REPORT - London, Ontario · Report No. 08-1132-088-0-R01 1 January 20, 2011 Project No....

January 2011

GEOTECHNICAL INVESTIGATION

Proposed Sarnia Road ReconstructionOakcrossing Gate to Wonderland Road NorthLondon, Ontario

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Report Number: 08-1132-088-0-R01Distribution:

4 Copies - Dillon Consulting Ltd.2 Copies - Golder Associates Ltd.

Submitted to:Mr. J. Gawley, M.Eng. P.Eng., AssociateDillon Consulting Limited130 Dufferin Avenue, Suite 1400London, OntarioN6A 5R2

GEOTECHNICAL INVESTIGATIONPROPOSED SARNIA ROAD RECONSTRUCTION

January 2011Report No. 08-1132-088-0-R01 1

January 20, 2011 Project No. 08-1132-088-0-R01

Dillon Consulting Limited.130 Dufferin Avenue, Suite 1400London, OntarioN6A 5R2

Attention: Mr. J. Gawley, M.Eng., P.Eng., Associate

GEOTECHNICAL INVESTIGATIONPROPOSED SARNIA ROAD RECONSTRUCTIONOAKCROSSING GATE TO WONDERLAND ROAD NORTHLONDON, ONTARIO

Dear Mr. Gawley:

This report presents the results of the geotechnical investigation carried out for the design of the proposedreconstruction of Sarnia Road and associated works between Oakcrossing Gate and Wonderland Road North inLondon, Ontario. The length of the reconstruction proposed is approximately 1.3 kilometres. The area of theproject is outlined on the attached Key Plan, Figure 1.

1.0 INTRODUCTION

The purpose of the investigation was to determine the subsurface soil and groundwater conditions at the site andto provide geotechnical engineering recommendations for the design of the proposed works including a bridgestructure, underground utilities, noise attenuation barrier walls, retaining walls, a subdrain system andpavements.

Written authorization to proceed with the geotechnical investigation in accordance with our letter dated February24, 2010 was provided by Mr. Jeff Matthews, P.Eng. of Dillon Consulting Ltd. (Dillon) on July 6, 2010.

The work was carried out in accordance with the Dillon/Golder Associates Ltd. (Golder) Reciprocal MasterAgreement for Consulting Services.

Important information on the limitations of this report is attached.



2.0 BACKGROUND

It is understood that the following works are the major components of the proposed reconstruction of the subjectsection of Sarnia Road:

Replacement of the Canadian Pacific Railway (CPR) bridge with a new bridge;

Construction of some 320 metres of Reinforced Soil Structure (RSS) walls;

Installation of a subdrain system adjacent to the CPR tracks;

Replacement of the existing 600 millimetre diameter trunk watermain CPR undercrossing;

Storm sewer construction;

Installation of about 339 metres of noise attenuation barrier walls;

Widening and minor re-profiling of Sarnia Road, east of Aldersbrook Road, to the north and south; and

Realignment and full reconstruction of Sarnia Road, west of Aldersbrook Road, to a five or six lane cross-section with two bike lanes.

3.0 SITE DESCRIPTION

The site extends approximately 1.3 kilometres along Sarnia Road from just west of Oakcrossing Gate toWonderland Road North Road. The Sarnia Road right-of-way is currently bordered by residential subdivisions.The majority of the alignment topography is gently rolling with ground surface elevations along the alignment of284 metres at Oakcrossing Gate, 279 metres at Aldersbrook Road, 273 metres at Thistledown Way and 278metres at Wonderland Road North. The CPR tracks which intersect the alignment are located in a cutapproximately 8 metres deep and an existing overhead structure allows for the single lane crossing of vehiculartraffic.

4.0 PROCEDURE

4.1 Pavement Evaluation

Following a review of the available background information and an initial site reconnaissance by senior membersof our engineering staff, a Benkelman beam pavement evaluation was carried out on the section of Sarnia Roadeast of the CPR tracks on July 21, 2010. Benkelman beam rebound readings were obtained in all lanes of theroadway at approximately 10 metre intervals following standard Transportation Association of Canadaprocedures.



Based on the measured rebounds, the roadway pavements tested have been divided into relatively uniformsections, as outlined on the Plan, Figure 2, for statistical analysis of the readings. The results of the statisticalanalysis of the readings are given in Table I, which indicates the number of readings in each section, theaverage rebound, standard deviation, coefficient of variation and design rebound at the date of the readings.The maximum anticipated spring design rebound has been estimated by multiplying the July 21, 2010 readingsby a factor of 1.5 which has been based on the magnitude of the readings, the date of the readings, thesubgrade soils at the site and current climatic data.

4.2 Geotechnical Investigation

Subsequently, the borehole drilling program was carried out between July 22 and August 11, 2010. Eighty six(86) augerholes were drilled using a truck mounted power auger supplied and operated by a specialist drillingcontractor. The augerhole and borehole locations are shown on the Location Plans, Figures 3 and 4.Representative auger samples of the major soil strata encountered from the augerholes were obtained.Boreholes 1 to 6 and 13 to 16 were advanced using an all-terrain vehicle mounted power auger supplied andoperated by a specialist drilling contractor. Standard penetration testing and sampling was conducted in theseboreholes at regular intervals of depth. Boreholes 7 to 12 and 17 and 18 were drilled using manually operatedequipment owned and operated by Golder and non-standard penetration testing was carried out using a 31.75kilogram hammer. The recorded driving resistances have been converted to approximate N values as shown onthe relevant Records of Borehole sheets. The subsurface conditions encountered in the boreholes andaugerholes are provided on the attached Record of Borehole sheets and in the Summary of Augerholes, TableIII respectively. In addition, site specific borehole data for the site available from our files have been included inthis report. This information consists of:

Borehole 1 - Golder Report No. 891-3494 entitled “Preliminary Geotechnical Investigation, Proposed SarniaGravel Road/CPR Grade Separation Project, City of London, Ontario”, dated January 1990.

Boreholes 4, 5, 6, 7, 8, 9, 10 and 11 - Golder Report No. 041-130121 entitled “Geotechnical Investigation,Proposed Sarnia Road High Level Watermain, London, Ontario”, dated July 22, 2004.

The relevant Record of Borehole sheets from these investigations are provided in Appendix A and theapproximate borehole locations are shown on the Location Plans, Figures 3 and 4.

All of the samples obtained during the investigation were brought to our laboratory for further examination andrepresentative laboratory classification testing. The results of the laboratory testing are shown on the Records ofBoreholes, in Table III and on Figures 5 to 13.

Select augerhole samples were placed in sealable plastic bags for headspace vapour testing using both aMiniRAE 2000 photo-ionization detector (PID) calibrated to isobutylene and a Gastech Model 1238MEcombustible vapour detector (Gastech) calibrated to a hexane standard and set in the methane eliminationmode. The PID measures total organic vapours whereas the Gastech measures total combustible vapours.Measured concentrations for each were recorded in units of parts per million (ppm) and are shown in Table III.

The relationship between headspace vapour concentration and contaminant concentration in soil is dependenton soil conditions, including moisture and texture, the compound characteristics and the measurement



procedure. The headspace vapour concentrations are used as a relative indicator of the potential presence ofvolatile petroleum hydrocarbons or other contaminants in soil samples from a specific borehole and, to a lesserextent, between boreholes, and are primarily used in selecting soil samples for chemical analysis. However,based on our experience at other sites, headspace combustible vapour concentrations of less than 100 ppm aregenerally not considered indicative of significant impacts from volatile petroleum hydrocarbons.

Three soil samples (SA 32, SA 34 and SA 37 from augerholes AH-62, AH-66 and AH-70, respectively) withelevated combustibles were selected and submitted to a specialist analytical laboratory for analysis of petroleumhydrocarbons in the F1 (C6-10), F2 (C>10–16), F3 (C>16-34) and F4 (C>34-50) fractions (collectively referred to as PHCF1-F4) as well as benzene, toluene, ethylbenzene and xylenes (BTEX). One soil sample (SA 37) was alsoanalyzed for polycyclic aromatic hydrocarbons (PAHs), polychlorinated biphenyls (PCBs) and toxicitycharacteristic leaching procedure (TCLP) for a suite of parameters. The analytical results are summarized inTables IV to VII and a copy of the Certificate of Analysis is provided in Appendix B.

Five soil samples selected from boreholes BH2 (SA7), BH3 (SA7), BH4 (SA7) and augerholes AH81 (SA44) andAH82 (SA45) were submitted to a specialist analytical laboratory. These samples were analyzed for a suite ofmetals and inorganics. The analytical results are summarized in Table VIII and a copy of the Certificate ofAnalysis is provided in Appendix B.

Groundwater conditions were observed and recorded for each borehole and augerhole and these observationsare included on the Record of Borehole sheets and in Table III. Following completion of drilling, sampling andlogging, the boreholes and augerholes were backfilled in accordance with Ontario Regulation (O. Reg.) 902,amended to O. Reg. 372/07.

Members of our geotechnical engineering staff arranged for the underground utility locates, monitored the drillingand sampling operations, logged the boreholes and cared for the samples obtained. The ground surfaceelevations at the borehole locations have been referenced to a City of London benchmark described as “1.52miron bar with brass cap on Aldersbrook Road, 21.1m north of the centreline of Sarnia Road, 11.6m west of thecentreline of Aldersbrook Road, 2.75m southeast of a brick wall.” The elevation of this point is understood to be279.401 metres referenced to geodetic datum.

5.0 SITE GEOLOGY

The subject site lies within the physiographic region of Southwestern Ontario known as the Stratford Till Plainwhich is a broad clay plain predominantly of fine-grained (silt and clay) glacial till extending across the north endof London (Chapman and Putnam, 1984). In areas of north London, sizeable thin surficial deposits of silt overliethe Stratford Till. The Stratford Till Plain consists of ground moraine interrupted by several terminal moraines.The till is described as consisting mainly of calcareous silty clay with a variable content of sand, gravel, cobblesand boulders.

The quaternary geology mapping from the Ontario Department of Mines Preliminary Geological Map No. 238entitled “Pleistocene Geology of the St. Thomas Area (West Half), Southern Ontario” dated 1964 indicates thatthe predominant soil type within the project area is Late Wisconsinan deposits consisting of Arva moraine andrelated ground moraine (silty clay till).



The subcropping bedrock is reported to consist of limestone with a rock surface at a depth of approximately 53metres or at about elevation 228.6 metres near Aldersbrook Road.

6.0 SUBSURFACE CONDITIONS

6.1 General

The subsurface conditions encountered in the boreholes drilled at the site are detailed on the attached Record ofBorehole sheets and the conditions encountered in the augerholes are summarized in Table III. The followingdiscussion has been simplified in terms of major soil strata for the purposes of geotechnical design. The soilboundaries indicated are inferred from non-continuous samples and observations of drilling and samplingresistance. They may represent a transition from one soil type to another and should not necessarily beinterpreted to represent exact planes of geological change. Further, subsurface conditions may vary significantlybetween and beyond the borehole locations.

6.2 Soil Conditions

6.2.1 Pavement Structure

Asphalt was encountered at the pavement surface in borehole 3 and augerholes 2 to 5, 8, 9, 11 to 13, 16 to 18,20, 23, 25, 27, 29, 31, 33, 35, 36, 39, 40, 43, 44, 47, 48, 51, 53, 55, 56, 58, 60, 62, 63, 66, 70, 71, 75, 77, 79, 80,82, 83 and 85. The asphalt was 25 to 180 millimetres thick at the borehole locations with average thicknesses ofabout 143 and 119 millimetres east and west of Aldersbrook Road, respectively.

Granular base materials were encountered at the ground surface or beneath the asphalt in borehole 3 andaugerholes 2 to 5, 8, 9, 11 to 13, 16 to 18, 20, 23, 25, 27, 29, 31, 33, 35, 36, 39, 40, 43, 44, 47, 48, 51, 53, 58,62, 66, 67, 71, 75, 78, 79, 80, 82, 83 and 85. The granular base layers were 50 to 330 millimetres thick, withaverage thicknesses of about 164 and 162 millimetres east and west of Aldersbrook Road, respectively, and hadwater contents of 2 to 3 per cent. Grain size distribution curves for samples of the granular base materials areshown on Figure 5.

Granular subbase materials were encountered beneath the asphalt or granular base materials in borehole 3 andaugerholes 2 to 5, 8, 9, 11 to 13, 16 to 18, 20, 23, 25, 27, 29, 31, 33, 35, 36, 39, 40, 43, 44, 47, 48, 51, 53, 55,56, 58, 60, 63, 67, 70, 71, 75, 77 to 80, 82, 83 and 85. The granular subbase materials were 130 to greater than1270 millimetres thick with average thicknesses of about 502 and 353 millimetres east and west of AldersbrookRoad, respectively, where fully penetrated. Water contents of the granular subbase materials ranged from 3 to 6per cent. Grain size distribution curves for samples of the granular subbase materials are shown on Figure 6.



The subgrade conditions in the augerholes drilled through the pavements were variable and consisted of silt,silty clay, clayey silt, sandy silt or sand.

6.2.2 Topsoil and Fill

Topsoil was encountered at the ground surface in boreholes 1, 2, 4, 5 and 14 as well as in augerholes 1, 6, 10,14, 15, 19, 21, 22, 24, 26, 28, 30, 32, 34, 37, 38, 41, 42, 45, 46, 49, 50, 52, 57, 59, 61, 64, 68, 69, 72 to 74, 76,81, 84 and 86. The topsoil ranged in thickness from 30 to 480 millimetres with an average thickness of 128millimetres. A 340 millimetre thick layer of buried topsoil was encountered beneath the clayey silt in augerhole66.

Variable fill materials consisting predominantly of silty clay, clayey silt or sand and gravel were encountered inboreholes 1 to 3, 5, 7 to 9, 11, 12 and 15 to 18 as well as in augerholes 40, 59 and 77. Additional fill layerscontaining silt, silty clay, sandy silt, silty sand or sand were infrequently encountered. The fill layers were about0.1 to 5.6 metres thick. The fill materials had N values, as determined in the standard penetration test, of 2 to 20blows per 0.3 metres with water contents of 4 to 31 per cent.

The results of the grain size analysis carried out on a sample of the silty clay fill are shown on Figure 7.

Railway ballast rock was encountered at the ground surface in boreholes 8 and 12 and was 60 and 90millimetres thick, respectively.

A clay drain tile was encountered beneath the sand and gravel fill in boreholes 9, 11 and 18.

6.2.3 Silty Clay

Layers of silty clay were encountered at the ground surface in borehole 6, beneath the fill materials in boreholes2, 3, 5 and 7 to 13, beneath the topsoil in borehole 14, the silty clay till in boreholes 4 and 7 and beneath the siltin boreholes 3, 6 and 13. Where fully penetrated, the silty clay layers were 0.6 to 16.3 metres thick. Boreholes3, 6 and 7 to 18 were terminated within the silty clay layers at depths of 4.1 to 24.1 metres below existing groundsurface.

The silty clay is firm to hard with N values ranging from 5 to 76 blows per 0.3 metres. The silty clay had naturalwater contents of 13 to 30 per cent with an average water content of about 19 per cent. The results of theAtterberg limits determinations indicated plastic and liquid limits ranging from 14 to 18 per cent and 31 to 40 percent, respectively. Grain size distribution curves for samples of the silty clay are shown on Figure 8.



6.2.4 Silty Clay Till

Silty clay till layers were encountered beneath the topsoil in borehole 4, beneath the fill in boreholes 1 and 17and beneath the sand and gravel fill in borehole 16. Where fully penetrated, the silty clay till layers were 2.3 to3.4 metres thick.

The silty clay till is very stiff to hard with N values ranging from 7 to 62 blows per 0.3 metres. The silty clay tillhad natural water contents of 12 to 22 per cent with an average water content of about 16 per cent. A grain sizedistribution curve for a sample of the silty clay till is shown on Figure 9.

Although not specifically encountered in the boreholes, the presence of cobbles and boulders in the silty clay tillstrata should be anticipated.

6.2.5 Clayey Silt Till

Deposits of clayey silt till were encountered beneath the silty clay in boreholes 3 and 4, beneath the sandy silt tillin boreholes 1 and 5 and beneath the silty fine sand in boreholes 3 and 4. Where fully penetrated, the clayey silttill layers were 0.8 to 1.1 metres thick. Boreholes 1 and 4 were terminated within this deposit at depths of 17.7and 20.7 metres below existing ground surface, respectively.

The clayey silt till is hard with N values of 30 blows per 0.3 metres to 70 blows per 125 millimetres. The clayeysilt till had natural water contents of 6 to 18 per cent with an average water content of about 12 per cent. Theresults of Atterberg limits determinations indicated plastic limits of 14 to 15 per cent and liquid limits of 24 to 29per cent. Grain size distribution curves for samples of the clayey silt till recovered from the standard penetrationtesting are shown on Figure 10.

Although not specifically encountered in the boreholes, the presence of cobbles and boulders in the clayey silt tillstrata should be anticipated.

6.2.6 Sandy Silt Till

Layers of sandy silt till were encountered beneath the sand and gravel in boreholes 1 and 2, beneath the siltyclay in borehole 2 and 4, beneath the silt, silty sand and clayey silt till in borehole 5 and beneath the fine sand inborehole 6. Where fully penetrated, the sandy silt till layers were 0.3 to 2.3 metres thick. Borehole 5 wasterminated within this deposit at a depth of 18.1 metres below existing ground surface.

The sandy silt till is dense to very dense with N values of 38 blows to 101 blows per 0.3 metres. The sandy silttill had natural water contents of 4 to 15 per cent with an average water content of about 10 per cent. Grain sizedistribution curves for samples of the sandy silt till recovered from the standard penetration testing are shown onFigure 11.



Although not specifically encountered in the boreholes, the presence of cobbles and boulders in the sandy silt tillstrata should be anticipated.

6.2.7 Fine Sand

A 0.3 metre thick layer of very dense fine sand was encountered beneath the silty clay in borehole 6. The finesand layer had a natural water content of 9 per cent.

6.2.8 Silt

Layers of silt were encountered beneath the topsoil fill in borehole 13, beneath the silty clay in boreholes 3 and 5and beneath the sandy silt till in borehole 6. The silt layers were 0.4 to 4.7 metres thick. The silt depositencountered in borehole 6 contained silty clay layers.

The silt is dense to very dense with N values of 30 blows per 0.3 metres to 100 blows per 0.25 metres. The silthad natural water contents of 9 to 21 per cent with an average water content of about 17 per cent. A grain sizedistribution curve for a sample of the silt with silty clay layers is shown on Figure 12.

6.2.9 Sand and Gravel

Layers of sand and gravel were encountered beneath the silty clay till and sandy silt till in boreholes 1 and 2,respectively. The sand and gravel layers were 0.4 and 0.6 metres thick.

The sand and gravel had N values of as much as 115 blows per 75 millimetres and natural water contents of 5and 13 per cent.

6.2.10 Silty Sand and Gravel

Beneath the sandy silt till, borehole 2 encountered and was terminated in a layer of silty sand and gravel. Thesilty sand and gravel had an N value of 100 blows per 125 millimetres and a natural water content of 8 per cent.



6.2.11 Silty Sand

Beneath the sandy silt till, borehole 5 encountered a 1.0 metre thick layer of silty sand. The silty sand had an Nvalue of 25 blows per 25 millimetres and natural water contents of 9 and 13 per cent. A grain size distributioncurve for a sample of the silty sand is shown on Figure 13.

6.2.12 Silty Fine Sand

Boreholes 3, 4 and 5 encountered layers of silty fine sand beneath the clayey silt till and sandy silt till. The siltyfine sand layers were 0.3 to 0.8 metres thick with N values of 59 blows per 0.3 metres to 101 blows per 125millimetres and natural water contents of 10 and 11 per cent.

6.3 Groundwater Conditions

All of the boreholes remained dry during and on completion of drilling except for boreholes 11 and 17 whichencountered groundwater at depths of 1.0 and 0.4 metres or between elevations 273.27 and 274.85 metres,respectively. It should be noted that borehole 11 encountered a clay drain tile which was wet and may notnecessarily reflect the actual groundwater level.

However, it should be noted that the groundwater level at the site will fluctuate in response to seasonalfluctuations in precipitation and runoff, possibly rising during and following periods of extended wet weather.

6.4 Results of Chemical Analyses of Soil Samples

6.4.1 Discussion of Environmental Standards

Current environmental standards for soil and groundwater are identified in the MOE document “Soil, GroundWater and Sediment Standards for Use Under Part XV.1 of the Environmental Protection Act” (March 2004)(MOE Standards). In December 2009, a new set of standards were legislated in Ontario and will come intoeffect in July 2011. The MOE Standards identify set of standards for background site conditions and two sets ofgeneric standards: one set for a potable groundwater condition (Table 2 in the MOE Standards) and a lessstringent set for a non-potable groundwater condition (Table 3). The site is served by a municipal drinking watersupply that does not rely on the local groundwater. Therefore, the generic standards considered consistent withthe land use were the standards for industrial/community/ commercial land use for a non-potable groundwatercondition (Table 3 of the MOE Standards). The chemical results were also compared to the Table 1 Standardsfor purposes of disposal. Considering the fine grained soils encountered at the Site (i.e. silty clay till), the fineand medium grained soil criteria were considered appropriate for the Site.



6.4.2 Analytical Results for Soil Samples

The analytical results from the chemical analysis of the soil samples are summarized in Tables IV to VIII. Alsoincluded in Tables IV to VIII, for the purposes of comparison, are the corresponding background and generic soilquality assessment criteria from the 2004 and 2009 MOE Standards.

The analytical results for PHC F1-F4 and BTEX in soil are summarized in Table IV. Elevated concentrations ofBTEX and PHC F1-F4 were detected in each of the soil samples submitted for analysis. Exceedances of theenvironmental criteria are summarized below:

SA 32 (AH-62): Total xylene was detected at a concentration (0.18 micrograms/gram - µg/g) exceeding the2004 and 2009 Table 1 Standards of 0.002 and 0.05 µg/g, respectively. Concentrations of PHC F1 (11µg/g), F2 (140 µg/g), F3 (640 µg/g) and F4G (7,500 µg/g) were measured exceeding the 2009 PHC F1 toF4 Table 1 Standards of 10 µg/g, 10 µg/g, 50 µg/g and 50 µg/g, respectively. The PHC F4G concentrationalso exceeded the 2004 and 2009 Table 3 Standard of 6,600 µg/g.

SA 34 (AH-66): Ethylbenzene (0.18 µg/g) and total xylene (1.2 µg/g) were detected at concentrationsexceeding the 2004 and 2009 Table 1 Standards of 0.002 and 0.05 µg/g (for both ehtylbenzene andxylene), respectively. Toluene (0.04 µg/g) was detected at a concentration exceeding the 2004 Table 1Standard of 0.002 µg/g. Concentrations of PHC F1 (48 µg/g), F2 (130 µg/g), F3 (1400 µg/g) and F4G(14,000 µg/g) were measured exceeding the 2009 PHC F1 to F4 Table 1 Standards of 10 µg/g, 10 µg/g, 50µg/g and 50 µg/g, respectively. The PHC F4G concentration also exceeded the 2004 and 2009 Table 3Standard of 6,600 µg/g.

SA 37 (AH-70): Ethylbenzene (0.22 µg/g) and total xylene (1.6 µg/g) were detected at concentrationsexceeding the 2004 and 2009 Table 1 Standards of 0.002 and 0.05 µg/g (for both ehtylbenzene andxylene), respectively. Toluene (0.05 µg/g) was detected at a concentration exceeding the 2004 Table 1Standard of 0.002 µg/g. Concentrations of PHC F1 (50 µg/g), F2 (190 µg/g), F3 (1300 µg/g) and F4G(18,000 µg/g) were measured exceeding the 2009 PHC F1 to F4 Table 1 Standards of 10 µg/g, 10 µg/g, 50µg/g and 50 µg/g, respectively. The PHC F4G concentration also exceeded the 2004 and 2009 Table 3Standard of 6,600 µg/g.

The analytical results for PAHs in soil sample SA 37 are summarized in Table V. Concentrations of 1-methylnaphthalene (0.5 µg/g), 2-methylnapthlane (0.7 µg/g) and naphthalene (0.4 µg/g) exceeded the 2004Table 1 standards of 0.26 µg/g, 0.29 µg/g and 0.09 µg/g. 2-methylnaphthalene and naphthalene also exceededthe 2009 Table 1 standards of 0.59 µg/g and 0.09 µg/g, respectively.

The analytical results for PCBs in soil sample SA 37 are summarized in Table VI. Aroclor 1248 and Aroclor1260 were detected; however, the total PCB concentration was below the 2004 and 2009 Table 1 and Table 3standards.

The results of the toxicity characteristic leaching procedure (TCLP) testing on soil sample SA 37 is summarizedin Table VII. The soil sample was submitted for TCLP testing of metals, inorganics, volatile organic compounds(VOCs), benzo(a)pyrene and PCBs. The results are compared to Ontario Regulation 558, Schedule 4, LeachateQuality Criteria. All concentrations were below their respective Schedule 4 criteria; therefore, the soil



represented by sample SA 37 is considered non-hazardous (characteristic leachate non-toxic) for disposalpurposes.

The analytical results for metals and inorganics in soil samples from the boreholes are summarized in Table VIIIand a copy of the Certificate of Analysis is included in Appendix B. As indicated in Table VIII, none of thesamples contained metal concentrations above the Table 1 standards for all other types of property uses (otherthan agricultural); however, samples BH3 SA7, AH81 SA44 and AH82 SA45 exceeded the 2004 and 2009standards for electrical conductivity (EC) and the 2004 standards for chloride. Samples AH81 SA44 and AH82SA45 also exceeded the 2004 and 2009 standards for sodium adsorption ratio (SAR). The 2009 MOE Table 1standards do not include a standard for chloride as it is considered that measurement of EC values will accountfor chloride inputs.

The Ontario Ministry of Natural Resources (MNR) policy A.R. 6.00.03 indicates that for the purposes of pit/quarryrehabilitation, the soil quality standards for SAR and EC are intended to ensure good plant growth and are onlyintended to be applied when soil is used as surface soil (i.e. <1.5 metres depth). Therefore, the soil with SARand/or EC values exceeding Table 1 standards may be used for pit/quarry rehabilitation provided that it is placedat a depth greater than 1.5 metres.

If the soil is removed after July 2011, the 2009 MOE Table 1 standards will be applied. Therefore, the soilrepresented by all soil samples submitted for analysis can be disposed at a pit at a depth greater than 1.5metres below ground surface.

7.0 DISCUSSION

7.1 General

This section of the report provides our interpretation of the factual geotechnical data obtained during theinvestigation and it is intended for the guidance of the design engineer. Where comments are made onconstruction, they are provided only to highlight those aspects which could affect the design of the project.Contractors bidding on or undertaking the works should make their own interpretation of the subsurfaceinformation provided as it affects their proposed construction methods, equipment selection, scheduling and thelike.

Sarnia Road is to be reconstructed between Oakcrossing Gate and Wonderland Road North Road. West ofAldersbrook Road, Sarnia Road will be realigned and fully reconstructed to a five or six lane cross-section withtwo bicycle lanes and storm sewers. East of Aldersbrook Road, it is currently proposed to utilize the existingpavements with widenings to the north and south. The existing CPR bridge will be replaced with a new bridgeand the associated embankments will be modified including the construction of RSS retaining walls. A new CPRundercrossing for the trunk watermain is required and noise attenuation walls are also proposed.



7.2 Pavements

It is proposed to upgrade and reconstruct Sarnia Road from Oakcrossing Gate to Wonderland Road North.West of Aldersbrook Road, Sarnia Road will be realigned and fully reconstructed to a five or six lane cross-section with two bike lanes. East of Aldersbrook Road, it is currently proposed to utilize the existing pavementswith sliver widenings to the north and south.

Based on traffic data provided by Dillon, it is understood the projected 2027 Average Annual Daily Traffic (AADT)for the section of Sarnia Road west of Wonderland Road is 20,000 vehicles. The per cent truck traffic is notprovided but has been assumed to be 4 per cent for pavement design purposes. This corresponds to a designtraffic loading of about 400 heavy axle loads per lane per day, with 70 per cent of the heavy axle loads in thedesign (outside) lanes.

For pavement design purposes, considering the nature of the roadway, the subgrade conditions and the currentand proposed traffic loadings, the section of Sarnia Road east of Aldersbrook Road should be assignedmaximum Benkelman beam rebound criteria of 0.9 millimetres for the driving lanes and 1.1 millimetres for thepassing and turning lanes.

Table II indicates the additional pavement structure required to upgrade the existing pavements to meet both thecurrent and proposed heavy traffic loadings based on the results of the July 21, 2010 testing. Based on theresults of the geotechnical investigation and the Benkelman beam pavement evaluation, the majority of thepavements in the subject section of Sarnia Road are suitable for minor upgrading to meet the design criteria.

The areas requiring upgrading are summarized below:

SectionAdditional GranularMaterial Required

(mm)Comments

Eastbound Driving Lane

(1) Station 2+691 to 2+806 385 Reconstruction is required.(2) Station 2+806 to 2+936 420(3) Station 2+936 to 3+106 20 Minor overlay or new asphalt.Westbound Driving Lane

(8) Station 2+711 to 2+786 480

Reconstruction is required.(9) Station 2+786 to 2+826 370(10) Station 2+826 to 2+886 470(11) Station 2+886 to 2+936 375(12) Station 2+936 to 2+966 305(13) Station 2+966 to 3+196 70 Minor overlay or new asphalt.(14) Station 3+196 to 3+531 15Westbound Passing Lane

(16) Station 3+456 to 3+531 75 Minor overlay or new asphalt.



SectionAdditional GranularMaterial Required

(mm)Comments

Westbound Turning Lane

(17) Station 2+796 to 2+866(Right)

145

Reconstruction is required.(18) Station 2+886 to 2+931(Right) 225

Both the westbound and eastbound driving lanes, from approximately 110 metres west to 140 metres east ofAldersbrook Road, exhibited higher rebounds than elsewhere during testing. The results of the geotechnicalinvestigation indicated that the subgrade conditions in these sections generally consisted of silty clay withoccasional topsoil. Unless the topsoil is removed, the potential for some future deformation, settlement and/orcracking of the completed pavements should be anticipated.

As noted above, Sections 1, 2, 8, 9, 10, 11, 12, 17 and 18 should be reconstructed. Sections 3, 13, 14 and 16can be upgraded with a nominal asphalt overlay or the existing asphalt replaced. The remaining sections do notrequire upgrading to meet the design criteria. In these sections, it is understood that only very minor re-profilingis required and the existing asphalt will be removed, the surface of the Granular A base adjusted and the asphaltreplaced with 50 millimetres of surface asphalt and 110 millimetres of binder asphalt. In addition, localizedrepairs should be carried out to all areas currently exhibiting cracking and/or distress. It should be noted that arelatively thin pavement structure without granular subbase was encountered at approximately Station 3+525 inthe area immediately south of the curbed concrete median. This area should be further investigated duringconstruction to determine if reconstruction is necessary.

Based on the above, the sections noted above requiring a new pavement structure, as well as all of the newpavements, should be provided with the following components constructed on an approved subgrade:

Component Thickness (mm)

HL 3 Surface Course 50HL 8 Binder Course 110 (2@55)Granular A Base 150Granular B Subbase 500

Prior to constructing the new pavements, all subgrade areas should be extensively proofrolled under thedirection of the geotechnical engineer. Any areas of excessively wet, soft or deleterious materials should besubexcavated and reconstructed using imported Granular C or approved site material uniformly compacted inmaximum 300 millimetre thick loose lifts to 95 per cent of standard Proctor maximum dry density (SPMDD).



The subexcavation of unsuitable materials should extend laterally beyond the edge of the proposed roadway to apoint 1 metre plus the depth of unsuitable material past all settlement sensitive structures including the proposedsidewalk.

The asphalt should be produced, placed and compacted in accordance with the current Ontario ProvincialStandard Specifications for heavy duty pavements. The Granular A base and Granular B subbase materialsshould be uniformly compacted to 100 and 98 per cent, respectively, of SPMDD. Short perforated stub drainsshould be provided at subgrade level at all catchbasins. Given the relatively heavy traffic loadings, considerationshould be given to the use of a premium surface course asphalt mixture.

Construction activities should be coordinated to minimize the amount of construction traffic over the unprotectedexposed subgrade soils. The surface asphalt should be deferred at least one year following placement of theupper binder course.

Where new construction abuts existing pavements, milled notches 50 millimetres deep by 500 millimetres wideshould be provided to create a staggered joint. Care should be taken to properly tack coat all butt joints andmilled surfaces.

7.3 Excavations

The discussion in this section is general in nature and is applicable to the project as a whole. Additionalcomments relating to excavations for specific components of the project are presented in separate sections.

Excavations for the works proposed at this site will generally be less than 8 metres in depth and will primarilyencounter the existing pavement structure, surficial fill or topsoil overlying fill, silty clay and silty clay till.Contractors should be prepared for the presence of cobbles and boulders within the silty clay till.

Groundwater was encountered in two of the boreholes drilled as part of the current investigation. Thegroundwater level is subject to fluctuations and the depth of excavation below the groundwater level will dependon the time of year of construction. Also, perched groundwater may be present within the granular fill layers.Surficial water seepage into the excavations should be expected and will be heavier during periods of sustainedprecipitation.

Temporary open cut slopes within the fill materials should be maintained no steeper than 1 horizontal to 1vertical. Flatter side slopes may be necessary in areas with saturated or loose granular fills.

All excavations should be carried out in accordance with the latest edition of the Ontario Occupational Healthand Safety Act and Regulations for Construction Projects. The fill materials and saturated granular materialsbelow the groundwater level would be classified as Type 3 soils, the native granular soils above the groundwaterlevel and the silty clay would be classified as Type 2 soils and the silty clay till would be classified as a Type 1soil.



7.4 CPR Bridge

The existing single lane steel truss bridge which conveys traffic over the CPR tracks is to be replaced with a newbridge in conjunction with the proposed widening of Sarnia Road. The replacement structure will be 94.9 metreslong with a 14.5 metre span and will feature pile supported integral abutments.

As part of the geotechnical investigation for the project, boreholes 1 to 6, inclusive, were drilled adjacent to theproposed bridge at the locations shown on the attached Location Plan, Figure 3.

7.4.1 Subsurface Conditions

North Abutment

Boreholes 1, 2 and 6 were drilled adjacent to the location of the proposed north abutment. Based on theborehole information, the topsoil in boreholes 1 and 2 was 0.2 metres thick and was underlain by fill layers toelevations 280.3 and 276.4 metres, respectively. In borehole 1, the fill was underlain by silty clay till followed bysand and gravel, sandy silt and clayey silt till. Borehole 1 was terminated in the clayey silt till at elevation 264.5metres. In borehole 2, the fill was underlain by silty clay till followed by sandy silt till, sand and gravel, sandy silttill and silty sand and gravel. Borehole 2 was terminated in the silty sand and gravel at elevation 262.9 metres.Borehole 6 encountered silty clay from the existing ground surface to elevation 264.5 metres. The silty clay wasunderlain by fine sand, sandy silt till, silt with silty clay layers and silty clay. Borehole 6 was terminated in thesilty clay at elevation 256.8 metres.

South Abutment

Boreholes 3, 4 and 5 were drilled adjacent to the location of the proposed south abutment. Based on theborehole information, borehole 3 encountered the existing pavement structure followed by fill which wasunderlain by silty clay till, clayey silt till, silty fine sand, clayey silt till, silty clay, silt and silty clay. Borehole 3 wasterminated in the silty clay at elevation 261.8 metres. Borehole 4 encountered surficial topsoil which wasunderlain by silty clay till, silty clay, sandy silt till, silty fine sand and clayey silt till. Borehole 4 was terminated inthe clayey silt till at elevation 262 metres. Borehole 5 encountered surficial topsoil which was underlain by a 5.6metre thick layer of silty clay fill, followed by silty clay, silty clay till, silty clay, silt, sandy silt till, silty sand, sandysilt till, clayey silt till and sandy silt till. Borehole 5 was terminated in the sandy silt till at elevation 262.3 metres.



7.4.2 Deep Foundations

It is anticipated that HP 310 x 110 steel H-piles would be used to found the structure as they provide theflexibility required for integral abutments. Pre-augering and placement of a corrugated steel pipe liner filled withloose sand around the upper 3 metres of the pile is recommended to reduce resistance to lateral movement.

The following table summarizes the factored axial geotechnical resistances at Ultimate Limit States (ULS) andgeotechnical resistances at Serviceability Limit States (SLS) which could be used for HP 310 x 110 piles drivento practical refusal in the very dense silt, sandy silt till, silty sand, sand and gravel and/or silty fine sand. Therecommended minimum hammer energy for driving the H-piles to refusal is 40 kiloJoules.

LocationFounding Strata Geotechnical Resistance

Description Elevation(m)

Factored ULS(kN)

SLS(kN)

North Abutment- West Side, Borehole 6

- Middle, Borehole 1- East Side, Borehole 2

- Very Dense Silt, with silty clay layers- Very Dense Sandy Silt Till- Very Dense Sand & Gravel

262

267266

1500 1000

South Abutment- West Side, Borehole 4- Middle, Borehole 3- East Side, Borehole 5

- Very Dense Silty Fine Sand- Very Dense Silty Fine Sand- Very Dense Silty Sand

265265

264.5

1500 1000

The actual pile penetration and pile set characteristics will be dependent, to some extent, upon the drivingequipment selected by the contractor. It is recommended that, following the selection of the driving equipment,the piling contractor submit for review by the geotechnical engineer his proposed pile driving criteria based onthe characteristics of the hammer and equipment intended for use. Further, the pile driving operation should becarefully monitored by this office to confirm that the design pile capacities are being achieved.

Piles should be retapped in order to confirm the set after adjacent piles have been driven. The piles should alsobe equipped with Type I driving shoes in order to minimize tip damage during driving.

Negative skin friction loads are expected to be negligible given the proposed grading and relatively low graderaise, the very stiff to hard consistency of the underlying silty clay, silty clay till and clayey silt till deposits and thepresence of low compressibility layers of very dense silt, sandy silt till, silty sand and sand and gravel.

The pile caps should be provided with a minimum of 1.2 metres of soil cover or thermal equivalent for frostprotection.



7.5 Retaining Walls

7.5.1 General

It is understood that reinforced soil system (RSS) walls will be constructed adjacent to the north and south sidesof the proposed CPR bridge. The RSS walls will be 5.0 to 10.4 metres high and have a vertical facing. Thereinforced earth fills will be up to approximately 9 metres high including the proposed grade raise. Based on thedrawings provided, the RSS walls are to be founded at about elevation 273.4 metres. An inferred sectionthrough the RSS walls and embankments is shown on Figure 14.

Boreholes 7 to 12, inclusive, were drilled adjacent to the toe of the existing embankments in the areas of theRSS walls at the locations shown on the attached Location Plan, Figure 3.

7.5.2 Site Preparation

All surficial topsoil, organic, loose, soft and deleterious or unsuitable fill materials should be stripped from areasof the proposed RSS wall footings. These deposits are not considered to be suitable as subgrade materials orfor support of the RSS walls. The exposed subgrade should be proofrolled under the supervision of qualifiedgeotechnical personnel to identify any softened areas in the subgrade soils. Care should be taken to limit thedisturbance of the exposed subgrade soils. If disturbance does occur, then additional subgrade preparation willbe required. Weak, disturbed or unsuitable soils should be replaced with Granular A uniformly compacted to 98per cent of SPMDD to underside of footing elevation.

7.5.3 Foundations

Based on the results of the investigation, the RSS walls may be founded on the firm to stiff silty clay and/or siltyclay till at about elevation 273.4 metres. To provide consistent founding conditions, a 0.3 metre thick levellingpad consisting of compacted Granular A should be provided below the footing. Assuming that the RSS wall actsas a unit and utilizes the full width of the reinforced soil mass, which is generally taken as 0.7 times the height ofthe wall, and a footing width of 0.5 metres to support the facing panels, a factored geotechnical resistance atULS of 225 kilopascals may be used for the design of each RSS wall mass founded on a properly preparedsubgrade at both abutments. The geotechnical resistance at SLS, for 25 millimetres of settlement, consideringthe footing loading only, may be taken as 150 kilopascals.

The proprietary RSS walls should be designed by the supplier and constructed in accordance with hisspecifications. The geotechnical aspects of the global stability of the detailed retaining wall design should bereviewed by this office following submission of the design and prior to construction. Effective drainage of thewall backfill should be provided.



Assuming that the founding soils are not loosened/disturbed during excavation and footing construction, thefollowing angle of friction and corresponding unfactored coefficient of friction, tan , may be used for theinteraction between the Granular A pad and the native silty clay/silty clay till soils:

angle of friction 28°

tan 0.53

In accordance with the Canadian Highway Bridge Design Code (CHBDC), a factor of 0.8 is to be applied incalculating horizontal resistance.

Lateral Earth Pressures

The lateral pressures acting on the retaining wall will depend on the backfill soils, the type and method ofplacement of the backfill materials behind the walls, the subsequent lateral movement of the structure and thetype of reinforcement (geotextile, geogrids or metallic strips).

Typically, RSS wall suppliers and fabricators will complete the engineering related to lateral earth pressure onthese walls once the backfill materials have been selected. For compacted City of London Granular B materials,typical lateral earth pressures may be based on a lateral earth pressure coefficient of 0.4 and a unit weight of 22kilonewtons per cubic metre (kN/m3) provided the wall backfill remains drained. Horizontal stresses induced bysurcharges should also be assessed using this coefficient of lateral earth pressure. In addition, stresses arisingfrom compaction equipment and construction procedures must be taken into account.

7.5.4 Backfill

The Granular B wall backfill should be placed in maximum 200 millimetre thick loose lifts and uniformlycompacted to at least 98 per cent of SPMDD.

The general embankment fills should consist of approved excavated material or clean, granular material such asGranular C compacted to at least 98 per cent of SPMDD. Embankment fill materials should be placed inmaximum 300 millimetre thick loose lifts and properly benched into existing embankments in accordance withOntario Provincial Standard Drawing (OPSD) 208.010.

7.6 Temporary Shoring/Track Protection

Based on the general arrangement drawings provided by Dillon, it appears that temporary excavation supportsystems for work adjacent to the railroad track will not be required. Excavations for the crash wall and RSS wallfootings should be able to maintain a minimum 1.5 horizontal to 1 vertical slope from the end of the railway tiesto the base of the excavations.



If temporary shoring/track protection is required, it shall be designed and monitored in accordance with theAmerican Railway Engineering and Maintenance Association (AREMA) design manual and CPR requirements.

7.7 Foundations for Noise Attenuation Barrier Walls

Noise attenuation barrier walls will be erected along the north property limit where residential properties backonto Sarnia Road, approximately from Station 2+500 to 2+789.

The soil conditions at the noise wall locations generally consist of surficial topsoil and fill overlying nativedeposits of firm to stiff silty clay or silty clay till.

The selected noise barrier wall design is to be of a proprietary nature incorporating pre-cast panels and requiringthe use of caissons founded in competent strata. The soil parameters required for the design of caissonfoundations are given below:

Soil Type cu(kPa) (°) Kp (kN/m3)

’(kN/m3)

Existing Silty Clay Fill 25 20 - 19 9Silty Clay 150 30 3.0 20 10Silty Clay Till 150 30 3.0 20 10

It is recommended that the noise barrier walls be supported using conventional augered caissons with diametersof 0.6 to 0.9 metres. The caisson design should be checked for both drained (c’, ’) and undrained conditions(cu) and the larger of the two calculated caisson depths shall govern.

The passive resistance within the upper 1.2 metres below ground surface should be neglected to account forfrost action and the local presence of topsoil and fill materials. In addition, for foundation design, full passiveresistance will be mobilized only where the ground surface in front of and behind the caissons is level. Wheresloping ground is present adjacent to the noise barrier wall, the Kp values used in the calculation of the passiveresistance should be adjusted to account for the presence of the sloping ground.

Caisson construction for the noise barrier wall foundations will generally require excavation through primarilycohesive fills (where present) which are underlain by the silty clay and silty clay till deposits which areoccasionally interbedded with granular deposits. These could be susceptible to disturbance during caissonexcavation and construction. The use of a temporary liner to advance the auger holes is recommended in orderto minimize disturbance and ground loss during drilling and concrete placement.



7.8 Storm Sewer Construction

New storm sewers are to be constructed along the south side of Sarnia Road from approximately Station 2+005to 2+955. The sewer inverts will be between elevations 272 and 281 metres or at 0.8 to 4.6 metres below theexisting road surface.

7.8.1 Excavations

Based on the results of the investigation and the proposed invert depths, excavations for the proposed sewerswill encounter the surficial topsoil and fills and extend into the underlying silt, silty clay and/or silty clay till.Excavations through the existing roadway will encounter the existing pavement structure. Further comments onexcavations are provided in Section 7.3.

Localized groundwater seepage from the silt, silty clay and silty clay till may be adequately handled by pumpingfrom properly filtered sumps in the base of the excavations. Care should be taken to prevent inflow of surfacewater into the excavations. It is recommended that installation of the storm sewer proceed in short sections thatcan be readily backfilled in one day.

7.8.2 Bedding

Bedding for the storm sewer pipes should consist of suitably graded granular material consistent with the type,size and class of pipe and City of London standards. Care should be taken to extend the bedding through all filland topsoil to bear on native, undisturbed soils.

Bedding materials should be placed in maximum 300 millimetre thick loose lifts and uniformly compacted to 95per cent of SPMDD. In areas where groundwater seepage may be of sufficient volume that the bedding materialcannot be adequately compacted, it may be necessary to use 19 millimetre clear stone with a non-wovengeotextile surround. Where appropriate, the clear stone bedding would also facilitate groundwater control andpumping from sumps, as required. Should a trench liner box be employed, measures should be taken to ensurethat the compacted pipe bedding is not disturbed when the liner box is moved.

7.8.3 Trench Backfill

Based on the results of the investigation, the excavated materials from the storm sewer trenches will consistprimarily of fill, silt, silty clay and silty clay till.

Provided that all deleterious materials such as the existing asphalt, topsoil, organics and unsuitable fill materialsare wasted together with any excessively wet materials, the remaining drier portions of the excavated materials



are considered suitable for use as trench backfill. It should be noted that much of the silt, clayey silt and siltyclay layers have natural water contents which are greater than the laboratory optimum water content forcompaction and, as a result, if these materials cannot be dried somewhat, they will need to be wasted andreplaced with imported Granular C backfill.

The general trench backfill should be placed in maximum loose lift thicknesses of not greater than 300millimetres and uniformly compacted to at least 95 per cent of SPMDD. The upper one metre of backfill insettlement sensitive areas and where the backfill forms the roadway subgrade should be placed in 200 millimetrelifts and uniformly compacted to at least 98 per cent of SPMDD.

7.9 Replacement Watermain

7.9.1 General

It is proposed to replace the existing CPR undercrossing of the 600 millimetre diameter water transmission mainusing a trenchless installation method. The new undercrossing will be located approximately 80 metres west ofthe existing crossing location as shown on Figure 15. A plan and profile for the proposed undercrossing arepresented on Figure 16.

It should be noted that the existing 300 millimetre diameter Sarnia Road high level watermain, which is locatedeast of the proposed bridge, was installed in a 600 millimetre diameter casing in 2004 using jack and boretechniques. No detrimental effects on the tracks were observed.

7.9.2 Trenchless Crossing

The undercrossing will be installed in a 1016 millimetre diameter casing approximately 18 metres in length. Theproposed casing invert elevation is at 272.65 metres or about 3.1 metres below the top of the rail.

The results of the boreholes drilled in the area of the crossing indicate that the proposed trenchlessundercrossing window will be in firm to stiff silty clay and silty clay till. Based on geotechnical considerations, theundercrossing could be installed using jack and bore, pipe ramming or jack and hand mine techniques.However, the contractor should be fully responsible for the selection of the trenchless technology which best fitsthe contract requirements, his experience, equipment and staff availability.

The trenchless crossing of the CPR right-of-way must be conducted in accordance with all applicable CPRregulations. All trenchless work must be carried out by an experienced specialist contractor employing onlyqualified workmen skilled in their trade under the direction of an experienced foreman. The contractor’s workplan should include a method of sealing the ends of the tunnel at the end of each work day or in case of anemergency. It should also include a procedure for compensation grouting should uncontrolled loss of ground ordrilling fluid occur. It is recommended that the geotechnical aspects of the contractor’s work plan for theproposed undercrossing be reviewed by this office prior to construction. Regular inspections by qualified



geotechnical personnel should be carried out during construction to confirm that the conditions encountered areconsistent with those found in the boreholes and that the work is being carried out consistent with the intent ofthe contractor’s workplan and the relevant contract documents.

7.9.2.1 Jack and Bore

The undercrossing could be installed using jack and bore techniques. With this method, entry and receiving pitsare first excavated to accommodate the jacking equipment at the entry pit and connections to the watermain pipeat the receiving pit. The casing is advanced by jacking with simultaneous removal of spoils using helical augerswithin the casing. Successive lengths of casing are welded together prior to each advance.

The lead casing is generally equipped with a shield or thickened leading edge to create a minor amount ofoverbreak to reduce shear stress. The main advantage of this system is that, with suitable soil conditions andgood workmanship, minimal settlement generally occurs due to the simultaneous installation of the casing.However, the silty clay till should be expected to contain cobbles and boulders and jack and bore operations maybe problematic if boulders greater than 0.3 times the casing diameter are encountered.

Further, consistent with CPR requirements, and to minimize over excavation and loss of ground with theresultant post construction settlements, the auger head should be kept within the casing and at least one pipediameter behind the lead end of the casing at all times. This may result in very high jacking loads which maypreclude the use of this technology. The use of an injected bentonite lubricant will probably be required tominimize casing friction and jacking loads. Care will be required to maintain alignment and grade during thecasing installation.

7.9.2.2 Pipe Ramming

Pipe ramming utilizes a large horizontal percussion hammer to drive a steel casing into the ground. In mostinstances, the ground within the casing is not removed until the full length of casing is driven. Partial removal ofmaterial from within the casing may be needed to reduce friction and increase driving efficiency. As with jackand bore methods, a plug of material equal to at least one pipe diameter should be maintained within the pipe atall times to minimize the potential for adverse ground loss. Due to the shallow invert depth of the casing, piperamming techniques may result in some ground/rail heave. A large sending pit is also required to accommodatethe casing and equipment.

7.9.2.3 Jack and Hand Mine

Jack and hand mine involves excavating by hand and advancing a steel casing and/or liner plate between twoworking pits utilizing a bentonite lubricant and/or grout. To facilitate construction, the contractor may elect to



increase the size of the casing. The watermain pipe would then be installed in the casing or liner and theannular space grouted.

To minimize potential impacts on the tracks, pipe ramming and jack and hand mine are considered to be themost geotechnically feasible options for the crossing.

7.9.3 Settlements

Some settlement may occur with each method of installation of the undercrossing, even with carefulworkmanship. Settlement monitoring of the undercrossing should be carried out prior to, during and after thecasing installation as detailed below. In addition, the trenchless installation should be monitored by qualifiedgeotechnical personnel.

7.9.3.1 Settlement Monitoring

A monitoring program utilizing an array of shallow settlement monitors is recommended. The shallow settlementmonitors would consist of settlement plates installed at subballast level with steel riser rods at the end of the ties.An array of 10 shallow settlement monitors is recommended. One row will be placed at the end of the ties oneach side of the tracks. As outlined on Figure 17, each row will have one surface settlement monitor installedabove the pipe centreline with additional monitors offset at intervals of 2 metres.

Deep settlement monitors are not considered feasible due to the shallow depth of the undercrossing. A deepsettlement monitor located 1 metre above the casing obvert would not provide any relevant or additionalmeaningful settlement data.

Additional settlement monitoring should be carried out in conjunction with the subdrain installation in any areaswhere the drain is closer than 2 metres to the end of tie. In these areas, shallow settlement monitors should beplaced at 15 metre intervals at subballast level between the ties and as close to the ends as possible as shownon Figure 18.

The installations would be carried out by Golder and the subsequent survey monitoring would be done by theContract Administrator with the results promptly being reviewed by Golder on an ongoing basis. A baselinesurvey should be carried out at least twice prior to construction with the points referenced to two independentbenchmarks. Anomalous readings should be rechecked and discarded, if necessary. As a minimum, the partyresponsible for survey monitoring should:

assign each monitor a unique identifier and note the location;

note the date and elevation of baseline readings and all subsequent readings; and

note differences in elevation.

Monitoring should be carried out at the following frequencies:



Daily during construction and up to one week after completion of the crossingWeekly up to one month after completion of the crossingOnce per month two to six months after completion of the crossing

The frequency of the monitoring at any stage can be adjusted based on the magnitude of movements observedduring construction. The survey data should be reviewed two months after construction to determine if furthermonitoring is warranted.

7.9.4 Excavations

Based on the results of the investigation, open cut excavations, such as those required for the entry andreceiving pits, will encounter fill, silty clay till and silty clay. Cobbles and boulders should be expected in the tilldeposit.

Adequate groundwater control can probably be achieved by pumping from properly constructed and filteredsumps located in the base of the excavation. However, depending on the prevailing weather conditions at thetime of construction, more aggressive dewatering may be required. Surface water should be directed away fromall excavations.

In accordance with the current Occupational Health and Safety Act and Regulations for Construction Projects(OHSA), properly designed shoring systems would be required for the working pits.

Based on the results of the boreholes and current OHSA criteria, the fill materials and saturated granularmaterials below the groundwater level would be classified as Type 3 soils, the silty clay would be classified as aType 2 soil and the silty clay till would be classified as a Type 1 soil.

All open cut excavations should have side slope inclinations of 1 horizontal to 1 vertical or flatter.

Care will be required to ensure that adequate support is provided for all existing utilities and portions of thetracks which are located in the zone of influence of the excavations as defined by a line drawn from 0.3 metresbeyond the end of the tie to the base of the excavation at an inclination of 1.5 horizontal to 1 vertical. Based onthe drawings provided by Dillon, temporary support for the tracks will probably not be required in the area of theRSS walls. Where subdrains are to be installed elsewhere, they should be located outside of the zone notedabove and as outlined on Figure 18. Properly designed temporary support systems could be used to limit theextent of the excavations and reduce potential impacts on adjacent services.

8.0 GEOTECHNICAL INSPECTION AND TESTING

A program of geotechnical inspections, monitoring and testing will be required during construction of this projectto ensure that the intent of the design recommendations provided is being met and that the various projectcriteria are being achieved and that CPR protocols are followed, where appropriate. In addition, thegeotechnical aspects of the contractor’s various work plans and proprietary designs should be reviewed by thisoffice prior to construction.



We trust that this report provides all of the geotechnical information required for you to complete the design ofthe proposed works. Should any point require further clarification, or if we can be of additional assistance,please contact this office.

GOLDER ASSOCIATES LTD.

Tyson Pitt, E.I.T. Philip R. Bedell, P.Eng.Senior Consultant

TP/LJJ/PRB/ly

Attachments:

LimitationsTables I to VIIIList of AbbreviationsList of SymbolsRecords of BoreholesFigures 1 to 18Appendices A and B

n:\active\2008\1132 - geotechnical\1132-000-0\08-1132-088-0 dillon - sarnia road - london\reports\0811320880-r01\0811320880-r01 - jan 20 11 - (final) geo inv - sarnia rd.docx

AGoodman

ORIGINAL SIGNED

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ORIGINAL SIGNED

Golder Associates Page 1 of 2

IMPORTANT INFORMATION AND LIMITATIONS

OF THIS REPORT

Standard of Care: Golder Associates Ltd. (Golder) has prepared this report in a manner consistent with

that level of care and skill ordinarily exercised by members of the engineering and science professions

currently practising under similar conditions in the jurisdiction in which the services are provided, subject

to the time limits and physical constraints applicable to this report. No other warranty, expressed or

implied is made.

Basis and Use of the Report: This report has been prepared for the specific site, design objective,

development and purpose described to Golder by the Client. The factual data, interpretations and

recommendations pertain to a specific project as described in this report and are not applicable to any other

project or site location. Any change of site conditions, purpose, development plans or if the project is not

initiated within eighteen months of the date of the report may alter the validity of the report. Golder can

not be responsible for use of this report, or portions thereof, unless Golder is requested to review and, if

necessary, revise the report.

The information, recommendations and opinions expressed in this report are for the sole benefit of the

Client. No other party may use or rely on this report or any portion thereof without Golder’s express

written consent. If the report was prepared to be included for a specific permit application process, then

upon the reasonable request of the client, Golder may authorize in writing the use of this report by the

regulatory agency as an Approved User for the specific and identified purpose of the applicable permit

review process. Any other use of this report by others is prohibited and is without responsibility to Golder.

The report, all plans, data, drawings and other documents as well as all electronic media prepared by

Golder are considered its professional work product and shall remain the copyright property of Golder, who

authorizes only the Client and Approved Users to make copies of the report, but only in such quantities as

are reasonably necessary for the use of the report by those parties. The Client and Approved Users may not

give, lend, sell, or otherwise make available the report or any portion thereof to any other party without the

express written permission of Golder. The Client acknowledges that electronic media is susceptible to

unauthorized modification, deterioration and incompatibility and therefore the Client can not rely upon the

electronic media versions of Golder’s report or other work products.

The report is of a summary nature and is not intended to stand alone without reference to the instructions

given to Golder by the Client, communications between Golder and the Client, and to any other reports

prepared by Golder for the Client relative to the specific site described in the report. In order to properly

understand the suggestions, recommendations and opinions expressed in this report, reference must be

made to the whole of the report. Golder can not be responsible for use of portions of the report without

reference to the entire report.

Unless otherwise stated, the suggestions, recommendations and opinions given in this report are intended

only for the guidance of the Client in the design of the specific project. The extent and detail of

investigations, including the number of test holes, necessary to determine all of the relevant conditions

which may affect construction costs would normally be greater than has been carried out for design

purposes. Contractors bidding on, or undertaking the work, should rely on their own investigations, as well

as their own interpretations of the factual data presented in the report, as to how subsurface conditions may

affect their work, including but not limited to proposed construction techniques, schedule, safety and

equipment capabilities.

Soil, Rock and Groundwater Conditions: Classification and identification of soils, rocks, and

geologic units have been based on commonly accepted methods employed in the practice of geotechnical

engineering and related disciplines. Classification and identification of the type and condition of these

materials or units involves judgment, and boundaries between different soil, rock or geologic types or units

may be transitional rather than abrupt. Accordingly, Golder does not warrant or guarantee the exactness of

the descriptions.

Golder Associates Page 2 of 2

IMPORTANT INFORMATION AND LIMITATIONS OF THIS REPORT (cont’d)

Special risks occur whenever engineering or related disciplines are applied to identify subsurface

conditions and even a comprehensive investigation, sampling and testing program may fail to detect all or

certain subsurface conditions. The environmental, geologic, geotechnical, geochemical and hydrogeologic

conditions that Golder interprets to exist between and beyond sampling points may differ from those that

actually exist. In addition to soil variability, fill of variable physical and chemical composition can be

present over portions of the site or on adjacent properties. The professional services retained for this

project include only the geotechnical aspects of the subsurface conditions at the site, unless otherwise

specifically stated and identified in the report. The presence or implication(s) of possible surface and/or

subsurface contamination resulting from previous activities or uses of the site and/or resulting from the

introduction onto the site of materials from off-site sources are outside the terms of reference for this

project and have not been investigated or addressed.

Soil and groundwater conditions shown in the factual data and described in the report are the observed

conditions at the time of their determination or measurement. Unless otherwise noted, those conditions

form the basis of the recommendations in the report. Groundwater conditions may vary between and

beyond reported locations and can be affected by annual, seasonal and meteorological conditions. The

condition of the soil, rock and groundwater may be significantly altered by construction activities (traffic,

excavation, groundwater level lowering, pile driving, blasting, etc.) on the site or on adjacent sites.

Excavation may expose the soils to changes due to wetting, drying or frost. Unless otherwise indicated the

soil must be protected from these changes during construction.

Sample Disposal: Golder will dispose of all uncontaminated soil and/or rock samples 90 days following

issue of this report or, upon written request of the Client, will store uncontaminated samples and materials

at the Client’s expense. In the event that actual contaminated soils, fills or groundwater are encountered or

are inferred to be present, all contaminated samples shall remain the property and responsibility of the

Client for proper disposal.

Follow-Up and Construction Services: All details of the design were not known at the time of

submission of Golder’s report. Golder should be retained to review the final design, project plans and

documents prior to construction, to confirm that they are consistent with the intent of Golder’s report.

During construction, Golder should be retained to perform sufficient and timely observations of

encountered conditions to confirm and document that the subsurface conditions do not materially differ

from those interpreted conditions considered in the preparation of Golder’s report and to confirm and

document that construction activities do not adversely affect the suggestions, recommendations and

opinions contained in Golder’s report. Adequate field review, observation and testing during construction

are necessary for Golder to be able to provide letters of assurance, in accordance with the requirements of

many regulatory authorities. In cases where this recommendation is not followed, Golder’s responsibility

is limited to interpreting accurately the information encountered at the borehole locations, at the time of

their initial determination or measurement during the preparation of the Report.

Changed Conditions and Drainage: Where conditions encountered at the site differ significantly

from those anticipated in this report, either due to natural variability of subsurface conditions or

construction activities, it is a condition of this report that Golder be notified of any changes and be provided

with an opportunity to review or revise the recommendations within this report. Recognition of changed

soil and rock conditions requires experience and it is recommended that Golder be employed to visit the

site with sufficient frequency to detect if conditions have changed significantly.

Drainage of subsurface water is commonly required either for temporary or permanent installations for the

project. Improper design or construction of drainage or dewatering can have serious consequences. Golder

takes no responsibility for the effects of drainage unless specifically involved in the detailed design and

construction monitoring of the system.

January 2011 08-1132-088-0-R01Page 1 of 1

NO. OF AVERAGE STANDARD COEFFICIENT OF DESIGN REBOUNDSECTION READINGS REBOUND DEVIATION VARIATION July 21, 2010 Spring

(mm) (mm) (%) (mm) (mm)Eastbound Driving Lane(1) Station 2+691 to 2+806 11 1.67 0.211 10 2.09 3.13(2) Station 2+806 to 2+936 11 2.15 0.182 7 2.52 3.78(3) Station 2+936 to 3+106 17 0.47 0.078 12 0.63 0.94(4) Station 3+106 to 3+331 21 0.31 0.129 23 0.57 0.85(5) Station 3+331 to 3+551 20 0.34 0.077 16 0.50 0.75

Eastbound Passing Lane(6) Station 3+447 to 3+551 9 0.50 0.115 16 0.73 1.09

Eastbound Turning Lane(7) Station 3+397 to 3+447 (Left) 4 0.29 0.113 22 0.51 0.77

Wesbound Driving Lane(8) Station 2+711 to 2+786 18 2.48 0.563 16 3.60 5.40(9) Station 2+786 to 2+826 4 1.66 0.158 8 1.97 2.96(10) Station 2+826 to 2+886 6 2.58 0.399 12 3.38 5.06(11) Station 2+886 to 2+936 5 1.69 0.152 8 1.99 2.99(12) Station 2+936 to 2+966 2 1.08 0.198 13 1.47 2.21(13) Station 2+966 to 3+196 23 0.48 0.117 16 0.71 1.07(14) Station 3+196 to 3+531 34 0.32 0.149 24 0.62 0.93

Westbound Passing Lane(15) Station 3+351 to 3+456 9 0.21 0.064 19 0.34 0.51(16) Station 3+456 to 3+531 8 0.49 0.207 23 0.91 1.36

Westbound Turning Lane(17) Station 2+796 to 2+866 (Right) 6 0.89 0.117 10 1.12 1.68(18) Station 2+866 to 2+931 (Right) 6 1.12 0.192 13 1.50 2.25(19) Station 3+351 to 3+397 (Left) 4 0.19 0.032 12 0.26 0.38

NOTES: 1. Table to be read in conjunction with accompanying report.2. For section locations, see Plan, Figure 2.

TABLE I

RESULTS OF BENKELMAN BEAM PAVEMENT EVALUATION

Proposed Sarnia Road ReconstructionOakcrossing Gate to Wonderland Road North

London, Ontario

Prepared By: KEChecked By: TP

Golder Associates

January 2011 08-1132-088-0-R01Page 1 of 1

ADDITIONALGRANULAR MATERIAL

SPRING DESIGN LIMITING To Meet LimitingSECTION REBOUND REBOUND Rebound

(mm) (mm) (mm)

Eastbound Driving Lane(1) Station 2+691 to 2+806 3.13 0.9 385(2) Station 2+806 to 2+936 3.78 0.9 420(3) Station 2+936 to 3+106 0.94 0.9 20(4) Station 3+106 to 3+331 0.85 0.9 -(5) Station 3+331 to 3+551 0.75 0.9 -

Eastbound Passing Lane(6) Station 3+447 to 3+551 1.09 1.1 -

Eastbound Turning Lane(7) Station 3+397 to 3+447 (Left) 0.77 1.1 -

Westbound Driving Lane(8) Station 2+711 to 2+786 5.40 0.9 480(9) Station 2+786 to 2+826 2.96 0.9 370(10) Station 2+826 to 2+886 5.06 0.9 470(11) Station 2+886 to 2+936 2.99 0.9 375(12) Station 2+936 to 2+966 2.21 0.9 305(13) Station 2+966 to 3+196 1.07 0.9 70(14) Station 3+196 to 3+531 0.93 0.9 15

Westbound Passing Lane(15) Station 3+351 to 3+456 0.51 1.1 -(16) Station 3+456 to 3+531 1.36 1.1 75

Westbound Turning Lane(17) Station 2+796 to 2+866 (Right) 1.68 1.1 145(18) Station 2+866 to 2+931 (Right) 2.25 1.1 225(19) Station 3+351 to 3+397 (Left) 0.38 1.1 -

NOTES: 1. 25 millimetres of asphalt is considered equivalent to 50 millimetres of granular material.2. Table to be read in conjunction with accompanying report.

London, Ontario

TABLE II

ADDITIONAL PAVEMENT STRUCTURE REQUIRED



Golder Associates

January 2011 08-1132-088-0-R01Page 1 of 15

Golder Associates

TABLE III

SUMMARY OF AUGERHOLES


______London, Ontario______

AUGERHOLE LOCATION DEPTH STRATIGRAPHYWATER

CONTENTVAPOURCONC.3 REMARKS

(m) (%) (ppm)

1 Station 3+525 0.00 to 0.11 Brown silty TOPSOIL10.8 m N of CL 0.11 to 1.22 Brown SILT, some sand, trace gravelcurbed concrete 1.22 to 1.58 Brown SILTY CLAY, trace sand Sample 1

median

2 Station 3+525 0.00 to 0.15 ASPHALT6.9 m N of CL curbed 0.15 to 0.31 Brown crushed sand & gravel, trace silt (BASE)

concrete median 0.31 to 0.96 Brown sand & gravel, trace silt, with cobbles (SUBBASE)0.96 to 1.58 Brown SILTY CLAY, trace sand

3 Station 3+525 0.00 to 0.18 ASPHALT2.75 m S of CL 0.18 to 0.31 Brown crushed sand & gravel, trace silt (BASE)curbed concrete 0.31 to 0.53 Brown SANDY SILT, trace gravel, trace topsoil

median 0.53 to 0.80 Brown SILT, trace sand, trace gravel0.80 to 1.58 Brown SILTY CLAY, trace sand

4 Station 3+525 0.00 to 0.15 ASPHALT13.2 m S of CL 0.15 to 0.31 Brown crushed sand & gravel, trace silt (BASE) Sample 5curbed concrete

median0.31 to 1.58 Brown sand & gravel, trace silt, with cobbles (SUBBASE)

5 Station 3+525 0.00 to 0.15 ASPHALT9.5 m S of CL curbed 0.15 to 0.28 Brown crushed sand & gravel, trace silt (BASE)

concrete median 0.28 to 0.85 Brown sand & gravel, trace silt, with cobbles (SUBBASE) 2.5 Sample 6 – For Grain0.85 to 1.58 Brown CLAYEY SILT, some sand, trace gravel Size Distribution, see

Fig. 6

Table III Continued 08-1132-088-0-R01Page 2 of 15


Golder Associates



(m) (%) (ppm)

6 Station 3+525 0.00 to 0.27 Brown silty TOPSOIL19.2 m S of CL 0.27 to 1.58 Brown SILT, trace sand, trace gravel, trace claycurbed concrete

median

7 Station 3+477 0.00 to 0.11 Brown silty TOPSOIL13.5 m N of CL 0.11 to 0.23 Brown SILT, some sand, trace gravel, trace topsoilcurbed concrete 0.23 to 0.60 Brown SAND & GRAVEL, trace silt

median 0.60 to 1.25 Brown SANDY SILT, trace clay, trace gravel1.25 to 1.58 Brown SILTY CLAY, trace sand

8 Station 3+477 0.00 to 0.14 ASPHALT9.9 m N of CL curbed 0.14 to 0.32 Brown crushed sand & gravel, trace silt (BASE) 2.8 Sample 2 – For Grain

concrete median 0.32 to 0.88 Brown sand & gravel, trace silt with cobbles (SUBBASE) Size Distribution,0.88 to 1.58 Brown CLAYEY SILT, trace sand see Fig. 5

9 Station 3+477 0.00 to 0.11 ASPHALT2.0 m N of CL curbed 0.11 to 0.27 Brown crushed sand & gravel, trace silt (BASE)

concrete median 0.27 to 0.86 Brown sand & gravel, trace silt, with cobbles (SUBBASE)0.86 to 1.58 Brown CLAYEY SILT, trace sand, trace gravel

10 Station 3+477 0.00 to 0.10 Brown silty TOPSOIL12.55 m S of CL 0.10 to 1.58 Brown SILT, some sand, trace gravel Sample 3curbed concrete

median

11 Station 3+477 0.00 to 0.16 ASPHALT6.85 m S of CL 0.16 to 0.31 Brown crushed sand & gravel, trace silt (BASE)curbed concrete 0.31 to 0.89 Brown sand & gravel, trace silt, with cobbles (SUBBASE)

median 0.89 to 1.58 Brown CLAYEY SILT, trace sand, trace gravel



Golder Associates



(m) (%) (ppm)

12 Station 3+477 0.00 to 0.13 ASPHALT2.9 m S of CL curbed 0.13 to 0.31 Brown crushed sand & gravel, trace silt (BASE)

concrete median 0.31 to 0.96 Brown sand & gravel, trace silt, with cobbles (SUBBASE) Sample 40.96 to 1.58 Brown SILT, some clay, trace sand, trace gravel

13 Station 3+427 0.00 to 0.14 ASPHALT5.75 m N of CL 0.14 to 0.36 Brown crushed sand & gravel, trace silt (BASE)

Sarnia Road 0.36 to 0.96 Brown sand & gravel, trace silt, with cobbles (SUBBASE)0.96 to 1.58 Brown CLAYEY SILT, trace sand, trace gravel

14 Station 3+427 0.00 to 0.09 Brown silty TOPSOIL9.9 m N of CL Sarnia 0.09 to 1.25 Brown SILT, some clay, trace sand Sample 7

Road 1.25 to 1.58 Brown CLAYEY SILT, trace sand

15 Station 3+427 0.00 to 0.07 Brown silty TOPSOIL12.0 m S of CL 0.07 to 0.40 Brown SILT, some sand, trace gravelSarnia Road 0.40 to 1.58 Brown CLAYEY SILT, trace sand, trace gravel Sample 10

16 Station 3+427 0.00 to 0.15 ASPHALT5.6 m S of CL Sarnia 0.15 to 0.35 Brown crushed sand & gravel, trace silt (BASE)

Road 0.35 to 0.95 Brown sand & gravel, trace silt, with cobbles (SUBBASE)0.95 to 1.58 Brown CLAYEY SILT, trace sand, trace gravel


Road 0.33 to 1.10 Brown sand & gravel, trace silt, with cobbles (SUBBASE) Sample 111.10 to 1.58 Brown CLAYEY SILT, trace sand, trace gravel



Golder Associates



(m) (%) (ppm)

18 Station 3+371 0.00 to 0.15 ASPHALT4.8 m N of CL Sarnia 0.15 to 0.48 Brown sand & gravel, trace silt (BASE) Sample 8

Road 0.48 to 1.20 Brown sand & gravel, some silt (SUBBASE)1.20 to 1.58 Brown SILTY FINE SAND

19 Station 3+371 0.00 to 0.07 Brown silty TOPSOIL, trace sand8.4 m N of CL Sarnia 0.07 to 0.43 Brown SILT, trace sand, trace gravel

Road 0.43 to 0.85 Brown SILTY SAND, some gravel0.85 to 1.58 Brown SAND & GRAVEL, trace silt


Road 0.28 to 0.80 Brown sand & gravel, trace silt, with cobbles (SUBBASE)0.80 to 1.58 Brown SILTY SAND, trace gravel Sample 9

21 Station 3+371 0.00 to 0.11 Brown silty TOPSOIL10.2 m S of CL 0.11 to 0.52 Brown SILT, trace sand, trace gravelSarnia Road 0.52 to 0.92 Brown CLAYEY SILT, trace sand, trace gravel

0.92 to 1.58 Brown SILTY SAND, trace gravel

22 Station 3+315 0.00 to 0.13 Brown silty TOPSOIL8.7 m N of CL Sarnia 0.13 to 1.25 Brown SILT, some clay, trace gravel, trace sand

Road 1.25 to 1.58 Brown fine SAND, some silt, trace gravel

23 Station 3+315 0.00 to 0.16 ASPHALT4.9 m N of CL Sarnia 0.16 to 0.30 Brown crushed sand & gravel, trace silt (BASE) 3.4 Sample 12 – For Grain

Road 0.30 to 0.73 Brown sand & gravel, trace silt, with cobbles (SUBBASE) Size Distribution, see0.73 to 1.58 Brown SILTY FINE SAND, trace gravel Fig. 5



Golder Associates



(m) (%) (ppm)

24 Station 3+315 0.00 to 0.07 Brown silty TOPSOIL8.8 m S of CL Sarnia 0.07 to 0.38 Brown SILT, trace sand, trace topsoil

Road 0.38 to 1.58 Brown SILTY SAND, trace gravel

25 Station 3+315 0.00 to 0.14 ASPHALT3.05 m S of CL 0.14 to 0.31 Brown crushed sand & gravel, trace silt (BASE) Sample 19Sarnia Road 0.31 to 0.83 Brown sand & gravel, trace silt (SUBBASE)

0.83 to 1.58 Brown fine to medium SAND, some silt, trace gravel

26 Station 3+269 0.00 to 0.07 Brown silty TOPSOIL10.7 m N of CL 0.07 to 0.40 Brown SILT, trace sand, trace gravel

Sarnia Road 0.40 to 0.70 Brown fine SAND, trace silt0.70 to 1.58 Brown SILTY SAND, trace topsoil

27 Station 3+269 0.00 to 0.16 ASPHALT4.8 m N of CL Sarnia 0.16 to 0.33 Brown crushed sand & gravel, trace silt (BASE)

Road 0.33 to 0.98 Brown sand & gravel, trace silt, with cobbles (SUBBASE)0.98 to 1.58 Brown fine to medium SAND Sample 13

28 Station 3+269 0.00 to 0.09 Brown silty TOPSOIL9.8 m S of CL Sarnia 0.09 to 0.41 Brown SILT, some sand, trace topsoil, trace gravel

Road 0.41 to 1.58 Brown fine SAND, some silt, trace gravel Sample 18

29 Station 3+269 0.00 to 0.18 ASPHALT2.65 m S of CL 0.18 to 0.38 Brown crushed sand & gravel, trace silt (BASE)Sarnia Road 0.38 to 0.83 Brown sand & gravel, trace silt, with cobbles (SUBBASE)

0.83 to 1.58 Brown fine to medium SAND, some silt, trace gravel



Golder Associates



(m) (%) (ppm)

30 Station 3+234 0.00 to 0.07 Brown silty TOPSOIL9.8 m N of CL Sarnia 0.07 to 0.33 Brown SILT, some topsoil, trace sand

Road 0.33 to 1.20 Brown SILT, trace sand1.20 to 1.58 Brown SILT, some clay, some sand


Road 0.31 to 0.85 Brown sand & gravel, trace silt, with cobbles (SUBBASE) Sample 140.85 to 1.52 Brown SILTY SAND, trace gravel

32 Station 3+234 0.00 to 0.08 Brown silty TOPSOIL9.65 m S of CL 0.08 to 1.24 Brown SANDY SILT, trace gravel Sample 17Sarnia Road 1.24 to 1.58 Brown SILTY SAND, trace gravel


Road 0.38 to 0.68 Brown sand & gravel, trace silt, with cobbles (SUBBASE)0.68 to 1.58 Brown SILTY SAND, trace gravel

34 Station 3+174 0.00 to 0.08 Brown silty TOPSOIL9.45 m N of CL 0.08 to 1.14 Brown SILT, some sand, trace gravel

Sarnia Road 1.14 to 1.58 Brown CLAYEY SILT, trace sand, trace gravel Sample 15


Road 0.30 to 0.84 Brown sand & gravel, trace silt, with cobbles (SUBBASE)0.84 to 1.58 Brown SILT, some clay, trace sand, trace gravel



Golder Associates



(m) (%) (ppm)


Road 0.34 to 0.87 Brown sand & gravel, trace silt, with cobbles (SUBBASE)0.87 to 1.58 Brown SILT, some sand, trace gravel

37 Station 3+174 0.00 to 0.09 Brown silty TOPSOIL8.95 m S of CL 0.09 to 0.53 Brown SILT, some sand, trace topsoilSarnia Road 0.53 to 0.83 Brown SILTY SAND & GRAVEL

0.83 to 1.58 Brown CLAYEY SILT, trace sand, trace gravel

38 Station 3+130 0.00 to 0.08 Brown silty TOPSOIL9.4 m N of CL Sarnia 0.08 to 0.31 Brown SILT, trace sand, trace gravel

Road 0.31 to 1.08 Brown SANDY SILT, trace gravel1.08 to 1.58 Brown CLAYEY SILT, trace sand, trace gravel


Road 0.31 to 0.75 Brown sand & gravel, trace silt (SUBBASE) 4.5 Sample 20 – For Grain0.75 to 1.05 Brown SILT, some clay, trace sand, trace gravel Size Distribution, see1.05 to 1.58 Brown CLAYEY SILT, some sand, trace gravel Fig. 6


Road 0.33 to 0.76 Brown sand & gravel, trace silt (SUBBASE)0.76 to 1.58 Brown clayey silt, some sand, trace gravel (FILL)

41 Station 3+130 0.00 to 0.07 Brown silty TOPSOIL9.05 m S of CL 0.07 to 1.58 Brown SILT, trace sand, trace gravel Sample 21Sarnia Road



Golder Associates



(m) (%) (ppm)

42 Station 3+084 0.00 to 0.09 Brown silty TOPSOIL8.75 m N of CL 0.09 to 0.79 Brown SANDY SILT, trace gravel

Sarnia Road 0.79 to 1.58 Brown fine to medium SAND, some silt, trace gravel


Road 0.32 to 0.86 Brown sand & gravel, trace silt (SUBBASE) Sample 220.86 to 1.45 Brown fine to medium sand, trace silt, trace gravel (FILL)1.45 to 1.58 Brown silt, trace sand, trace gravel, trace topsoil (FILL)


Road 0.32 to 0.90 Brown sand & gravel, trace silt (SUBBASE)0.90 to 1.40 Brown fine to medium SAND, some silt, trace gravel1.40 to 1.58 Brown SANDY SILT, trace gravel

45 Station 3+084 0.00 to 0.06 Brown silty TOPSOIL10.15 m S of CL 0.06 to 0.23 Brown SILT, trace sand, trace gravel, trace topsoil

Sarnia Road 0.23 to 0.60 Brown SILTY SAND, trace gravel0.60 to 1.58 Brown fine to medium SAND, some silt, trace gravel Sample 23

46 Station 3+029 0.00 to 0.12 Brown silty TOPSOIL8.7 m N of CL Sarnia 0.12 to 0.31 Brown SANDY SILT, trace gravel, trace topsoil

Road 0.31 to 1.58 Brown fine to medium SAND, some silt, trace gravel

47 Station 3+029 0.00 to 0.14 ASPHALT0.3 m N of CL Sarnia 0.14 to 0.27 Brown crushed sand & gravel, trace silt (BASE) Sample 24

Road 0.27 to 0.75 Brown sand & gravel, trace silt, with cobbles (SUBBASE)0.75 to 0.92 Brown fine to medium SAND, some silt, trace gravel0.92 to 1.58 Brown CLAYEY SILT, trace sand, trace gravel



Golder Associates



(m) (%) (ppm)


Road 0.25 to 0.72 Brown sand & gravel, trace silt (SUBBASE) Sample 250.72 to 1.02 Brown fine to medium SAND, some silt, trace gravel1.02 to 1.58 Brown CLAYEY SILT, some sand, trace gravel

49 Station 3+029 0.00 to 0.11 Brown silty TOPSOIL9.8 m S of CL Sarnia 0.11 to 0.37 Brown SANDY SILT, trace gravel

Road 0.37 to 0.95 Brown fine to medium SAND, some silt, trace gravel0.95 to 1.31 Brown SILTY SAND, some gravel1.31 to 1.58 Brown SILTY SAND, trace gravel

50 Station 2+977 0.00 to 0.13 Brown silty TOPSOIL9.4 m N of CL Sarnia 0.13 to 0.48 Brown SANDY SILT, trace gravel, trace topsoil

Road 0.48 to 1.58 Brown SILTY SAND, trace gravel Sample 26

51 Station 2+977 0.00 to 0.17 ASPHALTon CL Sarnia Road 0.17 to 0.34 Brown crushed sand & gravel, trace silt (BASE)

0.34 to 0.86 Brown sand & gravel, trace silt, with cobbles (SUBBASE)0.86 to 1.58 Brown fine to medium SAND, some silt, trace gravel

52 Station 2+977 0.00 to 0.11 Brown silty TOPSOIL9.0 m S of CL Sarnia 0.11 to 0.63 Brown SANDY SILT, trace gravel

Road 0.63 to 0.97 Brown fine to medium SAND, some silt, trace gravel0.97 to 1.40 Brown SILTY SAND, some gravel1.40 to 1.58 Brown SILTY SAND, trace gravel



Golder Associates



(m) (%) (ppm)

53 Station 2+977 0.00 to 0.18 ASPHALT3.3 m S of CL Sarnia 0.18 to 0.34 Brown crushed sand & gravel, trace silt (BASE) 2.3 Sample 27 – For Grain

Road 0.34 to 0.84 Brown sand & gravel, trace silt (SUBBASE) Size Distribution, see0.84 to 1.45 Brown SILTY SAND, trace gravel Fig. 31.45 to 1.58 Brown CLAYEY SILT, trace sand, trace gravel

54 Station 2+928 0.00 to 0.15 Brown crushed sand & gravel, trace silt (BASE)8.1 m N of CL Sarnia 0.15 to 0.50 Brown CLAYEY SILT, trace sand, trace gravel

Road 0.50 to 0.65 Brown silty TOPSOIL, with roots0.65 to 1.58 Brown SILTY CLAY Sample 28

55 Station 2+928 0.00 to 0.10 ASPHALT1.4 m N of CL Sarnia 0.10 to 0.55 Brown sand & gravel, some silt, with cobbles (SUBBASE)

Road 0.55 to 1.58 Brown SILTY CLAY

56 Station 2+928 0.00 to 0.10 ASPHALT2.2 m S of CL Sarnia 0.10 to 0.37 Brown sand & gravel, some silt (SUBBASE) Sample 29

Road 0.37 to 0.67 Brown SILT, some topsoil, trace clay, trace sand0.67 to 1.58 Brown SILTY CLAY

57 Station 2+882 0.00 to 0.12 Brown silty TOPSOIL9.0 m N of CL Sarnia 0.12 to 1.58 Brown SILTY CLAY, trace sand, trace gravel

Road

58 Station 2+882 0.00 to 0.12 ASPHALT1.2 m N of CL Sarnia 0.12 to 0.21 Brown crushed sand & gravel, some silt (BASE) 10 (16.4) Sample 30

Road 0.21 to 0.47 Brown sand & gravel, some silt, with cobbles (SUBBASE)0.47 to 1.58 Brown SILTY CLAY



Golder Associates



(m) (%) (ppm)

59 Station 2+882 0.00 to 0.04 Brown sandy TOPSOIL8.0 m S of CL Sarnia 0.04 to 0.28 Brown sand & gravel, trace silt, with concrete pieces (FILL)

Road 0.28 to 1.58 Brown SILTY CLAY

60 Station 2+882 0.00 to 0.12 ASPHALT2.3 m S of CL Sarnia 0.12 to 0.42 Brown sand & gravel, trace silt, with cobbles (SUBBASE)

Road 0.42 to 1.58 Brown SILTY CLAY, trace sand 0 (0.2) Sample 31

61 Station 2+833 0.00 to 0.08 Brown sandy TOPSOIL9.0 m N of CL Sarnia 0.08 to 0.35 Brown CLAYEY SILT, trace sand

Road 0.35 to 0.52 Brown SAND & GRAVEL, trace silt, with cobbles0.52 to 1.58 Brown SILTY CLAY, trace sand, trace gravel

62 Station 2+833 0.00 to 0.13 ASPHALT1.4 m N of CL Sarnia

Road0.13 to 0.37 Brown crushed sand & gravel, some silt, with cobbles

(BASE)55 (29.4) Sample 32

0.37 to 1.58 Brown SILTY CLAY, trace sand, trace gravel

63 Station 2+833 0.00 to 0.11 ASPHALT1.95 m S of CL 0.11 to 0.35 Brown sand & gravel, some silt, with cobbles (SUBBASE)Sarnia Road 0.35 to 1.58 Brown SILTY CLAY, trace sand, trace gravel

64 Station 2+833 0.00 to 0.27 Brown silty TOPSOIL6.0 m S of CL Sarnia 0.27 to 1.58 Brown SILTY CLAY, trace sand, trace gravel 10 (0.5) Sample 33

Road

65 Station 2+7739.75 m N of CL

0.00 to 0.29 Brown CLAYEY SILT, trace sand, trace gravel, tracetopsoil

Sarnia Road 0.29 to 0.63 Brown SILT, trace sand0.63 to 1.58 Brown SILTY CLAY, trace sand, trace gravel



Golder Associates



(m) (%) (ppm)

66 Station 2+773 0.00 to 0.12 ASPHALT1.85 m N of CL

Sarnia Road0.12 to 0.34 Brown crushed sand & gravel, some silt, with cobbles

(BASE)85 (42.1) Hydrocarbon odour

Sample 340.34 to 0.58 Brown CLAYEY SILT, some topsoil, trace sand0.58 to 0.92 Brown silty TOPSOIL 50 (1.6) Sample 350.92 to 1.58 Brown SILTY CLAY, trace sand, trace gravel

67 Station 2+773 0.00 to 0.18 ASPHALT3.4 m S of CL Sarnia 0.18 to 0.35 Brown crushed sand & gravel, trace silt (BASE) Hydrocarbon odour

Road 0.35 to 0.55 Brown sand & gravel, some silt, with cobbles (SUBBASE)0.55 to 0.81 Brown clayey TOPSOIL0.81 to 1.58 Brown SILTY CLAY, trace sand, trace gravel

68 Station 2+707 0.00 to 0.03 Brown silty TOPSOIL10.3 m N of CL 0.03 to 1.58 Brown SILTY CLAY, trace sand, trace gravel 5 (0.7) Sample 36

Sarnia Road

69 Station 2+707 0.00 to 0.14 Brown silty TOPSOIL17.5 m S of CL 0.14 to 1.58 Brown SILTY CLAY, trace sand, trace gravelSarnia Road

70 Station 2+707 0.00 to 0.12 ASPHALT1.7 m N of CL Sarnia 0.12 to 0.36 Grey sand & gravel, some silt, with cobbles (SUBBASE) 4.2 225 (44.5) Napthalene odour

Sample 37 – For GrainSize Distribution, seeFig. 6

Road 0.36 to 1.58 Brown SILTY CLAY, trace sand, trace gravel


Road 0.24 to 0.37 Grey sand & gravel, some silt (SUBBASE) Napthalene odour0.37 to 0.64 Brown silt, some topsoil, some clay, trace gravel (FILL)



Golder Associates



(m) (%) (ppm)

0.64 to 1.58 Brown SILTY CLAY, trace sand, trace gravel

72 Station 2+647 0.00 to 0.48 Brown silty TOPSOIL24.2 m N of CL 0.48 to 1.58 Brown SILTY CLAY, trace sand, trace gravel 0 (0.4) Sample 38

Sarnia Road

73 Station 2+647 0.00 to 0.18 Brown silty TOPSOIL18.4 m N of CL 0.18 to 2.30 Brown SILTY CLAY, trace sand, trace gravel

Sarnia Road

74 Station 2+647 0.00 to 0.09 Brown silty TOPSOIL11.4 m N of CL 0.09 to 2.30 Brown SILTY CLAY, trace sand, trace gravel

Sarnia Road

75 Station 2+647 0.00 to 0.15 ASPHALT2.2 m S of CL EBL 0.15 to 0.33 Grey crushed sand & gravel, some silt (BASE) Hydrocarbon odour

Sarnia Road 0.33 to 0.57 Brown sand & gravel, some silt, with cobbles (SUBBASE)0.57 to 1.20 Brown and grey SILT, trace clay, trace sand, trace organics Sample 401.20 to 1.65 Brown SILTY SAND

76 Station 2+571 0.00 to 0.06 Brown silty TOPSOIL9.7 m N of CL Sarnia 0.06 to 1.58 Brown SILTY CLAY, trace sand, trace gravel 25 (0.5) Sample 39

Road

77 Station 2+566 0.00 to 0.12 ASPHALT2.0 m S of CL EBL 0.12 to 0.29 Brown sand & gravel, some silt, with cobbles (SUBBASE)

Sarnia Road 0.29 to 1.65 Brown clayey silt, trace sand, trace gravel, trace Sample 41topsoil (FILL)

78 Station 2+459 0.00 to 0.18 Brown crushed sand & gravel, trace silt (BASE) Sample 423.9 m S of CL EBL 0.18 to 0.64 Brown sand & gravel, trace silt (SUBBASE) Groundwater



Golder Associates



(m) (%) (ppm)

Sarnia Road 0.64 to 1.65 Brown SILT, some sand, trace clay encountered at 0.6m

79 Station 2+459 0.00 to 0.07 ASPHALT Groundwaterencountered at 0.7m1.7 m S of CL Sarnia 0.07 to 0.29 Brown crushed sand & gravel, trace silt (BASE)

Road 0.29 to 1.25 Brown sand & gravel, trace silt, with cobbles (SUBBASE)1.25 to 1.65 Brown SILTY CLAY, trace sand Sample 43

80 Station 2+459 0.00 to 0.07 ASPHALT Groundwater0.8 m N of CL Sarnia 0.07 to 0.34 Brown crushed sand & gravel, trace silt (BASE) encountered at 0.75m

Road 0.34 to 0.75 Brown sand & gravel, trace silt, with cobbles (SUBBASE)0.75 to 1.65 Brown SILTY CLAY, trace sand

81 Station 2+374 0.00 to 0.16 Black silty TOPSOIL8.0 m N of CL Sarnia 0.16 to 1.65 Brown SILTY CLAY, trace sand Sample 44

Road


Road 0.22 to 0.73 Brown sand & gravel, trace silt, with cobbles (SUBBASE)0.73 to 1.65 Brown SILT, trace sand, trace clay Sample 45


Road 0.20 to 0.93 Brown sand & gravel, trace silt, with cobbles (SUBBASE)0.93 to 1.65 Brown SILT, some sand, trace clay

84 Station 2+299 0.00 to 0.09 Black silty TOPSOIL Groundwater8.0 m N of CL Sarnia 0.09 to 0.95 Brown SILT, some sand, trace clay encountered at 0.95m

Road 0.95 to 1.60 Brown CLAYEY SILT, trace sand trace gravel (TILL)



Golder Associates



(m) (%) (ppm)


Road 0.08 to 0.52 Brown sand & gravel, trace silt, with cobbles (SUBBASE) 6.1 Sample 46 – For GrainSize Distribution, SeeFig. 6

0.52 to 1.65 Brown CLAYEY SILT, trace sand trace gravel (TILL)

86 Station 2+299 0.00 to 0.10 Black clayey TOPSOIL6.7 m S of CL Sarnia 0.10 to 1.65 Brown CLAYEY SILT, trace sand trace gravel (TILL) Sample 47

Road

NOTES: 1. Augerholes drilled between July 22 and 27, 2010.2. For augerhole locations, see Location Plan, Figure 4.3. Headspace combustible vapour concentration (headspace organic vapour concentration).4. Augerhole dry during drilling unless noted otherwise.5. Table to be read in conjunction with accompanying report.


January 2011 08-1132-088-0-R01Page 1 of 2

Sample ID: SA 32 SA 34 SA 37Sampling Date: 26-Jul-10 26-Jul-10 26-Jul-10Sample Depth2: 0.1 to 0.4 0.1 to 0.3 0.1 to 0.4

Sample Material:sand & gravel

(BASE)sand & gravel

(BASE)sand & gravel(SUBBASE)

2004 MOETABLE 1

2009 MOETABLE 1

2004 MOETABLE 3

2009 MOETABLE 3

Headspace Concentration3: 55 ppm / 29.4 ppm 85 ppm / 42.1 ppm 225 ppm / 44.5 ppm STANDARD1,4 STANDARD1,5 STANDARD1,6 STANDARD1,7

PARAMETERBenzene < 0.02 < 0.02 < 0.02 0.002 0.02 25 0.4Toluene < 0.02 0.04 0.05 0.002 0.2 150 78Ethylbenzene < 0.02 0.18 0.22 0.002 0.05 1000 19Total Xylene 0.18 1.2 1.6 0.002 0.05 210 30

PHC F1 (C6-10)8 11 48 50 - 10 660 65PHC F2 (C>10-16) 140 130 190 - 10 1500 250PHC F3 (C>16-34) 640 1400 1300 - 50 2500 2500PHC F4 (C>34) 1900 3000 2000 - 50 6600 6600PHC F4G 7500 14000 18000 - 50 6600 6600

TABLE IV

ANALYTICAL RESULTS FOR PETROLEUM HYDROCARBONS AND BTEX IN SOIL SAMPLES


London, Ontario

RESULTS1

Golder Associates

Table IV Continued 08-1132-088-0-R01Page 2 of 2

NOTES: 1. All values shown as micrograms per gram (ug/g) unless otherwise noted.2. Sample depth in metres below ground surface (mbgs).3. Combustible headspace concentration/organic headspace concentration. Parts per million (ppm).4. MOE, Soil, Ground Water and Sediment Standards for Use Under Part XV.1 of the EPA, March 2004. Table 1: Full Depth Background Site Condition Standards. Values listed apply to All Other Types of Property Uses.5. MOE, Soil, Ground Water and Sediment Standards for Use Under Part XV.1 of the EPA, July 2009. Table 1: Full Depth Background Site Condition Standards. Values listed apply to residential/parkland/institutional/industrial/commercial/community property use.6. MOE, Soil, Ground Water and Sediment Standards for Use Under Part XV.1 of the EPA, March 2004. Table 3: Full Depth Generic Site Condition Standards in a non-potable groundwater condition. Values listed apply to industrial/commercial/community property use and medium to fine textured soil.7. MOE, Soil, Ground Water and Sediment Standards for Use Under Part XV.1 of the EPA, July 2009. Table 3: Full Depth Generic Site Condition Standards in a non-potable groundwater condition. Values listed apply to industrial/commercial/community property use and medium to fine textured soil.8. PHC F1 (C6-10) values do not include BTEX.9. In accordance with MOE Protocol for Analytical Methods Used in the Assessment of Properties Under Part XV.1 of the EPA, March 2004. Only the greater value between PHC F4 and PHC F4G (Gravimetric) is used to compare with the PHC F4 standard.10. "<" indicates concentration is below the laboratory detection limit.11. Values in bold exceed the 2004 Table 1 standards. Underlined values exceed the 2009 Table 1 standards. Italicized values exceed the 2004 Table 3 standards. Shaded values exceed the 2009 Table 3 standards.12. Table to be read in conjunction with accompanying report.

ANALYTICAL RESULTS FOR PETROLEUM HYDROCARBONS AND BTEX IN SOIL SAMPLES

Prepared by: LJJChecked by: TCH

Golder Associates

January 2011 08-1132-088-0-R01Page 1 of 1

RESULTS1

Sample ID: SA 37Sampling Date: 26-Jul-10Sample Depth2: 0.1 to 0.4 2004 MOE 2009 MOE 2004 MOE 2009 MOE

Sample Material:sand & gravel(SUBBASE)

TABLE 1

STANDARD1,3TABLE 1

STANDARD1,4TABLE 3

STANDARD1,5TABLE 3

STANDARD1,6

PARAMETERAcenaphthene <0.2 0.07 0.072 1300 96Acenaphthylene <0.1 0.08 0.093 840 0.17Anthracene <0.1 0.16 0.16 28 0.74Benzo(a)anthracene <0.2 0.74 0.36 40 0.96Benzo(a)pyrene <0.1 0.49 0.3 1.9 0.3Benzo(b/j)fluoranthene <0.2 0.47 0.47 19 0.96Benzo(g,h,i)perylene <0.4 0.68 0.68 40 9.6Benzo(k)fluoranthene <0.2 0.48 0.48 19 0.96Chrysene <0.2 0.69 2.8 19 9.6Dibenz(a,h)anthracene <0.4 0.16 0.1 1.9 0.1Fluoranthene <0.1 1.1 0.56 40 9.6Fluorene 0.1 0.12 0.12 350 69Indeno(1,2,3-cd)pyrene <0.4 0.38 0.23 19 0.951-Methylnaphthalene 0.5 0.26 0.59 1600 852-Methylnaphthalene 0.7 0.29 0.59 1600 85total Methylnaphthalene 1.2 - 0.59 1600 85Naphthalene 0.4 0.09 0.09 40 26Phenanthrene 0.3 0.69 0.69 40 16Pyrene <0.1 1.0 1 250 96

NOTES: 1. All values shown as micrograms per gram (ug/g) unless otherwise noted.2. Sample depth in metres below ground surface (mbgs).3. MOE, Soil, Ground Water and Sediment Standards for Use Under Part XV.1 of the EPA, March 2004. Table 1: Full Depth Background Site Condition Standards. Values listed apply to all Other Types of Property Uses.4. MOE, Soil, Ground Water and Sediment Standards for Use Under Part XV.1 of the EPA, July 2009. Table 1: Full Depth Background Site Condition Standards. Values listed apply to residential/parkland/institutional/industrial/ commercial/community property use.5. MOE, Soil, Ground Water and Sediment Standards for Use Under Part XV.1 of the EPA, March 2004. Table 3: Full Depth Generic Site Condition Standards in a non-potable groundwater condition. Values listed apply to industrial/commercial/community property use and medium to fine textured soil.6. MOE, Soil, Ground Water and Sediment Standards for Use Under Part XV.1 of the EPA, July 2009. Table 3: Full Depth Generic Site Condition Standards in a non-potable groundwater condition. Values listed apply to industrial/ commercial/community property use and medium to fine textured soil.7. "<" indicates concentration is below the laboratory detection limit.8. Values in bold exceed the 2004 Table 1 standards. Underlined values exceed the 2009 Table 1 standards.

Italicized values exceed the 2004 Table 3 standards. Shaded values exceed the 2009 Table 3 standards.9. Table to be read in conjunction with accompanying report.

IN SOIL SAMPLES

TABLE V

ANALYTICAL RESULTS FOR POLYCYCLIC AROMATIC HYDROCARBONS


London, Ontario


Golder Associates

January 2011 08-1132-088-0-R01Page 1 of 1

RESULTS1

Sample ID: SA 37Sampling Date: 26-Jul-10Sample Depth2: 0.1 to 0.4 2004 MOE 2009 MOE 2004 MOE 2009 MOE

Sample Material:sand & gravel(SUBBASE)

TABLE 1

STANDARD1,3TABLE 1

STANDARD1,4TABLE 3

STANDARD1,5TABLE 3

STANDARD1,6

PARAMETERAroclor 1016 <0.01 - - - -Aroclor 1221 <0.01 - - - -Aroclor 1232 <0.01 - - - -Aroclor 1242 <0.01 - - - -Aroclor 1248 0.18 - - - -Aroclor 1254 <0.01 - - - -Aroclor 1260 0.08 - - - -Aroclor 1262 <0.01 - - - -Aroclor 1268 <0.01 - - - -Total PCB 0.26 0.3 0.3 25 1.1

NOTES: 1. All values shown as micrograms per gram (ug/g) unless otherwise noted.2. Sample depth in metres below ground surface (mbgs).3. MOE, Soil, Ground Water and Sediment Standards for Use Under Part XV.1 of the EPA, March 2004. Table 1: Full Depth Background Site Condition Standards. Values listed apply to all Other Types of Property Uses.4. MOE, Soil, Ground Water and Sediment Standards for Use Under Part XV.1 of the EPA, July 2009. Table 1: Full Depth Background Site Condition Standards. Values listed apply to residential/parkland/institutional/industrial/ commercial/community property use.5. MOE, Soil, Ground Water and Sediment Standards for Use Under Part XV.1 of the EPA, March 2004. Table 3: Full Depth Generic Site Condition Standards in a non-potable groundwater condition. Values listed apply to medium to fine textured soil.6. MOE, Soil, Ground Water and Sediment Standards for Use Under Part XV.1 of the EPA, July 2009. Table 3: Full Depth Generic Site Condition Standards in a non-potable groundwater condition. Values listed apply to industrial/ commercial/community property use and medium to fine textured soil.7. "<" indicates concentration is below the laboratory detection limit.8. Values in bold exceed the 2004 Table 1 standards. Underlined values exceed the 2009 Table 1 standards.

Italicized values exceed the 2004 Table 3 standards. Shaded values exceed the 2009 Table 3 standards.9. Table to be read in conjunction with accompanying report.

TABLE VI

ANALYTICAL RESULTS FOR POLYCHLORINATED BIPHENYLS IN SOIL SAMPLES


London, Ontario


Golder Associates

January 2011 08-1132-088-0-R01Page 1 of 2

SA 3726-Jul-10 SCHEDULE 4

0.1 to 0.4 CRITERIA4

PARAMETER UnitsInorganicsFluoride mg/L 0.2 150.0Cyanide mg/L <0.002 20.0(Nitrate + Nitrite) as N mg/L <0.1 1000MetalsArsenic (As) mg/L <0.2 2.5Barium (Ba) mg/L 0.6 100.0Boron (B) mg/L <0.1 500.0Cadmium (Ca) mg/L <0.05 0.5Chromium (Cr) mg/L <0.1 5.0Lead (Pb) mg/L <0.1 5.0Mercury (Hg) mg/L <0.001 0.1Selenium (Se) mg/L <0.1 1.0Silver (Ag) mg/L <0.01 5.0Uranium (U) mg/L <0.01 10.0Volatile OrganicsBenzene mg/L <0.02 0.5Carbon Tetrachloride mg/L <0.02 0.5Chlorobenzene mg/L <0.02 8.0Chloroform mg/L <0.02 10.01,2-Dichlorobenzene mg/L <0.05 20.01,4-Dichlorobenzene mg/L <0.05 0.51,2-Dichloroethane mg/L <0.05 0.51,1 Dichloroethylene mg/L <0.02 1.4Methylene Chloride (Dichloromethane) mg/L <0.2 5.0Methyl Ethyl Ketone (2-Butanone) mg/L <0.5 200.0Tetrachloroethylene mg/L <0.02 3.0Trichloroethylene mg/L <0.02 5.0Vinyl Chloride mg/L <0.02 0.2

TABLE VII

ANALYTICAL RESULTS FOR TOXICITY CHARACTERISTIC LEACHING PROCEDURE


London, Ontario

RESULTSSample Identification:

Sample Date:

Sampling Depth (mbgs1):

Golder Associates

Table VII Continued 08-1132-088-0-R01Page 2 of 2

SA 3726-Jul-10 SCHEDULE 40.1 to 0.4 CRITERIA4

PARAMETER UnitsSemivolatile OrganicsBenzo(a)pyrene ug/L <0.1 1

PCBs ug/L <3 300

NOTES: 1. All depths are expressed as metres below ground surface (mbgs).2. MOE, Regulation 558, Schedule 4 - Leachate Quality Criteria.3. Table to be read in conjunction with accompanying report.

RESULTSSample Identification:

Sample Date:

Sampling Depth (mbgs1):

ANALYTICAL RESULTS FOR TOXICITY CHARACTERISTIC LEACHING PROCEDURE


Golder Associates

January 2011 08-1132-088-0-R01Page 1 of 1

BH2 SA7 BH3 SA7 BH4 SA7 AH81 SA44 AH82 SA45 2004 2009silty clay silty clay silty clay silty clay silt TABLE 1 TABLE 1

UNITS 5.2 to 5.7 m 5.2 to 5.7 m 5.1 to 5.5 m 1.0 m 1.0 m STANDARDS1 STANDARDS2

METALS

Antimony µg/g <0.8 <0.8 <0.8 <0.8 <0.8 1.0 1.3Arsenic µg/g 4 4 4 6 4 17 18Barium µg/g 91 89 120 84 35 210 220Beryllium µg/g 0.7 0.8 0.7 0.9 <0.5 1.2 2.5Boron µg/g 23 26 26 19 9 - 36Boron (Hot Water Extractable) µg/g 0.34 0.27 0.35 0.13 0.10 - -Cadmium µg/g <0.5 <0.5 <0.5 <0.5 <0.5 1.0 1.2Chromium µg/g 24 27 29 28 11 71 70Chromium, Hexavalent µg/g <0.2 <0.2 <0.2 <0.2 <0.2 2.5 0.66Cobalt µg/g 9.3 9.9 11.0 12.4 5.3 21 21Copper µg/g 17 19 19 20 10 85 92Lead µg/g 8 8 9 15 6 120 120Mercury µg/g 0.02 0.03 0.02 0.03 <0.01 0.23 0.27Molybdenum µg/g 0.5 0.6 0.6 0.5 <0.5 2.5 2Nickel µg/g 22 25 27 30 11 43 82Selenium µg/g <0.4 <0.4 <0.4 <0.4 <0.4 1.9 1.5Silver µg/g <0.2 <0.2 <0.2 <0.2 <0.2 0.42 0.5Thallium µg/g <0.4 <0.4 <0.4 <0.4 <0.4 2.5 1Uranium µg/g 0.9 1.1 1.0 0.8 0.6 - 2.5Vanadium µg/g 31 35 35 37 18 91 86Zinc µg/g 45 49 53 59 27 160 290

INORGANICS

Cyanide, Free µg/g <0.05 <0.05 <0.05 <0.05 <0.05 0.12 0.051Electrical Conductivity mS/cm 0.464 0.759 0.451 1.99 1.00 0.57 0.57Sodium Adsorption Ratio N/A 0.261 0.736 0.213 17.0 12.8 2.4 2.4pH pH units 7.93 7.85 7.83 7.83 7.92 - -Chloride µg/g 25 369 65 1290 610 330 -Nitrate + Nitrite µg/g <1 <1 <1 2 <1 61 -

NOTES: 1. Table 1 Standard as listed in the MOE 'Soil, Ground Water and Sediment Standards for Use Under Part XV.1 of the Environmental Protection Act' (March 2004), All Other Types of Property Uses.2. Table 1 Standard as listed in the MOE 'Soil, Ground Water and Sediment Standards for Use Under Part XV.1 of the Environmental Protection Act' (July 2009), All Other Types of Property Uses.3. "-" No applicable standard or not analyzed.4. "<" = Below laboratory reportable detection limits.5. Values in BOLD exceed the MOE 2004 Table 1 standards. Underlined values exceed the MOE 2009 Table 1 standards.6. Table to be read in conjunction with accompanying report.

PARAMETER

SAMPLE

TABLE VIII

ANALYTICAL RESULTS FOR METALS AND INORGANICS IN SOIL


London, Ontario

Prepared By: TPChecked By: LJJ

LIST OF ABBREVIATIONS

Golder Associates

The abbreviations commonly employed on Records of Boreholes, on figures and in the text of the report are as follows: I. SAMPLE TYPE III. SOIL DESCRIPTION AS Auger sample (a) Cohesionless Soils BS Block sample CS Chunk sample Density Index N SS Split-spoon (Relative Density) Blows/300 mm or Blows/ft. DS Denison type sample FS Foil sample Very loose 0 to 4 RC Rock core Loose 4 to 10 SC Soil core Compact 10 to 30 ST Slotted tube Dense 30 to 50 TO Thin-walled, open Very dense over 50 TP Thin-walled, piston WS Wash sample (b) Cohesive Soils II. PENETRATION RESISTANCE Consistency cu,su Standard Penetration Resistance (SPT), N: kPa psf

The number of blows by a 63.5 kg. (140 lb.) hammer dropped 760 mm (30 in.) required to drive a 50 mm (2 in.) split spoon sampler for a distance of 300 mm (12 in.)

Very soft Soft Firm Stiff Very stiff Hard

0 to 12 12 to 25 25 to 50 50 to 100 100 to 200 over 200

0 to 250 250 to 500 500 to 1,000 1,000 to 2,000 2,000 to 4,000 over 4,000

Dynamic Cone Penetration Resistance; Nd: IV. SOIL TESTS

The number of blows by a 63.5 kg (140 lb.) hammer dropped 760 mm (30 in.) to drive uncased a 50 mm (2 in.) diameter, 60º cone attached to “A” size drill rods for a distance of 300 mm (12 in.).

w wp wl C

water content plastic limit liquid limit consolidation (oedometer) test

CHEM chemical analysis (refer to text) PH: Sampler advanced by hydraulic pressure CID consolidated isotropically drained triaxial test1 PM: Sampler advanced by manual pressure WH: Sampler advanced by static weight of hammer

CIU consolidated isotropically undrained triaxial test with porewater pressure measurement1

WR: Sampler advanced by weight of sampler and rod DR relative density (specific gravity, Gs) DS direct shear test Piezo-Cone Penetration Test (CPT) M sieve analysis for particle size

A electronic cone penetrometer with a 60° conical tip and a project end area of 10 cm2 pushed through ground at a penetration rate of 2 cm/s. Measurements of tip resistance (Qt), porewater pressure (PWP) and friction along a sleeve are recorded electronically at 25 mm penetration intervals.

MH MPC SPC OC SO4 UC UU

combined sieve and hydrometer (H) analysis Modified Proctor compaction test Standard Proctor compaction test organic content test concentration of water-soluble sulphates unconfined compression test unconsolidated undrained triaxial test

V field vane (LV-laboratory vane test) γ unit weight Note: 1 Tests which are anisotropically consolidated prior to

shear are shown as CAD, CAU.

LIST OF SYMBOLS

Golder Associates

Unless otherwise stated, the symbols employed in the report are as follows: I. General (a) Index Properties (continued) π 3.1416 w water content ln x, natural logarithm of x w1 liquid limit log10 x or log x, logarithm of x to base 10 wp plastic limit g acceleration due to gravity lp plasticity index = (w1 – wp) t time ws shrinkage limit F factor of safety IL liquidity index = (w – wp)/Ip V volume IC consistency index = (w1 – w) /Ip W weight emax void ratio in loosest state emin void ratio in densest state II. STRESS AND STRAIN ID density index = (emax – e) / (emax - emin)

(formerly relative density) γ shear strain (b) Hydraulic Properties ∆ change in, e.g. in stress: ∆ σ h hydraulic head or potential ε linear strain q rate of flow εv volumetric strain v velocity of flow η coefficient of viscosity i hydraulic gradient v poisson’s ratio k hydraulic conductivity (coefficient of permeability) σ total stress j seepage force per unit volume σ′ effective stress (σ′ = σ-u) σ′vo initial effective overburden stress (c) Consolidation (one-dimensional) σ1, σ2, σ3 principal stress (major, intermediate, minor) σoct mean stress or octahedral stress

= (σ1+σ2+σ3)/3 Cc

Cr compression index (normally consolidated range) recompression index (over-consolidated range)

τ shear stress Cs swelling index u porewater pressure Ca coefficient of secondary consolidation E modulus of deformation mv coefficient of volume change G shear modulus of deformation cv coefficient of consolidation K bulk modulus of compressibility Tv time factor (vertical direction) U degree of consolidation III. SOIL PROPERTIES σ′p pre-consolidation pressure OCR over-consolidation ratio = σ′p/σ′vo

(a) Index Properties (d) Shear Strength ρ(γ) bulk density (bulk unit weight*) ρd(γd) dry density (dry unit weight) τp, τr peak and residual shear strength ρw(γw) density (unit weight) of water φ′ effective angle of internal friction ρs(γs) density (unit weight) of solid particles δ angle of interface friction γ′ unit weight of submerged soil (γ′ = γ- γw)) µ coefficient of friction = tan δ DR relative density (specific gravity) of solid

particles (DR = ρs/ ρw) (formerly Gs) c′

cu,su effective cohesion undrained shear strength (φ = 0 analysis)

e void ratio p mean total stress (σ1 + σ3)/2 n S

porosity degree of saturation

p′ q qu

mean effective stress (σ′1 + σ′3)/2 (σ1 + σ3)/2 or (σ′1 + σ′3)/2 compressive strength (σ1 + σ3)

St sensitivity Notes: 1 τ = c′ + σ′ tan φ′ 2 shear strength = (compressive strength)/2 * density symbol is ρ. Unit weight symbol is γ where

γ = ρg (i.e. mass density x acceleration due to gravity)

Borehole dry duringdrilling on July 27, 2010.

PO

WE

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0.21

0.76

1.37

1.89

5.18

281.98

281.43

280.82

280.30

277.01

Brown SILTY TOPSOIL, trace gravel

Brown clayey silt, some topsoil, tracesand, trace gravel (FILL)

Compact brown sandy silt, somegravel, asphalt (FILL)

Very stiff brown clayey silt, trace sand,trace gravel, trace topsoil (FILL)

Hard brown SILTY CLAY, trace sand,trace gravel (TILL)

Very stiff to hard, grey SILTY CLAY,trace sand, with silt seams

SS

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267.80

267.41

265.73

264.51

Very stiff to hard, grey SILTY CLAY,trace sand, with silt seams

Very dense greySAND AND GRAVEL, some silt

Very dense brown SANDY SILT, traceclay, trace gravel, with sand, tracegravel layers (TILL)

Hard grey CLAYEY SILT, trace sand,trace gravel (TILL)

END OF BOREHOLE

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2.50276.41

Brown SILTY TOPSOIL

Firm brown clayey silt, trace sand, tracegravel, trace topsoil, metal (FILL)

Very stiff to hard brown, becoming greyat about elev. 273.5m SILTY CLAY,trace sand, with silt seams

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PROJECT: 08-1132-088-0


LDN

_BH

S_0

2 0

8-11

32-

088

-0.G

PJ

20

/01/

11 D

AT

A IN

PU

T: L

MK

20 40 60 80

Q -U -

nat V.rem V.


20 40 60 80


SAMPLES

TY

PE


NU

MB

ER


BLO

WS

/0.3

m

H

7

5

18

39

45

36

32

20

39

20

24

1

2

3

4

5

6

7

8

9

10

11

TR

ICO

NE

OP

EN

HO

LEO

PE

N H

OLE

11.89

12.65

13.25

15.54

15.97

267.02

266.26

265.66

263.37

262.94

Very stiff to hard brown, becoming greyat about elev. 273.5m SILTY CLAY,trace sand, with silt seams

Very dense brown SANDY SILT, tracegravel, trace clay (TILL)

Very dense brown SAND ANDGRAVEL, some silt

Very dense grey SANDY SILT, traceclay, trace gravel (TILL)

Very dense greySILTY SAND AND GRAVEL, trace clay

END OF BOREHOLE

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

ELE

VA

TIO

N


Wp

10-6 10-5 10-4 10-3

SOIL PROFILE

INSTALLATIONAND


ELEV.DESCRIPTION

10 20 30 40ST

RA

TA

PLO

T

W


(m)BO

RIN

G M

ET

HO

D

269

268

267

266

265

264

263

262

AD

DIT

ION

AL

LAB

. TE

ST

ING

Wl


1 : 50

MA

DE

PT

H S

CA

LEM

ET

RE

S

9

10

11

12

13

14

15

16

17

18

19


LOGGED:

CHECKED:

DEPTH SCALE

PROJECT: 08-1132-088-0


LDN

_BH

S_0

2 0

8-11

32-

088

-0.G

PJ

20

/01/

11 D

AT

A IN

PU

T: L

MK

20 40 60 80

Q -U -

nat V.rem V.


20 40 60 80


SAMPLES

TY

PE


NU

MB

ER


BLO

WS

/0.3

m

H

MH

20

27

31

29

67

101

100/125mm

115/175mm

103/175mm

100/125mm

12

13

14

15

16

17

18

19

20

21


PO

WE

R A

UG

ER

MU

D R

OT

AR

Y

HO

LLO

W S

TE

MO

PE

N H

OLE

HO

LLO

W S

TE

MO

PE

N H

OLE

0.06

0.82

1.22

281.76

281.36

ASPHALTBrown crushed sand and gravel, tracesilt (FILL)Brown sand and gravel, some silt, withcobbles (FILL)

Stiff brown clayey silt, trace sand, tracegravel, trace topsoil (FILL)

Very stiff to hard brown, becoming greyat about elev. 277.6m SILTY CLAY,trace sand, trace gravel

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

ELE

VA

TIO

N


Wp

10-6 10-5 10-4 10-3

SOIL PROFILE

INSTALLATIONAND


ELEV.DESCRIPTION

10 20 30 40ST

RA

TA

PLO

T

W


(m)BO

RIN

G M

ET

HO

D

283

282

281

280

279

278

277

276

275

274

AD

DIT

ION

AL

LAB

. TE

ST

ING

Wl



1 : 50

MA

DE

PT

H S

CA

LEM

ET

RE

S

0

1

2

3

4

5

6

7

8

9

LOGGED:

CHECKED:

DEPTH SCALE

282.58ROAD SURFACE

PROJECT: 08-1132-088-0


LDN

_BH

S_0

2 0

8-11

32-

088

-0.G

PJ

20

/01/

11 D

AT

A IN

PU

T: L

MK

20 40 60 80

Q -U -

nat V.rem V.


20 40 60 80


SAMPLES

TY

PE


NU

MB

ER


BLO

WS

/0.3

m

H

14

24

49

38

37

21

16

15

15

21

35

1

2

3

4

5

6

7

8

9

10

11

MU

D R

OT

AR

Y

OP

EN

HO

LEO

PE

N H

OLE

13.41

16.46

17.22

17.83

18.75

269.17

266.12

265.36

264.75

263.83

Very stiff to hard brown, becoming greyat about elev. 277.6m SILTY CLAY,trace sand, trace gravel

Very stiff grey SILTY CLAY, trace sand,with silt partings

Hard grey and brown CLAYEY SILT,trace sand, trace gravel (TILL)

Very dense brown SILTY FINE SAND,trace gravel

Hard grey CLAYEY SILT, some sand,trace gravel, with silty sand layers(TILL)

Hard grey SILTY CLAY, trace sand,with silt seams

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

ELE

VA

TIO

N


Wp

10-6 10-5 10-4 10-3

SOIL PROFILE

INSTALLATIONAND


ELEV.DESCRIPTION

10 20 30 40ST

RA

TA

PLO

T

W


(m)BO

RIN

G M

ET

HO

D

273

272

271

270

269

268

267

266

265

264

AD

DIT

ION

AL

LAB

. TE

ST

ING

Wl



1 : 50

MA

DE

PT

H S

CA

LEM

ET

RE

S

9

10

11

12

13

14

15

16

17

18

19


LOGGED:

CHECKED:

DEPTH SCALE

PROJECT: 08-1132-088-0


LDN

_BH

S_0

2 0

8-11

32-

088

-0.G

PJ

20

/01/

11 D

AT

A IN

PU

T: L

MK

20 40 60 80

Q -U -

nat V.rem V.


20 40 60 80


SAMPLES

TY

PE


NU

MB

ER


BLO

WS

/0.3

m

H

MH

27

35

30

39

25

24

19

26

22

23

45

92

97

101/225mm

12

13

14

15

16

17

18

19

20

21

22

23

24

25

MU

D R

OT

AR

Y

OP

EN

HO

LEO

PE

N H

OLE

20.27

20.57

20.82

262.31

262.01

261.76

Hard grey SILTY CLAY, trace sand,with silt seams

Very dense grey SILT, trace sand, tracegravel

Hard grey SILTY CLAY, with silt seams

END OF BOREHOLE

SS

SS

SS

ELE

VA

TIO

N


Wp

10-6 10-5 10-4 10-3

SOIL PROFILE

INSTALLATIONAND


ELEV.DESCRIPTION

10 20 30 40ST

RA

TA

PLO

T

W


(m)BO

RIN

G M

ET

HO

D

263

262

261

AD

DIT

ION

AL

LAB

. TE

ST

ING

Wl


1 : 50

MA

DE

PT

H S

CA

LEM

ET

RE

S

19

20

21

22

23

24

25

26

27

28

29


LOGGED:

CHECKED:

DEPTH SCALE

PROJECT: 08-1132-088-0


LDN

_BH

S_0

2 0

8-11

32-

088

-0.G

PJ

20

/01/

11 D

AT

A IN

PU

T: L

MK

20 40 60 80

Q -U -

nat V.rem V.


20 40 60 80


SAMPLES

TY

PE


NU

MB

ER


BLO

WS

/0.3

m

H97

60/75mm

60/100mm

25

26

27


PO

WE

R A

UG

ER

HO

LLO

W S

TE

MH

OLL

OW

ST

EM

0.23

3.66

282.42

278.99

Brown SILTY TOPSOIL

Hard brown SILTY CLAY, trace sand,trace gravel (TILL)

Very stiff to hard brown, becoming greyat about elev. 278.5m SILTY CLAY,trace sand

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

ELE

VA

TIO

N


Wp

10-6 10-5 10-4 10-3

SOIL PROFILE

INSTALLATIONAND


ELEV.DESCRIPTION

10 20 30 40ST

RA

TA

PLO

T

W


(m)BO

RIN

G M

ET

HO

D

283

282

281

280

279

278

277

276

275

274

AD

DIT

ION

AL

LAB

. TE

ST

ING

Wl



1 : 50

MA

DE

PT

H S

CA

LEM

ET

RE

S

0

1

2

3

4

5

6

7

8

9

LOGGED:

CHECKED:

DEPTH SCALE


PROJECT: 08-1132-088-0


LDN

_BH

S_0

2 0

8-11

32-

088

-0.G

PJ

20

/01/

11 D

AT

A IN

PU

T: L

MK

20 40 60 80

Q -U -

nat V.rem V.


20 40 60 80


SAMPLES

TY

PE


NU

MB

ER


BLO

WS

/0.3

m

H

62

42

43

33

36

19

30

23

24

21

36

22

1

2

3

4

5

6

7

8

9

10

11

12

PO

WE

R A

UG

ER

MU

D R

OT

AR

Y

HO

LLO

W S

TE

MO

PE

N H

OLE

HO

LLO

W S

TE

MO

PE

N H

OLE

14.02

15.60

16.31

17.07

17.83

268.63

267.05

266.34

265.58

264.82

Very stiff to hard brown, becoming greyat about elev. 278.5m SILTY CLAY,trace sand

Very stiff grey SILTY CLAY, trace sand,with silt seams

Hard grey CLAYEY SILT, trace sand,trace gravel (TILL)

Dense grey SANDY SILT, some clay,trace gravel (TILL)

Very dense grey SILTY FINE SAND,trace gravel

Hard grey CLAYEY SILT, some sand,trace gravel, with silt seams (TILL)

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

ELE

VA

TIO

N


Wp

10-6 10-5 10-4 10-3

SOIL PROFILE

INSTALLATIONAND


ELEV.DESCRIPTION

10 20 30 40ST

RA

TA

PLO

T

W


(m)BO

RIN

G M

ET

HO

D

273

272

271

270

269

268

267

266

265

264

AD

DIT

ION

AL

LAB

. TE

ST

ING

Wl



1 : 50

MA

DE

PT

H S

CA

LEM

ET

RE

S

9

10

11

12

13

14

15

16

17

18

19


LOGGED:

CHECKED:

DEPTH SCALE

PROJECT: 08-1132-088-0


LDN

_BH

S_0

2 0

8-11

32-

088

-0.G

PJ

20

/01/

11 D

AT

A IN

PU

T: L

MK

20 40 60 80

Q -U -

nat V.rem V.


20 40 60 80


SAMPLES

TY

PE


NU

MB

ER


BLO

WS

/0.3

m

MH

MH

MH

22

28

25

17

15

22

21

23

19

30

38

62

101/225mm

106/225mm

12

13

14

15

16

17

18

19

20

21

22

23

24

25

MU

D R

OT

AR

Y

OP

EN

HO

LEO

PE

N H

OLE

20.70261.95

Hard grey CLAYEY SILT, some sand,trace gravel, with silt seams (TILL)

END OF BOREHOLE

SS

SS

ELE

VA

TIO

N


Wp

10-6 10-5 10-4 10-3

SOIL PROFILE

INSTALLATIONAND


ELEV.DESCRIPTION

10 20 30 40ST

RA

TA

PLO

T

W


(m)BO

RIN

G M

ET

HO

D

263

262

261

AD

DIT

ION

AL

LAB

. TE

ST

ING

Wl


1 : 50

MA

DE

PT

H S

CA

LEM

ET

RE

S

19

20

21

22

23

24

25

26

27

28

29


LOGGED:

CHECKED:

DEPTH SCALE

PROJECT: 08-1132-088-0


LDN

_BH

S_0

2 0

8-11

32-

088

-0.G

PJ

20

/01/

11 D

AT

A IN

PU

T: L

MK

20 40 60 80

Q -U -

nat V.rem V.


20 40 60 80


SAMPLES

TY

PE


NU

MB

ER


BLO

WS

/0.3

m

109

70/125mm

26

27

Borehole dry duringdrilling onAugust 3, 2010.

PO

WE

R A

UG

ER

MU

D R

OT

AR

Y

HO

LLO

W S

TE

MO

PE

N H

OLE

HO

LLO

W S

TE

MO

PE

N H

OLE

0.09

5.64

7.92

274.77

272.49

Brown SILTY TOPSOIL

Stiff brown and grey silty clay, trace tosome sand, trace gravel, trace topsoil(FILL)

Stiff to very stiff grey SILTY CLAY,trace sand, with silt seams

Stiff to very stiff grey SILTY CLAY,trace sand

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

ELE

VA

TIO

N


Wp

10-6 10-5 10-4 10-3

SOIL PROFILE

INSTALLATIONAND


ELEV.DESCRIPTION

10 20 30 40ST

RA

TA

PLO

T

W


(m)BO

RIN

G M

ET

HO

D

281

280

279

278

277

276

275

274

273

272

AD

DIT

ION

AL

LAB

. TE

ST

ING

Wl

SHEET 1 OF 2RECORD OF BOREHOLE 5BORING DATE: August 3, 2010


1 : 50

MA

DE

PT

H S

CA

LEM

ET

RE

S

0

1

2

3

4

5

6

7

8

9

LOGGED:

CHECKED:

DEPTH SCALE


PROJECT: 08-1132-088-0


LDN

_BH

S_0

2 0

8-11

32-

088

-0.G

PJ

20

/01/

11 D

AT

A IN

PU

T: L

MK

20 40 60 80

Q -U -

nat V.rem V.


20 40 60 80


SAMPLES

TY

PE


NU

MB

ER


BLO

WS

/0.3

m

MH

13

10

9

8

9

11

10

13

24

16

16

12

1

2

3

4

5

6

7

8

9

10

11

12

MU

D R

OT

AR

Y

OP

EN

HO

LEO

PE

N H

OLE

10.21

13.26

14.78

15.12

16.15

16.76

17.83

18.07

270.20

267.15

265.63

265.29

264.26

263.65

262.58

262.34

Stiff to very stiff grey SILTY CLAY,trace sand


Dense grey SILT, trace sand, trace clay

Very dense brown SANDY SILT (TILL)

Very dense brown SILTY SAND, tracegravel

Very dense grey SANDY SILT, tracegravel (TILL)

Hard grey CLAYEY SILT, trace sand,trace gravel, with silt seams (TILL)

Very dense grey SANDY SILT, traceclay, trace gravel (TILL)END OF BOREHOLE

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

ELE

VA

TIO

N


Wp

10-6 10-5 10-4 10-3

SOIL PROFILE

INSTALLATIONAND


ELEV.DESCRIPTION

10 20 30 40ST

RA

TA

PLO

T

W


(m)BO

RIN

G M

ET

HO

D

271

270

269

268

267

266

265

264

263

262

AD

DIT

ION

AL

LAB

. TE

ST

ING

Wl


1 : 50

MA

DE

PT

H S

CA

LEM

ET

RE

S

9

10

11

12

13

14

15

16

17

18

19


LOGGED:

CHECKED:

DEPTH SCALE

PROJECT: 08-1132-088-0


LDN

_BH

S_0

2 0

8-11

32-

088

-0.G

PJ

20

/01/

11 D

AT

A IN

PU

T: L

MK

20 40 60 80

Q -U -

nat V.rem V.


20 40 60 80


SAMPLES

TY

PE


NU

MB

ER


BLO

WS

/0.3

m

MH

12

14

10

17

18

18

30

65

80

77

25/25mm

12/10mm

100/100mm

12

13

14

15

16

17

18

19

20

21

22

23

24

Borehole dry duringdrilling onAugust 9 to 11, 2010.P

OW

ER

AU

GE

RM

UD

RO

TA

RY

HO

LLO

W S

TE

MO

PE

N H

OLE

HO

LLO

W S

TE

MO

PE

N H

OLE

Stiff to very stiff brown to grey at aboutelev. 278.7m SILTY CLAY, trace sand

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

ELE

VA

TIO

N


Wp

10-6 10-5 10-4 10-3

SOIL PROFILE

INSTALLATIONAND


ELEV.DESCRIPTION

10 20 30 40ST

RA

TA

PLO

T

W


(m)BO

RIN

G M

ET

HO

D

281

280

279

278

277

276

275

274

273

272

AD

DIT

ION

AL

LAB

. TE

ST

ING

Wl

SHEET 1 OF 3RECORD OF BOREHOLE 6BORING DATE: August 9, 2010 - August 11, 2010


1 : 50

TP

DE

PT

H S

CA

LEM

ET

RE

S

0

1

2

3

4

5

6

7

8

9

LOGGED:

CHECKED:

DEPTH SCALE


PROJECT: 08-1132-088-0


LDN

_BH

S_0

2 0

8-11

32-

088

-0.G

PJ

20

/01/

11 D

AT

A IN

PU

T: L

MK

20 40 60 80

Q -U -

nat V.rem V.


20 40 60 80


SAMPLES

TY

PE


NU

MB

ER


BLO

WS

/0.3

m

H

22

18

10

9

8

8

10

11

12

10

11

1

2

3

4

5

6

7

8

9

10

11

MU

D R

OT

AR

Y

OP

EN

HO

LEO

PE

N H

OLE

16.31

16.61

17.98

264.54

264.24

262.87

Stiff to very stiff brown to grey at aboutelev. 278.7m SILTY CLAY, trace sand

Very dense brown fine SAND, trace silt

Very dense SANDY SILT, some clay,trace gravel (TILL)

Dense to very dense grey SILT, somesand, trace clay, with silty clay layers

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

ELE

VA

TIO

N


Wp

10-6 10-5 10-4 10-3

SOIL PROFILE

INSTALLATIONAND


ELEV.DESCRIPTION

10 20 30 40ST

RA

TA

PLO

T

W


(m)BO

RIN

G M

ET

HO

D

271

270

269

268

267

266

265

264

263

262

AD

DIT

ION

AL

LAB

. TE

ST

ING

Wl



1 : 50

TP

DE

PT

H S

CA

LEM

ET

RE

S

9

10

11

12

13

14

15

16

17

18

19


LOGGED:

CHECKED:

DEPTH SCALE

PROJECT: 08-1132-088-0


LDN

_BH

S_0

2 0

8-11

32-

088

-0.G

PJ

20

/01/

11 D

AT

A IN

PU

T: L

MK

20 40 60 80

Q -U -

nat V.rem V.


20 40 60 80


SAMPLES

TY

PE


NU

MB

ER


BLO

WS

/0.3

m

H

10

13

15

6

13

11

16

15

14

59

60

71

100/250mm

12

13

14

15

16

17

18

19

20

21

22

23

24

MU

D R

OT

AR

Y

OP

EN

HO

LEO

PE

N H

OLE

22.71

24.08

258.14

256.77

Dense to very dense grey SILT, somesand, trace clay, with silty clay layers

Hard grey SILTY CLAY, with silt seams

END OF BOREHOLE

SS

SS

SS

SS

SS

SS

SS

ELE

VA

TIO

N


Wp

10-6 10-5 10-4 10-3

SOIL PROFILE

INSTALLATIONAND


ELEV.DESCRIPTION

10 20 30 40ST

RA

TA

PLO

T

W


(m)BO

RIN

G M

ET

HO

D

261

260

259

258

257

256

AD

DIT

ION

AL

LAB

. TE

ST

ING

Wl


1 : 50

TP

DE

PT

H S

CA

LEM

ET

RE

S

19

20

21

22

23

24

25

26

27

28

29


LOGGED:

CHECKED:

DEPTH SCALE

PROJECT: 08-1132-088-0


LDN

_BH

S_0

2 0

8-11

32-

088

-0.G

PJ

20

/01/

11 D

AT

A IN

PU

T: L

MK

20 40 60 80

Q -U -

nat V.rem V.


20 40 60 80


SAMPLES

TY

PE


NU

MB

ER


BLO

WS

/0.3

m

H

89

90

48

60

48

76

100/250mm

25

26

27

28

29

30

31

Borehole dry duringdrilling onAugust 9 & 10, 2010.

MA

NU

AL

AU

GE

R

0.27

0.61

4.27

274.65

274.31

270.65

Brown silt, some gravel, some sand,trace clay (FILL)

Loose brown sand and gravel, some silt(FILL)

Firm to very stiff grey SILTY CLAY,trace sand with silt partings

END OF BORHEOLE

SS

SS

SS

SS

SS

SS

ELE

VA

TIO

N


Wp

10-6 10-5 10-4 10-3

SOIL PROFILE

INSTALLATIONAND


ELEV.DESCRIPTION

10 20 30 40ST

RA

TA

PLO

T

W


(m)BO

RIN

G M

ET

HO

D

275

274

273

272

271

270

AD

DIT

ION

AL

LAB

. TE

ST

ING

Wl

(( * NOTE: Blows/0.3m Are Approximate Standard Penetration N Value Only. ))


1 : 50

MA

DE

PT

H S

CA

LEM

ET

RE

S

0

1

2

3

4

5

6

7

8

9

LOGGED:

CHECKED:

DEPTH SCALE


PROJECT: 08-1132-088-0


LDN

_BH

S_0

2 0

8-11

32-

088

-0.G

PJ

20

/01/

11 D

AT

A IN

PU

T: L

MK

20 40 60 80

Q -U -

nat V.rem V.


20 40 60 80


SAMPLES

TY

PE


NU

MB

ER


BLO

WS

/0.3

m

7

6

10

14

19

14

1

2

3

4

5

6

Borehole dry duringdrilling onAugust 9 & 10, 2010.

MA

NU

AL

AU

GE

R

0.06

0.24

0.61

4.27

274.33

273.96

270.30

Railway ballast (FILL)Brown sandy silt, some gravel, traceclay, trace topsoil (FILL)Grey sand and gravel, trace silt (FILL)

Firm to stiff grey SILTY CLAY, tracesand with silt partings

END OF BOREHOLE

SS

SS

SS

SS

SS

ELE

VA

TIO

N


Wp

10-6 10-5 10-4 10-3

SOIL PROFILE

INSTALLATIONAND


ELEV.DESCRIPTION

10 20 30 40ST

RA

TA

PLO

T

W


(m)BO

RIN

G M

ET

HO

D

275

274

273

272

271

270

AD

DIT

ION

AL

LAB

. TE

ST

ING

Wl



1 : 50

MA

DE

PT

H S

CA

LEM

ET

RE

S

0

1

2

3

4

5

6

7

8

9

LOGGED:

CHECKED:

DEPTH SCALE


PROJECT: 08-1132-088-0


LDN

_BH

S_0

2 0

8-11

32-

088

-0.G

PJ

20

/01/

11 D

AT

A IN

PU

T: L

MK

20 40 60 80

Q -U -

nat V.rem V.


20 40 60 80


SAMPLES

TY

PE


NU

MB

ER


BLO

WS

/0.3

m

6

10

11

12

15

1

2

3

4

5


MA

NU

AL

AU

GE

R

0.21

0.61

0.91

1.07

4.27

274.46

274.06

273.76

270.40

Brown silty sand, some clay, somegravel (FILL)

Brown sand and gravel, some silt(FILL)

CLAY TILE

Loose brown sand and gravel, some silt(FILL)

Stiff to very stiff grey SILTY CLAY,trace sand with silt partings

END OF BOREHOLE

SS

SS

SS

SS

SS

ELE

VA

TIO

N


Wp

10-6 10-5 10-4 10-3

SOIL PROFILE

INSTALLATIONAND


ELEV.DESCRIPTION

10 20 30 40ST

RA

TA

PLO

T

W


(m)BO

RIN

G M

ET

HO

D

275

274

273

272

271

270

AD

DIT

ION

AL

LAB

. TE

ST

ING

Wl



1 : 50

MA

DE

PT

H S

CA

LEM

ET

RE

S

0

1

2

3

4

5

6

7

8

9

LOGGED:

CHECKED:

DEPTH SCALE


PROJECT: 08-1132-088-0


LDN

_BH

S_0

2 0

8-11

32-

088

-0.G

PJ

20

/01/

11 D

AT

A IN

PU

T: L

MK

20 40 60 80

Q -U -

nat V.rem V.


20 40 60 80


SAMPLES

TY

PE


NU

MB

ER


BLO

WS

/0.3

m4

9

10

15

17

1

2

3

4

5


MA

NU

AL

AU

GE

R

0.06

0.24

4.27

273.97

269.94

Brown sand, trace silt (FILL)Brown silt, some clay, trace sand (FILL)

Firm to stiff grey SILTY CLAY, tracesand, with silt seams

END OF BOREHOLE

SS

SS

SS

SS

SS

ELE

VA

TIO

N


Wp

10-6 10-5 10-4 10-3

SOIL PROFILE

INSTALLATIONAND


ELEV.DESCRIPTION

10 20 30 40ST

RA

TA

PLO

T

W


(m)BO

RIN

G M

ET

HO

D

275

274

273

272

271

270

269A

DD

ITIO

NA

LLA

B. T

ES

TIN

G

Wl



1 : 50

MA

DE

PT

H S

CA

LEM

ET

RE

S

0

1

2

3

4

5

6

7

8

9

LOGGED:

CHECKED:

DEPTH SCALE


PROJECT: 08-1132-088-0


LDN

_BH

S_0

2 0

8-11

32-

088

-0.G

PJ

20

/01/

11 D

AT

A IN

PU

T: D

CH

20 40 60 80

Q -U -

nat V.rem V.


20 40 60 80


SAMPLES

TY

PE


NU

MB

ER


BLO

WS

/0.3

m

6

9

9

12

12

1

2

3

4

5

Groundwaterencountered at aboutelev. 273.2m duringdrilling onAugust 20, 2010.

MA

NU

AL

AU

GE

R

Enc. WL

0.37

0.88

1.07

1.22

4.27

274.01

273.43

273.24

270.04

Brown sand and gravel, trace silt (FILL)

Brown clayey silt (FILL)

Brown sand and gravel (FILL)

CLAY TILE

Brown sand and gravel (FILL)

Stiff grey SILTY CLAY, trace sand

END OF BOREHOLE

SS

SS

SS

SS

SS

ELE

VA

TIO

N


Wp

10-6 10-5 10-4 10-3

SOIL PROFILE

INSTALLATIONAND


ELEV.DESCRIPTION

10 20 30 40ST

RA

TA

PLO

T

W


(m)BO

RIN

G M

ET

HO

D

275

274

273

272

271

270

AD

DIT

ION

AL

LAB

. TE

ST

ING

Wl



1 : 50

MA

DE

PT

H S

CA

LEM

ET

RE

S

0

1

2

3

4

5

6

7

8

9

LOGGED:

CHECKED:

DEPTH SCALE


PROJECT: 08-1132-088-0


LDN

_BH

S_0

2 0

8-11

32-

088

-0.G

PJ

20

/01/

11 D

AT

A IN

PU

T: D

CH

20 40 60 80

Q -U -

nat V.rem V.


20 40 60 80


SAMPLES

TY

PE


NU

MB

ER


BLO

WS

/0.3

m2

8

12

13

9

1

2

3

4

5


MA

NU

AL

AU

GE

R

0.09

0.49

1.37

4.11

274.46

273.58

270.84

Railway ballast (FILL)

Brown sand and gravel, trace silt (FILL)

Firm brown clayey silt, trace sand,gravel (FILL)

Stiff grey SILTY CLAY, trace sand

END OF BOREHOLE

SS

SS

SS

SS

SS

ELE

VA

TIO

N


Wp

10-6 10-5 10-4 10-3

SOIL PROFILE

INSTALLATIONAND


ELEV.DESCRIPTION

10 20 30 40ST

RA

TA

PLO

T

W


(m)BO

RIN

G M

ET

HO

D

275

274

273

272

271

270

AD

DIT

ION

AL

LAB

. TE

ST

ING

Wl



1 : 50

MA

DE

PT

H S

CA

LEM

ET

RE

S

0

1

2

3

4

5

6

7

8

9

LOGGED:

CHECKED:

DEPTH SCALE


PROJECT: 08-1132-088-0


LDN

_BH

S_0

2 0

8-11

32-

088

-0.G

PJ

20

/01/

11 D

AT

A IN

PU

T: D

CH

20 40 60 80

Q -U -

nat V.rem V.


20 40 60 80


SAMPLES

TY

PE


NU

MB

ER


BLO

WS

/0.3

m5

12

17

16

19

1

2

3

4

5


PO

WE

R A

UG

ER

HO

LLO

W S

TE

MH

OLL

OW

ST

EM

0.34

0.640.76

1.37

5.18

274.56

274.26

273.53

269.72

Brown silty sand and gravel, tracetopsoil (FILL)

Brown silty topsoil, trace gravel, wood(FILL)Brown silt, trace sand, trace gravel,trace topsoil (FILL)

Firm brown SILTY CLAY, trace sand

Stiff to hard brown, becoming grey atabout elev. 270.9m SILTY CLAY, tracesand, with silt partings

END OF BOREHOLE

SS

SS

SS

SS

SS

SS

ELE

VA

TIO

N


Wp

10-6 10-5 10-4 10-3

SOIL PROFILE

INSTALLATIONAND


ELEV.DESCRIPTION

10 20 30 40ST

RA

TA

PLO

T

W


(m)BO

RIN

G M

ET

HO

D

275

274

273

272

271

270

269

AD

DIT

ION

AL

LAB

. TE

ST

ING

Wl


1 : 50

MA

DE

PT

H S

CA

LEM

ET

RE

S

0

1

2

3

4

5

6

7

8

9

LOGGED:

CHECKED:

DEPTH SCALE


PROJECT: 08-1132-088-0


LDN

_BH

S_0

2 0

8-11

32-

088

-0.G

PJ

20

/01/

11 D

AT

A IN

PU

T: L

MK

20 40 60 80

Q -U -

nat V.rem V.


20 40 60 80


SAMPLES

TY

PE


NU

MB

ER


BLO

WS

/0.3

m

MH

5

14

29

30

26

14

1

2

3

4

5

6


PO

WE

R A

UG

ER

SO

LID

ST

EM

SO

LID

ST

EM

0.46

5.18

278.52

273.80

Brown SILTY TOPSOIL

Firm to very stiff brown, becoming greyat about elev. 276.1m SILTY CLAY,trace sand

END OF BORHEOLE

SS

SS

SS

SS

SS

SS

ELE

VA

TIO

N


Wp

10-6 10-5 10-4 10-3

SOIL PROFILE

INSTALLATIONAND


ELEV.DESCRIPTION

10 20 30 40ST

RA

TA

PLO

T

W


(m)BO

RIN

G M

ET

HO

D

279

278

277

276

275

274

273

AD

DIT

ION

AL

LAB

. TE

ST

ING

Wl


1 : 50

MA

DE

PT

H S

CA

LEM

ET

RE

S

0

1

2

3

4

5

6

7

8

9

LOGGED:

CHECKED:

DEPTH SCALE


PROJECT: 08-1132-088-0


LDN

_BH

S_0

2 0

8-11

32-

088

-0.G

PJ

20

/01/

11 D

AT

A IN

PU

T: L

MK

20 40 60 80

Q -U -

nat V.rem V.


20 40 60 80


SAMPLES

TY

PE


NU

MB

ER


BLO

WS

/0.3

m11

24

23

14

7

9

1

2

3

4

5

6


PO

WE

R A

UG

ER

SO

LID

ST

EM

SO

LID

ST

EM

0.15

0.58

0.76

5.18

280.46

280.28

275.86

Brown crushed sand and gravel, tracesilt (FILL)Brown silty clay, trace sand, gravel,topsoil (FILL)Brown sand and gravel, trace silt (FILL)Brown clayey silt, trace sand, tracegravel, trace topsoil (FILL)

Firm to hard brown becoming grey atabout elev. 276.6m SILTY CLAY, tracesand

END OF BOREHOLE

SS

SS

SS

SS

SS

SS

ELE

VA

TIO

N


Wp

10-6 10-5 10-4 10-3

SOIL PROFILE

INSTALLATIONAND


ELEV.DESCRIPTION

10 20 30 40ST

RA

TA

PLO

T

W


(m)BO

RIN

G M

ET

HO

D

282

281

280

279

278

277

276

275

AD

DIT

ION

AL

LAB

. TE

ST

ING

Wl


1 : 50

MA

DE

PT

H S

CA

LEM

ET

RE

S

0

1

2

3

4

5

6

7

8

9

LOGGED:

CHECKED:

DEPTH SCALE


PROJECT: 08-1132-088-0


LDN

_BH

S_0

2 0

8-11

32-

088

-0.G

PJ

20

/01/

11 D

AT

A IN

PU

T: L

MK

20 40 60 80

Q -U -

nat V.rem V.


20 40 60 80


SAMPLES

TY

PE


NU

MB

ER


BLO

WS

/0.3

m

MH

7

10

16

32

18

10

1

2

3

4

5

6


PO

WE

R A

UG

ER

SO

LID

ST

EM

SO

LID

ST

EM

0.09

2.43

5.18

281.01

278.26

Brown crushed sand and gravel, somesilt (FILL)

Very stiff brown SILTY CLAY (TILL)

Very stiff to stiff brown, becoming greyat about elev. 279.8m SILTY CLAY,trace sand

END OF BOREHOLE

SS

SS

SS

SS

SS

SS

ELE

VA

TIO

N


Wp

10-6 10-5 10-4 10-3

SOIL PROFILE

INSTALLATIONAND


ELEV.DESCRIPTION

10 20 30 40ST

RA

TA

PLO

T

W


(m)BO

RIN

G M

ET

HO

D

284

283

282

281

280

279

278A

DD

ITIO

NA

LLA

B. T

ES

TIN

G

Wl


1 : 50

MA

DE

PT

H S

CA

LEM

ET

RE

S

0

1

2

3

4

5

6

7

8

9

LOGGED:

CHECKED:

DEPTH SCALE


PROJECT: 08-1132-088-0


LDN

_BH

S_0

2 0

8-11

32-

088

-0.G

PJ

20

/01/

11 D

AT

A IN

PU

T: L

MK

20 40 60 80

Q -U -

nat V.rem V.


20 40 60 80


SAMPLES

TY

PE


NU

MB

ER


BLO

WS

/0.3

m20

21

23

21

11

13

1

2

3

4

5

6

Groundwaterencountered at aboutelev. 274.8m duringdrilling onAugust 9, 2010.

MA

NU

AL

AU

GE

R

OP

EN

HO

LEO

PE

N H

OLE

0.46

2.90

4.27

274.79

272.35

270.98

Brown silty sand and gravel (FILL)

Firm to stiff brown to grey at about elev.274.6m SILTY CLAY, trace sand, tracegravel (TILL)


END OF BOREHOLE

SS

SS

SS

SS

SS

ELE

VA

TIO

N


Wp

10-6 10-5 10-4 10-3

SOIL PROFILE

INSTALLATIONAND


ELEV.DESCRIPTION

10 20 30 40ST

RA

TA

PLO

T

W


(m)BO

RIN

G M

ET

HO

D

276

275

274

273

272

271

270A

DD

ITIO

NA

LLA

B. T

ES

TIN

G

Wl



1 : 50

MA

DE

PT

H S

CA

LEM

ET

RE

S

0

1

2

3

4

5

6

7

8

9

LOGGED:

CHECKED:

DEPTH SCALE


PROJECT: 08-1132-088-0


LDN

_BH

S_0

2 0

8-11

32-

088

-0.G

PJ

20

/01/

11 D

AT

A IN

PU

T: L

MK

20 40 60 80

Q -U -

nat V.rem V.


20 40 60 80


SAMPLES

TY

PE


NU

MB

ER


BLO

WS

/0.3

m

MH

7

7

13

13

17

1

2

3

4

5


MA

NU

AL

AU

GE

R

OP

EN

HO

LEO

PE

N H

OLE

0.09

0.37

0.61

0.85

4.27

274.94

274.70

274.46

271.04

Brown sand and gravel, ballast, tracesilt (FILL)Brown silt, some clay, some gravel,trace sand (FILL)Brown sand and gravel, some silt(FILL)CLAY TILE

Firm to very stiff grey SILTY CLAY,trace sand

END OF BOREHOLE

SS

SS

SS

SS

SS

ELE

VA

TIO

N


Wp

10-6 10-5 10-4 10-3

SOIL PROFILE

INSTALLATIONAND


ELEV.DESCRIPTION

10 20 30 40ST

RA

TA

PLO

T

W


(m)BO

RIN

G M

ET

HO

D

276

275

274

273

272

271

AD

DIT

ION

AL

LAB

. TE

ST

ING

Wl



1 : 50

MA

DE

PT

H S

CA

LEM

ET

RE

S

0

1

2

3

4

5

6

7

8

9

LOGGED:

CHECKED:

DEPTH SCALE


PROJECT: 08-1132-088-0


LDN

_BH

S_0

2 0

8-11

32-

088

-0.G

PJ

20

/01/

11 D

AT

A IN

PU

T: L

MK

20 40 60 80

Q -U -

nat V.rem V.


20 40 60 80


SAMPLES

TY

PE


NU

MB

ER


BLO

WS

/0.3

m

H

5

12

8

16

20

1

2

3

4

5

CITY OF LONDON BOUNDARY

CITY OFLONDON

WHARNCLIF

FE R

OAD

HIGHWAY 402

EXETER ROAD

HIGHWAY 401

WE

LLING

TON

RO

AD

COMMISSIONERS ROAD

DUNDAS STREET

HIG

HBURY AVENUE

CLARKE RO

AD

SPRINGBANK DRIVEOXFORD STREET

WO

NDE

RLAND ROAD

SARNIA ROAD

FANSHAWE PARK ROAD

RICHM

OND STREET

HYD

E PARK RO

AD

0 2000 4000 m

1:100000

SCALE IN METRES

LOCATION PLAN

Dra

win

g fil

e: 0

8113

2088

0-R

0100

1.dw

g

Jan

19,

201

1 - 9

:34a

m

08-1132-088-0

AS SHOWN 0

LK/DH/WF JAN. 17/11

0811320880-R01001

FIGURE 1

SITE

REFERENCEDRAWING BASED ON CANMAP STREETFILES, V2008.4.

NOTESTHIS DRAWING IS TO BE READ IN CONJUNCTION WITHACCOMPANYING TEXT.

ALL LOCATIONS ARE APPROXIMATE ONLY.

PROPOSED SARNIA ROAD RECONSTRUCTIONOAKCROSSING GATE TO WONDERLAND ROAD NORTH

LONDON, ONTARIO

BENKELMAN BEAM REBOUNDSECTION LOCATIONS

TITLE

PROJECT No. FILE No.

CADD

CHECK

SCALE

PROJECT

REV.

REFERENCEDRAWING SUPPLIED BY DILLON, SARNIA ROAD, HYDE PARKROAD TO WONDERLAND ROAD, GENERAL ARRANGEMENTRECEIVED DEC. 2010;AND CITY OF LONDON CITYCD V.2008.

NOTESLEGEND

Dra

win

g fil

e: 0

8113

2088

0-R

0100

2.dw

g

Jan

19,

201

1 - 9

:39a

m

0811320880-R0100208-1132-088-0

AS SHOWN

DH/LK/WF JAN. 17/11


LONDON, ONTARIO

FIGURE 2

THIS DRAWING IS TO BE READ IN CONJUNCTION WITHACCOMPANYING TEXT

MA

TCH

LIN

E A

MA

TCH

LIN

E A

MA

TCH

LIN

E B

ALL LOCATIONS ARE APPROXIMATE ONLY.(16)

BENKELMAN BEAM REBOUND SECTION NUMBERS (REFERTO TABLES I & II OF REPORT)

MA

TCH

LIN

E B

1:750

0 15 30mSCALE IN METRES

0

10

20

30

40

50

60

70

80

90

100

0.00010.0010.010.1110100

U.S.S. Sieve Size, meshes/inch

FIGURE

1 8 200

N/A

GRAIN SIZE, mm

6

mediumfine

4 3 30

Size of openings, inches

SILT AND CLAY

4

finecoarse

60

AG

100

GRAVEL SIZE

501.5

PE

RC

EN

T F

INE

R T

HA

N

3/8 103/4 403

coarse

GRAIN SIZE DISTRIBUTION

16

CobbleSize

5

SAND SIZE

1/2 20

GRANULAR ROADBASE08-1132-088-0PROJECT No. FILE No.

TITLE

SCALE REV.

LONDON, ONTARIOLDN

_GS

D G

LDR

_LD

N.G

DT

DRAWN

CHECK

PROJECT

DEPTH (m)SAMPLE

2

12

27

37

LEGENDBOREHOLESYMBOL

AG-8

AG-23

AG-53

AG-70

0.2

0.2

0.3

0.2

SHADED AREA INDICATESOPSS GRANULAR A SPECIFICATIONS

Jan. 18/11

0811320880-R01005


LONDON, ONTARIO

0

10

20

30

40

50

60

70

80

90

100

0.00010.0010.010.1110100


FIGURE

1 8 200

N/A

GRAIN SIZE, mm

6

mediumfine

4 3 30


SILT AND CLAY

4

finecoarse

60

AG

100

GRAVEL SIZE

501.5

PE

RC

EN

T F

INE

R T

HA

N

3/8 103/4 403

coarse


16

CobbleSize

6

SAND SIZE

1/2 20

GRANULAR SUBBASE08-1132-088-0PROJECT No. FILE No.

TITLE

SCALE REV.

LONDON, ONTARIOLDN

_GS

D G

LDR

_LD

N.G

DT

DRAWN

CHECK

PROJECT

DEPTH (m)SAMPLE

6

20

46


AG-5

AG-39

AG-85

0.6

0.5

0.3

SHADED AREA INDICATESOPSS GRANULAR B TYPE I SPECIFICATIONS

Jan. 18/11

0811320880-R01006


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0.00010.0010.010.1110100


FIGURE

1 8 200

N/A

GRAIN SIZE, mm

6

mediumfine

4 3 30


SILT AND CLAY

4

finecoarse

60

AG

100

GRAVEL SIZE

0811320880-R01007

501.5

PE

RC

EN

T F

INE

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HA

N

3/8 103/4 403

coarse


16

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1/2 20

silty clay (FILL)08-1132-088-0PROJECT No. FILE No.

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5 276.7

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^^

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finecoarse

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501.5

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3/8 103/4 40

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08-1132-088-0

FIGURE

1 8 200

N/A

GRAIN SIZE, mm

6

mediumfine

4 3 1001/2 20 30


SILT AND CLAY

4


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0811320880-R01008

PROJECT

81461241425612519343

276.0271.4274.3269.7279.3271.8263.5278.2273.6276.8266.1272.4277.8272.8

LEGENDELEV (m)SOURCE SAMPLESYMBOL

1 1 2 2 3 3 3 4 4 6 6 13 15 18

Jan. 18/11


LONDON, ONTARIO

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0.00010.0010.010.1110100

1/2 20 30


SILT AND CLAY

4

finecoarse

60

DCH

SILTY CLAY TILL

501.5

PE

RC

EN

T F

INE

R T

HA

N

3/8 103/4 40

coarse


16

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FIGURE

1 8 200

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6

mediumfine

4 3 100

9

0811320880-R01009PROJECT No. FILE No.

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SYMBOL BOREHOLE272.7317

LEGENDELEV (m)SAMPLE

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LONDON, ONTARIO

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0.00010.0010.010.1110100


FIGURE

1 8 200

N/A

GRAIN SIZE, mm

6

mediumfine

4 3 30


SILT AND CLAY

4

finecoarse

60

DCH

100

GRAVEL SIZE

501.5

PE

RC

EN

T F

INE

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N

3/8 103/4 403

coarse


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CLAYEY SILT TILL08-1132-088-0PROJECT No. FILE No.

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ELEV (m)SAMPLE

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24


3

4

265.7

264.6

0811320880-R01010

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SILT AND CLAY

4

finecoarse

60

DCH

SANDY SILT TILL

501.5

PE

RC

EN

T F

INE

R T

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N

3/8 103/4 40

coarse


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CobbleSize

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SAND SIZE


08-1132-088-0

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1 8 200

N/A

GRAIN SIZE, mm

6

mediumfine

4 3 100

0811320880-R01011PROJECT No. FILE No.

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SYMBOL BOREHOLE266.1265.1266.0

211822

124

LEGENDELEV (m)SAMPLE

Jan. 18/11


LONDON, ONTARIO

0.010.1110100


FIGURE

1 8 200

N/A

GRAIN SIZE, mm

6

mediumfine

4 3 30


SILT AND CLAY

4

finecoarse

60

DCH

100

GRAVEL SIZE

501.5

PE

RC

EN

T F

INE

R T

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3/8 103/4 403

coarse


16


1/2 20

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ELEV (m)SAMPLE

26


6 260.8

SILT, with silty clay layers

Jan. 18/11

0811320880-R01012

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0.00010.0010.010.1110100


FIGURE

1 8 200

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GRAIN SIZE, mm

6

mediumfine

4 3 30


SILT AND CLAY

4

finecoarse

60

DCH

100

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501.5

PE

RC

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3/8 103/4 403

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1/2 20

SILTY SAND08-1132-088-0PROJECT No. FILE No.

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5 264.6

13Jan. 18/11

0811320880-R01013


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INFERRED SECTION A-A'

REFERENCEDRAWING SUPPLIED BY DILLON, SARNIA ROAD, HYDE PARKROAD TO WONDERLAND ROAD, GENERAL ARRANGEMENTRECEIVED DEC. 2010;AND CITY OF LONDON CITYCD V.2008.

NOTES

LEGEND

Dra

win

g fil

e: 0

8113

2088

0-R

0101

4.dw

g

Jan

19,

201

1 - 1

0:53

am

0811320880-R0101408-1132-088-0

AS SHOWN

WDF Jan. 18/11


LONDON, ONTARIO

FIGURE 14

THIS DRAWING IS TO BE READ IN CONJUNCTION WITHACCOMPANYING TEXT

TITLE


CADD

CHECK

SCALE

PROJECT

REV.

FOR SECTION LOCATION REFER TO FIGURE 3.

BOREHOLE (CURRENT INVESTIGATION)

ALL LOCATIONS ARE APPROXIMATE ONLY.FOR DETAILS REFER TORECORD OF BOREHOLES

STRATA PLOT

PENETRATION RESISTANCE

SIMPLIFIED STRATIGRAPHY

SANDY SILT TILL CLAYEY SILT TILL

FILL

SAND

SILTY SAND

SILT

SILTY CLAY

SILTY CLAY TILLTOPSOIL

EXISTING GROUND SURFACE

1

1.5

0 1 2 m

1:50

SCALE

0.3m

OFFSET

TOP OF RAIL

PROPOSEDSUBDRAIN

INSTALL SHALLOW SETTLEMENTMONITORS AT 15m INTERVALS WHENOFFSET IS LESS THAN 2m.

TIE

SCHEMATIC CROSS SECTION OFSUBDRAIN INSTALLATION

Dra

win

g fil

e: 0

8113

2088

0-R

0101

8.dw

g

Jan

20,

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1 - 1

0:13

am

FIGURE 18

08-1132-088-0 0811320880-R01018

AS SHOWN 0

WDF Jan. 18/11


LONDON, ONTARIONOTESTHIS DRAWING IS SCHEMEATIC ONLY AND IS TO BEREAD IN CONJUNCTION WITH ACCOMPANYING TEXT.


January 2011Report No. 08-1132-088-0-R01

APPENDIX ARecords of Previous BoreholesGolder Associates Ltd. Report Nos. 891-3494 and 041-130121



Golder Report No. 891-3494

AGoodman

Text Box

(Golder Report No. 891-3494)



Golder Report No. 041-130121

AGoodman

Text Box

(Golder Report No. 041-130121)



APPENDIX BAnalytical Results

Golder Associates LtdMaxxam Job #: B0A2203 Client Project #: 08-1132-088-0Report Date: 2010/08/11

O'REG 153 PETROLEUM HYDROCARBONS (SOIL)

Maxxam ID GQ9989 GQ9990 GQ9991Sampling Date 2010/07/26 2010/07/26 2010/07/26

Units SA 37 SA 34 SA 32 RDL QC BatchInorganicsMoisture % 4 4 3 1 2228202BTEX & F1 HydrocarbonsBenzene ug/g <0.02 <0.02 <0.02 0.02 2225988Toluene ug/g 0.05 0.04 <0.02 0.02 2225988Ethylbenzene ug/g 0.22 0.18 <0.02 0.02 2225988o-Xylene ug/g 0.70 0.51 0.09 0.02 2225988p+m-Xylene ug/g 0.92 0.64 0.08 0.04 2225988Total Xylenes ug/g 1.6 1.2 0.18 0.04 2225988F1 (C6-C10) ug/g 52 50 11 10 2225988F1 (C6-C10) - BTEX ug/g 50 48 11 10 2225988F2-F4 HydrocarbonsF2 (C10-C16 Hydrocarbons) ug/g 190 130 140 50 2224180F3 (C16-C34 Hydrocarbons) ug/g 1300 1400 640 50 2224180F4 (C34-C50 Hydrocarbons) ug/g 2000 3000 1900 50 2224180Reached Baseline at C50 ug/g NO NO NO 2224180Surrogate Recovery (%)1,4-Difluorobenzene % 103 102 105 22259884-Bromofluorobenzene % 102 100 102 2225988D10-Ethylbenzene % 95 97 99 2225988D4-1,2-Dichloroethane % 102 100 102 2225988o-Terphenyl % 96 97 93 2224180

RDL = Reportable Detection LimitQC Batch = Quality Control Batch

Page 2 of 14


O'REG 153 POLYAROMATIC HYDROCARBONS (SOIL)

Maxxam ID GQ9989Sampling Date 2010/07/26

Units SA 37 RDL QC BatchPolyaromatic HydrocarbonsAcenaphthene ug/g <0.2 0.2 2227523Acenaphthylene ug/g <0.1 0.1 2227523Anthracene ug/g <0.1 0.1 2227523Benzo(a)anthracene ug/g <0.2 0.2 2227523Benzo(a)pyrene ug/g <0.1 0.1 2227523Benzo(b/j)fluoranthene ug/g <0.2 0.2 2227523Benzo(g,h,i)perylene ug/g <0.4 0.4 2227523Benzo(k)fluoranthene ug/g <0.2 0.2 2227523Chrysene ug/g <0.2 0.2 2227523Dibenz(a,h)anthracene ug/g <0.4 0.4 2227523Fluoranthene ug/g <0.1 0.1 2227523Fluorene ug/g 0.1 0.1 2227523Indeno(1,2,3-cd)pyrene ug/g <0.4 0.4 22275231-Methylnaphthalene ug/g 0.5 0.1 22275232-Methylnaphthalene ug/g 0.7 0.1 2227523Naphthalene ug/g 0.4 0.1 2227523Phenanthrene ug/g 0.3 0.1 2227523Pyrene ug/g <0.1 0.1 2227523Surrogate Recovery (%)D10-Anthracene % 80 2227523D14-Terphenyl (FS) % 76 2227523D7-Quinoline % 72 2227523D8-Acenaphthylene % 56 2227523


Page 3 of 14


O'REG 558 TCLP VOLATILE ORGANICS (SOIL)


Units SA 37 RDL QC BatchCharge/Prep AnalysisAmount Extracted (Wet Weight) (g) N/A 25 N/A 2226784Volatile OrganicsLeachable Benzene mg/L <0.02 0.02 2227351Leachable Carbon Tetrachloride mg/L <0.02 0.02 2227351Leachable Chlorobenzene mg/L <0.02 0.02 2227351Leachable Chloroform mg/L <0.02 0.02 2227351Leachable 1,2-Dichlorobenzene mg/L <0.05 0.05 2227351Leachable 1,4-Dichlorobenzene mg/L <0.05 0.05 2227351Leachable 1,2-Dichloroethane mg/L <0.05 0.05 2227351Leachable 1,1-Dichloroethylene mg/L <0.02 0.02 2227351Leachable Methylene Chloride(Dichloromethane) mg/L <0.2 0.2 2227351Leachable Methyl Ethyl Ketone (2-Butanone) mg/L <0.5 0.5 2227351Leachable Tetrachloroethylene mg/L <0.02 0.02 2227351Leachable Trichloroethylene mg/L <0.02 0.02 2227351Leachable Vinyl Chloride mg/L <0.02 0.02 2227351Surrogate Recovery (%)Leachable 4-Bromofluorobenzene % 96 2227351Leachable D4-1,2-Dichloroethane % 107 2227351Leachable D8-Toluene % 99 2227351

N/A = Not ApplicableRDL = Reportable Detection LimitQC Batch = Quality Control Batch

Page 4 of 14


O'REG 558 TCLP BENZO(A)PYRENE


Units SA 37 RDL QC BatchSemivolatile OrganicsLeachable Benzo(a)pyrene ug/L <0.1 0.1 2226945Surrogate Recovery (%)Leachable 2,4,6-Tribromophenol % 64 2226945Leachable 2-Fluorobiphenyl % 50 2226945Leachable 2-Fluorophenol % 39 2226945Leachable D14-Terphenyl (FS) % 66 2226945Leachable D5-Nitrobenzene % 56 2226945Leachable D5-Phenol % 20 2226945

O'REG 558 TCLP INORGANICS PACKAGE (SOIL)


Units SA 37 RDL QC BatchInorganicsLeachable Fluoride (F-) mg/L 0.2 0.1 2225077Leachable Free Cyanide mg/L <0.002 0.002 2225090Leachable Nitrite (N) mg/L <0.01 0.01 2225087Leachable Nitrate (N) mg/L <0.1 0.1 2225087Leachable Nitrate + Nitrite mg/L <0.1 0.1 2225087


Page 5 of 14


O'REG 558 TCLP LEACHATE PREPARATION (SOIL)


Units SA 37 RDL QC BatchInorganicsFinal pH pH 6.20 2224997Initial pH pH 9.57 2224997TCLP - % Solids % 100 0.2 2224995TCLP Extraction Fluid N/A FLUID1 2224996

O'REG 558 TCLP METALS (SOIL)


Units SA 37 RDL QC BatchMetalsLeachable Mercury (Hg) mg/L <0.001 0.001 2224922Leachable Arsenic (As) mg/L <0.2 0.2 2225463Leachable Barium (Ba) mg/L 0.6 0.2 2225463Leachable Boron (B) mg/L <0.1 0.1 2225463Leachable Cadmium (Cd) mg/L <0.05 0.05 2225463Leachable Chromium (Cr) mg/L <0.1 0.1 2225463Leachable Lead (Pb) mg/L <0.1 0.1 2225463Leachable Selenium (Se) mg/L <0.1 0.1 2225463Leachable Silver (Ag) mg/L <0.01 0.01 2225463Leachable Uranium (U) mg/L <0.01 0.01 2225463

N/A = Not ApplicableRDL = Reportable Detection LimitQC Batch = Quality Control Batch

Page 6 of 14


O'REG 558 TCLP PCBS (SOIL)


Units SA 37 RDL QC BatchPCBsLeachable Total PCB ug/L <3 3 2226104Surrogate Recovery (%)Leachable 2,4,5,6-Tetrachloro-m-xylene % 85 2226104Leachable Decachlorobiphenyl % 91 2226104

PETROLEUM HYDROCARBONS (CCME)

Maxxam ID GQ9989 GQ9990 GQ9991Sampling Date 2010/07/26 2010/07/26 2010/07/26

Units SA 37 SA 34 SA 32 RDL QC BatchF2-F4 HydrocarbonsF4G-sg (Grav. Heavy Hydrocarbons) ug/g 18000 14000 7500 100 2229910


Page 7 of 14


POLYCHLORINATED BIPHENYLS BY GC-ECD (SOIL)


Units SA 37 RDL QC BatchPCBsAroclor 1016 ug/g <0.01 0.01 2226933Aroclor 1221 ug/g <0.01 0.01 2226933Aroclor 1232 ug/g <0.01 0.01 2226933Aroclor 1242 ug/g <0.01 0.01 2226933Aroclor 1248 ug/g 0.18 0.01 2226933Aroclor 1254 ug/g <0.01 0.01 2226933Aroclor 1260 ug/g 0.08 0.01 2226933Aroclor 1262 ug/g <0.01 0.01 2226933Aroclor 1268 ug/g <0.01 0.01 2226933Total PCB ug/g 0.26 0.01 2226933Surrogate Recovery (%)2,4,5,6-Tetrachloro-m-xylene % 54 2226933Decachlorobiphenyl % 66 2226933


Page 8 of 14


GENERAL COMMENTS

Sample GQ9989-01: PAH Analysis: Due to the sample matrix, sample required dilution. Detection limits were adjusted accordingly.

Page 9 of 14


QUALITY ASSURANCE REPORT

Matrix Spike Spiked Blank Method Blank RPD Leachate BlankQC Batch Parameter Date % Recovery QC Limits % Recovery QC Limits Value Units Value (%) QC Limits Value Units2224180 o-Terphenyl 2010/08/04 93 30 - 130 89 30 - 130 98 %2224180 F2 (C10-C16 Hydrocarbons) 2010/08/04 76 60 - 130 75 60 - 130 <10 ug/g NC 502224180 F3 (C16-C34 Hydrocarbons) 2010/08/04 76 60 - 130 75 60 - 130 <10 ug/g NC 502224180 F4 (C34-C50 Hydrocarbons) 2010/08/04 76 60 - 130 75 60 - 130 <10 ug/g NC 502224922 Leachable Mercury (Hg) 2010/08/04 96 75 - 125 93 80 - 120 <0.001 mg/L NC 25 <0.001 mg/L2225077 Leachable Fluoride (F-) 2010/08/04 80 80 - 120 96 85 - 115 <0.1 mg/L NC 25 <0.1 mg/L2225087 Leachable Nitrite (N) 2010/08/05 104 80 - 120 103 85 - 115 <0.01 mg/L NC 25 <0.01 mg/L2225087 Leachable Nitrate (N) 2010/08/05 103 80 - 120 95 85 - 115 <0.1 mg/L NC 25 <0.1 mg/L2225087 Leachable Nitrate + Nitrite 2010/08/05 <0.1 mg/L NC 25 <0.1 mg/L2225090 Leachable Free Cyanide 2010/08/04 95 80 - 120 99 80 - 120 <0.002 mg/L NC 20 <0.002 mg/L2225463 Leachable Arsenic (As) 2010/08/05 107 75 - 125 104 85 - 115 <0.2 mg/L NC 25 <0.2 mg/L2225463 Leachable Barium (Ba) 2010/08/05 NC 75 - 125 100 85 - 115 <0.2 mg/L NC 25 <0.2 mg/L2225463 Leachable Boron (B) 2010/08/05 111 75 - 125 106 85 - 115 <0.1 mg/L NC 25 <0.1 mg/L2225463 Leachable Cadmium (Cd) 2010/08/05 109 75 - 125 105 85 - 115 <0.05 mg/L NC 25 <0.05 mg/L2225463 Leachable Chromium (Cr) 2010/08/05 103 75 - 125 104 85 - 115 <0.1 mg/L NC 25 <0.1 mg/L2225463 Leachable Lead (Pb) 2010/08/05 102 75 - 125 100 85 - 115 <0.1 mg/L NC 25 <0.1 mg/L2225463 Leachable Selenium (Se) 2010/08/05 100 75 - 125 103 85 - 115 <0.1 mg/L NC 25 <0.1 mg/L2225463 Leachable Silver (Ag) 2010/08/05 98 75 - 125 95 85 - 115 <0.01 mg/L NC 25 <0.01 mg/L2225463 Leachable Uranium (U) 2010/08/05 102 75 - 125 98 85 - 115 <0.01 mg/L NC 25 <0.01 mg/L2225988 1,4-Difluorobenzene 2010/08/06 106 60 - 140 107 60 - 140 105 %2225988 4-Bromofluorobenzene 2010/08/06 98 60 - 140 101 60 - 140 98 %2225988 D10-Ethylbenzene 2010/08/06 93 30 - 130 97 30 - 130 92 %2225988 D4-1,2-Dichloroethane 2010/08/06 103 60 - 140 107 60 - 140 103 %2225988 Benzene 2010/08/06 85 60 - 140 91 60 - 140 <0.02 ug/g NC 502225988 Toluene 2010/08/06 87 60 - 140 89 60 - 140 <0.02 ug/g NC 502225988 Ethylbenzene 2010/08/06 95 60 - 140 99 60 - 140 <0.02 ug/g NC 502225988 o-Xylene 2010/08/06 94 60 - 140 107 60 - 140 <0.02 ug/g NC 502225988 p+m-Xylene 2010/08/06 94 60 - 140 97 60 - 140 <0.04 ug/g NC 502225988 F1 (C6-C10) 2010/08/06 101 60 - 140 88 60 - 140 <10 ug/g NC 502225988 Total Xylenes 2010/08/06 <0.04 ug/g NC 502225988 F1 (C6-C10) - BTEX 2010/08/06 <10 ug/g NC 502226104 Leachable 2,4,5,6-Tetrachloro-m-xylene 2010/08/05 88 40 - 130 87 40 - 130 93 %2226104 Leachable Decachlorobiphenyl 2010/08/05 97 40 - 130 92 40 - 130 94 %2226104 Leachable Total PCB 2010/08/05 96 40 - 130 92 40 - 130 <3 ug/L NC 402226933 2,4,5,6-Tetrachloro-m-xylene 2010/08/06 90 40 - 130 85 40 - 130 79 %2226933 Decachlorobiphenyl 2010/08/06 92 40 - 130 99 40 - 130 95 %2226933 Aroclor 1260 2010/08/06 96 30 - 130 105 30 - 130 <0.01 ug/g NC 502226933 Total PCB 2010/08/06 96 30 - 130 105 30 - 130 <0.01 ug/g NC 502226933 Aroclor 1016 2010/08/06 <0.01 ug/g NC 502226933 Aroclor 1221 2010/08/06 <0.01 ug/g NC 50

Page 10 of 14



Matrix Spike Spiked Blank Method Blank RPD Leachate BlankQC Batch Parameter Date % Recovery QC Limits % Recovery QC Limits Value Units Value (%) QC Limits Value Units2226933 Aroclor 1232 2010/08/06 <0.01 ug/g NC 502226933 Aroclor 1242 2010/08/06 <0.01 ug/g NC 502226933 Aroclor 1248 2010/08/06 <0.01 ug/g NC 502226933 Aroclor 1254 2010/08/06 <0.01 ug/g NC 502226933 Aroclor 1262 2010/08/06 <0.01 ug/g NC 502226933 Aroclor 1268 2010/08/06 <0.01 ug/g NC 502226945 Leachable 2,4,6-Tribromophenol 2010/08/06 73 10 - 130 66 10 - 130 76 %2226945 Leachable 2-Fluorobiphenyl 2010/08/06 59 30 - 130 54 30 - 130 67 %2226945 Leachable 2-Fluorophenol 2010/08/06 47 10 - 130 41 10 - 130 45 %2226945 Leachable D14-Terphenyl (FS) 2010/08/06 73 30 - 130 65 30 - 130 77 %2226945 Leachable D5-Nitrobenzene 2010/08/06 67 30 - 130 61 30 - 130 74 %2226945 Leachable D5-Phenol 2010/08/06 26 10 - 130 24 10 - 130 26 %2226945 Leachable Benzo(a)pyrene 2010/08/06 79 30 - 130 70 30 - 130 <0.1 ug/L2227351 Leachable 4-Bromofluorobenzene 2010/08/07 102 70 - 130 104 70 - 130 95 %2227351 Leachable D4-1,2-Dichloroethane 2010/08/07 104 70 - 130 105 70 - 130 106 %2227351 Leachable D8-Toluene 2010/08/07 98 70 - 130 99 70 - 130 98 %2227351 Leachable Benzene 2010/08/07 101 70 - 130 100 70 - 130 <0.02 mg/L NC 402227351 Leachable Carbon Tetrachloride 2010/08/07 103 70 - 130 103 70 - 130 <0.02 mg/L2227351 Leachable Chlorobenzene 2010/08/07 98 70 - 130 99 70 - 130 <0.02 mg/L2227351 Leachable Chloroform 2010/08/07 97 70 - 130 97 70 - 130 <0.02 mg/L2227351 Leachable 1,2-Dichlorobenzene 2010/08/07 99 70 - 130 97 70 - 130 <0.05 mg/L2227351 Leachable 1,4-Dichlorobenzene 2010/08/07 106 70 - 130 104 70 - 130 <0.05 mg/L2227351 Leachable 1,2-Dichloroethane 2010/08/07 101 70 - 130 101 70 - 130 <0.05 mg/L2227351 Leachable 1,1-Dichloroethylene 2010/08/07 93 70 - 130 93 70 - 130 <0.02 mg/L2227351 Leachable Methylene Chloride(Dichloromethane) 2010/08/07 104 70 - 130 104 70 - 130 <0.2 mg/L2227351 Leachable Methyl Ethyl Ketone (2-Butanone) 2010/08/07 101 60 - 140 98 60 - 140 <0.5 mg/L2227351 Leachable Tetrachloroethylene 2010/08/07 92 70 - 130 92 70 - 130 <0.02 mg/L2227351 Leachable Trichloroethylene 2010/08/07 99 70 - 130 97 70 - 130 <0.02 mg/L2227351 Leachable Vinyl Chloride 2010/08/07 84 70 - 130 84 70 - 130 <0.02 mg/L2227523 D10-Anthracene 2010/08/06 71 30 - 130 77 30 - 130 82 %2227523 D14-Terphenyl (FS) 2010/08/06 74 30 - 130 78 30 - 130 84 %2227523 D7-Quinoline 2010/08/06 66 30 - 130 79 30 - 130 84 %2227523 D8-Acenaphthylene 2010/08/06 69 30 - 130 79 30 - 130 83 %2227523 Acenaphthene 2010/08/09 67 30 - 130 77 30 - 130 <0.01 ug/g NC 502227523 Acenaphthylene 2010/08/09 68 30 - 130 78 30 - 130 <0.005 ug/g NC 502227523 Anthracene 2010/08/09 68 30 - 130 73 30 - 130 <0.005 ug/g NC 502227523 Benzo(a)anthracene 2010/08/09 87 30 - 130 87 30 - 130 <0.01 ug/g NC 502227523 Benzo(a)pyrene 2010/08/09 86 30 - 130 90 30 - 130 <0.005 ug/g NC 502227523 Benzo(b/j)fluoranthene 2010/08/09 83 30 - 130 89 30 - 130 <0.01 ug/g NC 502227523 Benzo(g,h,i)perylene 2010/08/09 75 30 - 130 84 30 - 130 <0.02 ug/g NC 50

Page 11 of 14



Matrix Spike Spiked Blank Method Blank RPD Leachate BlankQC Batch Parameter Date % Recovery QC Limits % Recovery QC Limits Value Units Value (%) QC Limits Value Units2227523 Benzo(k)fluoranthene 2010/08/09 86 30 - 130 89 30 - 130 <0.01 ug/g NC 502227523 Chrysene 2010/08/09 78 30 - 130 79 30 - 130 <0.01 ug/g NC 502227523 Dibenz(a,h)anthracene 2010/08/09 74 30 - 130 82 30 - 130 <0.02 ug/g NC 502227523 Fluoranthene 2010/08/09 74 30 - 130 78 30 - 130 <0.005 ug/g NC 502227523 Fluorene 2010/08/09 73 30 - 130 81 30 - 130 <0.005 ug/g NC 502227523 Indeno(1,2,3-cd)pyrene 2010/08/09 76 30 - 130 82 30 - 130 <0.02 ug/g NC 502227523 1-Methylnaphthalene 2010/08/09 61 30 - 130 73 30 - 130 <0.005 ug/g NC 502227523 2-Methylnaphthalene 2010/08/09 59 30 - 130 71 30 - 130 <0.005 ug/g NC 502227523 Naphthalene 2010/08/09 51 30 - 130 70 30 - 130 <0.005 ug/g NC 502227523 Phenanthrene 2010/08/09 68 30 - 130 73 30 - 130 <0.005 ug/g NC 502227523 Pyrene 2010/08/09 73 30 - 130 77 30 - 130 <0.005 ug/g NC 502228202 Moisture 2010/08/06 1.5 502229910 F4G-sg (Grav. Heavy Hydrocarbons) 2010/08/10 103 65 - 135 102 65 - 135 <100 ug/g 36.4 50

N/A = Not ApplicableRPD = Relative Percent DifferenceDuplicate: Paired analysis of a separate portion of the same sample. Used to evaluate the variance in the measurement.Matrix Spike: A sample to which a known amount of the analyte of interest has been added. Used to evaluate sample matrix interference.Leachate Blank: A blank matrix containing all reagents used in the leaching procedure. Used to determine any process contamination.Spiked Blank: A blank matrix to which a known amount of the analyte has been added. Used to evaluate analyte recovery.Method Blank: A blank matrix containing all reagents used in the analytical procedure. Used to identify laboratory contamination.Surrogate: A pure or isotopically labeled compound whose behavior mirrors the analytes of interest. Used to evaluate extraction efficiency.NC (Matrix Spike): The recovery in the matrix spike was not calculated. The relative difference between the concentration in the parent sample and the spiked amount was not sufficiently significant to permit a reliable recoverycalculation.NC (RPD): The RPD was not calculated. The level of analyte detected in the parent sample and its duplicate was not sufficiently significant to permit a reliable calculation.

Page 12 of 14

Validation Signature Page

Maxxam Job #: B0A2203

The analytical data and all QC contained in this report were reviewed and validated by the following individual(s).

CHARLES ANCKER, B.Sc., M.Sc., C.Chem, Senior Analyst

CRISTINA CARRIERE, Scientific Services

FLOYD MAYEDE, Senior Analyst

MEDHAT RISKALLAH, Manager, Hydrocarbon Department

Page 13 of 14

Validation Signature Page

Maxxam Job #: B0A2203

The analytical data and all QC contained in this report were reviewed and validated by the following individual(s).

MAMDOUH SALIB, Analyst, Hydrocarbons

====================================================================Maxxam has procedures in place to guard against improper use of the electronic signature and have the required "signatories", as per section 5.10.2 ofISO/IEC 17025:2005(E), signing the reports. For Service Group specific validation please refer to the Validation Signature Page.

Page 14 of 14

CLIENT NAME: GOLDER ASSOCIATES LTD.309 EXETER ROAD, UNIT #1LONDON, ON N6L1C1

5835 COOPERS AVENUEMISSISSAUGA, ONTARIO

CANADA L4Z 1Y2TEL (905)712-5100FAX (905)712-5122

http://www.agatlabs.com

Elizabeth Polakowska, MSc (Animal Sci), PhD (Agri Sci), Inorganic Lab Supervisor

SOIL ANALYSIS REVIEWED BY:

DATE REPORTED:

PAGES (INCLUDING COVER): 5

Oct 01, 2010

VERSION*: 1

Should you require any information regarding this analysis please contact your client services representative at (905) 712 5100, or at1-800-856-6261

10L438063AGAT WORK ORDER:

ATTENTION TO: Tyson Pitt

PROJECT NO: 08-1132-088-0

Laboratories (V1) Page 1 of 5

All samples will be disposed of within 30 days following analysis. Please contact the lab if you require additional sample storage time.

AGAT Laboratories is accredited to ISO/IEC 17025 by the Canadian Association for Laboratory Accreditation Inc. (CALA) and/or Standards Council of Canada (SCC) for specific tests listed on the scope of accreditation. AGAT Laboratories (Mississauga) is also accredited by the Canadian Association for Laboratory Accreditation Inc. (CALA) for specific drinking water tests. Accreditations are location and parameter specific. A complete listing of parameters for each location is available from www.cala.ca and/or www.scc.ca. The tests in this report may not necessarily be included in the scope of accreditation.

Association of Professional Engineers, Geologists and Geophysicists of Alberta (APEGGA)Western Enviro-Agricultural Laboratory Association (WEALA)Environmental Services Association of Alberta (ESAA)

Member of:

*NOTES

Results relate only to the items tested

AH81 SA44BH2 SA7 BH3 SA7 AH82 SA45BH4 SA7

2013561 2013563 2013565 2013566Parameter G / S RDLUnit 2013564

µg/g 0.81.0 <0.8 <0.8 <0.8 <0.8 <0.8Antimony

µg/g 117 4 4 4 6 4Arsenic

µg/g 2210 91 89 120 84 35Barium

µg/g 0.51.2 0.7 0.8 0.7 0.9 <0.5Beryllium

µg/g 5 23 26 26 19 9Boron

µg/g 0.10 0.34 0.27 0.35 0.13 0.10Boron (Hot Water Extractable)

µg/g 0.51.0 <0.5 <0.5 <0.5 <0.5 <0.5Cadmium

µg/g 271 24 27 29 28 11Chromium

µg/g 0.521 9.3 9.9 11.0 12.4 5.3Cobalt

µg/g 185 17 19 19 20 10Copper

µg/g 1120 8 8 9 15 6Lead

µg/g 0.52.5 0.5 0.6 0.6 0.5 <0.5Molybdenum

µg/g 143 22 25 27 30 11Nickel

µg/g 0.41.9 <0.4 <0.4 <0.4 <0.4 <0.4Selenium

µg/g 0.20.42 <0.2 <0.2 <0.2 <0.2 <0.2Silver

µg/g 0.42.5 <0.4 <0.4 <0.4 <0.4 <0.4Thallium

ug/g 0.5 0.9 1.1 1.0 0.8 0.6Uranium

µg/g 191 31 35 35 37 18Vanadium

µg/g 5160 45 49 53 59 27Zinc

µg/g 0.22.5 <0.2 <0.2 <0.2 <0.2 <0.2Chromium, Hexavalent

µg/g 0.050.12 <0.05 <0.05 <0.05 <0.05 <0.05Cyanide, Free

µg/g 0.010.23 0.02 0.03 0.02 0.03 <0.01Mercury

mS/cm 0.0020.57 0.464 0.759 0.451 1.99 1.00Electrical Conductivity (2:1)

N/A N/A2.4 0.261 0.736 0.213 17.0 12.8Sodium Adsorption Ratio (2:1)

pH Units NA 7.93 7.85 7.83 7.83 7.92pH, 2:1 CaCl2 Extraction

µg/g 2330 25 369 65 1290 610Chloride (2:1)

µg/g 161 <1 <1 <1 2 <1Nitrate + Nitrite

RDL - Reported Detection Limit; G / S - Guideline / Standard: Refers to T1(All)Comments:

2013561-2013566 EC, SAR, Chloride & Nitrate/Nitrite were determined on the extract obtained from the 2:1 leaching procedure (2 parts DI water:1 part soil).pH was determined on the extract obtained from the 2:1 leaching procedure (2 parts 0.01M CaCl2:1 part soil).


DATE RECEIVED: Sep 24, 2010DATE SAMPLED: Jul 27, 2010

Certificate of Analysis

ATTENTION TO: Tyson PittCLIENT NAME: GOLDER ASSOCIATES LTD.

AGAT WORK ORDER: 10L438063

O. Reg. 153 Metals & Inorganics in Soil - Table 1

DATE REPORTED: Oct 01, 2010 SAMPLE TYPE: Soil

PROJECT NO: 08-1132-088-0




CERTIFICATE OF ANALYSIS (V1)

Certified By:Page 2 of 5

2013563 T1(All) O. Reg. 153 Metals & Inorganics in Soil - Table 1 Chloride (2:1) 330 369BH3 SA7

2013563 T1(All) O. Reg. 153 Metals & Inorganics in Soil - Table 1 Electrical Conductivity (2:1) 0.57 0.759BH3 SA7

2013565 T1(All) O. Reg. 153 Metals & Inorganics in Soil - Table 1 Chloride (2:1) 330 1290AH81 SA44

2013565 T1(All) O. Reg. 153 Metals & Inorganics in Soil - Table 1 Electrical Conductivity (2:1) 0.57 1.99AH81 SA44

2013565 T1(All) O. Reg. 153 Metals & Inorganics in Soil - Table 1 Sodium Adsorption Ratio (2:1) 2.4 17.0AH81 SA44

2013566 T1(All) O. Reg. 153 Metals & Inorganics in Soil - Table 1 Chloride (2:1) 330 610AH82 SA45

2013566 T1(All) O. Reg. 153 Metals & Inorganics in Soil - Table 1 Electrical Conductivity (2:1) 0.57 1.00AH82 SA45

2013566 T1(All) O. Reg. 153 Metals & Inorganics in Soil - Table 1 Sodium Adsorption Ratio (2:1) 2.4 12.8AH82 SA45


Guideline Violation

ATTENTION TO: Tyson PittCLIENT NAME: GOLDER ASSOCIATES LTD.


PROJECT NO: 08-1132-088-0

SAMPLEID GUIDELINE ANALYSIS PACKAGE PARAMETER GUIDEVALUE RESULTSAMPLE TITLE




GUIDELINE VIOLATION (V1) Page 3 of 5

O. Reg. 153 Metals & Inorganics in Soil - Table 1

Antimony 1 < 0.8 < 0.8 0.0% < 0.8 102% 90% 110% 98% 90% 110% 96% 70% 130%

Arsenic 1 5 5 0.0% < 1 103% 90% 110% 100% 90% 110% 100% 70% 130%

Barium 1 63 65 3.1% < 2 103% 90% 110% 97% 90% 110% 92% 70% 130%

Beryllium 1 0.6 0.6 0.0% < 0.5 111% 80% 120% 99% 90% 110% 103% 70% 130%

Boron

1 11 12 8.7% < 5 83% 80% 120% 99% 90% 110% 94% 70% 130%

Boron (Hot Water Extractable) 1 2013561 0.34 0.40 16.2% < 0.10 98% 80% 120% 108% 90% 110% 104% 70% 130%

Cadmium 1 < 0.5 < 0.5 0.0% < 0.5 105% 90% 110% 102% 90% 110% 99% 70% 130%

Chromium 1 15 15 0.0% < 2 98% 90% 110% 100% 90% 110% 99% 70% 130%

Cobalt 1 7.7 8.1 5.1% < 0.5 91% 90% 110% 105% 90% 110% 94% 70% 130%

Copper

1 20 21 4.9% < 1 106% 90% 110% 105% 90% 110% 82% 70% 130%

Lead 1 15 15 0.0% < 1 103% 90% 110% 103% 90% 110% 95% 70% 130%

Molybdenum 1 0.5 0.5 0.0% < 0.5 97% 90% 110% 105% 90% 110% 94% 70% 130%

Nickel 1 16 17 6.1% < 1 93% 90% 110% 104% 90% 110% 91% 70% 130%

Selenium 1 < 0.4 < 0.4 0.0% < 0.4 97% 90% 110% 106% 90% 110% 103% 70% 130%

Silver

1 < 0.2 < 0.2 0.0% < 0.2 89% 80% 120% 104% 90% 110% 100% 70% 130%

Thallium 1 < 0.4 < 0.4 0.0% < 0.4 102% 90% 110% 108% 90% 110% 97% 70% 130%

Uranium 1 0.6 0.6 0.0% < 0.5 105% 90% 110% 108% 90% 110% 102% 70% 130%

Vanadium 1 27 27 0.0% < 1 99% 90% 110% 104% 90% 110% 97% 70% 130%

Zinc 1 51 51 0.0% < 5 96% 90% 110% 105% 90% 110% 97% 70% 130%

Chromium, Hexavalent

1 2013564 < 0.2 < 0.2 0.0% < 0.2 103% 80% 120% 96% 90% 110% 95% 70% 130%

Cyanide, Free 1 < 0.05 < 0.05 0.0% < 0.05 103% 80% 120% 110% 90% 110% 96% 70% 130%

Mercury 1 0.02 0.03 < 0.01 100% 80% 120% 100% 90% 110% 103% 70% 130%

Electrical Conductivity (2:1) 1 5.18 5.20 0.4% < 0.002 99% 80% 120%

pH, 2:1 CaCl2 Extraction 1 7.92 7.92 0.0% < NA 99% 90% 110%

Chloride (2:1)

1 231 229 0.9% < 2 102% 90% 110% 100% 90% 110% 100% 70% 130%

Certified By:



Dup #1 RPDMeasured

ValueRecovery Recovery

Quality Assurance


CLIENT NAME: GOLDER ASSOCIATES LTD.

PROJECT NO: 08-1132-088-0

Soil Analysis

UpperLower

AcceptableLimits

BatchPARAMETERSample

IdDup #2

UpperLower

AcceptableLimits

UpperLower

AcceptableLimits

MATRIX SPIKEMETHOD BLANK SPIKEDUPLICATERPT Date: Oct 01, 2010 REFERENCE MATERIAL

MethodBlank




QUALITY ASSURANCE REPORT (V1) Page 4 of 5

AGAT Laboratories is accredited to ISO/IEC 17025 by the Canadian Association for Laboratory Accreditation Inc. (CALA) and/or Standards Council of Canada (SCC) for specific tests listed on the scope of accreditation. AGAT Laboratories (Mississauga) is also accredited by the Canadian Association for Laboratory Accreditation Inc. (CALA) for specific drinking water tests. Accreditations are location and parameter specific. A complete listing of parameters for each location is available from www.cala.ca and/or www.scc.ca. The tests in this report may not necessarily be included in the scope of accreditation.

Soil Analysis

Antimony MET-93-6103 EPA SW-846 3050B & 6020A ICP-MS

Arsenic MET-93-6103 EPA SW-846 3050B & 6020A ICP-MS

Barium MET-93-6103 EPA SW-846 3050B & 6020A ICP-MS

Beryllium MET-93-6103 EPA SW-846 3050B & 6020A ICP-MS

Boron MET-93-6103 EPA SW-846 3050B & 6020A ICP-MS

Boron (Hot Water Extractable) MET-93-6004EPA SW 846 6010C; MSA, Part 3, Ch.21

ICP/OES

Cadmium MET-93-6103 EPA SW-846 3050B & 6020A ICP-MS

Chromium MET-93-6103 EPA SW-846 3050B & 6020A ICP-MS

Cobalt MET-93-6103 EPA SW-846 3050B & 6020A ICP-MS

Copper MET-93-6103 EPA SW-846 3050B & 6020A ICP-MS

Lead MET-93-6103 EPA SW-846 3050B & 6020A ICP-MS

Molybdenum MET-93-6103 EPA SW-846 3050B & 6020A ICP-MS

Nickel MET-93-6103 EPA SW-846 3050B & 6020A ICP-MS

Selenium MET-93-6103 EPA SW-846 3050B & 6020A ICP-MS

Silver MET-93-6103 EPA SW-846 3050B & 6020A ICP-MS

Thallium MET-93-6103 EPA SW-846 3050B & 6020A ICP-MS

Uranium MET-93-6103 EPA SW-846 3050B & 6020A ICP-MS

Vanadium MET-93-6103 EPA SW-846 3050B & 6020A ICP-MS

Zinc MET-93-6103 EPA SW-846 3050B & 6020A ICP-MS

Chromium, Hexavalent INOR-93-6029 SM 3500 B; MSA Part 3, Ch. 25 SPECTROPHOTOMETER

Cyanide, Free INOR-93-6052MOE CN-3015 & E 3009 A;SM 4500 CN

TECHNICON AUTO ANALYZER

Mercury MET-93-6101 EPA SW 846 7471A 245.5 CVAAS

Electrical Conductivity (2:1) INOR-93-6036 McKeague 4.12, SM 2510 B EC METER

Sodium Adsorption Ratio (2:1) INOR-93-6007McKeague 4.12 & 3.26 & EPA SW-846 6010C

ICP/OES

pH, 2:1 CaCl2 Extraction INOR-93-6031 MSA part 3 & SM 4500-H+ B PH METER

Chloride (2:1) INOR-93-6004 McKeague 4.12 & SM 4110 B ION CHROMATOGRAPH

Nitrate + Nitrite INOR-93-6004 McKeague 4.12 & SM 4110 B ION CHROMATOGRAPH



Method Summary


CLIENT NAME: GOLDER ASSOCIATES LTD.

PROJECT NO: 08-1132-088-0

AGAT S.O.P ANALYTICAL TECHNIQUELITERATURE REFERENCEPARAMETER




METHOD SUMMARY (V1) Page 5 of 5

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