-41-16

04-37-704-37-704-37-704-37-704-37-704-37-704-37-704-37-704-37-7

04-39-604-39-604-39-604-39-604-39-604-39-604-39-604-39-604-39-6

98-6-598-6-598-6-598-6-598-6-598-6-598-6-598-6-598-6-5

95-16-795-16-795-16-795-16-795-16-795-16-795-16-795-16-795-16-799-1-899-1-899-1-899-1-899-1-899-1-899-1-899-1-899-1-8

89-SPD89-SPD89-SPD89-SPD89-SPD89-SPD89-SPD89-SPD89-SPD

95-33-595-33-595-33-595-33-595-33-595-33-595-33-595-33-595-33-5

95-36-295-36-295-36-295-36-295-36-295-36-295-36-295-36-295-36-2

02-16-702-16-702-16-702-16-702-16-702-16-702-16-702-16-702-16-7

02-18-502-18-502-18-502-18-502-18-502-18-502-18-502-18-502-18-500-1-700-1-700-1-700-1-700-1-700-1-700-1-700-1-700-1-7

98-10-698-10-698-10-698-10-698-10-698-10-698-10-698-10-698-10-6

91-1191-1191-1191-1191-1191-1191-1191-1191-1102-20-502-20-502-20-502-20-502-20-502-20-502-20-502-20-502-20-5

95-38-295-38-295-38-295-38-295-38-295-38-295-38-295-38-295-38-2

95-3-495-3-495-3-495-3-495-3-495-3-495-3-495-3-495-3-4

95-2-795-2-795-2-795-2-795-2-795-2-795-2-795-2-795-2-7

95-4-8/95-4-1695-4-8/95-4-1695-4-8/95-4-1695-4-8/95-4-1695-4-8/95-4-1695-4-8/95-4-1695-4-8/95-4-1695-4-8/95-4-1695-4-8/95-4-16

95-5-695-5-695-5-695-5-695-5-695-5-695-5-695-5-695-5-6

02-7-602-7-602-7-602-7-602-7-602-7-602-7-602-7-602-7-698-2-1498-2-1498-2-1498-2-1498-2-1498-2-1498-2-1498-2-1498-2-14

98-4-1498-4-1498-4-1498-4-1498-4-1498-4-1498-4-1498-4-1498-4-14

98-3-1598-3-1598-3-1598-3-1598-3-1598-3-1598-3-1598-3-1598-3-15

95-31-1495-31-1495-31-1495-31-1495-31-1495-31-1495-31-1495-31-1495-31-14

95-11-1195-11-1195-11-1195-11-1195-11-1195-11-1195-11-1195-11-1195-11-1199-2-1299-2-1299-2-1299-2-1299-2-1299-2-1299-2-1299-2-1299-2-12

151515151515151515

98-6-1298-6-1298-6-1298-6-1298-6-1298-6-1298-6-1298-6-1298-6-1298-5-1498-5-1498-5-1498-5-1498-5-1498-5-1498-5-1498-5-1498-5-14

87-687-687-687-687-687-687-687-687-698-1-1398-1-1398-1-1398-1-1398-1-1398-1-1398-1-1398-1-1398-1-13

89-1289-1289-1289-1289-1289-1289-1289-1289-12

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BH02-4-10BH02-4-10BH02-4-10BH02-4-10BH02-4-10BH02-4-10BH02-4-10BH02-4-10BH02-4-10

P05-22-5P05-22-5P05-22-5P05-22-5P05-22-5P05-22-5P05-22-5P05-22-5P05-22-5

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P02-14-10/P02-14-15P02-14-10/P02-14-15P02-14-10/P02-14-15P02-14-10/P02-14-15P02-14-10/P02-14-15P02-14-10/P02-14-15P02-14-10/P02-14-15P02-14-10/P02-14-15P02-14-10/P02-14-15

P05-25-6P05-25-6P05-25-6P05-25-6P05-25-6P05-25-6P05-25-6P05-25-6P05-25-6


P02-1-5/P02-1-10P02-1-5/P02-1-10P02-1-5/P02-1-10P02-1-5/P02-1-10P02-1-5/P02-1-10P02-1-5/P02-1-10P02-1-5/P02-1-10P02-1-5/P02-1-10P02-1-5/P02-1-10BH02-5-10BH02-5-10BH02-5-10BH02-5-10BH02-5-10BH02-5-10BH02-5-10BH02-5-10BH02-5-10

PW1PW1PW1PW1PW1PW1PW1PW1PW1

P02-5-10P02-5-10P02-5-10P02-5-10P02-5-10P02-5-10P02-5-10P02-5-10P02-5-10

P02-9-10P02-9-10P02-9-10P02-9-10P02-9-10P02-9-10P02-9-10P02-9-10P02-9-10

P02-8-10P02-8-10P02-8-10P02-8-10P02-8-10P02-8-10P02-8-10P02-8-10P02-8-10

P02-3-10P02-3-10P02-3-10P02-3-10P02-3-10P02-3-10P02-3-10P02-3-10P02-3-10

P02-4-10P02-4-10P02-4-10P02-4-10P02-4-10P02-4-10P02-4-10P02-4-10P02-4-10 P02-6-10P02-6-10P02-6-10P02-6-10P02-6-10P02-6-10P02-6-10P02-6-10P02-6-10

P02-10-10P02-10-10P02-10-10P02-10-10P02-10-10P02-10-10P02-10-10P02-10-10P02-10-10

P02-11-10P02-11-10P02-11-10P02-11-10P02-11-10P02-11-10P02-11-10P02-11-10P02-11-10

P02-18-10P02-18-10P02-18-10P02-18-10P02-18-10P02-18-10P02-18-10P02-18-10P02-18-10


P02-2-10P02-2-10P02-2-10P02-2-10P02-2-10P02-2-10P02-2-10P02-2-10P02-2-10

P02-7-10/P02-7-15P02-7-10/P02-7-15P02-7-10/P02-7-15P02-7-10/P02-7-15P02-7-10/P02-7-15P02-7-10/P02-7-15P02-7-10/P02-7-15P02-7-10/P02-7-15P02-7-10/P02-7-15

P05-23-5P05-23-5P05-23-5P05-23-5P05-23-5P05-23-5P05-23-5P05-23-5P05-23-5P02-12-9P02-12-9P02-12-9P02-12-9P02-12-9P02-12-9P02-12-9P02-12-9P02-12-9P02-13-10P02-13-10P02-13-10P02-13-10P02-13-10P02-13-10P02-13-10P02-13-10P02-13-10

P05-21-6P05-21-6P05-21-6P05-21-6P05-21-6P05-21-6P05-21-6P05-21-6P05-21-6

P02-15-10P02-15-10P02-15-10P02-15-10P02-15-10P02-15-10P02-15-10P02-15-10P02-15-10


BH 3/BH 3ABH 3/BH 3ABH 3/BH 3ABH 3/BH 3ABH 3/BH 3ABH 3/BH 3ABH 3/BH 3ABH 3/BH 3ABH 3/BH 3ABH 2/BH 2ABH 2/BH 2ABH 2/BH 2ABH 2/BH 2ABH 2/BH 2ABH 2/BH 2ABH 2/BH 2ABH 2/BH 2ABH 2/BH 2A

BH 1/BH 1ABH 1/BH 1ABH 1/BH 1ABH 1/BH 1ABH 1/BH 1ABH 1/BH 1ABH 1/BH 1ABH 1/BH 1ABH 1/BH 1A

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BH 9BH 9BH 9BH 9BH 9BH 9BH 9BH 9BH 9BH 8BH 8BH 8BH 8BH 8BH 8BH 8BH 8BH 8

BH 4/BH 4ABH 4/BH 4ABH 4/BH 4ABH 4/BH 4ABH 4/BH 4ABH 4/BH 4ABH 4/BH 4ABH 4/BH 4ABH 4/BH 4ABH 7/BH 7ABH 7/BH 7ABH 7/BH 7ABH 7/BH 7ABH 7/BH 7ABH 7/BH 7ABH 7/BH 7ABH 7/BH 7ABH 7/BH 7A

BH 8ABH 8ABH 8ABH 8ABH 8ABH 8ABH 8ABH 8ABH 8A BH 9ABH 9ABH 9ABH 9ABH 9ABH 9ABH 9ABH 9ABH 9A

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DP13-99-3-10DP13-99-3-10DP13-99-3-10DP13-99-3-10DP13-99-3-10DP13-99-3-10DP13-99-3-10DP13-99-3-10DP13-99-3-10DP13-99-1-10DP13-99-1-10DP13-99-1-10DP13-99-1-10DP13-99-1-10DP13-99-1-10DP13-99-1-10DP13-99-1-10DP13-99-1-10



P06-17-18P06-17-18P06-17-18P06-17-18P06-17-18P06-17-18P06-17-18P06-17-18P06-17-18

P06-05-06P06-05-06P06-05-06P06-05-06P06-05-06P06-05-06P06-05-06P06-05-06P06-05-06

P06-03-05P06-03-05P06-03-05P06-03-05P06-03-05P06-03-05P06-03-05P06-03-05P06-03-05


P06-01-06P06-01-06P06-01-06P06-01-06P06-01-06P06-01-06P06-01-06P06-01-06P06-01-06


P06-13-06P06-13-06P06-13-06P06-13-06P06-13-06P06-13-06P06-13-06P06-13-06P06-13-06

P06-14-06P06-14-06P06-14-06P06-14-06P06-14-06P06-14-06P06-14-06P06-14-06P06-14-06

P06-16-20P06-16-20P06-16-20P06-16-20P06-16-20P06-16-20P06-16-20P06-16-20P06-16-20

P06-22-10P06-22-10P06-22-10P06-22-10P06-22-10P06-22-10P06-22-10P06-22-10P06-22-10


P06-18-20P06-18-20P06-18-20P06-18-20P06-18-20P06-18-20P06-18-20P06-18-20P06-18-20

P06-16-07P06-16-07P06-16-07P06-16-07P06-16-07P06-16-07P06-16-07P06-16-07P06-16-07P06-15-10P06-15-10P06-15-10P06-15-10P06-15-10P06-15-10P06-15-10P06-15-10P06-15-10P06-15-05P06-15-05P06-15-05P06-15-05P06-15-05P06-15-05P06-15-05P06-15-05P06-15-05

P06-22-06P06-22-06P06-22-06P06-22-06P06-22-06P06-22-06P06-22-06P06-22-06P06-22-06

P06-22-16P06-22-16P06-22-16P06-22-16P06-22-16P06-22-16P06-22-16P06-22-16P06-22-16

P06-08-05P06-08-05P06-08-05P06-08-05P06-08-05P06-08-05P06-08-05P06-08-05P06-08-05



P06-04-05P06-04-05P06-04-05P06-04-05P06-04-05P06-04-05P06-04-05P06-04-05P06-04-05


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PREPARED FOR

PREPARED BY

DRAFT DATE

REVISION DATE


PROJECT SCALE

FIGURE ID

FIGURE

27/07/2006 OS1589 1:30,000

WorleyParsons Komex





STURGEON UPGRADER

Location of Local Cross-Sections, Boreholes and Monitoring Wells

11-10SL

0.5 10

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600600600600600600600600600

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Railway

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Unpaved Access

North West Monitoring Wells (Komex, 2006a)

Dupont Boreholes (Stantec 1999a, 1999b)

Sturgeon Monitoring Wells

Sturgeon Boreholes (Thurber 2006)

Provident Energy Boreholes (Komex, 2006b)

- Alberta Environment Water Well Records

Cross-Section Location



Access Pipeline Boreholes (Komex, 2006a)

Agrium Redwater Monitoring Wells(Stantec, 2003; Agrium, 2005)

15/11/2006

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PREPARED FOR

PREPARED BY

DRAFT DATE

REVISION DATE


PROJECT SCALE

FIGURE ID

FIGURE

06/07/2006 OS1589 1:25,000

WorleyParsons Komex

SOURCES:Digital Basemaps (1:20,000): 83h14 se,sw, ne, nw;

Agrium Redwater Facility Ponds from Stantec, 2003;Data points to construct bedrock topography

map provided in Appendix 11B



STURGEON UPGRADER

Bedrock Topography – Local Study Area

11-15SL

0.5 10

KOME-EDM-018-000

643

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635 - 640

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590 - 595

Bedrock Elevation (m asl)

585 - 590

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575 - 580

Bedrock Elevation Contour (m asl)Contour Interval = 5 metres

Local Study Area



Railway

Paved Access



Unpaved Access

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15/11/2006


December 2006

Page 11-39

11.5.4 Regional Hydrogeology The regional hydrogeology of the Edmonton area (northeast segment), including the PDA, is presented by Stein (1976).

Figure 11-16 shows the regional hydrogeology, including the approximate extent of the Beverly Channel.

In areas where sand dunes are sufficiently thick and saturated, groundwater yield from sand dunes might be between 30 m3/d and 160 m3/d. Sand and gravel lenses in till could potentially yield 5 m3/d to 30 m3/d (Stein 1976).

The sands and gravels of the Beverly Channel have possible yields from 160 m3/d to 650 m3/d (Stein 1976). Data from pumping tests at three different wells in the area north of Fort Saskatchewan and west of Bruderheim indicate yields of approximately 1000 m3/d (Hydrogelogical Consultants 1976), 1900 m3/d (Underwood McLellan 1982) and 2500 m3/d (Stanley Associates Engineering 1981). These data indicate that groundwater yields from the Beverly Channel aquifer can vary locally.

The uppermost strata (about 120 m) of the Belly River Formation contain sandstones that could be good aquifers locally, with possible yields of up to 160 m3/d. Stein (1976) indicated that the lower portion of this interval, which has provided groundwater for the towns of Mundare and Bruderheim, is typically 15 m to 30 m thick and subcrops near the northern limit of the Elk Island High. Yields from wells completed in this interval ranged from 32 m3/d at Mundare to 100 m3/d west of Bruderheim.

Groundwater quality is quite variable, depending on the aquifer and location (Section 11.5.5). Stein (1976) indicates that the total dissolved solids (TDS) in surficial deposits above the bedrock, range from less than 500 mg/L to more than 3000 mg/L and locally exceeds 6000 mg/L.

Groundwater quality in surficial sands in sand dune areas is typically of a calcium-magnesium-bicarbonate type with low mineralization (TDS less than 500 mg/L), but hard to very hard (hardness between 200 mg/L and 500 mg/L as calcium bicarbonate [CaCO3]) (BA Energy 2004; Shell Canada 2005).

In the Beverly Channel, the groundwater is generally hard to very hard, with TDS ranging from less than 500 mg/L to 1000 mg/L as the following indicates:

• Shell Canada Limited (2005) reported that TDS concentrations:

• ranged from 677 mg/L to 906 mg/L in four monitoring wells located in the plateau in the Scotford area

• ranged from 1530 to 1591 mg/L in four monitoring wells located on the right bank of the NSR

• were 2460 mg/L for one monitoring well located on the left bank of the river

• BA Energy Inc. (2004) reported TDS values between 320 mg/L and 607 mg/L

The groundwater is typically of a mixed type—calcium-sodium-magnesium for cations and bicarbonate-sulphate for anions. As groundwater becomes more mineralized, there might be a shift toward groundwater of a sodium-sulphate type (Shell Canada 2005).

Groundwater in bedrock is generally more mineralized and softer than groundwater in the Beverly Channel, with TDS ranging from 1000 mg/L to 2000 mg/L and hardness generally lower than 100 mg/L as CaCO3 (Hydrogeological Consultants 2001a and 2001b).



11.5.5 Local Hydrogeology The monitoring wells used to investigate baseline conditions in the LSA are shown in Figure 11-3. Figures 11-11 to 11-14 show the cross-sections used in the study area (A-A’, B-B’, C-C’ and D-D’) along with the completion intervals and water levels for the monitoring wells along each cross-section. The PDA is located on industrial and agricultural lands, with pockets of wetland, grassland and forested habitats. Groundwater quality and water levels are deemed to represent natural and agricultural conditions.

11.5.5.1 Groundwater Levels Groundwater levels in the LSA were measured in April, May, June and August 2006 (Table 11-3).

Depth to the water table ranged as follows:

• from 0.12 m to 5.53 m on May 24, 2006 • from 0.94 m to 5.09 m on June 28, 2006 • from 1.71 metres below ground surface (m bgs) to 4.68 m bgs on August 28, 2006

The water table was generally shallowest at P06-15-05 and deepest at P06-17-06. Generally, the water table is deeper in the southern and eastern portions of the PDA and shallower in the northwestern portion of the PDA. Figure 11-17 shows the depth to the water table observed on June 28, 2006, when the water table was the highest. Seasonal variations in water table levels, for the period March 2006 to August 2006, ranged from 0.2 m to 1.9 m, with a median value of 0.8 m.

The water table contours in the LSA based on water levels measured in May 2006 are presented in Figure 11-18. Overall, groundwater flow is eastward, toward the NSR. In the northeast portion of the PDA, the spacing of water table contours is observed to increase and groundwater flow directions are observed to converge, which suggests that shallow groundwater might flow toward the surface drainage system (Tributary 1) to the east of the PDA. Similar patterns of groundwater flow were observed in the two other monitoring events conducted in June and August. Appendix 11A includes the water table contour maps for the monitoring in August 2006.

It is important to note that in the northeast portion of the PDA, the top of bedrock is deeper, which leads to a greater thickness of surficial sediments (Figure 11-15). The increased thickness of the surficial sediments appear to provide a higher transmissivity than a similar thickness of bedrock, which leads to lower hydraulic gradients (i.e., larger spacing in the water table contours, Figure 11-18).

Based on water levels measured in May 2006, the estimated horizontal hydraulic gradients were approximately 0.005 m/m within the PDA and approximately 0.002 m/m east of the PDA, within the LSA. In June and August 2006, the horizontal hydraulic gradients were 0.005 m/m within the PDA.

PREPARED FOR

PREPARED BY

DRAFT DATE

REVISION DATE


PROJECT SCALE

FIGURE ID

FIGURE

05/07/2006

15/11/2006

OS1589 1:100,000

WorleyParsons Komex

Source:Stein, R. 1976. Hydrogeology of

the Edmonton area (northeast segment),Alberta. ESR 1976-01.



STURGEON UPGRADER

Hydrogeology Features – Regional Study Area

11-16SL

0 2 4

RGE 21RGE 21RGE 21RGE 21RGE 21RGE 21RGE 21RGE 21RGE 21RGE 22RGE 22RGE 22RGE 22RGE 22RGE 22RGE 22RGE 22RGE 22

BEVERLY CHANNEL

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BEVERLY CHANNEL

BEVERLY CHANNEL

BEVERLY CHANNEL

BEVERLY CHANNEL

BEVERLY CHANNEL

BEVERLY CHANNEL

BEVERLY CHANNEL

BEVERLY CHANNEL





Local Study Area




KOME-EDM-019-000

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3.03.03.03.03.03.03.03.03.0

2.52.52.52.52.52.52.52.52.5

2.02.02.02.02.02.02.02.02.0

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P06-02-06P06-02-06P06-02-06P06-02-06P06-02-06P06-02-06P06-02-06P06-02-06P06-02-06DryDryDryDryDryDryDryDryDry

444444444

P06-04-05P06-04-05P06-04-05P06-04-05P06-04-05P06-04-05P06-04-05P06-04-05P06-04-052.172.172.172.172.172.172.172.172.17

P06-05-06P06-05-06P06-05-06P06-05-06P06-05-06P06-05-06P06-05-06P06-05-06P06-05-062.672.672.672.672.672.672.672.672.67

P06-06-06P06-06-06P06-06-06P06-06-06P06-06-06P06-06-06P06-06-06P06-06-06P06-06-064.284.284.284.284.284.284.284.284.28

P06-07-05P06-07-05P06-07-05P06-07-05P06-07-05P06-07-05P06-07-05P06-07-05P06-07-052.182.182.182.182.182.182.182.182.18

P06-09-06P06-09-06P06-09-06P06-09-06P06-09-06P06-09-06P06-09-06P06-09-06P06-09-064.314.314.314.314.314.314.314.314.31

P06-11-04P06-11-04P06-11-04P06-11-04P06-11-04P06-11-04P06-11-04P06-11-04P06-11-043.13.13.13.13.13.13.13.13.1

P06-14-06P06-14-06P06-14-06P06-14-06P06-14-06P06-14-06P06-14-06P06-14-06P06-14-063.543.543.543.543.543.543.543.543.54

P06-20-06P06-20-06P06-20-06P06-20-06P06-20-06P06-20-06P06-20-06P06-20-06P06-20-064.074.074.074.074.074.074.074.074.07P06-01-06P06-01-06P06-01-06P06-01-06P06-01-06P06-01-06P06-01-06P06-01-06P06-01-06

4.294.294.294.294.294.294.294.294.29

P06-03-05P06-03-05P06-03-05P06-03-05P06-03-05P06-03-05P06-03-05P06-03-05P06-03-052.022.022.022.022.022.022.022.022.02

P06-08-05P06-08-05P06-08-05P06-08-05P06-08-05P06-08-05P06-08-05P06-08-05P06-08-051.411.411.411.411.411.411.411.411.41

P06-10-06P06-10-06P06-10-06P06-10-06P06-10-06P06-10-06P06-10-06P06-10-06P06-10-064.054.054.054.054.054.054.054.054.05

P06-15-05P06-15-05P06-15-05P06-15-05P06-15-05P06-15-05P06-15-05P06-15-05P06-15-050.940.940.940.940.940.940.940.940.94

P06-16-07P06-16-07P06-16-07P06-16-07P06-16-07P06-16-07P06-16-07P06-16-07P06-16-073.523.523.523.523.523.523.523.523.52

P06-17-06P06-17-06P06-17-06P06-17-06P06-17-06P06-17-06P06-17-06P06-17-06P06-17-065.095.095.095.095.095.095.095.095.09

P06-18-06P06-18-06P06-18-06P06-18-06P06-18-06P06-18-06P06-18-06P06-18-06P06-18-062.082.082.082.082.082.082.082.082.08

P06-19-06P06-19-06P06-19-06P06-19-06P06-19-06P06-19-06P06-19-06P06-19-06P06-19-064.064.064.064.064.064.064.064.064.06

P06-21-06P06-21-06P06-21-06P06-21-06P06-21-06P06-21-06P06-21-06P06-21-06P06-21-064.534.534.534.534.534.534.534.534.53

PREPARED FOR

PREPARED BY

DRAFT DATE

REVISION DATE


PROJECT SCALE

FIGURE ID

FIGURE

08/09/2006 OS1589 1:25,000

WorleyParsons Komex





STURGEON UPGRADER

Depth to Water Table (June 2006)

11-17SL

0.5 10

KOME-EDM-020-000

600600600600600600600600600

Local Study Area



Railway

Paved Access



Unpaved Access

Depth to Water Table (m bgs)


Piezometer Location(Surveyed by McElhanney)

Depth to Water Table Contour (m bgs)Contour Interval = 0.5 metres4.04.04.04.04.04.04.04.04.0

P06-01-064.29

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4.5 - 5.0

5.0 - 5.5

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2.5 - 3.0

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1.5 - 2.0

1.0 - 1.5



15/11/2006

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03-1-503-1-503-1-503-1-503-1-503-1-503-1-503-1-503-1-5629.25629.25629.25629.25629.25629.25629.25629.25629.25

MW6MW6MW6MW6MW6MW6MW6MW6MW6628.24628.24628.24628.24628.24628.24628.24628.24628.24

03-5-503-5-503-5-503-5-503-5-503-5-503-5-503-5-503-5-5629.09629.09629.09629.09629.09629.09629.09629.09629.09


03-3-503-3-503-3-503-3-503-3-503-3-503-3-503-3-503-3-5629.26629.26629.26629.26629.26629.26629.26629.26629.26

03-4-503-4-503-4-503-4-503-4-503-4-503-4-503-4-503-4-5629629629629629629629629629



03-2-503-2-503-2-503-2-503-2-503-2-503-2-503-2-503-2-5629.02629.02629.02629.02629.02629.02629.02629.02629.02


DP13-99-1-10DP13-99-1-10DP13-99-1-10DP13-99-1-10DP13-99-1-10DP13-99-1-10DP13-99-1-10DP13-99-1-10DP13-99-1-10628.92628.92628.92628.92628.92628.92628.92628.92628.92

92-14 92-14 92-14 92-14 92-14 92-14 92-14 92-14 92-14635.85635.85635.85635.85635.85635.85635.85635.85635.85

03-06-0603-06-0603-06-0603-06-0603-06-0603-06-0603-06-0603-06-0603-06-06635.31635.31635.31635.31635.31635.31635.31635.31635.31

03-08-0603-08-0603-08-0603-08-0603-08-0603-08-0603-08-0603-08-0603-08-06635.48635.48635.48635.48635.48635.48635.48635.48635.48 92-2B 92-2B 92-2B 92-2B 92-2B 92-2B 92-2B 92-2B 92-2B

634.17634.17634.17634.17634.17634.17634.17634.17634.17

92-10A 92-10A 92-10A 92-10A 92-10A 92-10A 92-10A 92-10A 92-10A628.89628.89628.89628.89628.89628.89628.89628.89628.89

96-3 96-3 96-3 96-3 96-3 96-3 96-3 96-3 96-3633.02633.02633.02633.02633.02633.02633.02633.02633.02

03-05-0603-05-0603-05-0603-05-0603-05-0603-05-0603-05-0603-05-0603-05-06635.74635.74635.74635.74635.74635.74635.74635.74635.74

03-07-0603-07-0603-07-0603-07-0603-07-0603-07-0603-07-0603-07-0603-07-06634.92634.92634.92634.92634.92634.92634.92634.92634.92

92-1B 92-1B 92-1B 92-1B 92-1B 92-1B 92-1B 92-1B 92-1B631.9631.9631.9631.9631.9631.9631.9631.9631.9

92-10B 92-10B 92-10B 92-10B 92-10B 92-10B 92-10B 92-10B 92-10B629.62629.62629.62629.62629.62629.62629.62629.62629.62

92-6 92-6 92-6 92-6 92-6 92-6 92-6 92-6 92-6632.83632.83632.83632.83632.83632.83632.83632.83632.83

92-9A 92-9A 92-9A 92-9A 92-9A 92-9A 92-9A 92-9A 92-9A626.65626.65626.65626.65626.65626.65626.65626.65626.65

92-9B 92-9B 92-9B 92-9B 92-9B 92-9B 92-9B 92-9B 92-9B627.69627.69627.69627.69627.69627.69627.69627.69627.69

92-13 92-13 92-13 92-13 92-13 92-13 92-13 92-13 92-13634.84634.84634.84634.84634.84634.84634.84634.84634.84

92-11 92-11 92-11 92-11 92-11 92-11 92-11 92-11 92-11631.5631.5631.5631.5631.5631.5631.5631.5631.5

92-3B 92-3B 92-3B 92-3B 92-3B 92-3B 92-3B 92-3B 92-3B628.96628.96628.96628.96628.96628.96628.96628.96628.96

92-12B 92-12B 92-12B 92-12B 92-12B 92-12B 92-12B 92-12B 92-12B629.65629.65629.65629.65629.65629.65629.65629.65629.65

P02-8-10P02-8-10P02-8-10P02-8-10P02-8-10P02-8-10P02-8-10P02-8-10P02-8-10627.81627.81627.81627.81627.81627.81627.81627.81627.81

P02-7-10P02-7-10P02-7-10P02-7-10P02-7-10P02-7-10P02-7-10P02-7-10P02-7-10627.7627.7627.7627.7627.7627.7627.7627.7627.7

P02-5-10P02-5-10P02-5-10P02-5-10P02-5-10P02-5-10P02-5-10P02-5-10P02-5-10628.26628.26628.26628.26628.26628.26628.26628.26628.26

P06-20-06P06-20-06P06-20-06P06-20-06P06-20-06P06-20-06P06-20-06P06-20-06P06-20-06630.02630.02630.02630.02630.02630.02630.02630.02630.02

P06-18-06P06-18-06P06-18-06P06-18-06P06-18-06P06-18-06P06-18-06P06-18-06P06-18-06627.52627.52627.52627.52627.52627.52627.52627.52627.52

P06-17-06P06-17-06P06-17-06P06-17-06P06-17-06P06-17-06P06-17-06P06-17-06P06-17-06626.45626.45626.45626.45626.45626.45626.45626.45626.45

03-02-0803-02-0803-02-0803-02-0803-02-0803-02-0803-02-0803-02-0803-02-08625.71625.71625.71625.71625.71625.71625.71625.71625.71

03-03-1103-03-1103-03-1103-03-1103-03-1103-03-1103-03-1103-03-1103-03-11627.44627.44627.44627.44627.44627.44627.44627.44627.44

92-4 92-4 92-4 92-4 92-4 92-4 92-4 92-4 92-4626.61626.61626.61626.61626.61626.61626.61626.61626.61


01-25-1401-25-1401-25-1401-25-1401-25-1401-25-1401-25-1401-25-1401-25-14626.48626.48626.48626.48626.48626.48626.48626.48626.48

01-22-1101-22-1101-22-1101-22-1101-22-1101-22-1101-22-1101-22-1101-22-11620.19620.19620.19620.19620.19620.19620.19620.19620.19

01-27-5 01-27-5 01-27-5 01-27-5 01-27-5 01-27-5 01-27-5 01-27-5 01-27-5627.37627.37627.37627.37627.37627.37627.37627.37627.37

01-21-0801-21-0801-21-0801-21-0801-21-0801-21-0801-21-0801-21-0801-21-08622.29622.29622.29622.29622.29622.29622.29622.29622.29

01-20-1201-20-1201-20-1201-20-1201-20-1201-20-1201-20-1201-20-1201-20-12623.27623.27623.27623.27623.27623.27623.27623.27623.27

01-19-14 01-19-14 01-19-14 01-19-14 01-19-14 01-19-14 01-19-14 01-19-14 01-19-14619.77619.77619.77619.77619.77619.77619.77619.77619.77

P02-6-10P02-6-10P02-6-10P02-6-10P02-6-10P02-6-10P02-6-10P02-6-10P02-6-10628.64628.64628.64628.64628.64628.64628.64628.64628.64

DP-18-99-2-6DP-18-99-2-6DP-18-99-2-6DP-18-99-2-6DP-18-99-2-6DP-18-99-2-6DP-18-99-2-6DP-18-99-2-6DP-18-99-2-6628.56628.56628.56628.56628.56628.56628.56628.56628.56

P02-16-11P02-16-11P02-16-11P02-16-11P02-16-11P02-16-11P02-16-11P02-16-11P02-16-11626.79626.79626.79626.79626.79626.79626.79626.79626.79

01-23-0501-23-0501-23-0501-23-0501-23-0501-23-0501-23-0501-23-0501-23-05619.58619.58619.58619.58619.58619.58619.58619.58619.58

01-24-0601-24-0601-24-0601-24-0601-24-0601-24-0601-24-0601-24-0601-24-06619.98619.98619.98619.98619.98619.98619.98619.98619.98

630630630630630630630630630

638638638638638638638638638

634634634634634634634634634

640640640640640640640640640

642642642642642642642642642

P06-01-06P06-01-06P06-01-06P06-01-06P06-01-06P06-01-06P06-01-06P06-01-06P06-01-06644.08644.08644.08644.08644.08644.08644.08644.08644.08

P06-03-05P06-03-05P06-03-05P06-03-05P06-03-05P06-03-05P06-03-05P06-03-05P06-03-05639.22639.22639.22639.22639.22639.22639.22639.22639.22

P06-04-05P06-04-05P06-04-05P06-04-05P06-04-05P06-04-05P06-04-05P06-04-05P06-04-05638.34638.34638.34638.34638.34638.34638.34638.34638.34

P06-05-06P06-05-06P06-05-06P06-05-06P06-05-06P06-05-06P06-05-06P06-05-06P06-05-06637.73637.73637.73637.73637.73637.73637.73637.73637.73

P06-06-06P06-06-06P06-06-06P06-06-06P06-06-06P06-06-06P06-06-06P06-06-06P06-06-06634.8634.8634.8634.8634.8634.8634.8634.8634.8

P06-07-05P06-07-05P06-07-05P06-07-05P06-07-05P06-07-05P06-07-05P06-07-05P06-07-05635.17635.17635.17635.17635.17635.17635.17635.17635.17

P06-08-05P06-08-05P06-08-05P06-08-05P06-08-05P06-08-05P06-08-05P06-08-05P06-08-05636.17636.17636.17636.17636.17636.17636.17636.17636.17

P06-09-06P06-09-06P06-09-06P06-09-06P06-09-06P06-09-06P06-09-06P06-09-06P06-09-06638.04638.04638.04638.04638.04638.04638.04638.04638.04

P06-10-06P06-10-06P06-10-06P06-10-06P06-10-06P06-10-06P06-10-06P06-10-06P06-10-06638.46638.46638.46638.46638.46638.46638.46638.46638.46

P06-11-04P06-11-04P06-11-04P06-11-04P06-11-04P06-11-04P06-11-04P06-11-04P06-11-04635.53635.53635.53635.53635.53635.53635.53635.53635.53

P06-13-06P06-13-06P06-13-06P06-13-06P06-13-06P06-13-06P06-13-06P06-13-06P06-13-06628.05628.05628.05628.05628.05628.05628.05628.05628.05

P06-14-06P06-14-06P06-14-06P06-14-06P06-14-06P06-14-06P06-14-06P06-14-06P06-14-06629.1629.1629.1629.1629.1629.1629.1629.1629.1

P06-15-05P06-15-05P06-15-05P06-15-05P06-15-05P06-15-05P06-15-05P06-15-05P06-15-05631.26631.26631.26631.26631.26631.26631.26631.26631.26

P06-16-07P06-16-07P06-16-07P06-16-07P06-16-07P06-16-07P06-16-07P06-16-07P06-16-07627.81627.81627.81627.81627.81627.81627.81627.81627.81

P06-19-06P06-19-06P06-19-06P06-19-06P06-19-06P06-19-06P06-19-06P06-19-06P06-19-06629.48629.48629.48629.48629.48629.48629.48629.48629.48

P06-21-06P06-21-06P06-21-06P06-21-06P06-21-06P06-21-06P06-21-06P06-21-06P06-21-06627.61627.61627.61627.61627.61627.61627.61627.61627.61

P06-22-06P06-22-06P06-22-06P06-22-06P06-22-06P06-22-06P06-22-06P06-22-06P06-22-06624.22624.22624.22624.22624.22624.22624.22624.22624.22

P02-10-10P02-10-10P02-10-10P02-10-10P02-10-10P02-10-10P02-10-10P02-10-10P02-10-10627.86627.86627.86627.86627.86627.86627.86627.86627.86

P02-15-10P02-15-10P02-15-10P02-15-10P02-15-10P02-15-10P02-15-10P02-15-10P02-15-10630.71630.71630.71630.71630.71630.71630.71630.71630.71

P05-21-6P05-21-6P05-21-6P05-21-6P05-21-6P05-21-6P05-21-6P05-21-6P05-21-6629.08629.08629.08629.08629.08629.08629.08629.08629.08


PREPARED FOR

PREPARED BY

DRAFT DATE

REVISION DATE


PROJECT SCALE

FIGURE ID

FIGURE

11/07/2006 OS1589 1:25,000

WorleyParsons Komex





STURGEON UPGRADER

Interpreted Water Table Contours (May 2006)

11-18SL

0.5 10

KOME-EDM-021-000

643

643


Sask

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wan

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Sask

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rRi

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rRi

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rRi

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600600600600600600600600600

Local Study Area



Railway

Paved Access



Unpaved Access

640 - 642

636 - 638

638 - 640

634 - 636

632 - 634

630 - 632

628 - 630

626 - 628

642 -644

Water Table Elevation (m asl)

624 - 626

622 - 624

620 - 622

618 - 620

616 - 618


Sturgeon Monitoring Wells

Water Table Contour (m asl)Contour Interval = 2 metres

Groundwater Flow Direction

628628628628628628628628628

P06-01-06644.08

Provident Energy Boreholes

North West Monitoring Wells

Degussa Monitoring Wells

Water Table Elevation (m asl)Tributary 1Tributary 1Tributary 1Tributary 1Tributary 1Tributary 1Tributary 1Tributary 1Tributary 1Tributary 1Tributary 1Tributary 1Tributary 1Tributary 1Tributary 1Tributary 1Tributary 1Tributary 1Tributary 1Tributary 1Tributary 1Tributary 1Tributary 1Tributary 1Tributary 1Tributary 1Tributary 1Tributary 1Tributary 1Tributary 1Tributary 1Tributary 1Tributary 1Tributary 1Tributary 1Tributary 1Tributary 1Tributary 1Tributary 1Tributary 1Tributary 1Tributary 1Tributary 1Tributary 1Tributary 1Tributary 1Tributary 1Tributary 1Tributary 1


15/11/2006

> 644


December 2006

Page 11-47

Table 11-3: Groundwater Surface Elevations and Hydraulic Conductivities for Monitoring Wells in the Local Study Area UTM Coordinates1

Deposit

Monitoring Well

Easting

(m) Northing

(m)

Ground Elevation (m amsl)

Datum Elevation (Top of PVC)

(m amsl)

Stickup (PVC)

(m)

Total Depth of

Monitoring Well

(m bgs)

Depth Interval of Sand Pack

(m bgs)

Depth to Groundwater

(m btoc)

Date Measured

(d-m-y)


(m bgs)

Groundwater Surface

Elevation (m amsl)

Hydraulic Conductivity

(m/s) Lithology 356221.20 5966702.18 644.16 645.24 1.08 6.00 2.65–6.00 Dry 13-Apr-06 NA NA Silty-Clay/Clay Till/Sand

Dry 24-May-06 NA NA Dry 28-Jun-06 NA NA

P06-02-06

6.50 28-Aug-06 5.64 638.60 356220.10 5966702.65 644.24 645.10 0.86 11.10 8.30–11.25 7.79 13-Apr-06 6.93 637.31 4.9E-10 Silty Sand/Silty Clay

7.89 24-May-06 7.02 637.22 7.40 28-Jun-06 6.54 637.70

P06-02-11

7.13 28-Aug-06 6.27 637.97 356185.99 5967526.91 641.43 642.53 1.10 5.50 2.20–5.55 2.54 12-Apr-06 1.44 639.99 3.4E-08 Clay Till

3.31 24-May-06 2.21 639.22 3.12 28-Jun-06 2.02 639.41

P06-03-05

4.29 28-Aug-06 3.19 638.24 356184.58 5967829.41 640.44 641.29 0.85 5.20 1.80–5.30 3.26 12-Apr-06 2.41 638.03 9.2E-08 Clay Till/Silty Clay

2.95 24-May-06 2.10 638.34 3.02 28-Jun-06 2.17 638.27

P06-04-05

3.50 28-Aug-06 2.65 637.79 356184.41 5967830.28 640.43 641.43 1.00 10.60 8.90–10.60 3.17 12-Apr-06 2.17 638.26 1.1E-05 Sand and Gravel/Sandy Silty

2.87 24-May-06 1.87 638.57 2.77 28-Jun-06 1.77 638.66

P06-04-11

3.25 28-Aug-06 2.25 638.18 356328.73 5968722.93 640.73 641.80 1.07 5.60 2.00–5.60 4.52 12-Apr-06 3.45 637.29 9.4E-07 Sandy Clay/Clay Till/Sand

4.07 24-May-06 3.00 637.73 3.74 28-Jun-06 2.67 638.06

P06-05-06

4.43 28-Aug-06 3.36 637.37 357270.11 5968713.73 639.38 640.51 1.13 6.00 2.80–6.00 5.68 12-Apr-06 4.55 634.83 1.2E-06 Clay Till/Sand and Gravel

5.71 24-May-06 4.58 634.80 5.41 28-Jun-06 4.28 635.10

P06-06-06

5.25 28-Aug-06 4.12 635.26 357250.70 5967826.86 637.34 638.08 0.74 5.20 1.90–5.20 3.42 13-Apr-06 2.68 634.66 1.7E-06 Clay Till/Clayey Sand

2.91 24-May-06 2.17 635.17 2.92 28-Jun-06 2.18 635.16

P06-07-05

3.50 28-Aug-06 2.76 634.58 357250.03 5967824.71 637.32 638.19 0.87 11.25 9.30–11.25 3.54 13-Apr-06 2.67 634.65 1.0E-06 Sand and Gravel

3.02 24-May-06 2.15 635.17 3.05 28-Jun-06 2.18 635.14

Overburden Deposit

P06-07-11

3.63 28-Aug-06 2.76 634.56


December 2006

Page 11-49

Table 11-3: Groundwater Surface Elevations and Hydraulic Conductivities for Monitoring Wells in the Local Study Area (cont’d) UTM Coordinates1

Deposit

Monitoring Well

Easting

(m) Northing

(m)



(m amsl)

Stickup (PVC)

(m)

Total Depth of

Monitoring Well

(m bgs)


(m bgs)


(m btoc)

Date Measured

(d-m-y)


(m bgs)

Groundwater Surface

Elevation (m amsl)


(m/s) Lithology 357228.52 5967300.13 637.61 638.68 1.07 3.80 1.00–3.80 4.40 13-Apr-06 3.33 634.28 2.3E-07 Clay Till/Sandstone

2.51 24-May-06 1.44 636.18 2.48 28-Jun-06 1.41 636.20

P06-08-05

3.75 28-Aug-06 2.68 634.93 357055.85 5965473.93 642.92 644.03 1.11 10.04 8.20–10.04 4.88 12-Apr-06 3.77 639.15 3.5E-08 Clay/Sandy Silt/Siltstone

5.10 24-May-06 3.99 638.93 5.21 28-Jun-06 4.10 638.82

P06-10-10

4.96 28-Aug-06 3.85 639.07 358097.40 5965448.46 639.29 640.35 1.06 4.50 1.10–4.60 4.80 13-Apr-06 3.74 635.55 1.5E-07 Sandy Clay/Sand/Clay Till

4.82 24-May-06 3.76 635.53 4.17 27-Jun-06 3.10 636.19

P06-11-04

4.58 28-Aug-06 3.52 635.77 358266.27 5966326.22 636.45 637.43 0.98 4.00 1.30–4.00 Dry 13-Apr-06 >4 <632.45 Clay Till

Dry 24-May-06 >4 <632.45 Dry 27-Jun-06 >4 <632.45

P06-12-04

Dry 28-Aug-06 >4 <632.45 358470.04 5967541.73 631.30 631.93 0.63 5.90 2.60–5.90 4.06 13-Apr-06 3.43 627.87 9.1E-07 Clay Till

3.88 24-May-06 3.25 628.05 3.23 27-Jun-06 2.60 628.70

P06-13-06


4.79 24-May-06 3.84 629.10 4.49 27-Jun-06 3.54 629.40

P06-14-06

4.94 28-Aug-06 3.99 628.95 358279.23 5968676.54 631.38 632.33 0.95 4.55 1.35–4.55 1.32 13-Apr-06 0.36 631.02 8.7E-08 Silty-Sandy-Clay/Clay Till

1.07 24-May-06 0.12 631.26 1.89 27-Jun-06 0.94 630.44

P06-15-05

2.66 28-Aug-06 1.71 629.67 358280.42 5968676.94 631.34 632.27 0.93 9.60 7.90–9.70 2.11 13-Apr-06 1.18 630.16 5.6E-07 Clay Till/Sand/Sand and

Gravel 1.41 24-May-06 0.48 630.87 1.21 27-Jun-06 0.28 631.06

P06-15-10

1.78 28-Aug-06 0.85 630.49 358989.82 5968645.43 631.60 632.57 0.97 7.40 4.10–7.45 5.37 28-Mar-06 4.40 627.20 5.30E-08 Clay Till/Sand

4.88 13-Apr-06 3.91 627.69 4.76 24-May-06 3.79 627.81 4.49 27-Jun-06 3.52 628.08

Overburden Deposit (con’td)

P06-16-07

4.70 28-Aug-06 3.73 627.87


December 2006

Page 11-51


Deposit

Monitoring Well

Easting

(m) Northing

(m)



(m amsl)

Stickup (PVC)

(m)

Total Depth of

Monitoring Well

(m bgs)


(m bgs)


(m btoc)

Date Measured

(d-m-y)


(m bgs)

Groundwater Surface

Elevation (m amsl)


(m/s) Lithology 358992.15 5968645.45 631.53 632.70 1.17 19.75 17.85–19.75 12.38 28-Mar-06 11.20 620.33 6.2E-09 Clay Till

5.06 13-Apr-06 3.89 627.64 4.99 24-May-06 3.82 627.71 4.75 27-Jun-06 3.58 627.95

P06-16-20

4.86 28-Aug-06 3.69 627.84 358886.51 5968070.86 631.98 633.00 1.02 6.00 2.85–6.40 Dry 13-Apr-06 NA NA 1.5E-09 Clay Till

6.55 24-May-06 5.53 626.45 6.11 28-Jun-06 5.09 626.89

P06-17-06


5.23 24-May-06 4.46 627.56 5.00 28-Jun-06 4.23 627.79

P06-17-14

5.10 28-Aug-06 4.33 627.69 358880.92 5968072.17 631.98 632.83 0.85 18.10 17.05–18.10 5.27 13-Apr-06 4.41 627.57 2.6E-07 Silty Clay Till

5.20 24-May-06 4.34 627.64 4.98 28-Jun-06 4.13 627.85

P06-17-18

5.10 28-Aug-06 4.25 627.73 359033.77 5967327.37 630.24 631.25 1.01 6.00 2.50–6.00 3.92 13-Apr-06 2.91 627.33 4.5E-07 Clay Till/Sand

3.73 24-May-06 2.72 627.52 3.09 27-Jun-06 2.08 628.16

P06-18-06

3.61 28-Aug-06 2.60 627.64 359109.76 5966611.29 633.79 634.75 0.96 6.00 2.70–6.00 5.41 13-Apr-06 4.45 629.34 1.5E-06 Till/Sandstone

5.28 24-May-06 4.31 629.48 5.02 27-Jun-06 4.06 629.73

P06-19-06

5.62 28-Aug-06 4.66 629.13 359156.93 5965499.13 634.17 635.06 0.89 5.80 2.50–5.80 5.00 13-Apr-06 4.11 630.07 7.8E-06 Sandy Clay/Clay Till/Sand &

Gravel/Clayey Sand 5.04 24-May-06 4.15 630.02 4.96 27-Jun-06 4.07 630.10

P06-20-06

4.74 28-Aug-06 3.85 630.32 360096.99 5966184.71 632.86 633.77 0.91 6.60 3.35–6.60 6.41 28-Mar-06 5.50 627.36 2.60E-06 Clay Till/Sand and Gravel

6.29 12-Apr-06 5.38 627.48 6.16 24-May-06 5.25 627.61 5.44 27-Jun-06 4.53 628.33

P06-21-06

5.59 28-Aug-06 4.68 628.18 360063.18 5966941.22 629.52 630.59 1.07 6.00 2.75–6.00 Dry 12-Apr-06 NA NA 9.4E-07 Clay Till

6.37 24-May-06 5.30 624.22 5.35 27-Jun-06 4.27 625.25


P06-22-06

5.26 28-Aug-06 4.19 625.33


December 2006

Page 11-53


Deposit

Monitoring Well

Easting

(m) Northing

(m)



(m amsl)

Stickup (PVC)

(m)

Total Depth of

Monitoring Well

(m bgs)


(m bgs)


(m btoc)

Date Measured

(d-m-y)


(m bgs)

Groundwater Surface

Elevation (m amsl)


(m/s) Lithology 360063.39 5966939.84 629.50 630.40 0.90 10.00 9.00–10.00 Dry 12-Apr-06 NA NA Sand

Dry 24-May-06 NA NA 10.89 27-Jun-06 9.99 619.51


P06-22-10

10.86 28-Aug-06 9.96 619.54 356250.70 5965494.27 648.30 649.34 1.04 6.10 2.65–6.10 5.44 12-Apr-06 4.40 643.90 6.2E-07 Sandstone/Siltstone/Sandy

Clay 5.27 24-May-06 4.22 644.08 5.33 28-Jun-06 4.29 644.01

P06-01-06

5.33 28-Aug-06 4.29 644.01 356184.40 5967828.26 640.42 641.13 0.71 15.20 12.70–15.20 3.10 12-Apr-06 2.39 638.03 5.0E-07 Sandstone/Siltstone

2.70 24-May-06 1.99 638.43 2.57 28-Jun-06 1.86 638.56

P06-04-15

3.05 28-Aug-06 2.34 638.08 357269.13 5968714.06 639.33 640.18 0.85 12.50 11.00–12.50 5.34 12-Apr-06 4.49 634.84 2.4E-08 Sandstone

5.37 24-May-06 4.52 634.81 5.05 28-Jun-06 4.20 635.13

P06-06-12


2.87 24-May-06 1.94 635.73 2.71 28-Jun-06 1.78 635.89

P06-08-10


2.68 24-May-06 1.72 636.01 2.58 28-Jun-06 1.62 636.11

P06-08-19

2.66 28-Aug-06 1.70 636.03 357076.72 5966793.80 642.58 643.66 1.08 6.00 2.70–6.00 5.69 12-Apr-06 4.61 637.97 1.4E-07 Clay Till/Sandstone

5.62 24-May-06 4.54 638.05 5.39 27-Jun-06 4.31 638.27

P06-09-06

5.10 28-Aug-06 4.02 638.56 357054.38 5965474.02 642.93 644.01 1.08 6.05 2.75–6.05 3.68 12-Apr-06 2.60 640.33 2.9E-08 Sandy-Silty Clay/Clay

Till/Siltstone 5.56 24-May-06 4.47 638.46 5.13 28-Jun-06 4.05 638.88

P06-10-06

4.58 28-Aug-06 3.50 639.43 357057.30 5965473.84 642.98 644.03 1.05 14.25 12.35–14.50 4.79 12-Apr-06 3.74 639.25 8.6E-08 Silty-Clay

Till/Sandstone/Siltstone 5.02 24-May-06 3.97 639.02 5.13 28-Jun-06 4.08 638.90

Bedrock

P06-10-14

4.94 28-Aug-06 3.89 639.09


December 2006

Page 11-55


Deposit

Monitoring Well

Easting

(m) Northing

(m)



(m amsl)

Stickup (PVC)

(m)

Total Depth of

Monitoring Well

(m bgs)


(m bgs)


(m btoc)

Date Measured

(d-m-y)


(m bgs)

Groundwater Surface

Elevation (m amsl)


(m/s) Lithology 359035.03 5967327.38 630.31 631.20 0.89 10.55 9.60–10.55 3.81 13-Apr-06 2.92 627.39 4.2E-07 Sandstone/Siltstone

3.66 24-May-06 2.77 627.54 3.32 27-Jun-06 2.43 627.88

P06-18-10


3.83 24-May-06 2.83 627.48 3.52 27-Jun-06 2.52 627.78

P06-18-20


7.42 24-May-06 6.42 627.37 7.44 27-Jun-06 6.45 627.34

P06-19-12

7.35 28-Aug-06 6.36 627.43 359110.20 5966611.62 633.82 634.82 1.00 19.50 18.50–19.50 16.01 13-Apr-06 15.01 618.81 6.1E-10 Siltstone

11.39 24-May-06 10.39 623.43 10.98 27-Jun-06 9.98 623.84

P06-19-20

10.02 28-Aug-06 9.02 624.80 359157.59 5965499.03 634.26 634.84 0.58 13.30 11.60–15.00 6.92 13-Apr-06 6.34 627.92 1.1E-07 Sandstone/Siltstone

5.69 24-May-06 5.11 629.15 5.49 27-Jun-06 4.91 629.35

P06-20-13

5.25 28-Aug-06 4.67 629.59 360062.10 5966940.21 629.46 630.44 0.98 16.00 15.00–16.00 16.00 12-Apr-06 15.02 614.45 1.8E-07 Siltstone

16.14 24-May-06 15.16 614.30 16.07 27-Jun-06 15.09 614.37

Bedrock (cont’d)

P06-22-16

15.56 28-Aug-06 14.58 614.88

NOTES:

Depth to water level was measured to three decimals, but is reported with two decimals. Apparent rounding error might be present for the depth to groundwater below ground surface and groundwater surface elevation. 1 Coordinates are UTM NAD83, Zone 12 (CM = 111ºW) Combined scale factor = 0.999742 (North West monitoring wells) Combined scale factor = 0.99974432 (Access Pipelines monitoring wells)

m amsl – metres above mean sea level

m bgs – metres below ground surface

m btoc – metres below top of PVC casing

NA – not available


December 2006

Page 11-57

Komex (2006a) indicated that localized departures from the average horizontal hydraulic gradients described in this section might occur within the LSA. For example, a horizontal hydraulic gradient of 0.007 m/m was measured in a sand unit identified at SW-18-56-21-W4M in September 2005.

11.5.5.2 Vertical Hydraulic Gradients Vertical hydraulic gradients were calculated for 12 sets of nested monitoring wells, based on water levels measured in May, June and August 2006 (Appendix 11A).

Under discharge conditions, the vertical hydraulic gradients are lower, ranging from 0.001 m/m to 0.136 m/m, with a median value of 0.023 m/m. Under recharge conditions, the vertical hydraulic gradients are higher, ranging from 0.002 m/m to greater than 1.000 m/m, with a median value of 0.064 m/m.

Within the PDA, water levels recorded in monitoring wells completed in overburden generally exceed those obtained from monitoring wells completed in bedrock. Accordingly, downward vertical flow potentials (recharge conditions) are interpreted throughout much of the PDA. Discharge conditions were consistently observed only at two nested monitoring well locations: P06-04 and P06-17. Both discharge and recharge conditions were noted intermittently at the following nested monitoring well locations: P06-06, P06-08, P06-10, P06-15 and P06-18.

At some monitoring locations, vertical gradients are observed to be very high (exceeding unity) or highly variable (Appendix 11A). In some cases, this might be related to the slow recovery of static water levels, indicating a low permeability of the surrounding materials. For example, Monitoring Well P06-22-10 was completed into an intra-till sand layer between 9 m bgs and 10 m bgs and did not show accumulation of water for at least two months (from March 27 to May 24, 2006) and had only 1 cm of water after three months (on June 27, 2006). Under these conditions, the vertical hydraulic gradient might approach 1.0 m/m in a downward direction, suggesting the presence of a perched water table in the upper location. Similar conditions were observed at the neighbouring Access Pipeline site (Komex 2006a), where the vertical hydraulic conductivity was 1.18 m/m at the nest of Monitoring Wells BH-1A and BH-1 (Figure 11-10).

It is expected that vertical hydraulic gradients will fluctuate seasonally; therefore, deviations in the magnitude and direction of the vertical hydraulic gradients for the PDA are possible. The influence of rainfall events on water levels is greatest at points nearest ground surface. At depth, in bedrock, the overlying geologic material is able to buffer the changes in hydraulic pressure caused by rainfall events and water level variability is comparably muted. Therefore, immediately following a rainfall event, water levels recorded in monitoring wells screened near the water table might contrast sharply with those recorded during dry periods. When water levels measured under these two conditions are compared with those obtained at greater depths, in bedrock, the vertical hydraulic gradient calculated in each case might be different.

11.5.5.3 Hydraulic Conductivity Estimated hydraulic conductivity values, based on single-well response tests, are summarized in Table 11-4. The results have been grouped based on the major water-yielding lithologic unit in the screened interval. If this could not be clearly defined, the results were classified based on the dominant lithologic unit.

For sand-and-gravel-dominated soils, the estimated hydraulic conductivity of 4.9 x 10-10 m/s measured at P06-02-11 is not considered representative of the permeability of the silty sand at this location. The silty sand layer at this location might be limited in lateral extent, and the



estimated hydraulic conductivity would appear to be representative of the adjacent clay till. The estimated hydraulic conductivity measured at P06-02-11 was not included in the calculation of the geometric mean.

Table 11-4: Summary of Hydraulic Conductivity Data in the Local Study Area Deposit

Unit

Kmin (m/s)

Kmax (m/s)

Kmean (m/s)

Comments

Sand/gravel units

4.9 x 10-10 1.1 x 10-5 2.6 x 10-6 Range is based on tests at five monitoring wells. Mean is based on tests at four monitoring wells.

Overburden

Clay/clay till units

1.5 x 10-9 1.7 x 10-6 1.6 x 10-7 Range and mean based on tests at 21 monitoring wells.

Sandstone units

1.4 x 10-8 4.1 x 10-6 2.4 x 10-7 Range and mean based on tests at 10 monitoring wells.

Bedrock

Siltstone/shale units

6.1 x 10-10 1.8 x 10-7 1.0 x 10-8 Range and mean based on tests at two monitoring wells.

NOTE: Kmin, Kmax and Kmean represent the minimum, maximum and geometric mean hydraulic conductivity for the unit.

Komex (2006a) reported a similar geometric mean hydraulic conductivity of 3.8 x 10-6 m/s for sand-dominated soils in what is the east portion of the Project LSA, but the range of estimated hydraulic conductivities for sand-dominated soils in this area was 1.5 x 10-6 m/s to 9.0 x 10-6 m/s. This study also indicated that the range of estimated hydraulic conductivities for clay and till soils in the area was 2.0 x 10-9 m/s to 1.2 x 10-6 m/s (similar to the Project results presented in Table 11-4). Komex (2006a) also reported that the geometric mean hydraulic conductivity for clay and till soils was 4.3 x 10-8 m/s, one order of magnitude lower than the results for the Project (Table 11-4).

11.5.5.4 Average Linear Groundwater Velocity In the PDA, the underlying soils are primarily till, as no major continuous sand units were observed. The estimated average linear groundwater velocity in the till unit is in the order of 0.1 m/a, based on an average horizontal hydraulic gradient of 0.005 m/m (measured in May 2006), an average (geometric) hydraulic conductivity of 1.6 x 10-7 m/s, and an assumed effective porosity of 0.30 for the till.

In the sand unit identified at SW-18-56-21-W4M, the estimated groundwater velocity was in the order of 4.2 m/a, based on a horizontal hydraulic gradient of 0.007 m/m (as observed in September 2005), an average (geometric) hydraulic conductivity of 3.8 x 10-6 m/s, and an assumed effective porosity of 0.20 for the sand (Komex 2006a).

11.5.6 Regional Groundwater Quality for Water Wells within 3.2 km of the PDA Regional groundwater geochemistry was assessed based on groundwater quality information on file with AENV (AENV 2006, Internet site). The AENV database does not always provide lithological descriptions of the screened intervals; however, based on reported water well depths and the paucity of thick surficial sand deposits (Figures 11-6 and 11-7), most water wells within 3.2-km radius of the PDA and on the west side of the NSR, are expected to be completed in


December 2006

Page 11-59

bedrock. Only those analyses on file with AENV with a complete analytical suite of cations and anions have been reviewed.

Based on 57 separate groundwater analyses from 48 water wells within 3.2-km radius of PDA, concentrations of TDS ranged from 67 mg/L to 4090 mg/L, with an arithmetic average of 966 mg/L. For the same samples, sulphate concentrations ranged from 5 mg/L to 2300 mg/L, with an arithmetic average of 276 mg/L. Nitrate-nitrogen concentrations for eight analyses ranged from less than 0.1 mg/L to 17.2 mg/L, with an arithmetic average of 2.4 mg/L. Analyses for organic compounds and trace metals were not available.

Regional water quality data, plotted on a Durov diagram (Figure 11-19), indicate sodium and calcium are the dominant cations and sulphate and bicarbonate are the dominant anions. Groundwater is typically of the calcium-sodium-bicarbonate-sulphate, sodium-bicarbonate-sulphate and sodium-sulphate-bicarbonate types. Sodium-sulphate-bicarbonate type groundwater is associated with the highest TDS concentrations within the dataset (Figure 11-19). In total, there were eight analyses (14 percent of all analyses) from seven wells (15 percent of all wells) with sodium-sulphate type waters, which had TDS concentrations above 1400 mg/L.

11.5.7 Local Groundwater Quality A summary of the range of values for groundwater quality parameters is provided in Table 11-5. A detailed review of the field parameters, inorganic parameters (routine potability, phenols, dissolved organic carbon [DOC]), dissolved metals and petroleum hydrocarbons (benzene, ethyl-benzene, toluene and xylenes [BTEX], F1, F2) is provided in Appendix 11A. Where applicable, the available drinking water guidelines (Health Canada 2006) were included in the summary tables included in Appendix 11A.

Groundwater mineralization for the bedrock ranges from approximately 603 mg/L to 7520 mg/L as TDS, with 86 percent of the monitoring wells having values greater than 1000 mg/L (Figure 11-19). In the overburden, groundwater mineralization ranges from approximately 342 mg/L to 3730 mg/L as TDS, with the majority of wells having values less than 900 mg/L. There appears to be a general trend of higher mineralization in the bedrock.

Field measured pH values for both the overburden and bedrock ranged from 7.0 to 9.0. Readings at 5 monitoring wells (P06-02-11, P06-04-15, P06-08-10, P06-08-19 and P06-19-20) had pH values outside of the drinking water guideline range of 6.5 to 8.5 (Health Canada 2006).

Figure 11-20 summarizes the groundwater chemistry in an expanded Durov diagram. Groundwater in the bedrock is predominately of the sodium-bicarbonate-sulphate or sodium-sulphate-bicarbonate type, with minor calcium and magnesium. Groundwater in the overburden is typically of the bicarbonate-sulphate type for the anions and of mixed type for cations, with calcium typically dominant. Several wells exhibit a groundwater hydrochemical type between the typical bedrock and overburden types. This likely represents an area of mixing between the shallow and deep groundwater flow systems. This pattern in hydrochemical types is consistent with naturally occurring flow systems, where shallow groundwater is commonly calcium-bicarbonate dominant with relatively low TDS and deeper (bedrock) groundwater showing a shift to sodium-bicarbonate or sodium-sulphate-dominated hydrochemical types and an increasing TDS.



Table 11-5: Groundwater Quality Ranges for Indicator Parameters – Local Study Area

Overburden Bedrock

Parameter Units Observed Minimum

Observed Maximum

Observed Minimum

Observed Maximum

pH (Field) pH units 7.0 8.7 7.0 9.0 pH (Lab) pH units 7.5 8.6 7.6 8.8 EC (Field) μS/cm 572 3,820 894 8,270 EC (Lab) μS/cm 565 4,040 908 8,980 Total Dissolved Solids mg/L 342 3,730 603 7,520 Total Hardness (as CaCO3) mg/L 83 2,220 11 732 Sulphate mg/L 24 2,400 39 4,410 Nitrate + Nitrite as N mg/L-N <0.1 84.6 <0.1 1.4 Chloride mg/L 2 124 2 34 Sodium mg/L 10 978 43 2,370 Total Kjeldahl Nitrogen mg/L <0.2 9.6 0.8 29.1 Dissolved Organic Carbons mg/L 3 25 5 30 Phenols mg/L <0.001 0.155 <0.001 0.016 Benzene mg/L <0.0005 <0.0005 <0.0005 <0.0005 Toluene mg/L <0.0005 <0.0005 <0.0005 <0.0005 Ethylbenzene mg/L <0.0005 <0.0005 <0.0005 <0.0005 Xylenes mg/l <0.0005 <0.0005 <0.0005 <0.0005 NOTES: 1Degrees of hardness are (in mg/L as Ca CO3): very soft (0–30); soft (30–60); moderately soft (60–120); hard (120–180); and very hard (>180) EC – electrical conductivity

All monitoring wells with TDS greater than 2000 mg/L had sulphate concentrations higher than 800 mg/L, and 22 of the 39 monitoring wells had sulphate concentration greater than 500 mg/L, which is the aesthetic objective for drinking water quality (Health Canada 2006). Sulphate concentrations in the bedrock are generally higher than in the overburden, with an average sulphate concentration of 950 mg/L for the bedrock, compared to an average of approximately 400 mg/L in the overburden.

Chloride concentrations at all wells are below the aesthetic objective of 250 mg/L for drinking water quality (Health Canada 2006). Chloride concentrations ranged from 2 mg/L to 124 mg/L, with a median value of 5 mg/L.

aolson

aolson


December 2006

Page 11-65

Sodium concentrations were above the drinking water quality guideline of 200 mg/L (Health Canada 2006) at 20 of the 39 monitoring wells. Average sodium concentrations were higher in the bedrock (approximately 650 mg/L) than in the overburden (approximately 150 mg/L).

Nitrate plus nitrite as nitrogen concentrations were less than 1.0 mg/L at all monitoring wells, except at P06-08-4 (up to 26.3 mg/L), P06-21-6 (up to 84.6 mg/L), and P06-22-6 (52.8 mg/L), which had nitrate plus nitrite as nitrogen concentrations above the drinking water guideline of 10 mg/L maximum acceptable concentration (MAC). The presence of nitrate nitrogen in groundwater is likely associated with former agricultural practices on these lands.

Phenols concentrations ranged from less than 0.001 mg/L to 0.155 mg/L in the overburden and from less than 0.001 mg/L to 0.016 mg/L in the bedrock. All phenols concentrations measured in June 2006 were higher than concentrations measured at the same wells in May 2006, and the field blank collected in June showed a phenol concentration of 0.007 mg/L. This suggests that the phenols concentrations measured in June might be erroneously high because of analytical interferences.

The majority of monitoring wells had DOC concentrations less than 10 mg/L. Twelve of 39 monitoring wells had DOC concentrations ranging from 10 mg/L to 30 mg/L.

Results of analyses for BTEX and hydrocarbon fractions F1 (C6–C10) and F2 (C11–C16) were below the respective method detection limits at all wells.

The majority of monitoring wells had all dissolved metals concentrations below their respective guidelines. Selenium concentrations higher than the MAC for drinking water quality (0.01 mg/L) were detected at seven monitoring wells that had concentrations ranging from 0.0102 mg/L to 0.0425 mg/L. Uranium concentrations higher than the MAC for drinking water quality (0.02 mg/L) were detected at four monitoring wells with concentrations ranging from 0.0235 mg/L to 0.0562 mg/L.

11.5.8 Groundwater Users The field-verified survey of residents within a 3.2-km radius of the PDA (east of the NSR) was completed on May 16, May 18, June 7 and August 16, 2006 to identify groundwater users and the location of water wells (Section 11.5.1; Table 11-6). Information obtained from a recently conducted field-verified survey, performed for North West Upgrading Inc. (Komex 2006a), has also been included in Table 11-6.

The locations of the water wells and groundwater users within 3.2 km of the PDA are shown in Figure 11-21. The landowners at Locations 19, 25 and 46 could not be contacted; therefore, it is not known whether water wells are present on these properties. According to Komex (2006a), Location 42, which includes an abandoned residence and water well, is on North West Upgrader lands. There is no one living at this location and the residence will be demolished and the water well will be properly decommissioned before the proposed North West Upgrader is constructed. Location 44 is also present on North West lands. This location includes an abandoned residence and might include a water well. The residence will be demolished and the water well will be properly decommissioned before the proposed North West Upgrader is constructed (Komex 2006a). The water wells at Locations 20 and 22 have been abandoned and the residents currently use city water. Location 26 has one active water well and is located in SE-12-55-22-W4M, at the southeast boundary of the PDA.



The survey indicated there are 93 active water wells and 11 water wells that are abandoned or no longer in use within the water well survey area. Groundwater is used for domestic, gardening and stock purposes. Based on a review of AENV water well records (AENV 2006, Internet site), 80 of the water wells are completed in bedrock to depths ranging from approximately 7 m bgs to 107 m bgs. Thirteen water wells appear to have been completed in surficial deposits to depths ranging from approximately 9 m to 12 m. The depth of 11 water wells was unavailable.

The groundwater flow direction in the PDA is to the east (Figure 11-18). Therefore, six locations (19, 20, 22, 26, 42 and 44), are interpreted to be hydraulically downstream of the PDA. The landowner at Location 19 is located within SW-19-56-22-W4M and could not be contacted during the field-verified survey. Within SW-19-56-22-W4M, the AENV water well database lists a single water well record (AENV ID 234373) completed in bedrock.

11.6 Project Design and Mitigation to Reduce Effects The following sections outline the Project mitigation measures that will be implemented during construction and operations. The proposed groundwater monitoring program is described in Section 11.9.

11.6.1 Construction During site construction, excavations into the shallow subsoil will be required for the construction of ponds, construction of foundations for aboveground structures, and installation of utilities. The amount of groundwater that could enter an excavation will depend on the size and depth of the excavation below the water table, the ability of the soil to transmit water and the length of time that the excavation is left open. Dewatering is generally a temporary activity associated with the construction of a facility.

The groundwater removed from the excavation to allow for construction (i.e., dewatered groundwater) will be directed to an onsite holding pond and tested. If the dewatered groundwater quality meets the guidelines for surface water quality (AENV 1999), the dewatered groundwater will be released to existing drainage.

11.6.2 Operations During plant operations, effects on groundwater are commonly traced to leaking tanks, seepage from ponds, damaged pipelines and incidental spillage. To prevent such effects, engineered protection measures will be a fundamental part of the plant design. Engineered protection measures will be complemented by a groundwater monitoring network and rapid response in the event a release were to occur.

In addition to these engineered protection measures, spill response procedures and other management procedures will be put in place.

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PREPARED FOR

PREPARED BY

DRAFT DATE

REVISION DATE


PROJECT SCALE

FIGURE ID

FIGURE

06/07/2006 OS1589 1:50,000

WorleyParsons Komex

SOURCES:Digital Basemaps (1:20,000): 83h14 se,sw, ne, nw;Agrium Redwater Facility Ponds from Stantec, 2003;

Komex, 2006a



STURGEON UPGRADER

Location of Water Wells and Groundwater Users

11-21SL

210

3.2 km3.2 km3.2 km3.2 km3.2 km3.2 km3.2 km3.2 km3.2 km



Scale 1:250,000Scale 1:250,000Scale 1:250,000Scale 1:250,000Scale 1:250,000Scale 1:250,000Scale 1:250,000Scale 1:250,000Scale 1:250,000

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825

Water Well Location (Not Verified)

Residence Location (Approximate)

Building Location (Approximate)


600600600600600600600600600

Local Study Area




Railway

Paved Access



Urban Area

Groundwater Users Survey Area

Unpaved Access

KOME-EDM-022-00015/11/2006

15


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Water Well Location (Verified)


December 2006

Page 11-69

Table11-6: Summary of Residents and Water Wells within 3.2 km of the Principal Development Area Legal Land Description

(Quarter-Section-Township-Range-Meridian) UTM Coordinates7 Residence Location

Quarter

Sec

Twp

Rge

Meridian

Easting

(m) Northing

(m) Resident/Owner8

Well Depth

(m bgl) Well Use/Comments

Possible Aquifer10

1 NE 14 56 22 4 358299 5968081 25.0 Domestic and stock Bedrock 2 NE 14 56 22 4 358306 5968042 11.9 Domestic and stock Surficial 3 SE 14 56 22 4 358252 5967296 12.1 Domestic and stock Surficial 4 SE 14 56 22 4 358380 5967399 24.4 Domestic and stock Bedrock 5 SE 14 56 22 4 358463 5967188 Unknown Domestic and stock Bedrock10 6 SE 14 56 22 4 358463 5967188 Unknown Domestic and stock Bedrock10 7 SE 14 56 22 4 358466 5967508 33.5 Domestic and stock Bedrock

8 NW 24 56 22 4 358824 5970187 54.911 Domestic (caved in, not in use) Bedrock

9 NW 24 56 22 4 358824 5970187 54.911 Domestic Bedrock 10 NW 24 56 22 4 358843 5970113 24.4 Domestic (not used) Bedrock 11 NW 25 56 22 4 358775 5971306 45.7 Domestic Bedrock

121 SW 25 56 22 4 358905 5970400 Unknown Domestic (contacted tenant, but not owner) Bedrock10

13 SE 26 56 22 4 358642 5970918 39.6 Domestic and stock Bedrock 14 SE 26 56 22 4 358654 5970794 82.3 Domestic and stock Bedrock 152 SE 26 56 22 4 358633 5970857 100.6 Domestic and stock Bedrock 16 NW 25 56 22 4 358807 5971826 Unknown Domestic Bedrock10

17 NW 24 56 22 4 359422 5970157 19.5 Domestic (not drinking) Bedrock

18 NW 30 56 21 4 360413 5971813 24.4 Domestic Bedrock10 193 SW 19 56 21 4 360332 5968844 (unable to contact) – Unknown –

20 SE 18 56 21 4 361323 5967199 Unknown Well abandoned (uses city water)

–

21 SE 30 56 21 4 361415 5970220 12.8 Domestic (city water for drinking) Bedrock

221 14 7 56 21 4 360987 5966867 – All wells abandoned (uses city water) –

23 NE 11 56 22 4 358460 5966351 59.4 Domestic and stock Bedrock



Table11-6: Summary of Residents and Water Wells within 3.2 km of the Principal Development Area (cont’d) Legal Land Description


Quarter

Sec

Twp

Rge

Meridian

Easting

(m) Northing

(m) Resident/Owner8

Well Depth


Possible Aquifer10

24 SE 11 56 22 4 358432 5966000 64.0 Domestic (not drinking) Bedrock

251 SW 12 56 22 4 358678 5965927 (unable to contact) – Unknown (quonset & farm equipment on site)

–

26 SE 12 56 22 4 359401 5965510 48.8 Domestic and stock Bedrock

27 NE 10 56 22 4 356830 5966267 54.9 Domestic (not for drinking) Bedrock

28 NE 10 56 22 4 356845 5966297 76.2 Domestic Bedrock 29 NW 11 56 22 4 357000 5966444 65.8 Domestic and stock Bedrock 30 NW 11 56 22 4 357001 5966441 74.4 Domestic and stock Bedrock

311 NW 11 56 22 4 356998 5966314 (Owners contacted but names unavailable) – No wells on property –

32 SE 15 56 22 4 356909 5967741 33.5 Domestic and stock Bedrock 33 NE 15 56 22 4 356882 5967992 21.3 Domestic Bedrock 34 SE 22 56 22 4 356951 5969442 38.1 Domestic Bedrock 35 NE 22 56 22 4 356992 5970055 34.1 Domestic Bedrock10 36 NW 23 56 22 4 357171 5969593 9.1 Domestic Surficial10 37 NW 23 56 22 4 357167 5969601 9.8 Domestic Surficial10

38 NW 23 56 22 4 357060 5969612 9.1 Abandoned (used previously for stock) Surficial10

39 NW 23 56 22 4 357097 5970050 106.7 Domestic Bedrock

40 SE 27 56 22 4 356890 5970421 Unknown Domestic Bedrock10

41 SW 26 56 22 4 357266 5970460 38.1 Domestic and stock (not for drinking) Bedrock

421 12 18 56 21 4 360307 5967849 North West Upgrading Inc. Unknown Well not used; to be

abandoned –

43 NW 12 56 22 4 359161 5966645 13.7 Domestic (not for drinking) Bedrock


December 2006

Page 11-71



Quarter

Sec

Twp

Rge

Meridian

Easting

(m) Northing

(m) Resident/Owner8

Well Depth


Possible Aquifer10

441 6 18 56 21 4 360973 5967752 North West Upgrading Inc. Unknown Abandoned house;

possible water well –

451 SW 27 56 22 4 355484 5970450 Donna McKail Unknown Not in use – 461 SE 27 56 22 4 356907 5970762 (unable to contact) – Unknown – 47 SE 27 56 22 4 356807 5970904 48.8 Domestic Bedrock 48 NW 26 56 22 4 357167 5971483 73.1 Domestic Bedrock10 49 NW 26 56 22 4 357142 5971566 82.3 Stock Bedrock10 50 SW 27 56 22 4 356282 5970497 17.1 Domestic and stock Bedrock10 51 SW 27 56 22 4 355484 5970450 38.1 Domestic Bedrock 52 SW 27 56 22 4 355539 5971191 50.3 Domestic and stock Bedrock 53 NE 28 56 22 4 355353 5971885 40.2 Domestic Bedrock 54 SW 34 56 22 4 355896 5972129 57.9 Domestic and stock Bedrock 55 SW 34 56 22 4 355779 5972689 79.3 Domestic Bedrock 56 SE 33 56 22 4 355377 5972198 45.7 Domestic Bedrock 571 1 28 56 22 4 355286 5970450 45.7 Domestic and stock Bedrock 58 SE 28 56 22 4 354958 5970448 54.911 Domestic Bedrock10 59 SE 28 56 22 4 355041 5970439 54.911 Stock Bedrock10 601 SE 28 56 22 4 355006 5970473 54.911 Stock Bedrock10 61 SE 28 56 22 4 354878 5970479 73.2 Domestic Bedrock 62 4 28 56 22 4 353838 5970488 19.8 Domestic Bedrock10 63 4 28 56 22 4 354039 5970526 76.211 Stock Bedrock10 64 SE 29 56 22 4 353287 5970475 Unknown Domestic and stock – 65 NW 21 56 22 4 354595 5970319 45.711 Stock Bedrock10 66 NW 21 56 22 4 354504 5970186 45.711 Domestic Bedrock10 67 NE 21 56 22 4 354601 5970317 45.7 Domestic and stock Bedrock 68 NE 22 56 22 4 356221 5970142 45.7 Domestic Bedrock 69 SW 22 56 22 4 355491 5968941 61.9 Domestic Bedrock

7011 NW 22 56 22 4 355873 5970000 Unknown not in use –





Quarter

Sec

Twp

Rge

Meridian

Easting

(m) Northing

(m) Resident/Owner8

Well Depth


Possible Aquifer10

71 NE 16 56 22 4 355246 5968221 21.311 Domestic Surficial10 72 SW 15 56 22 4 355370 5967641 67.111 Domestic Bedrock10 73 SW 15 56 22 4 355357 5967550 9.1 Domestic Surficial10 74 SW 15 56 22 4 355385 5967438 61.0 Non-domestic Bedrock 75 SE 16 56 22 4 355249 5967298 20.4 Domestic Bedrock 76 SW 15 56 22 4 355320 5967337 10.7 Domestic Surficial10 77 SW 16 56 22 4 354002 5967607 Unknown Domestic Surficial10 78 SW 16 56 22 4 353869 5967699 14.6 Stock Surficial10 79 SW 16 56 22 4 353758 5967890 14.6 Domestic and stock Surficial

801 NE 17 56 22 4 353639 5968802 (Did not wish to participate in survey) – Unknown –

81 SE 20 56 22 4 353642 5969534 73.2 Stock Bedrock 82 SW 20 56 22 4 353617 5969479 12.2 Domestic Surficial10 83 8 20 56 22 4 353617 5969479 7.0 Domestic Surficial10 84 SW 9 56 22 4 353737 5966167 86.911 Domestic and Stock Bedrock10 85 NE 8 56 22 4 353554 5967023 19.811 Domestic Bedrock 86 NE 8 56 22 4 353492 5967075 Unknown Stock unknown 87 NE 8 56 22 4 353559 5967003 Unknown Abandoned unknown 88 SW 9 56 22 4 353724 5966212 80.8 Domestic Bedrock 89 4 4 56 22 4 353661 5964046 64.0 Domestic and stock Bedrock10 90 4 4 56 22 4 353701 5964035 63.711 Domestic and stock Bedrock10 91 4 4 56 22 4 353695 5964001 62.211 Domestic and stock Bedrock10 92 SE 4 56 22 4 354446 5964076 45.7 Domestic Bedrock 93 SE 4 56 22 4 355092 5963970 88.4 Domestic Bedrock10 941 SW 3 56 22 4 355928 5964010 (Name not provided) – No wells on property – 95 NE 34 55 22 4 356563 5963620 39.6 Not in use Bedrock 96 NE 34 55 22 4 356449 5963627 36.611 Domestic Bedrock 971 SE 34 55 22 4 356710 5962564 54.9 Gardening Bedrock


December 2006

Page 11-73



Quarter

Sec

Twp

Rge

Meridian

Easting

(m) Northing

(m) Resident/Owner8

Well Depth


Possible Aquifer10

981 SE 34 55 22 4 356710 5962564 60.1 Not Used Bedrock 991 NW 35 55 22 4 356874 5963799 Unknown Domestic – 100 NW 35 55 22 4 356874 5963799 Unknown Abandoned – 101 SW 2 56 22 4 356976 5964602 61.011 Gardening Bedrock10 102 NW 2 56 22 4 357206 5965026 36.6 Domestic Bedrock10 103 NE 3 56 22 4 356725 12 5964810 12 64.0 Domestic and stock Bedrock 104 NE 3 56 22 4 356725 5964810 59.4 Domestic Bedrock 105 SE 10 56 22 4 356815 5966272 70.1 Domestic Bedrock 106 NW 10 56 22 4 355435 5967030 85.311 Domestic and stock Bedrock10 107 SW 10 56 22 4 355339 5966155 71.9 Domestic Bedrock 108 SW 10 56 22 4 355339 12 5966155 12 100.0 Stock Bedrock 1091 NW 3 56 22 4 355350 5965490 (Name not provided) – No wells on property – 110 SE 9 56 22 4 355116 5965612 96.0 Domestic Bedrock 111 NE 4 56 22 4 355090 5964963 61.0 Domestic and stock Bedrock 112 NE 4 56 22 4 355090 5964963 Unknown Unknown –

NOTES: The data for water wells 1 to 44 are from the North West Upgrader EIA (Komex 2006a). 1 Well not located. Coordinates shown are for general location of residence

2 Well #15 not located. Coordinates are approximate. 3 Well #19 not located. Coordinates shown are for approximate location of trailer. 4 Location #22: coordinates shown are for general location of residence. 5 Location #25: coordinates shown are for general location of Quonset based on available water well logs. 6 Location #31: coordinates shown are for general location of residence. 7 UTM coordinates are for NAD83 Zone 12 (CM = -111º). 8"Individual residents are not identified" 9 Well completion in bedrock or surficial sediments was inferred based on lithological information from nearby water well records. 10 Depth estimated based on interview with well owner. 11 Could not view well. Based on conversation with landowner, know only that well exists in NW-22-56-22-W4. 12 No GPS coordinate collected. Coordinates assumed similar to other well on property. m bgl – metres below ground level – Indicates there was no information, well was abandoned or there is no well on property.



11.6.2.1 Stormwater System The stormwater system will be designed and constructed to contain and collect stormwater from the developed portion of the facility outside the processing area. This water is predominantly clean and of good quality and will be used by the Project to reduce the requirement for additional raw water withdrawal from the NSR. Stormwater from roads and tank farm areas will be collected in ditches and directed to a clean stormwater pond for ultimate reuse as process water. Stormwater collected in tank farm dikes will be collected in the lined area of the dike and retained in the levee until the water can be tested for a presence of hydrocarbons. On confirmation that the retained stormwater is uncontaminated, the water will be released into the ditches that collect water from the road ways in the tank farm and directed to a clean stormwater pond for reuse.

The stormwater pond will be designed to contain a release of hydrocarbon to the system with the inclusion of an inlet baffle and boom to segregate any free phase hydrocarbon that might enter the system. The boomed area will be designed for easy accommodation of oil skimming equipment to recover spilled material.

11.6.2.2 Potentially Contaminated Storm Sewer Stormwater that collects in the process areas will be collected in a contained system or Potentially Contaminated Sewer System (PCSS). This system will be an underground system inside the paved developed process area, which eventually connects to the stormwater collection system. The catch basins for the PCSS will be connected together within each process area. Water seals will separate each catch basin to prevent the propagation of fire between and through the PCSS system.

These water seals will also allow for the retention of hydrocarbon if equipment failure occurs. The water seals will be designed to hold back the flow of hydrocarbons to the oil and grit separators and allow for recovery of hydrocarbons via vacuum truck at each catch basin.

The water seal design of each catch basin will also facilitate the early separation of major solids before the water enters the oil and grit separator at the process battery limit.

The PCSS will then connect to an oily water and grit separator located at each process battery limit. These separators will remove free phase oil and grit from the collected water in the process area, and allow the cleaned stormwater to proceed to the stormwater pond. Oil and grit separated from the runoff will be diverted into a chamber for removal via vacuum truck to be treated within the wastewater treatment unit.

The stormwater collection and potentially contaminated sewer system will be designed for a 1:100-year storm event or the fire case, whichever is greater.

11.6.2.3 Oily Water Sewer System In the process areas where machinery and equipment is in operation, the oily water sewer system will collect the drains and drips of oil. The system will consist of a buried underground system that operates via gravity to collect base plate drains and equipment drains through raised hubs. This system will collect these drains and minor spills from maintenance of equipment into an enclosed sump, which will then be pumped to the slop system for further treatment.


December 2006

Page 11-75

11.6.2.4 Closed Hydrocarbon Drain System A closed hydrocarbon drain system will be in place within the process areas to facilitate the efficient draining and preparation of systems for maintenance. The system is a closed system that is permanently connected to equipment and vessels and will collect hydrocarbons during the preparation of major equipment. This is a pressurized system that will not be connected to the atmosphere. The system will transfer the collected hydrocarbons for reprocessing in the slops system.

11.6.2.5 Slops System The slop system will recover hydrocarbons from the variety of process functions and separate these hydrocarbons from water. The slop system will be connected to a variety of other systems, such as the closed hydrocarbon drain system, the PCSS and the wastewater treatment unit. The hydrocarbons will be removed and pumped to the front end of the facility and reprocessed in the coker unit. The water will be transferred to the wastewater treatment unit and processed to recover any oil and treat the water for reuse.

11.6.2.6 Containment, Collection of Spills and Site Drainage Spills, overfills and stormwater runoff will be contained, treated and disposed of in conformance with regulatory requirements. Product-transfer areas will be paved with concrete and graded, curbed or diked to contain spills or overfills that might occur during the transfer process. Coke water will be contained and treated. The coke storage and loading areas and sulphur-forming areas will direct runoff water to the south stormwater pond for containment. Spills in the plant will be contained through the Potentially Contaminated Storm System and routed to the treatment.

All storage tanks containing hydrocarbons or that have a potential to contain hydrocarbons will be protected with a secondary containment system and a leak detection system as per the appropriate provincial guidelines. The water collected in the diked tank areas will be considered potentially contaminated. Water collected in the dike will be held and tested before it is released. The drainage from diked tank areas will be controlled by a sump and valve located at the low point of the area. Clean water will be released to the clean stormwater sewer. In the event of contamination, the water will be sent for treatment in the Wastewater Treatment Unit (WWTU).

11.6.2.7 Coke Handling Facility Coke will be stored in a covered storage facility capable of housing five day’s worth of production at Phase. Coke-handling facilities and storage will be enclosed to minimize nuisance dust. A dust-suppression system will be used at all open points, including but not limited to the conveyor transfer points, rail loading chute and the emergency storage pile. A barrier system will be used to segregate and collect the water from the coke, including rainwater runoff, for treatment. Stored coke will be loaded for rail transportation.

An emergency coke storage area (e.g., in case of a rail strike) will be in available to hold up to 30 days of coke production. The emergency storage area will be designed to ensure that the soil and groundwater is protected from contamination by any coke stored there. There will be dust mitigation systems in place to prevent coke dusting and systems will be in place to prevent water from the coke from contaminating the environment.



11.6.2.8 Chemical Storage Hazardous materials generated at the facility will be stored at the Materials Management Facility in accordance with regulatory requirements. The storage site will be designed and maintained to prevent surface runoff from entering the secondary containment system.

Diluted bitumen, synthetic crude oil and diluent will be stored onsite in appropriate storage tanks. Secondary containment will be installed for these tanks in accordance with EUB Directive 55: Storage Requirements for the Upstream Petroleum Industry (EUB 2001) and will include the following minimum requirements:

• A synthetic, impervious liner will be placed over the containment area and under the storage tanks. The liner will be 60 mil (0.060 inches or 1.52 mm) thick and will be keyed into the dike walls.

• A leak detection and collection system will be installed under each storage tank. A porous layer, consisting of sand or gravel, or a combination, will be placed over the synthetic liner and under the storage tanks to protect the liner and permit leaks to flow to a collection point in the diked area. A collection pipe system will be installed in the porous layer and will be easily accessible for visual inspection.

Each month, the diked area, storage tanks and visible liners will be inspected for signs of leaks or spills.

11.6.2.9 Spill Response Procedures As well as engineered protection measures to protect against groundwater contamination during operations, the following management steps will be taken to address spill readiness and response:

• A comprehensive spill response plan will be put in place that provides for quick spill response, containment and cleanup.

• Appropriate spill control and treatment procedures will be established for each group of chemicals and hydrocarbons used during the upgrading process, including containment to prevent the spread of the material to other areas and treatment to render materials safe.

• All employees will receive training in spill prevention, control and reporting, and on the sensitivities of the local geography and surface waters to spills.

• Process units will include strategically placed spill kits to assist with spill containment if required.

• All spills will be reported to PCOSI management. Spill with volumes above reporting thresholds will be reported to regulators as required.

11.7 Project Residual Effects

11.7.1 Analyses Analytical hydrogeologic models (e.g., Darcy Equation and Theis Method) were used to assess the effects of the Project on groundwater. Because extensive, thick, saturated surficial sand units were not present in the PDA, numerical modelling of the local groundwater flow system was not required.


December 2006

Page 11-77

11.7.1.1 Dewatering Effects on Water Table and Well Users The surficial soils in the PDA are mainly low permeability clay or till that would not present a dewatering concern during construction. Near-surface sand units are present mostly in the northern half of the PDA and have been noted at 14 borehole locations (Figure 11-22). At most of these occurrences, the saturated thickness of the sands is low, ranging from 0.2 m to 4.2 m, with an average thickness of 1.0 m (Figure 11-22). The lateral extent of the surficial sands is interpreted to also be low, as sand at similar elevations was rarely encountered in neighbouring boreholes (Figures 11-10 to 11-13). Surficial sands of aeolian origin have also been identified in the northern half of the PDA by the soils survey (Section 17: Terrain and Soils) to depths of up to 1.5 m bgs (maximum depth of investigation). These surficial sand dunes are generally above the water table and, as such, are not saturated. In some locations, interspersed layers of clay or silt in the surficial sand might lead to very limited availability of free water. Dewatering might be required in localized areas during construction in Section 14 or in the western half of Section 13.

Water wells within the PDA will be decommissioned as per the Water Act regulations (Alberta Regulation 205/98). Outside the perimeter of the PDA, all but three existing water wells are located at distances greater than 500 m from the PDA. As shown in Figure 11-21, water wells #26, #34 and #102 are located at distances of approximately 50 m, 350 m and 400 m from the PDA. Table 11-6 indicates that all three water wells have been completed in bedrock at depths between 37 m and 48 m.

The closest water wells completed into surficial deposits are #36, #37 and #38 located approxi-mately 500 m north of the PDA; and #71, #74 and #76 located between 750 m and 850 m west of the PDA. Total depths for these wells range from 9 to 11 m, except for #71 which is completed at a depth of 21.3 m. Considering that there is a 400 m wide buffer zone along the northern boundary of the PDA and a 750 m wide construction support and laydown area along the western boundary of the PDA, the distances from construction areas, where dewatering might be required, to the closest water wells would be a minimum of 900 m to the north and 1500 m to the west.

11.7.1.2 Spills and Pond Seepage on Groundwater Quality and Well Users The soil conditions at the site provide natural protection to potential effects of surface spills, leaks or seepage. A low-permeability layer above bedrock is inferred throughout the PDA, based on clay or till dominated sediments. The thickness of this low-permeability layer ranges from a minimum of 1.0 m at TH06-G-28 to over 27 m at TH06-DD-21 (Figure 11-10). Within Section 9, south of Highway 643, the thickness of the low-permeability layer ranges from 2.3 m to 5.2 m. In many instances, the low-permeability layer is underlain by shale or siltstone, and by sandstone in other instances.

Within Section 14 and the western half of Section 13, the thickness of the low-permeability layer ranges from 2.8 m at the southwestern portion of Section 14 to over 27 m at the northwestern portion of Section 13. There is a northeastern trend of increasing thickness because of the bedrock valley that is present in that area (Figure 11-15).

The thickness of the low permeability layer increases when the underlying shale or siltstone is included. At TH06-E-2, for example, the thickness of the clay till is 2.3 m and that of the underlying clay shale is 6.8 m, for a total thickness of 9.1 m for a low-permeability layer. At TH06-J-7, on the other hand, a 2.5-m thick clay till unit is underlain by a 6-m thick sandstone layer. Figure 11-23 presents a summary of the combined thickness of the low permeability layers (clay, till, shale or siltstone) above a major layer of sand or sandstone.



Although the uppermost sandstone layers might correlate over short distances, they do not form extensive lateral units because of the fluvial nature of such deposits and because of bedrock erosion (Figure 11-12). Groundwater flow through the uppermost sandstone layers is impeded by the thick, low-permeability till unit that is present in the bedrock valley along the northeastern portion of the PDA (Figures 11-11 to 11-15). In addition, the sandstone layers have low hydraulic conductivity that ranges from 1.4 x 10-8 m/s to 4.1 x 10-6 m/s, with a geometric mean of 2.4 x 10-7 m/s. This geometric mean is very similar to the geometric mean of 1.6 x 10-7 m/s obtained for clay and clay till units, indicating that groundwater flow movement is similar in the clay/clay till units and the underlying sandstone layers. Overall, groundwater flow in both the surficial deposits and upper bedrock is controlled by the thick, low-permeability till unit present in the bedrock valley.

Based on a geometric mean hydraulic conductivity of 2.4 x 10-7 m/s for the sandstone layers, a horizontal hydraulic gradient of 0.005 m/m (measured in May 2006), and an assumed effective porosity of 0.10 for the sandstone layers, the average linear groundwater velocity in the sandstone layer would be in the order of 0.4 m/a. However, because groundwater flow is controlled by the clay till unit, the groundwater velocity in the sandstone layers would likely be similar to the groundwater velocity of 0.1 m/a estimated for the clay till unit (Section 11.5.5.4).

The mobility of cationic and organic contaminants is expected to be further limited by cation exchange and sorption within the clay-dominated matrix. The clay-dominated sediments are, therefore, considered an effective barrier to the migration of dissolved contaminants that will allow enough time for mitigation measures to be implemented.

Based on Figure 11-18, the groundwater flow is primarily to the northeast in the southern portion of the PDA and primarily to the east in the northern portion of the PDA. Therefore, the only water well that could be considered to be hydraulically downgradient from the PDA would be #26 (Figure 11-21), which is completed in bedrock to a depth of approximately 48 m (Table 11-6). Based on the overall plot plan described in Volume 1, Section 2: Processing Facilities, FHELP is not currently proposing any facilities in the southwest quarter of Section 12, which is immediately adjacent to water well #26. Therefore, based on the groundwater flow directions (Figure 11-18), water well #26 would no longer be considered hydraulically downgradient from Project facilities.

At locations #20 and #22, the water wells have been abandoned and the owners use city water. At locations #42 and #44, North West Upgrading (Komex 2006a) reported that water wells, if present, are no longer in use and will be decommissioned prior to the construction of the North West Upgrader. At location #19, there is a building, but it has not been verified whether a water well is present at that location. Based on the groundwater flow directions presented in Figure 11-21, it appears that location #19 might not be hydraulically downgradient from the PDA.

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650650650650650650650650650

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888888888

171717171717171717

555555555666666666

777777777

181818181818181818131313131313131313

121212121212121212

111111111

111111111111111111

141414141414141414

222222222

101010101010101010

333333333

151515151515151515P06-17-060, 0

TH06-Y-220.8, 0

TH06-Y-190.6, 0

TH06-AA-112.5, 1.0

TH06-AA-120, 0

TH06-Y-143.1, 0

TH06-W-161.6, 0TH06-W-5

4.2, 4.2

TH06-W-90.9, 0

TH06-V-220.5, 0TH06-V-19

2.8, 0

TH06-P-171.5, 0

TH06-I-110.5, 0

P06-16-070, 0

P06-15-050, 0

TH06-EE-151.5, 0

TH06-EE-130.7, 0

TH06-E-20.6, 0

TH06-DD-210, 0

TH06-CC-191.3, 0

P06-14-061.9, 0

P06-09-060.6, 0

P06-04-051.0, 0

P06-02-060.6, 0

TH06-V-111.7, 0

TH06-V-142.0, 1.1

TH06-S-51.2, 1.2

TH06-P-50.7, 0.7 TH06-P-11

0.5, 0.5

TH06-EE-81.1, 1.1P06-06-06

0.5, 0.5

TH06-DD-42.9, 0.5

TH06-CC-151.7, 0.2

P06-20-060.5, 0.4

P06-11-040.3, 0.3

P06-07-051.5, 1.5

P06-05-060.3, 0.3

TH06-W-140, 0

TH06-Y-110, 0

P06-18-060, 0

P06-13-060, 0

TH06-S-140, 0

TH06-S-110, 0

TH06-P-220, 0

TH06-K-280, 0

TH06-K-190, 0

TH06-J-70, 0

TH06-J-20, 0

TH06-G-280, 0

P06-12-040, 0

TH06-G-130, 0

TH06-E-70, 0

TH06-B-80, 0

TH06-B-100, 0

P06-22-060, 0

P06-21-060, 0

P06-19-060, 0

P06-10-060, 0

P06-08-050, 0

P06-03-050, 0

P06-01-060, 0

TH06-FF-171.0, 0

TH06-G-170, 0

TH06-S-200, 0

PREPARED FOR

PREPARED BY

DRAFT DATE

REVISION DATE


PROJECT SCALE

FIGURE ID

FIGURE

08/09/2006 OS1589 1:25,000

WorleyParsons Komex





STURGEON UPGRADER

Thickness of Saturated Sand Within 5 m of Ground Surface (June 2006 Water Levels)

11-22SL

0.5 10

KOME-EDM-023-000

600600600600600600600600600

Local Study Area



Railway

Paved Access



Unpaved Access


Sturgeon Monitoring Wells/BoreholesP06-01-060, 0

Thickness of Surficial Sand, Saturated Thickness of Surficial Sand

643

643


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No Sand



15/11/2006

Note: The sand thicknesses shown in this figure represent thetotal composite thickness of sand within 5 metres of groundsurface. As such, the thickness may include multiple distinctsand units, including surficial or intra-till sands.

Sand, Saturated

Sand, Unsaturated

General Extent of Sand

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600600

600600

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650650650650650650650650650

000505050505050

888888888

171717171717171717

555555555666666666

777777777

181818181818181818131313131313131313

121212121212121212

111111111

111111111111111111

141414141414141414

222222222

101010101010101010

333333333

151515151515151515

242424242424242424

888888888

202020202020202020

161616161616161616

121212121212121212888888888

888888888

888888888888888888

444444444

161616161616161616

P06-06-12P06-06-12P06-06-12P06-06-12P06-06-12P06-06-12P06-06-12P06-06-12P06-06-129.39.39.39.39.39.39.39.39.3

TH06-CC-15TH06-CC-15TH06-CC-15TH06-CC-15TH06-CC-15TH06-CC-15TH06-CC-15TH06-CC-15TH06-CC-1512.712.712.712.712.712.712.712.712.7

TH06-V-22TH06-V-22TH06-V-22TH06-V-22TH06-V-22TH06-V-22TH06-V-22TH06-V-22TH06-V-2227.027.027.027.027.027.027.027.027.0P06-04-15P06-04-15P06-04-15P06-04-15P06-04-15P06-04-15P06-04-15P06-04-15P06-04-15

5.05.05.05.05.05.05.05.05.0

TH06-S-20TH06-S-20TH06-S-20TH06-S-20TH06-S-20TH06-S-20TH06-S-20TH06-S-20TH06-S-2014.014.014.014.014.014.014.014.014.0

TH06-P-17TH06-P-17TH06-P-17TH06-P-17TH06-P-17TH06-P-17TH06-P-17TH06-P-17TH06-P-175.45.45.45.45.45.45.45.45.4

P06-09-06P06-09-06P06-09-06P06-09-06P06-09-06P06-09-06P06-09-06P06-09-06P06-09-063.73.73.73.73.73.73.73.73.7

TH06-B-8TH06-B-8TH06-B-8TH06-B-8TH06-B-8TH06-B-8TH06-B-8TH06-B-8TH06-B-85.35.35.35.35.35.35.35.35.3

P06-10-14P06-10-14P06-10-14P06-10-14P06-10-14P06-10-14P06-10-14P06-10-14P06-10-145.95.95.95.95.95.95.95.95.9 P06-20-13P06-20-13P06-20-13P06-20-13P06-20-13P06-20-13P06-20-13P06-20-13P06-20-13

9.99.99.99.99.99.99.99.99.9

P06-17-18P06-17-18P06-17-18P06-17-18P06-17-18P06-17-18P06-17-18P06-17-18P06-17-18>16.3>16.3>16.3>16.3>16.3>16.3>16.3>16.3>16.3

TH06-Y-22TH06-Y-22TH06-Y-22TH06-Y-22TH06-Y-22TH06-Y-22TH06-Y-22TH06-Y-22TH06-Y-2225.925.925.925.925.925.925.925.925.9


TH06-W-14TH06-W-14TH06-W-14TH06-W-14TH06-W-14TH06-W-14TH06-W-14TH06-W-14TH06-W-149.39.39.39.39.39.39.39.39.3

P06-14-06P06-14-06P06-14-06P06-14-06P06-14-06P06-14-06P06-14-06P06-14-06P06-14-06>5.3>5.3>5.3>5.3>5.3>5.3>5.3>5.3>5.3

TH06-AA-12TH06-AA-12TH06-AA-12TH06-AA-12TH06-AA-12TH06-AA-12TH06-AA-12TH06-AA-12TH06-AA-1223.523.523.523.523.523.523.523.523.5

TH06-EE-15TH06-EE-15TH06-EE-15TH06-EE-15TH06-EE-15TH06-EE-15TH06-EE-15TH06-EE-15TH06-EE-1522.322.322.322.322.322.322.322.322.3

TH06-DD-21TH06-DD-21TH06-DD-21TH06-DD-21TH06-DD-21TH06-DD-21TH06-DD-21TH06-DD-21TH06-DD-21>28.0>28.0>28.0>28.0>28.0>28.0>28.0>28.0>28.0

P06-16-20P06-16-20P06-16-20P06-16-20P06-16-20P06-16-20P06-16-20P06-16-20P06-16-20>22.9>22.9>22.9>22.9>22.9>22.9>22.9>22.9>22.9

TH06-CC-19TH06-CC-19TH06-CC-19TH06-CC-19TH06-CC-19TH06-CC-19TH06-CC-19TH06-CC-19TH06-CC-1924.124.124.124.124.124.124.124.124.1


P06-15-10P06-15-10P06-15-10P06-15-10P06-15-10P06-15-10P06-15-10P06-15-10P06-15-1016.216.216.216.216.216.216.216.216.2

TH06-V-14TH06-V-14TH06-V-14TH06-V-14TH06-V-14TH06-V-14TH06-V-14TH06-V-14TH06-V-1415.715.715.715.715.715.715.715.715.7




TH06-AA-11TH06-AA-11TH06-AA-11TH06-AA-11TH06-AA-11TH06-AA-11TH06-AA-11TH06-AA-11TH06-AA-1116.616.616.616.616.616.616.616.616.6





TH06-P-22TH06-P-22TH06-P-22TH06-P-22TH06-P-22TH06-P-22TH06-P-22TH06-P-22TH06-P-22>14.5>14.5>14.5>14.5>14.5>14.5>14.5>14.5>14.5

TH06-Y-11TH06-Y-11TH06-Y-11TH06-Y-11TH06-Y-11TH06-Y-11TH06-Y-11TH06-Y-11TH06-Y-11>26.0>26.0>26.0>26.0>26.0>26.0>26.0>26.0>26.0

P06-22-16P06-22-16P06-22-16P06-22-16P06-22-16P06-22-16P06-22-16P06-22-16P06-22-16>14.0>14.0>14.0>14.0>14.0>14.0>14.0>14.0>14.0

P06-07-11P06-07-11P06-07-11P06-07-11P06-07-11P06-07-11P06-07-11P06-07-11P06-07-117.47.47.47.47.47.47.47.47.4


P06-08-19P06-08-19P06-08-19P06-08-19P06-08-19P06-08-19P06-08-19P06-08-19P06-08-196.66.66.66.66.66.66.66.66.6

TH06-J-2TH06-J-2TH06-J-2TH06-J-2TH06-J-2TH06-J-2TH06-J-2TH06-J-2TH06-J-23.23.23.23.23.23.23.23.23.2

TH06-DD-4TH06-DD-4TH06-DD-4TH06-DD-4TH06-DD-4TH06-DD-4TH06-DD-4TH06-DD-4TH06-DD-49.59.59.59.59.59.59.59.59.5

TH06-E-2TH06-E-2TH06-E-2TH06-E-2TH06-E-2TH06-E-2TH06-E-2TH06-E-2TH06-E-29.19.19.19.19.19.19.19.19.1

P06-12-04P06-12-04P06-12-04P06-12-04P06-12-04P06-12-04P06-12-04P06-12-04P06-12-04>5.9>5.9>5.9>5.9>5.9>5.9>5.9>5.9>5.9

TH06-G-13TH06-G-13TH06-G-13TH06-G-13TH06-G-13TH06-G-13TH06-G-13TH06-G-13TH06-G-1313.813.813.813.813.813.813.813.813.8

P06-21-06P06-21-06P06-21-06P06-21-06P06-21-06P06-21-06P06-21-06P06-21-06P06-21-064.84.84.84.84.84.84.84.84.8

P06-01-06P06-01-06P06-01-06P06-01-06P06-01-06P06-01-06P06-01-06P06-01-06P06-01-064.14.14.14.14.14.14.14.14.1

P06-11-04P06-11-04P06-11-04P06-11-04P06-11-04P06-11-04P06-11-04P06-11-04P06-11-04>4.7>4.7>4.7>4.7>4.7>4.7>4.7>4.7>4.7

TH06-FF-17TH06-FF-17TH06-FF-17TH06-FF-17TH06-FF-17TH06-FF-17TH06-FF-17TH06-FF-17TH06-FF-17>28.7>28.7>28.7>28.7>28.7>28.7>28.7>28.7>28.7

888888888P06-02-11P06-02-11P06-02-11P06-02-11P06-02-11P06-02-11P06-02-11P06-02-11P06-02-118.18.18.18.18.18.18.18.18.1

P06-03-05P06-03-05P06-03-05P06-03-05P06-03-05P06-03-05P06-03-05P06-03-05P06-03-05>5.6>5.6>5.6>5.6>5.6>5.6>5.6>5.6>5.6

P06-05-06P06-05-06P06-05-06P06-05-06P06-05-06P06-05-06P06-05-06P06-05-06P06-05-06>4.2>4.2>4.2>4.2>4.2>4.2>4.2>4.2>4.2

P06-13-06P06-13-06P06-13-06P06-13-06P06-13-06P06-13-06P06-13-06P06-13-06P06-13-06>5.0>5.0>5.0>5.0>5.0>5.0>5.0>5.0>5.0

P06-18-20P06-18-20P06-18-20P06-18-20P06-18-20P06-18-20P06-18-20P06-18-20P06-18-209.69.69.69.69.69.69.69.69.6

P06-19-20P06-19-20P06-19-20P06-19-20P06-19-20P06-19-20P06-19-20P06-19-20P06-19-206.66.66.66.66.66.66.66.66.6

TH06-B-10TH06-B-10TH06-B-10TH06-B-10TH06-B-10TH06-B-10TH06-B-10TH06-B-10TH06-B-104.94.94.94.94.94.94.94.94.9

TH06-E-7TH06-E-7TH06-E-7TH06-E-7TH06-E-7TH06-E-7TH06-E-7TH06-E-7TH06-E-73.83.83.83.83.83.83.83.83.8

TH06-G-17TH06-G-17TH06-G-17TH06-G-17TH06-G-17TH06-G-17TH06-G-17TH06-G-17TH06-G-177.37.37.37.37.37.37.37.37.3 TH06-G-28TH06-G-28TH06-G-28TH06-G-28TH06-G-28TH06-G-28TH06-G-28TH06-G-28TH06-G-28

1.21.21.21.21.21.21.21.21.2

TH06-I-11TH06-I-11TH06-I-11TH06-I-11TH06-I-11TH06-I-11TH06-I-11TH06-I-11TH06-I-113.53.53.53.53.53.53.53.53.5

TH06-J-7TH06-J-7TH06-J-7TH06-J-7TH06-J-7TH06-J-7TH06-J-7TH06-J-7TH06-J-72.52.52.52.52.52.52.52.52.5

TH06-K-19TH06-K-19TH06-K-19TH06-K-19TH06-K-19TH06-K-19TH06-K-19TH06-K-19TH06-K-199.79.79.79.79.79.79.79.79.7 TH06-K-28TH06-K-28TH06-K-28TH06-K-28TH06-K-28TH06-K-28TH06-K-28TH06-K-28TH06-K-28

>15.3>15.3>15.3>15.3>15.3>15.3>15.3>15.3>15.3

TH06-P-5TH06-P-5TH06-P-5TH06-P-5TH06-P-5TH06-P-5TH06-P-5TH06-P-5TH06-P-57.17.17.17.17.17.17.17.17.1

TH06-P-11TH06-P-11TH06-P-11TH06-P-11TH06-P-11TH06-P-11TH06-P-11TH06-P-11TH06-P-11>14.3>14.3>14.3>14.3>14.3>14.3>14.3>14.3>14.3



PREPARED FOR

PREPARED BY

DRAFT DATE

REVISION DATE


PROJECT SCALE

FIGURE ID

FIGURE

03/10/2006 OS1589 1:25,000

WorleyParsons Komex





STURGEON UPGRADER

Combined Thickness of Low Permeability Layers (Clay, Till, Shale, Siltstone) Above a Major Sand or Sandstone

11-23SL

0.5 10

KOME-EDM-020-000

600600600600600600600600600

Local Study Area



Railway

Paved Access



Unpaved Access

Thickness of Low Permeability Layers (m)


Piezometer Location(Surveyed by McElhanney)

Combined Thickness of Low Permeability Layers (m)Contour Interval = 4 metres161616161616161616

P06-01-064.1

Thickness of Low Permeability Layers (m)

643

643


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1.0 - 4.0



15/11/2006

NOTE:Within or between layers of low permeability unconsolidated sediments(i.e., clay and till), thin sand layers, generally less than 2 m thick, may occur.These sand layers are not included in the calculation of the total thicknessof low permeability strata. However, due to the interpreted limited lateralcontinuity of these sand units, the total thickness of low permeability strataincludes clay and till units both above and below these sands.


December 2006

Page 11-83

11.7.2 Dewatering Effects on Water Table and Well Users There are no major sand units in the PDA that are saturated with water. Surficial aeolian sand deposits have been noted near the surface of the PDA, but these deposits are generally above the water table. For excavations in the clay or till deposits in the PDA, it is expected that the groundwater inflows will be small and generally manageable with sumps and pumps, because of the low permeability of these materials.

The effects of dewatering during construction on the water table are expected to be localized and limited to the vicinity of the dewatering area. Based on the dewatering data presented for the Shell’s Scotford Complex (Shell Canada 2005), it is expected that the effects of dewatering will be of the same order of magnitude as the seasonal fluctuations in the water table levels (0.2 m to 1.9 m; median of 0.8 m) at a distance of about 100 m from the excavation. This estimate is considered conservative because it was based on dewatering requirements for an extensive surficial sand unit present beneath the Scotford Complex, whereas the sand unit found at the PDA is of limited extent and not as thick. The effects of dewatering on the water table levels will decrease at distances greater than 100 m from the excavation and will be less than the natural fluctuations in water table levels.

Dewatered groundwater will be directed to an onsite holding pond and tested before it is released to the Tributaries 1 and 2 and the NSR. Based on the groundwater quality at monitoring wells completed through surficial sand units in the northern half of the PDA (P06-04-05, P06-05-06, P06-07-05), TDS for dewatered water is expected to be in the order of 500 mg/L.

As there are no users of shallow groundwater in the immediate vicinity (500 m) of the PDA, no water wells will be affected by dewatering within the PDA.

No residual effects are expected from dewatering of groundwater. Once dewatering stops, groundwater levels will return to natural water levels in a time frame similar to the period of dewatering. It is not expected that localized, temporary dewatering will affect other natural features, including Tributaries 1 and 2, vegetation and soil in the PDA.

The residual effects of dewatering activities during construction on local water tables will be low in magnitude, short term, reversible and have no environmental consequence. The Project will not contribute to cumulative effects on the water tables.

The residual effects of dewatering activities during construction on groundwater users will be negligible in magnitude, short term, reversible and have no environmental consequence. The Project will not contribute to cumulative effects on groundwater users.

11.7.3 Spills and Pond Seepage on Groundwater Quality and Well Users Based on the planned mitigation measures and spill response procedures, it is considered unlikely that a surface contaminant spill or leak would reach the shallow groundwater. Such a release would be contained on the concrete pads or secondary containment systems and prevented from reaching the soil.

In the unlikely event that a spill or leak did reach the ground or subsurface, PCOSI will take measures to recover the spilled product, identify the extent of effects, and remediate the soil and groundwater to acceptable levels. Remediation criteria would be based on generic risk management criteria (e.g., AENV 2001; CCME 1999) or site-specific Tier 2 or Tier 3 approaches conducted as per the AENV and CCME risk assessment protocols (e.g., AENV 2000; CCME 1996a, 1996b). After remediation, the groundwater will meet the applicable guidelines or risk management criteria and the residual effects will be acceptable. In the context of



groundwater remediation, residual effects refer to those effects on groundwater that are above background conditions, yet meet the applicable guidelines or risk management criteria.

As the engineered mitigation measures and operational measures that will be implemented are considered to provide adequate protection to groundwater, no residual effects of concern are expected. After remediation, the effects of surface spills or leaks on groundwater quality will be moderate in magnitude, medium term, reversible and have no environmental consequence. The Project will not contribute to cumulative effects on groundwater quality. 11.7.4 Prediction Confidence The level of confidence in the prediction of potential effects of dewatering on the water table and users is high. There is high confidence in the geological data that indicate that sand units are of limited extent within the PDA. There is also high confidence in the historical data obtained from dewatering activities at the Scotford Complex.

Confidence in the prediction of potential effects of surface spills, leaks or seepage from ponds on groundwater quality is high. There is high confidence in the baseline data, the planned engineered mitigation measures and the operation measures, including the spill response and remediation plans.

11.7.5 Summary of Residual Effects Table 11-7 summarizes the residual effects of the key issues for groundwater after mitigation and their potential to contribute measurably to regional cumulative effects.

Table 11-7: Summary of Residual Effects for Groundwater

Project Phase

Issue/Measurable Parameter

Magnitude/Extent Duration

Reversible/Non-

reversible Environmental Consequences

Potential for Cumulative

Effects Effects of dewatering on local groundwater levels, flow regimes, surface waterbody levels and vegetation

Low Short term

Reversible None No Construction

Effects of dewatering on local groundwater users

Negligible Short term

Reversible None No

Effects of leaks, surface spills and pond seepage on shallow groundwater quality

Moderate Medium term

Reversible None No Operations

Effects of leaks, surface spills and pond seepage on local groundwater users

Negligible Short term

Reversible None No

NOTE:

Refer to Table 11-2 for definitions of Project effect attributes.


December 2006

Page 11-85

11.8 Cumulative Effects Assessment No cumulative effects are anticipated on shallow groundwater levels or quality.

• It is unlikely that dewatering of areas outside the PDA would occur at the same time as dewatering within the PDA. In addition, the effects of dewatering are predicted to be in the same order of magnitude of seasonal groundwater level fluctuations beyond a distance of 100 m from the excavations. Because of a 400-m buffer zone along the northern boundary of the PDA and a 750-m buffer zone (construction support and laydown area) along the western boundary of the PDA, any effects of dewatering will be limited to the PDA.

• There are no current or planned projects hydraulically upgradient from the Project. Hydraulically downgradient from the Project there are the facilities operated by Degussa Canada Inc., North West Upgrading Inc., and Access Pipelines Inc. The facilities operated by Agrium Products and Provident Energy are not considered to be hydraulically downgradient from the Project. Although there is the potential that a contaminant plume originating from the PDA could be further compounded if a spill occurred at the Degussa, North West or Access Pipeline facilities and it also reached the groundwater, it is considered unlikely that spills, leaks or seepage from ponds in the PDA would contribute to cumulative contamination of shallow groundwater. This conclusion is based on the following:

• The planned engineered mitigation measures and operations measures are adequate to protect groundwater.

• PCOSI’s spill response and remediation practice provide for prompt identification of the extent of effects and implementation of mitigation and remediation.

• A groundwater monitoring program will be implemented at the PDA to provide early warning of potential effects on groundwater and to allow prompt assessment, control and mitigation of unacceptable effects.

As no off site effects on shallow groundwater quality are expected, the Project will not contribute to cumulative effects on groundwater quality.

11.9 Follow-up and Monitoring

11.9.1 Groundwater Monitoring During Construction Should dewatering be required in specific areas during construction, monitoring wells will be installed to monitor the performance of the dewatering activities and the extent of effects. In general, monitoring wells will be installed at the center and perimeter of the excavation area to monitor water levels and confirm that the water table has been lowered to below the bottom of the excavation. Additional monitoring wells might also be installed 50 m to 100 m from the excavation to identify the extent of dewatering effects and confirm that the water table has returned to seasonal levels once dewatering is completed.

11.9.2 Groundwater Monitoring During Operations A groundwater monitoring program is proposed to provide early detection of possible effects on the shallow groundwater due to the operation of the Project and allow for prompt assessment, control and mitigation of effects.

The monitoring program will include monitoring wells installed as part of the baseline study, if accessible, as well as additional monitoring wells to target specific process areas within the site



where spills or contaminant releases could potentially occur. Target areas will include: hydrocarbon storage tanks, sulphur storage tanks, effluent ponds, contaminated storm water ponds, coke storage and loading and unloading facilities. Monitoring wells will be installed across the water table (typical depths of 5 m) and within a deeper sand layer or the uppermost sandstone layer if these layers are present within the upper 10 m. Proposed monitoring well locations are shown in Figure 11-24.

For the first two years after installation, groundwater samples will be collected twice per year (spring and fall) to identify baseline conditions for each monitoring well. Each groundwater sample will be analysed for routine potability, dissolved metals and indicator parameters that include: pH, EC, TDS, DOC, phenols, sulphate, total Kjeldahl nitrogen (TKN), BTEX, and hydrocarbon fractions F1 (C6-C10) and F2 (C11-C16).

From the third year onward, groundwater will be sampled twice per year (spring and fall) and analysed for indicator parameters: pH, EC, TDS, DOC, phenols, sulphate, chloride, TKN, BTEX and hydrocarbon fractions F1 (C6-C10) and F2 (C11-C16).

The groundwater monitoring data, groundwater levels and quality, will be summarized, interpreted to identify possible trends and effects on groundwater, and reported yearly to AENV. Should the groundwater monitoring program indicate a possible effect on groundwater, the following steps will be taken:

• confirm that the groundwater quality at specific locations has been affected above background conditions

• identify possible sources for the effects

• assess and delineate the extent of effects

• identify and implement mitigation and remediation measures

• conduct monitoring to confirm performance of mitigation and remediation measures

In addition to removal of the source of contamination, remediation measures could include groundwater interceptors, recovery wells, pump and treat, bioremediation, biosparging, reactive barriers, containment curtains or barriers, and monitored natural attenuation (MNA).

aolson


December 2006

Page 11-89

11.10 References

11.10.1 Literature Cited Agrium Inc. 2005. Borehole logs, Survey Data, and Water Level Data for Select Monitoring

Wells on the Agrium Redwater Facility. Cited by Komex (2006a).

Alberta Energy and Utilities Board (EUB). 2001. Directive 55: Storage Requirements for the Upstream Petroleum Industry. December 2001.

Alberta Environment (AENV). 1999. Surface Water Quality Guidelines for Use in Alberta. Environmental Sciences Division. November 1999.

Alberta Environment (AENV). 2000. Policy for Management of Risks at Contaminated Sites in Alberta (Draft). Industrial Program Development Branch, Environmental Sciences Division, Alberta Environment. Edmonton, Alberta.

Alberta Environment (AENV). 2001. Alberta Soil and Water Quality Guidelines for Hydrocarbons at Upstream Oil and Gas Facilities. September 2001.

Alberta Environment (AENV). 2006. Final Terms of Reference for an Environmental Impact Assessment Report for the Proposed Petro-Canada Oil Sands Incorporated (PCOSI) Sturgeon Upgrader. Edmonton, AB.

Andriashek, L.D. 1988. Quaternary Stratigraphy of the Edmonton Map Area, NTS 83H. Alberta Research Council, Natural Resources Division, Open File Report #1988-04.

BA Energy Inc. 2004. BA Energy Heartland Upgrader, Project Application and Environmental Impact Assessment. May 2004.

Bayrock, L.A. 1972. Surficial Geology of the Edmonton map sheet (83H). Alberta Research Council Map.

Canadian Council of Ministers of the Environment. (CCME). 1996a. A Protocol for the Derivation of Environmental and Human Health Soil Quality Guidelines. Canadian Council of Ministers of the Environment. En 108-4/8-1996E, ISBN: 0-662-24344-7. March 1996. Winnipeg, Manitoba.

Canadian Council of Ministers of the Environment. (CCME). 1996b. A Framework for Ecological Risk Assessment: General Guidance. Canadian Council of Ministers of the Environment. En 108-4/10-1996E, ISBN: 0-662-24346-3. March 1996. Winnipeg, Manitoba.

Canadian Council of Ministers of the Environment. (CCME). 1999 and updates. Canadian Environmental Quality Guidelines.

Hamilton W.N., M.C. Price and C.W. Langenberg (compilers). 1999. Geological Map of Alberta. Alberta Geological Survey, Alberta Energy and Utilities Board, Map No. 236, scale 1:1,000,000.

Health Canada. 2006. Summary of Guidelines for Canadian Drinking Water Quality. Health Canada, Federal-Provincial-Territorial Committee on Drinking Water. April 2006.

Hydrogeological Consultants Ltd. 1976. Village of Bruderheim Water Well No. 4. April 1976.

Hydrogeological Consultants Ltd. 2001a. Strathcona County, Regional Groundwater Assess-ment. April 2001.



Hydrogeological Consultants Ltd. 2001b. Sturgeon County, Regional Groundwater Assessment - Final. August 2001.

Komex International Ltd. 2006a. Hydrogeological Assessment, Proposed Upgrader. Report prepared for North West Upgrading Inc. January 2006.

Komex International Ltd. 2006b. 2005 Groundwater Monitoring, Redwater Facility. Report prepared for Provident Energy Ltd. March 2006.

Shell Canada Limited. 2005. Application for Approval of the Scotford Upgrader Expansion Project. April 2005.

Shetsen, I. 1990. Quaternary Geology, Central Alberta. Alberta Research Council Map 213. 1:500 000 Map Sheet.

Stanley Associates Engineering Ltd. 1981. Scotford Refinery – Shell Canada, Interim Water Supply Report. Prepared for C.F. Braun & Co. (Cited by Shell Canada Limited 2005)

Stantec Consulting Ltd.1999a. Environmental Site Assessment N½ and SW¼ of 18-56-21-W4M. Report prepared for Dupont Canada. File No. 1-02-15049, May 1999. Cited by Komex (2006a).

Stantec Consulting Ltd.1999b. Environmental Site Assessment 13-56-22-4, S½-24-56-22-4, and Areas A and B Assessment. Report prepared for Dupont Canada. File No. 1-02-15136. Cited by Komex (2006a)

Stantec Consulting Ltd. 2003. Application for an Amendment to Approval No. 210-01-00. Report prepared for Agrium Products Inc., Redwater, Alberta, Canada. File No. 1-02-71124, April 2003.

Stein R. 1976. Hydrogeology of the Edmonton Area (Northeast Segment), Alberta. Alberta Research Council 76-1, 21 pp.

Thurber Engineering Ltd. 2006. Draft Report – Petro-Canada Sturgeon Upgrader Phase 1 Geotechnical Investigation. June 2006.

Underwood McLellan Ltd. 1982. Scotford Styrene Plant, Water Supply Wells, Pump Test Evaluations, Test Well 3 and Test Well 8. Prepared for Canadian Badger Company Limited. File No. 8221-043-00-02.

WorleyParsons Komex (2006). Groundwater Field Investigation – Proposed Sturgeon Upgrader. Report prepared for Petro-Canada Oil Sands Inc. November 2006.

11.10.2 Internet Sites Alberta Environment. 2006. Alberta Environment Groundwater Information System (Water Well

Records). http://www.telusgeomatics.com/tgpub/ag_water/