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Paterson Group Inc.Consulting Engineers28 Concourse Gate - Unit 1Ottawa (Nepean), OntarioCanada K2E 7T7

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patersongroup

Terrain Analysis and Hydrogeological Study

Proposed Rural GeneralIndustrial Development

200 Dibble Road, Ottawa (Nepean), Ontario

Prepared For

200 Dibble Inc.

September 28, 2011

Report: PH1414-REP.01

paterson Terrain Analysis and Hydrogeological StudyOttawa Kingston North Bay Proposed Rural General Industrial Development- 200 Dibble Road

Ottawa (Nepean), Ontario

TABLE OF CONTENTSPAGE

1.0 INTRODUCTION1.1 Terms of Reference . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11.2 Background . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1

2.0 METHOD OF STUDY2.1 Terrain Analysis . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 22.2 Test Well Construction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 22.3 Aquifer Analysis . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 62.4 Topographic Survey . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 82.5 Laboratory Testing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8

3.0 SITE DESCRIPTION3.1 Surface Conditions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 103.2 Surrounding Land Uses within 500m . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10

4.0 GEOLOGY4.1 Surficial Geology . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 114.2 Bedrock Geology . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12

5.0 REGIONAL HYDROGEOLOGY5.1 Water Well Construction and Aquifer Interception . . . . . . . . . . . . . . . . . . . 135.2 Neighbouring Water Quality Data . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14

6.0 SITE HYDROGEOLOGY6.1 Conceptual Hydrogeologic Model . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15

7.0 AQUIFER ANALYSIS7.1 Aquifer Characteristics . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 187.2 Groundwater Geochemistry Assessment . . . . . . . . . . . . . . . . . . . . . . . . . . 197.3 Aquifer Analysis Characteristics . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21

8.0 DEVELOPMENT RECOMMENDATIONS8.1 Site Development . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 238.2 Lot Development Plan . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 238.3 Predictive Impact Assessment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 248.4 Sewage System Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 258.5 Potential Well Interference . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 258.6 Future Water Well Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 268.7 Water Conditioning Considerations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 27

9.0 CONCLUSIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 28

10.0 RECOMMENDATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 30APPENDICES

Report: PH1414-REP.01September 28, 2011 Page i



Appendix 1 Soil Profile and Test Data SheetsSymbols and Terms

Appendix 2 Published MOE Water Well Records for Test WellsPublished MOE Water Well Records for Area (Regional Hydrogeology)

Appendix 3 Water Laboratory Test Results

Appendix 4 Aquifer Analysis Data

Appendix 5 Figure 1 - Site Location PlanFigure 2 - Bedrock MappingDrawing PH1414-1 Test Hole Location PlanDrawing PH1414-2 Lot Development PlanDrawing PH1414-3 Generalized Hydrogeological Cross Section

Report: PH1414-REP.01September 28, 2011 Page ii



1.0 INTRODUCTION

1.1 Terms of Reference

Paterson Group (Paterson) was retained by 200 Dibble Inc. to conduct a terrain analysisand hydrogeological study for a proposed rural general industrial development locatedat 200 Dibble Road, in the Former Township of Nepean, now City of Ottawa, Ontario.(Refer to Figure 1-Site Location Plan, located in Appendix 5)

The purpose of this study has been to ascertain and assess the specific terrain andhydrogeological conditions which currently exist beneath the subject property as theyrelate to the suitability of the site for rural general industrial development on privateservices with minimal impact on groundwater resources.

The following report has been prepared specifically and solely for the aforementionedproject which is described herein. It contains our findings and recommendationspertaining to the private services for the subject development as understood at the timeof writing this report.

1.2 Background

The subject property encompasses a total area of approximately 6.6 hectares (16.32acres) and is located within the southern limits of the former Township of Nepean, Ontario.

The exact nature of the rural industrial uses proposed for this site remain unknown atthe time of preparation of this report. It is known, however, that the development will beserviced by individual onsite wells and sewage systems.

A Phase I, Environmental Site Assessment (ESA) was completed for the subject site byDST Consulting Engineers (DST) with a summary report issued in September 2009. The findings of the Phase 1 ESA did not identify potential environmental impacts and,as such, DST did not recommend a Phase II ESA for the subject property.

Paterson has conducted extensive hydrogeological investigations in the immediatestudy area and, as a result, is quite familiar with the geology and hydrogeology of thesubject area. This experience is applied to the investigation presented herein.

Report: PH1414-REP.01September 28, 2011 Page 1



2.0 METHOD OF STUDY

2.1 Terrain Analysis

As part of this study, a series of test pits were put down on the subject property todelineate the subsurface soil conditions beneath the site. The field investigation wasconducted on June 9, 2010. During this investigation, a total of 15 test pits were putdown in, and beyond the study area, by means of a track mounted excavator. The testpit locations were recorded and the subsurface conditions, including the soil morphologyand depth to the groundwater table (where encountered), were carefully observed andrecorded by Paterson personnel as the test pits were advanced. Representativesamples of the soils were recovered from the test pits. All samples were classifiedtexturally in the field and sealed in proper containers for further perusal and laboratoryanalysis. The depths at which the soil samples were recovered from the test holes areshown as “G” on the Soil Profile and Test Data sheets provided in Appendix 1. Thelocations of the test pits put down on the subject property are referenced on DrawingNo. PH1414-1, entitled “Test Hole Location Plan”, and is located in Appendix 5 of thisreport.

As the subject property was a former quarry, the bulk of the site has been inferred tohave been filled and covered with topsoil in order to fulfill the requirements of therehabilitation plan approved by the Ontario Ministry of Natural Resources. As such, allmaterial beneath the topsoil layer has been inferred to be non-native, imported material.

Sample Storage

All samples will be stored in the laboratory for a period of one (1) month after issuanceof this report. They will held for a period of 60 days at which time they can be returnedto the client, if desired.

2.2 Test Well Construction

Determination of Number and Location of Test Wells

In order to evaluate the water supply aquifer(s) underlying the site, a total of three (3)test wells, hereafter denoted as TW1 to TW3, inclusive, were constructed across thesite. The locations of the first well, TW1, was selected by 200 Dibble Inc., and reviewedby Paterson, with TW2 and TW3, being proposed by Paterson directly, in order toconfirm adequate lot coverage was achieved. TW4, an existing offsite drilled well wasutilized as part of the assessment in order to achieve the minimum number of wellsnecessary to comply with Procedure D-5-5: Technical Guideline for Private Wells: WaterSupply Assessment (Procedure D-5-5), published by the Ontario Ministry of




Environment (MOE) in 1995 (Last Revision:2006). Reference should be made toPaterson Drawing No. PH1414-1-Test Hole Location Plan, located in Appendix 5 for welllocations.

A review of available and published, MOE Water Well Records for the immediate area,was undertaken prior to the placement of the test wells. Overburden thickness, depthof casing, aquifer interception points and reported well yields were reviewed in detail inorder to establish a conceptual hydrogeological model for the site. Based on Paterson’sprevious experience in the area, and combined with the available Water Well Records,a conceptual hydrogeological model was established. A comprehensive wellconstruction protocol was subsequently established based on the conceptual model andneighbouring water quality results. Reference should be made to the Section 5.0 -SiteCharacterization for the discussion of the conceptual hydrogeologic model for this site.

The general well locations were chosen in order to ensure adequate areal coverageacross the site, while, at the same time, endeavoring to maintain sufficient proximitysuch that response could be measured in observation wells during the pumping tests.

Summary of Well Construction

An initial well, hereafter denoted as TW1, was put down on the site by Air Rock DrillingCompany Ltd. (Air Rock) on July 27, 2010. This well was subjected to a one (1) hourpumping test and a preliminary water sample was recovered for comprehensivebiological, chemical, and physical water quality characteristics.

Based on the poor results of the water quality of the water supply aquifer intercepted byTW1, a second well, hereafter denoted as TW2, was put down by Air Rock on March21, 2011. A six (6) hour, initial pumping test was carried out on TW2 after Air Rock hadpurged the well during their mandatory one (1) hour pumping test. Water samples wererecovered for comprehensive water quality analysis.

A third well, hereafter denoted as TW3, was put down on the subject property, based onthe water quality and initial water quantity estimates from TW2. The test well wasconstructed by Air Rock on May 19, 2011. The initial well yield estimates, based on AirRock’s mandatory one (1) hour pumping test indicated very low yield in TW3. As such,Saunder’s Drilling was retained to carry out a focussed hydrofracturing of the well. Saunders Drilling successfully completed the hydro-fracturing in August 2011. Aconstant rate pumping test was completed on TW3 by Paterson, subsequent to thecompletion of the hydrofracturing process.

In all of the instances of well construction, as briefly described above, Paterson waspresent during the creation of the casing hole, installation of the casing and grouting of




the annular space. The Ministry of the Environment (MOE) Water Well Records for eachtest well appear in Appendix 2.

Detailed Well Construction Summary for Test Wells

TW1

A 228 mm diameter casing hole was advanced using a rotary tri-cone bit through theshallow overburden, to the underlying limestone bedrock. The casing hole wasadvanced into the bedrock an additional 5.5 m to ensure that each casing was seatedinto competent (i.e. unfractured) bedrock.

A new, 150 mm diameter steel casing, having an approximate length of 6.7 m, wasinstalled in the casing hole, thereby providing for a casing stickup of approximately 0.6m above existing grade. The annular space was grouted utilizing a neat cement andsodium bentonite slurry introduced into the bottom of the annular space and pumped,using pressure grouting equipment, to the surface of the ground. The return of the groutto the surface of the ground, was visually observed by Paterson staff. As such, thecasing installation and grouting of the annular space is considered to be in compliancewith Ontario Regulation 903, the current regulation governing water well construction inthe Province of Ontario.

After the completion of the casing installation and seating into the bedrock, the openborehole was advanced using a 150 mm diameter air percussion button bit. The wellcontractor reported, as shown on the WWR for TW1, that an unsuitable aquifer waslocated in the upper Paleazoic bedrock strata. An interception of the water supplyaquifer was made at a depth of 66.4 m below ground surface (bgs), however thepreliminary well yield was estimated at approximately 3 to 4 imperial gallons per minute(IGPM). The open borehole was extended down to a depth of 137.2 m below groundsurface with no further demonstrable water supply aquifer intercepts being recorded bythe well driller.

Once the water supply aquifer was encountered, the formation was repeatedly surgedwith air and allowed to clear. Preliminary well yield was estimated and the well waspurged until the water was observed to be in a sand free state.

Following completion of the drilling and purging process, the static water level wasallowed to stabilize. Air Rock, in accordance with Ontario Regulation 903, proceeded tochlorinate the well and a one hour constant rate pumping test was carried out. The ratechosen for the one hour pumping test was based on the preliminary findings of the wellcontractor at the time of installation and are those which are reflected on the publishedMOE Water Well Records.




TW2

After TW1 was constructed and was determined to have intercepted a water supplyaquifer of low to moderate yield with elevated ionic compounds, the conceptualhydrogeological model was revised. It was apparent, from the creation of the openborehole, that the younger Ordovician limestone of the Ottawa, St. Martin and RockliffeFormations were moderately fractured in the upper 30 to 60 m bgs, and potentiallyconveying/transmitting elevated concentration of sodium and chloride from surficialorigins deep into the underlying bedrock strata. As such, it was determined to locatedTW2 in the area of fill of the quarry in order to extend the casing deeper into theunderlying bedrock, while demonstrating that wells could be constructed within the fillzone. The target water supply aquifer was set to the one encountered in the previouslydrilled well to the east of the site beyond the Kings Highway No. 416 (i.e. TW4). Thiswell intercepted a water supply aquifer within the Oxford Formation at a depth ofapproximately 132 m bgs.

The casing hole for TW2, was extended through approximately 15.5 m of fill material and2.1 m deeper into bedrock. A total of 17.6 m of casing was installed below groundsurface and a wellhead stickup of approximately 0.6 m was achieved. Groutingoperations were repeated as per those noted earlier with respect to TW1. Pressurizedreturn of the grout column to the ground surface was visually observed by Patersonpersonnel.

The open borehole for TW2 was extended from the bottom of the casing, through theyounger Ordovician limestone and into the Oxford Formation. A strong water supplyaquifer, later to be demonstrated to have superior water quality characteristics, wasintercepted at a depth of approximately 132 m bgs. The open borehole was extendedto a depth of 134 m to provide adequate sump for the well.

TW3

Construction

Using the information obtained from TW1 and TW2, the well construction methodologyfor TW3, which was to be located on shallow bedrock along the northern limits of thesite, was determined. For this well, the casing hole was extended to a depth ofapproximately 80 m bgs, or approximately 3 m into the Oxford Formation limestone.

Upon completion of the casing hole, and installation of the casing, the open boreholewas extended downward. Approximately 2 m below the bottom of the casing, thebedrock appeared to transition back into grey and brown limestone with shaley partingsfor a depth of approximately 4 m at which, Oxford formation limestone was encountered




once more. At this lower interface between the Rockliffe and Oxford Formations, a watersupply aquifer having a preliminary yield of 0.5 IGPM was encountered.

The open borehole was extended deep into the Oxform Formation where it transitionedinto March Formation at a depth of approximately 160 m bgs. TW2 was terminated ata depth of 190 m bgs and no further water supply contacts were recorded by Air Rockduring construction of the lower borehole. A senior engineer for Paterson was onsiteduring the entire construction of TW2 and the bedrock lithology was carefully logged.

Deepening

Upon completion of TW3, followed by the mandatory one (1) hour pumping test, it wasevident that the potential yield of TW3 was approximately 0.5 to 1.0 IGPM. Since theopen borehole had been completed into the March Formation, and given Paterson’shydrogeological experience in the area, it was anticipated that a suitable water supplyaquifer should be intercepted within the March Formation, or in the underlying NepeanFormation.

To this end, Air Rock deepened TW3 on May 19, 2011. The open borehole encounteredNepean Formation sandstone below the March Formation at a depth of approximately192 m bgs. The Nepean formation yielded to Precambrian granite at a depth ofapproximately 199 m. The open borehole was extended an additional 35.6 m to a finaldepth of approximately 225.5 m bgs. No additional water supply aquifers wereintercepted below the 160 m bgs original depth.

In an effort to salvage TW3, Saunders Drilling of Arnprior, Ontario, was retained tocomplete a carefully executed hydrofracturing of the lower portion of the well column. Saunders successfully hydrofractured the well in August, 2011. Based on theinformation provided by Saunders, the fracturing succeeded in opening fractures withinthe lower well column below 190 m bgs. A combined well yield of approximately 7IGPM was estimated in Saunders followup pumping test.

2.3 Aquifer Analysis

Three (3) of the four (4) test wells used in the study, TW2, TW3 and TW4, weresubjected to a constant rate pumping test set at the pumping rate recommended by AirRock during their one hour constant rate pumping test, as noted in Section 2.2. Theduration for each test for TW3 and TW4, were specified to be the greater of the time inwhich steady state was achieved, or after six (6) hours of continuous pumping. TW2was subjected to an extended pumping test of a total of 12 hours.




Each of the wells were pumped using a 1.5 HP electric submersible pump and portablegenerator package supplied by Air Rock. The pumping test configuration consisted ofthe submersible pump assembly discharging through a 10 m long discharge hose. Thedischarge hose was directed into a discharge piping system consisting of upwards of 20m of 75mm dia. solid bell and spigot PVC piping contiguously connected and laid overthe ground surface to direct the discharge water a sufficient distance away from thepumped well. In all cases, the discharge point for each pumping test was downgradientof the subject well at a sufficient distance to utilize the natural surface drainage features(ie. sloping terrain). Given the locations of the discharge points, combined with theduration of pumping, the pumping test configuration is believed to have minimized thepotential effects of recharge into the overburden aquifer. This is especially relevant,given the significant thickness of the fill material at the site.

During the pumping test, the pumping rate was constantly monitored using the timed-volume correlation method at 60 minute intervals in order to ensure that the rate ofdischarge of the pumped water did not vary by more than 5%. There were no variationsof more than 5% measured for any of the pumping tests during the course of pumpingof each test well.

A series of physical and geochemical analyses of the pumped water were carried out atthe well head during each pumping test. The parameters tested at the well headincluded: turbidity, free chlorine residual, total dissolved solids, pH, temperature andelectrical conductivity. The turbidity and free chlorine residuals were monitored utilizinga Hanna C114 turbidity meter and the remaining parameters were analysed using aHach combination multimeter. The field water quality results are tabulated andgraphically presented in Appendix 5.

Observation wells were closely monitored during each pumping test, in order to attemptto utilize the drawdown data in the observation wells to accurately estimate the aquiferstorativity. The observation well data is tabulated in Appendix 4 associated with thepumping test of each test well.

Recovery data was collected for each of the test wells following the completion ofpumping. Recovery times varied from well to well with all wells achieving at least 95%recovery within 24 hours after the completion of each pumping test.

Pumping test data was analyzed using the Aqutesolv analysis software package. Thefollowing analytical methods were applied (where relevant data was available):

• Transmissivity Parameters: (Cooper- Jacob’s / Theis & Jacob Recovery ); and• Storativity Parameters: Cooper Jacob’s Time-Drawdown and Theis (Curve

Matching).




The results of the aquifer analysis are presented and discussed in Section 7 of thisreport.

2.4 Topographical Survey

The ground surface elevations for the test wells and test pits were interpolated based onthe detailed topographical information furnished by the David McManus Engineering Ltd.(DME). The test pit elevations are shown on the Test Hole Location Plan-Drawing No.PH1414-1 in Appendix 5. The test pit elevations are shown on the individual Soil Profileand Test Data Sheets located in Appendix 1.interpolated from the available topographicinformation also.

2.5 Laboratory Testing

Gradation of Soils

The soil samples recovered from the test holes were returned to our laboratory andvisually examined to review the results of the field logging. Given that the subjectproperty has been filled with a myriad of fill materials, gradation of the soil sample werenot undertaken.

Overburden Groundwater Assessment

At the time of the fieldwork, there was no water table, perched, or otherwise locatedwithin the fill material to the depths excavated. Considering the thickness of fill materialplaced in the quarry as part of the rehabilitation program, and the elevation differencebetween the development area and the roadside ditch along Kings Hwy. No. 416, thisis not unexpected at the subject site.

Bedrock Aquifer Groundwater Assessment

Raw water samples were collected from three (3) test wells during the pumping tests. Specifically, one (1) sample was collected after three (3) hours of pumping and one (1)sample was collected at the completion of pumping. In the case of TW1, a watersample was recovered after three (3) hours of pumping in order to establish preliminarywater quality data. TW1 was not subjected to a six (6) hour pumping test, however itwas utilized as an observation well for the other tests.




Prior to collection of the water samples, the free chlorine residual was verified to be nondetectable using the Hanna C-114 handheld turbidity/free chlorine multimeter. Aftercollection, the water samples were properly stored in a refrigerated cooler andtransported to Exova Accutest Laboratories, located in Ottawa, Ontario. The sampleswere submitted for comprehensive testing of bacteriological, chemical and physicalwater quality parameters consistent with a standard “Subdivision AssessmentPackage”. The results of the bedrock aquifer assessment are summarized in Section7.0.




3.0 SITE DESCRIPTION

3.1 Surface Conditions

The subject property is situated directly over a previously rehabilitated limestone quarry. The quarry was originally mined for it’s readily accessible limestone of the OttawaFormation which is an ideal source for the production of crushed aggregate.

The rehabilitation works have been ongoing for many years with the infilling of thesubject property from the edge of the road allowance for Kings Highway No. 416 and theedges of the extraction area. The present infilling rehabilitation has created a flat togently sloping development area covering approximately 2/3 of the available site areasituated along the western property limits. Beyond the proposed development areas,the site slopes steeply eastward at a slope of approximately 2:1 with surficial drainagedirected to the existing roadside ditch along Hwy. No. 416. Overall existing drainagepatterns are generally non-existent and infiltration is imperfect to poor given theplacement and consistency of the imported fill material.

3.2 Surrounding Land Uses with 500 m

The subject property is located along the south west rural general industrial corridorextending from Fallowfield Road northward along Moodie Drive. A City of Ottawa PublicWorks Depot is located to the immediate south of the subject property and a City ofOttawa Salt Dome is situated immediately to the west between the site and MoodieDrive. To the north, the lands, which carry a rural industrial zoning, consist of acombination of vacant lands, contractor staging areas and a Charter school bus service. The subject property is bound along it’s eastern limits by the King’s Highway No. 416,beyond which, are undeveloped rural industrial properties. Based on the available information, the only indicators of potential groundwatercontamination present within a 500 m radius of the subject property are:

• road salt from the City of Ottawa Salt Dome, Moodie Drive and Hwy. No. 416;• existing onsite wastewater treatment systems on the adjacent developed lands;

These potential sources of groundwater contamination are considered to pose apotential for adverse impacts on the groundwater quality in the shallow bedrockaquifer(s) located immediately below the proposed development on the subject lands. However, with adequate identification of the limits of the formations containing the upperwater supply aquifers, deeper water supply aquifers can be isolated for use for theproposed development with negligible impacts from upper aquifer migration or surficialimpacts originating on the subject property itself.




4.0 GEOLOGY

4.1 Surficial Geology

The surficial soils in the vicinity of the site generally consist of series of marine depositsassociated with the Champlain Sea overlying shallow bedrock. The site has beenextensively filled with only a few areas of original vegetation present. As such, it isassumed, for the purpose of this study, that there is minimal native soils on the site andwhat is present, is imported fill material only.

Based on the test pit excavation program, overburden thickness across the site vairesfrom 0.9m to well in excess of 25 m. Test pit locations and corresponding stratigraphyare summarized on the Test Hole Locations Plan (Drawing No. PH1414-1 in Appendix5). The test pit logs are provided in Appendix 1.

TABLE 1: SUMMARY OF UNIQUE STRATIGRAPHIC UNITS ENCOUNTERED ONSUBJECT PROPERTY BASED ON TEST PIT EXCAVATIONS1 INSTUDY AREA

TERRAINUNIT

USCSCLASSIFICATION

GENERALTHICKNESS

(m)

ESTIMATEDPERC.RATE2

(min/cm)

IN SITUSATURATEDHYDRAULIC

CONDUCTIVITY(cm/sec)

1 Imported Fill 0.9 to morethan 25 m

35 to 50 N/A

1. Maximum depth of test pit excavation of 4.2 m. Depth of 25m or more is extrapolated fromavailable information on the basement depth of the quarry prior to commencement of rehabilitation.

2. Estimated percolation rate based on a cross-referencing of the measured insitu hydraulicconductivity of the soil in each terrain unit against a corresponding percolation rate as summarizedin SG6 of the Ontario Building Code (1997).




4.2 Bedrock Geology

Published geological mapping (Refer to Figure 3 located in Appendix 5), provided by theGeologic Survey of Canada (2003), and courtesy of Natural Resources Canada, revealsthat the site and immediate surroundings are underlain by Paleaozoic limestone of theGull River Formation of the Ottawa Group from the Upper to Middle Ordovician Period. Based on available bedrock lithology data, the Gull River Formation is generally directlyunderlain by the Shadowlake and Rockliffe Formations which, in turn, are underlain bylimestone of the Oxford Formation of the Beekmantown Group. The Oxford Formationis underlain by dolostone-sandstone of the March Formation, which, in turn, is underlainby sandstone of the Nepean Formation of the Potsdam Group. Underlying the PotsdamGroup is a series of granites of the Precambrian Group.

A cursory review of the MOE Water Well Records also confirms that the significantmajority of the wells drilled in the immediate area have been constructed into thelimestone of the lower Ottawa/Rockliffe formations with some of the wells extendingdeep into the Oxford Formation. Few, if any wells, can be confirmed to have beenextended through the Beekmantown Group into the Potsdam or Precambrian Grous inthe immediate vicinity of the subject property.




5.0 REGIONAL HYDROGEOLOGY

5.1 Water Well Construction and Aquifer Interception

A search of the available MOE Water Well Records (WWRs) as undertaken as part ofthe background works in order to prepare a conceptual hydrogeological model for thesubject property.

Analysis of the individual MOE WWRs resulted in approximately nine (9) individualWWR’s which could be identified as being within the immediate vicinity (i.e. 500 m) ofthe subject property. The majority of these WWRs were located in the adjacentcommmercial developments situated along Moodie Drive. These WWRs are includedfor reference purposes in Appendix 2.

Of the MOE WWRs included in the analysis, 100% of the wells were noted to be drilledwells with the casings completed into bedrock. The choice of grouting compounds wereidentified to be either a neat cement, or sodium bentonite slurry.

With respect to the depth of aquifer interception, five (5) of the WWRs reportedintercepting a water supply aquifer within the shallow portion of the Ottawa Formationat a depth of less than 30 m below the existing ground surface.

Conversely, the remaining four (4) MOE WWRs were noted to intercept a combinationof the lower Ottawa Formation and Oxford Formation limestone. These wells interceptedthe water supply aquifer within these formations at depths ranging from 51 m to 100 m.In all instances, the length of well casing reported on these WWRs indicated that thecasings terminated into only the upper few metres of the bedrock surface.

With respect to well yields, all of the legible WWRs reported yields in excess of 18 L/min(4 Igpm).

Summary

All of the adjacent wells constructed within 500 m of the subject property, based on theavailable WWR data, intercept water supply aquifers at depths of less than 100 m bgs. As such, the deeper aquifer, intercepted by TW2, TW3 and TW4, appears to not beutilized by the surrounding developments and, as such, this aquifer is considered to bepreferred.

5.2 Neighbouring Water Quality




In conjunction with the analysis of the MOE Water Well Records, a series of backgroundwater quality sampling initiatives were undertaken under the direct supervision ofPaterson. The background water quality sampling initiative was limited to the availableadjacent rural general industrial developments. A summary of the groundwatergeochemistry for several adjacent rural general industrial developments is provided inAppendix 3.

Analysis of the neighbouring water quality data reveals elevated chloride hardness andsodium concentrations. Moreover, some of the wells had minor elevated concentrationsfor iron and manganese and electrical conductivity was considered to be significantlyelevated in two (2) of the four (4) neighbouring wells tested.

In summary, the water quality analysis for the neighbouring wells appears to create arepresentative hydrogeologic model for the Ottawa Formation water supply aquifers.




6.0 SITE HYDROGEOLOGY

6.1 Conceptual Hydrogeologic Model

Initially, a conceptual hydrogeologic model was derived for the subject property throughthe use of the available MOE WWR data and the water quality data for the water supplyaquifer(s) presently being utilized by existing rural general industrial developments. Furthermore, the work completed by Paterson on the industrial property immediatelyadjacent to the property along the east side of Hwy. No. 416, provided significantpractical guidance. Essentially, it was derived that the subject property was situated ona section of upper Ordovician bedrock which was known to be fractured and havingsignificant shaley partings imparting sodium and iron to the aquifers present therein. Asthe subject property is located near two (2) delineated fault lines, it was furtherhypothesized that the groundwater flow may be locally affected in this area within theolder, more well researched Paleazoic bedrock of the Oxford, March and NepeanFormations. Moreover, blasting operations within the quarry were anticipated to affectthe flow within the upper bedrock layers as a result of random fracturing.

With these constraints in mind, it was determined to construct an initial test well toconfirm the bedrock geology at the site, then proceed to construct additional test wellsonce the conceptual model was validated, or reevaluate the model as necessary.

TW1 was constructed first and intercepted the bedrock strata in a manner which hadbeen anticipated. The Ottawa Formation bedrock was observed to be significantlyfractured within the upper 30 to 40 m bgs and a water supply aquifer was intercepted ata depth of approximately 67 m bgs was reported by the well contractor. The yield onthe intercepted aquifer was considered marginal for rural general industrial uses and thewater quality was considered to be very poor with significantly elevated concentrationsof sodium and chloride.

Considering the proximity to the City of Ottawa salt depot, and the relatively thinoverburden beneath both the salt depot and Moodie Drive, and factoring in thesignificant fracturing of the upper bedrock layers, it is likely that the upper water supplyaquifers have been adversely impacted from road salt storage and application activities. The significant fracturing of the upper bedrock layers is likely facilitating or channelingthe movement of impacted infiltrating groundwater deep into the Ottawa Formation in theimmediate vicinity of the site.




It was also necessary, as part of the conceptual hydrogeologic model, to ensure that awell could be demonstrated to be constructed within the area filled during therehabilitation process. To this end, TW2 was constructed in an accessible locationwhere the available information suggested there would be an appreciable thickness offill.

The casing hole for TW2 extended approximately 15.5 m through the fill material tobedrock. The observed rock cuttings suggested that the Oxford Formation limestonewas present directly beneath the fill layer at TW2. As such, the casing was onlyextended 2.1 m into the bedrock layer. The intercept of the Oxford Formation at TW2represented an elevation difference within the Ottawa /Oxford Formation ofapproximately 60 m over a distance of 300 m. This significant vertical displacementsuggests fault influence within the site boundaries.

TW2 extended through approximately 118.6m of Oxford Formation limestone and thedepth of aquifer intercept was noted at approximately 132 m bgs. The yield and waterquality of the Oxford Formation water supply aquifer was found to be exceptional. It wasnoted, however, that there was some drawdown noted in TW1 when TW2 was tested. As a result, there is some hydraulic connection between the Ottawa Formation andupper Oxford Formation beneath the subject property. This is likely a result of theprevious blasting operations within the quarry.

TW3, was constructed along the northern portion of the site in order to validate theupdated hydrogeologic model. As such, the casing hole was extended to a depth ofapproximately 79.8 m bgs and was believed to have been completed into the OxfordFormation at the time of construction. However, upon completion of the casinginstallation, the bedrock was observed to transition back to Rockliffe Formation shaleprior to giving way to the Oxford formation at a depth of approximately 87 m bgs. Awater supply aquifer was noted to be present within the Rockliffe formation just aboveor at the transition to the Oxford Formation.

The open borehole for TW3 failed to easily intercept the Oxford Formation water supplyaquifer, but did intercept a usable water supply aquifer within the underlying MarchFormation. TW3, in an initial attempt to intercept a usable water supply aquifer, wasextended to a depth of 225 m bgs and fully penetrated the Oxford, March, and NepeanFormation. It was completed in Precambrian granite.




The bedrock was noted to be competent throughout the vertical penetration during theadvancement of the open borehole for TW3. As a result, TW3 had to be hydro-fracturedin order to open up the bedrock and obtain a usable water supply aquifer.

Reference should be made to Drawing No. PH1414-3- Conceptual Hydrogeologic Cross-Section, located in Appendix 5, for a graphical delineation of the information providedabove.




7.0 AQUIFER ANALYSIS

The results of the pumping tests performed on the test wells are presented in thefollowing sections.

7.1 Aquifer Characteristics

The aquifer characteristics determined from the compilations of the pumping tests forthree (3) of the four (4) test wells are summarized below:

TABLE 2: SUMMARY OF AQUIFER CHARACTERISTICS RESULTING FROMANALYSIS OF PUMPING TEST DATA OBTAINED FROMCONSTANT RATE TESTING

PARAMETERTEST WELL NUMBER

TW2 TW3 TW4

Transmissivity1 (m2/d) 15.53 0.19 6.34

Storativity2 1.1 x 10-5 1.1 x 10-5 1.0 x 10-5

Pumping Rate (L/min) 57 22.5 94.8

Available Drawdown (m) 119 210 100

Maximum Drawdown (m) 2.63 32.7 11.3

% Drawdown 2.2 16 11.3

Specific Capacity(L/min/m dd)

21.7 0.7 8.4

20 Year Safe Yield(m3/day)

1260 27 43

1. Transmissivity values calculated from numerical averages of values derived from Cooper-Jacobs straight line analysis.2. Storativity values included in table represent typical storativity values derived from literature sources reflecting limestone

bedrock.




7.2 Groundwater Geochemistry Assessment

The water quality data for each of the test wells, is summarized in Table 3. As two (2)distinct water supply aquifers were encountered within the bedrock beneath the subjectproperty, and the well construction program resulted in at least one (1) well interceptingeach formation in isolation, the water quality data for each of the water supply aquifersis presented in tabular formation in each subsection, summarized below.




TABLE 3: SUMMARY OF GROUNDWATER CHEMISTRY OF THE CONSTANT RATEPUMPING OF TEST WELLS

PARAMETER UNITS TW 1 TW 2 TW 3 TW 4 ODWS

6 Hour4 Hour 9 Hour 6 HrRepump1 Repump2 3 Hour TYPE LIMIT

MICROBIOLOGICAL PARAMETERS

Escherichia Coli ct/100 mL 0 0 0 0 0 N/A 0 MAC 0

Total Coliforms ct/100 mL 0 0 0 0 68 N/A 0 MAC 0

CHEMICAL PARAMETERS(HEALTH)

Fluoride mg/L 0.7 0.29 0.29 1.18 0.54 0.68 1.51 MAC 2.4

Nitrite mg/L <0.10 <0.10 <0.10 <0.10 <0.10 N/A <0.10 MAC 10

Nitrate mg/L 0.3 <0.10 <0.10 0.5 <0.10 0.1 <0.10 MAC 10

CHEMICAL PARAMETERS WITH AESTHETIC OBJECTIVES/OPERATIONAL GUIDELINES

Alkalinity mg/L 273 223 223 259 387 387 226 OG 500

Chloride mg/L 6660 62 62 773 259 259 78 AO 250

Colour TCU 4 <2 <2 7 2 N/A <2 AO 5

DOC mg/L 2.1 1.6 2 4.4 3.1 N/A 0.8 A0 5

Hydrogen Sulfide mg/L <0.01 <0.01 <0.01 0 <0.01 N/A 0.02 AO 0.05

pH 7.67 8.1 8.15 7.9 7.82 7.46 8.27 OG 6.5-8.5

Sulphate mg/L 155 32 32 135 133 41 38 AO 500

Hardness mg/L 2030 144 144 420 781 192 113 OG 100

Sodium mg/L 3350 72 75 435 711 132 126 AO 200

Iron mg/L 1.01 0.14 0.11 10.5 5.05 0.5 0.83 AO 0.3

Manganese mg/L 0.4 0 <0.01 1.18 0.21 0.03 0.01 AO 0.05

TDS mg/L 12000 428 425 1970 2940 N/A 476 A0 500

Turbidity (lab)NTU 11.1 0.9 0.8 48.6 42.3 N/A 5.8

AO/MAC

40663

Ammonia mg/L 0.18 0.16 0.12 0.46 0.42 N/A 0.12 - -

Calcium mg/L 700 28 28 94 189 44 22 - -

Magnesium mg/L 69 18 18 45 75 20 14 - -

Phenols mg/L <0.001<0.001 <0.001 <0.001 <0.001 N/A <0.001 - -

Potassium mg/L 15 4 4 9 10 3 3 - -

1. Water quality values for Repump2 of TW3 reflect water quality analysis for General Groundwater Characteristics only to confirmreduction of sodium and confirmation of water quality stability.




7.3 Aquifer Analysis Summary

Water Quantity Assessment

Using the procedure summarized in the document entitled, “Procedure D-5-5 TechnicalGuideline for Private Wells: Water Supply Assessment”, prepared by the OntarioMinistry of the Environment, last revised August 2006, an analysis of the suitability ofthe aquifer to supply the proposed development can be completed. Using the valuescontained within Procedure D-5-5, the per-person water requirement is set at 450L/day. The peak demand, which occurs over a 120 minute period each day, equatesto a peak demand rate of 3.75 L/min per person. Procedure D-5-5 suggests theutilization of the number of bedrooms plus one, to determine the minimum number ofpeople per house. As rural industrial uses can be demonstrated to have similar orlower average and peak water use, this part of Procedure D-5-5 appears valid forderiving a minimum required well yield. For the development proposed, a minimumwell yield of 18 L/min. is consistent with Procedure D-5-5 and is considered suitable.

Analysis of Table 2 in Section 7.1, reveals that the pumping rates chosen for each ofthe pumping wells are at, or above this minimum pumping rate. This information,combined with the calculated 20 year long term safe yield values, suggests that thespecified well yields are representative of the yields which occupants of thedevelopment are likely to obtain from future wells put down on the site.

Water Quality

Ottawa Formation

The water quality of the Ottawa Formation, as evidenced in the water quality data ofTW1 on Table 3, reveals an aquifer heavily impacted by road salt and calcium chloridecontamination. This formation is not considered to be usable and all future wells mustbe sufficiently cased through this formation in order to prevent cross-contamination intothe preferred water supply aquifers located at greater depth.

Oxford Formation

A review of the water quality analysis data from TW2 and TW4, which represents thewater supply aquifer located within the limestone in the upper portion of the OxfordFormation, reveals that the raw water meets all health related parameters of theOntario Drinking Water Standards (ODWS).

With respect to aesthetic objectives and operational guidelines, the water containsmodestly elevated concentrations of hardness and sodium




Sodium (Na) concentrations in both TW2 and TW4 were noted to be present above aconcentration of 20 mg/L. The sodium concentration did not show significantreductions during the pumping tests. Although sodium is not toxic and no maximumacceptable concentration has been set, concentrations above 20 mg/L require that theMedical Officer of Health be notified so that this information may be passed on to localphysicians for use in treatment of those requiring a sodium-restricted diet.

Hardness, an operational guideline, does not appear in the ODWS. Rather it appearsin the Technical Support Documents for Drinking Water Standards, Objectives andGuidelines (Technical Support Documents) as a parameter with an operationalguideline of 100 mg/L. At the measured concentrations, the water is considered to behard to very hard. TW2 and TW4 reported hardness concentrations below thereasonable treatable limit of 500 mg/L specified in Table 3 of the guidance document,entitled, “Procedure D-5-5: Technical Guideline for Private Wells: Water SupplyAssessment”, published by the MOE in 1995.

March Formation

Analysis of the water quality data from TW3, on Table3 , reflect the generalgroundwater geochemistry associated with the March Formation, reveals that the rawwater meets all of the critical health related parameters of the Ontario Drinking WaterQuality Standards (ODWS).

With respect to aesthetic water quality parameters, the water supply aquifer locatedwithin the March Formation is in general conformity to the ODWS, with the exceptionof chloride, hardness, sodium, and turbidity. Given the parameters which areexceeding the ODWS, and considering the nature of the water supply aquifers in whichTW3 has intercepted, the elevated parameters can be directly linked to the waterquality originating in the Rockcliffe Formation. The casing for TW3 did not fully sealoff this layer and as a result, the water quality of the combined is being adverselyaffected.

The hydro-fracturing of TW3 did open up the lower March Formation. With extendedpumping, the more desirable water qualities of the March Formation become apparent. When TW3 is pumped for a sufficient period, the quality of the water improvesconsiderably. When TW3 was pumped at a higher rate during the second repumping(Repump2 on Table 3), the hardness and sodium concentrations declinedconsiderably, but the chloride concentration remained elevated. Chloride will remainelevated as it is likely that the beneficial effects of dilution from the March Formationare insufficient to further reduce chloride concentration in the combined water as theMarch Formation must also contain modest chloride concentrations. It isrecommended that the March Formation be utilized in the northern quadrant of the site,but only when the casing has been installed to completely isolate the Ottawa andRockliffe formations.




8.0 DEVELOPMENT RECOMMENDATIONS

The following sections outline the recommendations for development which have beenformulated from the data collected in this study.

8.1 Site Development

Based on the results of our hydrogeologic study, the subject property has a suitableselection of water supply aquifers present in the underlying bedrock strata to supportproposed commercial/industrial development. Depending on the nature of the wateruses proposed, the lower aquifers are suitable for consumption, provided future wellsare suitably constructed with casings extending and sealed through the Ottawa andRockliffe Groups and seated deep into the upper limits of the Oxford Formation. Thewater supply aquifers in the Ottawa and Rockliffe groups may be suitable for processwater, depending on the process needs.

With respect to the results of the terrain analysis, the subject property contains amassive layer of imported fill in the areas where onsite sewage systems are proposed. The fill material, if suitably prepared, can provide the necessary long term attenuationof sewage system effluent.

8.2 Lot Development Plan

One objective of the hydrogeological study is to enhance development and minimizethe effects of sewage systems on the surrounding environment. This is achievedthrough prevention of the accumulation of surface water near sewage systems, byensuring the proper construction of water supply wells and sewage systems, and bycoordinating the overall positioning of the services to maximize separations. Aminimum separation of 18 m for fully-raised systems is required between a well anda Class 4 sewage system. Clearance distances also apply to wells and septic systemslocated on neighbouring lots.

The proposed Lot Development Plan (Drawing No. PH1414-2) in Appendix 5 showsthe proposed lot development plan for the site. The purpose of this drawing is to showthat a commercial/industrial building pad, and paved parking areas will fit onto theproposed lot in conjunction with onsite water and wastewater services, and can meetall pertinent regulations without causing environmental constraints. The buildingenvelopes shown in this drawing covers a plan area of 160 m2, and assumes acombination of office and warehouse space utilization. The associated total dailydesign sanitary sewage flow for each of the lots is set at approximately 2,500 L/day. In actuality, the daily sewage flows will likely be significantly lower than this value.




In all instances, careful, site specific analysis of the topography and proposed lotgrading in the area of each proposed leaching bed is required during the design stagesof the leaching bed in order to determine if sufficient soil exists to facilitate the use ofnative soil for subgrade preparation. Detailed soil morphology should only bedetermined by a qualified geotechnical specialist.

It is not the intent of the Lot Development Plan (Drawing No. PH1414-2) to restrictplacement of a building on each lot. While the actual configuration and position of thebuilding may change, the relative position of the building, sewage system and wellshould be maintained. In all cases, the separation criteria for the immediate andneighbouring lots should be followed.

The required separation distance from a fully raised leaching bed to a surface waterbody or drilled well is 18 m. Furthermore, in accordance with Ontario Regulation 903,all drilled wells, in addition to the prescribed separation distances to the sewagesystem, must also be located a minimum of 15 m from a potential source ofcontamination. (i.e. fuel oil tanks, Regional Roads, etc.)

8.3 Predictive Impact Assessment

Hydrogeolocial Sensitivity

In accordance with Section 5.0 of the MOE publication, entitled, “Procedure D-5-4Technical Guidelines for Individual On-site Sewage Systems: Water Quality ImpactRisk Assessment”, the groundwater impacts from on-site sewage systems must beaddressed in a step-wise manner. In order to establish the initial step, it is essentialto demonstrate whether or not the site is considered hydrogeologically sensitive.

Based on the composition and thickness of the imported cohesive fill materials presentbeneath the site, the estimated saturated hydraulic conductivity is set in the order of 10-5 cm/sec with the corresponding infiltration values of less than 15 mm/hr beinganticipated. Based on these infiltration rates, combined with the shallow, perchedwater table conditions present across most of the site, the subject property is notconsidered to be hydrogeologically sensitive.

Isolation of Supply Aquifer

According to the “Three Step Assessment Process” outlined in Section 5.2 ofProcedure D-5-4 : Technical Guideline for Individual On-Site Sewage Systems: WaterQuality Impact Risk Assessment (Procedure D-5-4), published by the MOE with thelast revision August 1996, the first step involves lot size considerations. Based on theproposed Lot Development Plan- Drawing No. PH1414-2, the actual lot size (i.e.exclusive of roads, etc.) of the three (3) lots varies from 1.06 ha to 3.28 ha. As such,the minimum lot size is considered to suitable(i.e. greater than one(1) hectare),




considering the absence of hydrogeologically sensitive soils, and adequate watersurplus, to provide the necessary attenuative processes to reduce the nitrate-nitrogento an acceptable concentration in groundwater below adjacent properties. Thisdeclaration, combined with the massive layer of primarily cohesive soil fill materialbeneath the site and a King’s Highway and vacant rural general industrial lands alongthe downgradient direction of overburden groundwater flow, provide for a higher levelof safety that development on the subject property will have negligible impact on thewater supply aquifers beneath the site.

8.4 Sewage System Design

Sewage systems, having a capacity of 10,000 L/day or less, and serving a individuallot of record, must be designed according to Part 8 of the Ontario Building Code(OBC). The OBC sets out minimum design and construction standards for allapproved classes of sewage systems. It is proposed that this site be serviced withtraditional Class 4 sewage systems consisting of a septic tank and separate leachingbed. Advanced wastewater treatment technologies contained within the prescriptiveOBC Supplementary Guidelines are considered to be suitable for use at this site, andtheir use should be strongly considered given the superior quality of effluent producedfrom these units for dispersal into the natural environment.

OBC requirements state that the there must be a minimum of 900 mm of suitable soilor leaching bed fill present between the base of the absorption trenches and the highgroundwater table, bedrock or soil with a percolation rate greater than 50 min/cm. Given that the hydraulic conductivity of the fill material has been estimated to beupwards of 50 minutes/cm, the leaching beds will be expected to be fully raised andwill likely include a cut/fill balance in order to reduce the height of the leaching bed bycutting it into the sloping terrain, while maintaining free drainage throughout the contactlevel. An imported sand mantle having a minimum thickness of 250 mm and extendinga minimum of 15 m beyond the absorption trenches in the direction of effluent flowwould also be required.

8.5 Potential Well Interference

It is anticipated that only one (1) additional well will need to be constructed on thesubject property to service the remaining proposed lot. The potential well interferenceoriginating from the operation of three (3) wells at the subject property, and impactingthe offsite adjacent wells is expected to be less than 1.0 m at a radial distance of 500m beyond the site limits under peak use conditions. As such, given the spacing of thewells, and considering the available storage present within the open boreholes of thesewells, the potential well interference is anticipated to be minimal and will not affect thelong term available drawdown in either the onsite or neighbouring offsite wells.




8.6 Future Water Well Design

Drilled wells, completed in the bedrock aquifer, should be used for the water supply inthis development. The wells should be drilled by a licensed well contractorexperienced in the study area, and should be completed in accordance with OntarioRegulation 903, as amended.

A minimum well yield of 5 IGPM is recommended for an average lightcommercial/industrial use and is considered to be readily obtainable on this site. Asit is desirable to drill the future wells to achieve the highest quality water, the wellsshould be isolated from the Ottawa Formation and completed into the OxfordFormation. To this end, future wells should have a casing length of approximate 100m to ensure the casing hole extends into the Oxford Formation limestone only.

The casing should then be installed and grouted in place utilizing either a neat cementgrout or sodium bentonite grout slurry introduced from the bottom of the annular spaceto the surface of the ground in accordance with Ontario Regulation 903 (wells). Thecreation of the casing hole, the installation of the casing and the grouting of the annularspace should be inspected by a qualified Professional Engineer.

The well should be developed by surging or pumping until the water is developed toa sand free state at the time of construction in accordance with Ontario Regulation903. If the water is observed to be cloudy at the completion of the prescribed welldevelopment, extended well development should be performed until all visible turbidityis removed.

Chlorine should be introduced at the completion of well development in sufficientquantity to produce a free chlorine residual of at least 50 mg/L (ppm). The chlorineshould be mixed with the standing water in the casing using a procedure that will resultin the thorough vertical mixing of the chlorine over the entire depth of the well.

The well should be completed with a submersible pump, pitless adaptor and verminproof well cap. All such mechanical work connected to the well is to be completed bya qualified well contractor possessing a valid Class 4 pump installer’s license. Aftercompletion of the mechanical work in the well, the well should be disinfected asdescribed above.

The grading around the well casing should be slightly elevated to direct surface runoffaway from the well. The casing should project approximately 400 mm above themounded soil within 3 m in all directions from the casing.

With respect to the existing test wells, it is recommended that TW1 bedecommissioned. The remaining wells which intercept the March Formation withoutintercepting a water supply aquifer within the Oxford Formation in the open borehole,




are considered to be acceptable for reuse as future wells as they meet the intent of thewell construction specifications presented above.

8.7 Water Conditioning Considerations

As the water within the preferred zone of aquifer interception contains elevatedhardness and, to a lesser extent, iron, the raw water can be suitably conditioned toremove these two aesthetic parameters. A standard residential grade water softenercan be installed to remove both the hardness and iron concentrations in the raw water. Regeneration rates may be slightly higher given the concentration of iron in a few ofthe test wells, however the iron concentrations are not anticipated to substantiallycontribute to a reduction in resin capacity.

As the water is considered to be very hard, it is strongly recommended that should awater softener be selected for installation, that consideration be made to installing aseparate tap for drinking water which bypasses the softener. This will minimize theconsumption of an increased sodium concentration resulting from the ion exchangeprocess.

With respect to the slightly increased turbidity in both the field and laboratory samples,as there is no need for water treatment to control bacteriological parameters, theturbidity values are considered to be within the acceptable range of values containedwithin Procedure D-5-5. It is anticipated that extended well development, at a rate ofnot more than 5 L/min for at least 24 hours, will be sufficient to remove any residualturbidity resulting from well construction for each newly constructed well at the site.




9.0 CONCLUSIONS

Based on the information contained within the body of this report, the following conclusionscan be drawn:

1. The subject property is located in a rehabilitated limestone quarry with theresulting topography considered to be flat to steeply sloping with the level areasareas exhibiting poor to imperfect drainage characteristics in pre-developmentcondition.

2. There are minimal potential impacts from surrounding land uses within 500 mof the site, based on available information, that will have any long term impactson the identified water supply aquifers. Moreover, offsite impacts from theproposed density of rural general industrial development are considered to benegligible.

3. The surficial geology of the subject property consists of imported fill materialoverlying bedrock, present at varying depths, across the subject area.

4. The bedrock geology beneath the site consists of limestone of the OttawaFormation, underlain by limestone of the Oxford Formation. The OxfordFormation is underlain by the March Formation,and Nepean Formation,respectively. The preferred water supply aquifers for the future development arepresent within the Oxford and March Formations only. The Ottawa Formationlimestone has been observed to contain elevated sodium and chlorideconcentrations and all future water supply wells should be isolated from theOttawa Formation.

5. The construction of the test wells on the subject property appear haveintercepted at least two (2) individual water supply aquifers of suitable quantityand quality. The quality of the Oxford and March Formation water supplyaquifers is such that it is the preferred aquifer for future wells and is suitable forrural general industrial uses.

6. Potential well interference with neighbouring, offsite wells, is considered to beminimal and, based on the aquifer parameters determined by this study, theanticipated water demand from this subdivision will have minimal impact on thesafe yield of the water supply aquifers.

7. Sewage systems, containing fully raised leaching beds, are easilyaccommodated on each of the proposed lots. Site specific soil morphologyanalysis, carried out by a qualified geotechnical engineer, should be completedfor each individual sewage system design.




8. The subject property is suitable for development as a small,commercial/industrial subdivision at the proposed density. Impacts to theneighbouring rural industrial development areas are expected to be minimal.




10.0 RECOMMENDATIONS

Based on the information presented in the body of this report, the following recommendationscan be made:

1. In accordance with the intent of Procedure D-5-5, the Medical Officer of Health mustbe notified where sodium concentrations in the new wells exceed 20 mg/L. Thisrequirement is specified in order for the information to be disseminated to localphysicians in order to treat persons with sodium reduced dietary needs.

2. If the use of water softeners are considered, it is recommended that a separate watersupply tap be installed. This tap should bypass the water softener to prevent theincreased sodium concentration which will result by softening the water with sodiumchloride.

3. Wells should be constructed such that the casing hole extends into sound bedrock atleast 100 m below ground surface, or at least 6 m into the Oxford Formation limestone.The well contractor should review the proposed well construction methodologyspecified in this report prior to proceeding with any site works.

4. The preferred zone of aquifer interception for future wells located along the southernportion of the site should be set for the Oxford Formation at a depth of 132 m belowground surface. The preferred zone of aquifer interception for future wells along themid to northern portions of the site, should be set in the March Formation at a depthof upwards of 183 m bgs. Wells should be constructed with a rotary air drilling rig andshould be surged and purged to a sand free state prior to completion of the well.

5. The recommended minimum range of well yields is set at between 18 L/min and 23L/min for light rural general industrial uses.

6. The creation of the casing hole, installation of the casing, and grouting of the annularspace, should be inspected by a qualified Professional Engineer of Ontario. Furthermore, it is recommended that a qualified Professional Engineer of Ontariooversee the construction of the open borehole in order to ensure well depths do notexceed those recommended in this study. All well construction must be carried out bya qualified, and experienced well technician.

7. Wells should be developed to a sand free state in order to ensure that the residualturbidity created by the well drilling activities is completely purged from the well. Additional well development, prior to placing the well into use, is stronglyrecommended in order to provide adequate development of the formation and removeextraneous rock debris from the aquifer pathways. It is likely that future wells at thissite will require additional well development. The additional well development shouldtake place during well construction, or alternatively, take place during the mandatory


paterson Terrain Analysis and Hydrogeological StudyOttawa Kingston North Bay Proposed Residential Subdivision

First Line Road, Ottawa (Rideau), Ontario

pumping test set forth by Ontario Regulation 903. If the additional well developmenttakes place during the pumping test, the duration of pumping at the design rate shouldbe increased to at least a minimum of three (3) hours.

8. All future water wells be completed such that the top of well casing is a minimum of450 mm above the finished grade within a 3 m radius of the wellhead. Moreover, thegrade should slope away from the wellhead for a distance of at least 3 m.

9. Individual future well owner(s) should carry out semi annual verification of potability ofthe raw water supply. Moreover, the well owner should ensure that they maintain thewellhead and immediate area in accordance with the requirements of OntarioRegulation 903.

10. TW1 should be properly abandoned in accordance with Ontario Regulation 903. TW2and TW3 should be sleeved to a depth of 100 m if they are to be used in the future. If TW2 and/or TW3 are not to be used, they too, should be abandoned in accordancewith Ontario Regulation 903 requirements. All abandonment activities should beoverseen by a qualified Professional of Ontario.

In summary, it is our professional opinion that this site is suitable for development as a ruralindustrial subdivision at the proposed lot density. The hydrogeological recommendationscontained within this report, if followed, will ensure that the development takes place in aneffective manner, with a minimal impact on the natural environment.

PATERSON GROUP INC.

Robert A. Passmore, P.Eng.Senior Environmental Engineer


APPENDIX 1

‘ SOIL PROFILE & TEST DATA SHEETS

‘ SYMBOLS AND TERMS