potable water supply assessment commercial development

Geotechnical Engineering

Environmental Engineering

Hydrogeology

Geological Engineering

Materials Testing

Building Science

Archaeological Services

Paterson Group Inc.

Consulting Engineers 154 Colonnade Road South Ottawa (Nepean), Ontario Canada K2E 7J5

Tel: (613) 226-7381 Fax: (613) 226-6344 www.patersongroup.ca

patersongroup

Potable Water Supply Assessment Commercial Development

201 Dibblee Road Ottawa, Ontario

Prepared For

Cresa Toronto Inc.

March 4, 2016

Report: PH2144-REP.01

patersongroup Potable Water Supply Assessment Ottawa Kingston North Bay Proposed Commercial Development 201 Dibblee Road, Ottawa, Ontario


February, 2016 Page ii

Table of Contents

1.0 INTRODUCTION......................................................................................................... 1

2.0 SITE DESCRIPTION ................................................................................................... 2

2.1 Surrounding Land Uses............................................................................................... 2

2.2 Potential Sources of Contamination ............................................................................ 3

3.0 METHOD OF STUDY ................................................................................................. 4

3.1 Test Well Installation ................................................................................................... 4

3.2 Pumping Tests ............................................................................................................ 4

3.3 Groundwater Sampling ............................................................................................... 5

4.0 GEOLOGY .................................................................................................................. 7

4.1 Overburden Geology ................................................................................................... 7

4.2 Bedrock Geology......................................................................................................... 7

4.3 Hydrogeology .............................................................................................................. 8

5.0 AQUIFER ANALYSIS ................................................................................................. 9

5.1 Aquifer Characteristics ................................................................................................ 9

5.2 Groundwater Quality ................................................................................................. 10

5.3 Groundwater Quantity ............................................................................................... 12

6.0 DEVELOPMENT CONSIDERATIONS ...................................................................... 13

6.1 Well Water Treatment ............................................................................................... 13

7.0 CONCLUSIONS........................................................................................................ 14

8.0 RECOMMENDATIONS ............................................................................................. 15

9.0 STATEMENT OF LIMITATIONS ............................................................................... 17

10.0 REFERENCES ...................................................................................................... 18



February, 2016 Page iii

Tables

Table 1 - Test Well Summary ........................................................................................... 4

Table 2 - Summary of Aquifer Characteristics ................................................................. 10

Table 3 - Groundwater Geochemistry (TW1) .................................................................. 11

Appendices

Appendix 1 MOECC Water Well Records for Test Wells Appendix 2 Laboratory Certificates of Analysis - Groundwater Appendix 3 Aquifer Analysis

Field parameters Appendix 4 Figure 1 – Site Location Plan Figure 2 – Overburden Geology Figure 3 – Bedrock Geology



February, 2016 Page 1

1.0 INTRODUCTION

Paterson Group (Paterson) was retained by Cresa Toronto Inc. to conduct a potable water supply assessment for the property located at 201 Dibblee Road, Ottawa, Ontario. The site location is indicated on Figure 1 (Site Location Plan) in Appendix 4.

This study was conducted in general accordance with Ontario Ministry of the Environment and Climate Change (MOECC) guidance document Procedure D-5-5: Technical Guideline for Private Wells: Water Supply Assessment (MOEE, 1996).

The scope of the assessment is limited to a preliminary determination of the potential yield and raw water quality of the bedrock water supply aquifer intercepted by the existing well, as it relates to the future servicing potential for the proposed commercial development at the site.

The investigation involved the following major components:

Review of available information regarding the subject site, the proposed development, and surrounding lands.

Hydrogeological analysis including a pumping test, groundwater sampling, geological information review, aquifer analysis and water quantity assessment.

PLEASE NOTE: At the time if writing, it is Paterson’s understanding that the site is to be developed as a commercial property with an office building and garage/vehicle wash facility. The project is expected to proceed on a ‘design-build’ basis (i.e. the design and construction services will be contracted to a single company.




2.0 SITE DESCRIPTION

The subject site is a partially cleared vacant lot at 201 Dibblee Road, Ottawa, as indicated on Figure 1 (Site Location Plan) in Appendix 4. The subject site has a total area of approximately 8.7 hectares (Ha), and is located approximately 500 m northwest of the Highway 416/Fallowfield Road intersection.

The topography at the subject site is undulating with a general downward slope from west to east across the site. Onsite drainage is by surface flow, and runoff is towards the roadside ditch on the western side of Highway 416. No onsite drainage features were observed.

The following legal description of the subject property was obtained from the City of Ottawa’s interactive GIS mapping system, GeoOttawa (http://maps.ottawa.ca/geoottawa/):

PIN 046310385

o Concession 4 (RF) Part Lot 22

2.1 Surrounding Land Uses

Surrounding land uses are described below:

North Commercial use (Primo self-storage and trailer sales) Institutional use (Dayspring church) Commercial use (Fedex depot)

East

Highway 416 Vacant land on the eastern side of Highway 416

West

Commercial use (First Student school busing) Commercial use (Bradley-Kelly Construction)

South

Industrial use (City of Ottawa public works garage and road maintenance depot) Commercial use (car dealership construction site)

http://maps.ottawa.ca/geoottawa/




2.2 Potential Sources of Contamination

Onsite

Environmental assessment of the subject site by Paterson in 2015 (Paterson, 2015a, and 2015b) determined that soil and groundwater conditions beneath the site are in compliance with the applicable MOECC Table 2 site condition standards. There are no concerns regarding potential onsite sources of contamination.

Offsite

All existing development in the area utilizes private individual water supply and onsite sewage systems.

There is a potential for adverse effects to the existing onsite test well (TW1) from the following offsite sources:

Highway 416 (potential spills, road salt use).

Automotive maintenance and repair operations (school bus depot and City of Ottawa public works garage).

City of Ottawa road maintenance depot (bulk storage of fuels and road salt).

The most significant concern is the road salt at the City of Ottawa road maintenance depot, as this location is probably hydrogeologically upgradient to the subject site. Since there are no road salt related impacts to the groundwater at TW1, it appears that the well has been protected, either by the massive, relatively impermeable nature of the upper bedrock strata, and/or by the Hazeldean Fault.




3.0 METHOD OF STUDY

3.1 Test Well Installation

A drilled well (TW1) was constructed at the site on June 27, 2012 by Air Rock Drilling Company Ltd. (Air Rock) of Richmond, Ontario. Bedrock was encountered at ground surface in the form of broken shale which extended to a depth of 1.2 m bgs. Steel casing was extended to a depth of 12.2 m bgs and the annular space was grouted with a 20% sodium bentonite slurry. The open hole was then extended to a total depth of 152.4 m bgs. The well was developed and disinfected according to the requirements of O.Reg. 903.

At the time of drilling, it was recognized that TW1 would be located in close proximity to the Hazeldean Fault (see Section 4.2). The well was drilled as far north as site constraints would allow in order to maximize the possibility of the well being on the north side of the fault. Groundwater quality results from TW1 (discussed in Section 5.2, below) suggest that the well is located on the north side of the fault (the groundwater quality is acceptable and there is no indication of elevated sodium or chloride).

The well was subjected to a one (1) hour pumping test by Air Rock immediately after the completion of the drilling and purging operations. The well technician’s recommended pumping rate based on the one hour pumping test was 13.6 L/min.

Table 1 - Test Well Summary

TEST WELL SUMMARY

Well ID Year drilled

Depth to BR (m)

Casing depth (m)

Depth to water bearing

fractures (m) Total

depth (m) Recommended pumping rate

(L/min)

TW1 2012 0.0 12.2 115.8 152.4 14

OBS1 2012 4.8 11.6 33.2 / 34.1 36.6 36

OBS3 2011 15.5 17.7 131.9 134.1 91

3.2 Pumping Tests

Paterson conducted a pumping test at TW1 in July, 2012, as part of a preliminary hydrogeological assessment of the site (Paterson, 2012). The well was pumped at 13.8 L/min for 12 hours, and was allowed to recover.




Drawdown observations were recorded using electronic datalogger units (Schlumberger Micro-DiverTM). Dataloggers were installed in TW1 and three (3) nearby observation wells (OBS1, OBS2 and OBS3 as indicated on Figure 1).

Paterson conducted another pumping test at TW1 on January 27, 2016. The well was pumped at a constant rate of 20.4 L/min for six (6) hours, and was then allowed to recover. During the test the pumping rate was monitored at one hour intervals to ensure the rate of discharge remained reasonable constant (i.e. < 5% variation).

Drawdown observations during pumping and recovery were recorded using manual measurements taken with an electronic water level tape. Electronic datalogger units (Schlumberger Micro-DiverTM) were installed in the test well and one nearby observation well (OBS3) prior to the test program (NOTE: access to OBS1 is no longer possible due to the Fedex depot at that location. OBS2 was abandoned in 2015 due to construction activities at that location). Full recovery was monitored using the dataloggers which were removed more than 24 hours after the end of the test.

An attempt was made to obtain observation well data. One datalogger unit was placed in nearby well OBS3. The datalogger hydrograph from this well shows that there was no impact to the well due to pumping of TW1.

Turbidity measurements were taken using a Hanna HI93414 Fast Tracker portable meter at the well head at regular intervals during the pumping test.

Free chlorine residual measurements were taken using a Hach Pocket Colorimeter IITM handheld unit immediately prior to the collection of each groundwater sample.

Field measurements of pH, temperature, conductivity and TDS were carried out during the test using an ExtechTM ExStik II portable multi-meter. Field parameter results for the January 2016 pumping test are provided in Appendix 3.

3.3 Groundwater Sampling

Groundwater samples were collected at each well during the pumping tests. At the time of the 2012 pumping test samples were collected at 6 hours and at 12 hours after the start of pumping. At the time of the 2016 pumping test samples were collected at 3 hours and 6 hours after the start of pumping. Prior to collection of the groundwater samples, the free chlorine residual was verified to be non-detectable.




All groundwater samples were submitted for comprehensive testing of bacteriological, chemical and physical water quality parameters consistent with the standard ‘Subdivision Water Supply’ suite of parameters.

All samples were collected unfiltered and unchlorinated and were placed directly into clean bottles supplied by the analytical laboratory. Samples were placed immediately into a cooler with ice and were transported directly to the Exova laboratory in Ottawa. All samples were received by the laboratory within 24 hours of collection.

Exova is fully accredited by the Canadian Association for Laboratory Accreditation (CALA) having received a Certificate of Laboratory Proficiency in 1991 (CALA Registration Number 2602). Exova has ISO 17025 accreditation (Standards Council of Canada) and is fully accredited for Ontario Safe Drinking Water Act (OSDWA) testing.




4.0 GEOLOGY

4.1 Overburden Geology

Surficial geology mapping information from the Ontario Geological Survey (OGS) was obtained from the OGS Earth website at: http://www.mndm.gov.on.ca/en/mines-and-minerals/applications/ogsearth.

As indicated on Figure 2, overburden material at the subject site is variable and includes sand, till and organic material over the northern half of the site. The southern half of the site has Palaeozoic bedrock at or near surface, so the thickness of the overburden layer is also variable. Information from the test wells (TW1, OBS1, OBS2 and OBS3) shows that overburden thickness varies from 0 (at TW1) to 15.5. m (at OBS3).

A geotechnical investigation of the site was conducted by Exp Services Inc. of Ottawa, Ontario, in late 2012. Ten (10) test pits and three (3) boreholes were excavated/drilled at locations across the site. Bedrock was encountered at all test pit locations at depth from 0.3 to 2.4 m bgs. The investigation identified variable thickness layers of topsoil and fill (generally occurring in the upper 2.1 m of the overburden layer. Beneath the topsoil and fill a layer of till material extends to the top of bedrock. The till material contains silt, gravel, sand and clay in variable proportions.

4.2 Bedrock Geology

Geological mapping information from the OGS Earth website (OGS, 2016) reveals that the site is bisected by the Hazeldean Fault which is a regionally significant, vertically dipping fault that trends towards the northeast at this location (see Figure 3). On the northern side of the fault, dolostone of the Oxford Formation as the uppermost bedrock unit. (i.e. the strata on the northern side of the fault have moved upwards relative to the strata that occurs beneath most of the subject site).

As discussed in Section 3.1, the groundwater quality results from TW1 (discussed in Section 5.2, below) suggest that the well is located on the north side of the fault where the Oxford Formation is the uppermost bedrock unit. The Oxford Formation is underlain by the March Formation and the Nepean Formation. Since TW1 is 152.4 m deep, it is assumed that the well intersects all three formations.

Figure 3 (Bedrock Geology) in Appendix 4 shows the OGS Earth mapping information in the vicinity of the site. The figure shows that the Hazeldean Fault cuts across the northeast corner of the site and that most of the site is underlain by the middle Ordovician Bobcaygeon

http://www.mndm.gov.on.ca/en/mines-and-minerals/applications/ogsearth





Formation. The findings of this report suggest that the fault is actually located further to the south at the subject site, such that the Oxford Formation is uppermost at the location of TW1.

4.3 Hydrogeology

The interpreted direction of groundwater flow in the overburden unit is towards the east/southeast based on local topography. The overburden unit is relatively thin over the southern half of the site, so there may not be an overburden water table in that area.

Previous studies by Paterson and others in the vicinity of the subject site have found that water quality on the south/west side of the Hazeldean Fault is often poor (elevated sodium, chloride and highly elevated hardness), and that water quality on the northeast side of the fault is generally acceptable. This difference is attributed to the different bedrock strata on either side of the fault. The Oxford Formation is the uppermost formation on the north/east side of the fault. The Oxford Formation and underlying March and Nepean Formations are generally associated with acceptable water quality in the Ottawa region. On the south/west side of the fault the uppermost bedrock strata are those of the Bobcaygeon Formation, which is generally associated with elevated concentrations of sodium and chloride.

For the purpose of this report it is assumed that test well TW1 intersects the Oxford Formation on the north side of the Hazeldean Fault. This assumption is supported by the water quality data from TW1.

The direction of groundwater flow in bedrock at the site is probably towards to northeast to east, based on previous work in the area by Paterson and others.




5.0 AQUIFER ANALYSIS

5.1 Aquifer Characteristics

PLEASE NOTE: Analysis details of the 2012 pumping test are included in Appendix 3. The following section focusses on the recent pumping test carried out on January 27, 2016. Analysis of the 2012 pumping test was carried out using AqtesolvTM software. The Cooper & Jacob (1946) solution was used to estimate an aquifer transmissivity of 3.06 m2/day.

The January 2016 pumping test data were analyzed using Aquifer Test ProTM (V 2015.1) software. Drawdown data measured using a datalogger unit was initially analyzed using the Theis (Theis, 1935) method of analysis. The Theis solution was found to be unsuitable for the dataset (as evidenced by the poor correlation between the dataset and the Theis curve). Derivative analysis of the dataset using Aquifer Test ProTM shows that the response to pumping is atypical and that a boundary condition may be present. The boundary interpretation makes sense given that the well is known to be in close proximity to a major fault.

Recovery data was also analyzed using the Theis method. The Theis recovery analysis provided acceptable results. Aquifer transmissivity is estimated to be approximately 0.045 m2/day.

Aquifer storativity could not be calculated because there was no response to pumping at the observation well that was used during the January 2016 pumping test. At the time of the 2012 pumping test there was no response to pumping at any of the three observation wells that were monitored. Storativity cannot be obtained from analysis of pumping test data from a single pumping well.

All pressure data from the dataloggers was corrected for atmospheric pressure variations (i.e. barometric compensation) using Schlumberger Diver-OfficeTM software and a barometric pressure data logger that was deployed during the investigation.




Table 2 - Summary of Aquifer Characteristics

AQUIFER CHARACTERISTICS

Parameter

Transmissivity Calculated Using TW1

Transmissivity (m2/d) 0.045

Pumping test 30-Jul-12 27-Jan-16

Average Test Pumping Rate (L/min) 13.8 20.5

Average Test Pumping Rate (m3/day) 20 30

Available Drawdown (m) 140 140

Drawdown at 100 mins (m) 15 50

Maximum Test Drawdown (m) 76.9 88

Max test drawdown as % of available drawdown 55% 63%

Drawdown at 20 years (extrapolated) NA 330.00

Specific Capacity (L/min/m) 0.18 0.23

Q20 safe well yield (m3/day) Farvolden 3 3

Q20 safe well yield (m3/day) Maarthius & van der Kamp insufficient data 8.767

Q20 safe well yield (L/min) Maarthius & van der Kamp insufficient data 6

Farvolden, 1959 Maathius & van der Kamp, 2006

NOTE: Maximum drawdown for the Jan-2016 test is estimated (extrapolated based on available data).

5.2 Groundwater Quality

Water quality analysis data from TW1 is summarized in Table 3 (below) and includes results from the 2012 and the 2016 pumping tests. The analytical results show that water quality at the subject site is acceptable and that there are no exceedances of the applicable health related parameter limits of the Ontario Drinking Water Standards (ODWS). The water quality at onsite test well TW1 has also been consistent.

Laboratory determined turbidity results are elevated at TW1. As discussed in Section 3.3, turbidity is also measured in the field at the time of sampling. The field turbidity measurement at the time of the final sample (6 hour sample = TW1 WS2) was below the ODWS limit (i.e. field turbidity measurement = 3.52 NTU). The elevated turbidity in the laboratory analyzed samples is attributed to precipitation of iron. Turbidity results for the site are therefore considered to be acceptable. It is expected that ongoing use of the well will remove any residual turbidity.




Table 3 - Groundwater Geochemistry (TW1)

GROUNDWATER GEOCHEMISTRY - Onsite Test Well TW1

PARAMETER UNITS TW1-WS1 TW1-WS2 TW1 WS1 TW2 WS2

TYPE ODWS LIMIT 16-Jul-12 27-Jan-16

HEALTH RELATED LIMITS

Microbiological

Total Coliforms CFU/100mL 0 0 0 0 MAC 0

Escherichia Coli CFU/100mL 0 0 0 0 MAC 0

Heterotrophic Plate Count CFU/1mL >500 >500 - - - -

Faecal Coliforms CFU/100mL 0 0 - - - -

Faecal Streptococcus CFU/100mL 0 0 - - - -

Chemical

Fluoride mg/L 0.5 0.58 0.36 0.38 MAC 1.5

N-NH3 (Ammonia) mg/L 0.14 0.14 0.15 0.16 - -

N-NO2 (Nitrite) mg/L <0.10 <0.10 <0.10 <0.10 MAC 1

N-NO3 (Nitrate) mg/L <0.10 <0.10 <0.10 <0.10 MAC 10

Total Kjeldahl Nitrogen mg/L 0.13 0.12 0.2 0.2 - -

Turbidity (Lab) NTU 2.2 1.6 10.8 5.5 MAC/AO 1.0/5.0

AESTHETIC and OPERATIONAL RELATED LIMITS

Alkalinity (as CaCO3) mg/L 287 287 303 297 OG 500

Chloride mg/L 28 36 33 37 AO 250

Colour TCU <2 2 <2 <2 AO 5

Conductivity uS/cm 710 737 742 760 - -

Dissolved Organic Carbon mg/L 1.5 1.4 1.7 2.1 AO 5

Hydrogen Sulphide mg/L <0.01 <0.01 <0.02 <0.02 AO 0.05

pH - 7.91 7.91 8.06 8.12 AO 6.5-8.5

Phenols mg/L <0.001 <0.001 <0.001 <0.001 - -

Sulphate mg/L 62 62 60 63 AO 500

Tannin & Lignin mg/L <0.1 <0.1 <0.1 <0.1 - -

TDS (COND - CALC) mg/L 462 479 482 494 AO 500

Hardness as CaCO3 mg/L 287 293 338 342 OG 100

Calcium mg/L 62 63 89 89 - -

Magnesium mg/L 32 33 28 29 - -

Potassium mg/L 4 4 4 5 - -

Sodium mg/L 28 34 25 27 AO 200

Iron mg/L 0.19 0.13 0.76 0.33 AO 0.3

Manganese mg/L 0.01 <0.01 0.02 0.01 AO 0.05 NOTE: Values exceeding the ODWS limits are highlighted in blue




With respect to aesthetic objectives and operational guidelines, the analytical results indicate some minor exceedances of the non-health related guidelines and objectives as follows:

Hardness (operation guideline)

Iron (aesthetic objective)

The laboratory measured turbidity results from the 2016 sampling of TW1 exceed the aesthetic objective limit of 5 NTU. The field turbidity measurements taken at TW1 during the January 2016 pumping test were all below 5 NTU after the first three hours of pumping (see Appendix 3). The elevated turbidity results measured in the laboratory tested samples are probably caused by precipitation of iron after collection in the sample containers.

At the measured concentrations, the water is considered to be moderately hard, which is typical of wells drilled throughout eastern Ontario. Hardness is a measure of the dissolved calcium and magnesium in water and is expressed as the equivalent quantity of calcium carbonate and can lead to the formation of scale deposits and can form excessive scum (MOE, 2003). The operational guideline for hardness is intended to aid in water source selection where a choice exists.

Iron may be a result of mineral deposits and chemically reducing underground conditions. Excessive levels of iron in well water may cause staining of laundry and plumbing fixtures. The water may also have a bitter, and precipitation of iron can promote the growth of iron bacteria in water mains and service pipes. The iron concentration at TW1 (0.33 mg/L) is well below the maximum treatable limit of 10 mg/L as defined Table 3 of Procedure D-5-5 (MOEE, 1996).

5.3 Groundwater Quantity

The pumping tests show that test well TW1 has a relatively low yield. Drawdown at a pumping rate of 13.8 L/min for 12 hours was 76.9 m. Drawdown at 20.5 L/min for 6 hours was approximately 88 m. At the time of the January 2016 pumping test, 95% recovery was achieved 178 minutes (2.9 hours) after the end of pumping.

A determination of the long term safe yield (i.e. Q20 pumping rate) of test well TW1 was calculated using the method described by Maathius & van der Kamp (2006). For comparison purposes safe yield was also calculated using the Fervolden method (Fervolden, 1959) as described in Maathius & van der Kamp, 2006. The inputs and results of the calculation are presented in Table 2 (above). The results of the 20 year safe yield analysis indicate that the




pumping rate at TW1 will have to be kept below approximately 8,768 L/day. This can be achieved by intermittent pumping at a rate of 15 L/min for no more than 9.7 hours per day.

TW1 is 152.4 m deep and the static water level in the well is usually around 3.65 m below top of casing. The volume of water that is stored in the well when it is at equilbrium is approximately 2.7 m3.

6.0 DEVELOPMENT CONSIDERATIONS

6.1 Well Water Treatment

The water within the bedrock aquifer displays elevated hardness and iron. Installation of a standard commercial grade water softener will reduce the concentrations of hardness and iron to acceptable levels. Conventional water softeners introduce sodium into the water supply, so it may be appropriate to bypass the water softener with a separate tap for drinking water.




7.0 CONCLUSIONS

The following statements and conclusions are based on the investigation and analysis contained within this report:

For the purpose of this report it is assumed that test well TW1 intersects the Oxford Formation on the north side of the Hazeldean Fault. This assumption is supported by the water quality data from TW1.

The existing onsite well (TW1) will provide water that is safe and suitable for human consumption.

The existing onsite well (TW1) will provide a sufficient quantity of water for the intended commercial use (commercial office building with garage/vehicle wash facility). In Paterson’s professional opinion the probable well yields determined on the basis of this investigation are representative of the yields which can be expected from onsite well TW1 in the long term. The well yield is relatively low and long term safe yield calculations suggest that pumping should not exceed 6 L/min. Peak demand requirements can be managed with the existing well bore storage, and may require additional above ground storage (i.e. water storage tanks to meet peak demand requirements).

Several potential offsite sources of groundwater contamination were identified including Highway 416, several automotive maintenance/repair garages, and a road maintenance depot. The most significant concern is the road salt at the City of Ottawa road maintenance depot to the south of the site. Onsite well TW1 has not been impacted by salt and may be hydrogeologically protected, either by a massive layer of relatively impermeable upper bedrock strata, and/or by the Hazeldean Fault.

The subject property is suitable for development as a commercial property based on the available well water yield and quality as determined by this and previous investigations.




8.0 RECOMMENDATIONS

The onsite water supply well (TW1) has a relatively low yield. The design for the commercial building and associated infrastructure at the site must take into account the maximum recommended pumping rate for the well (pumping rate at TW1 to be kept below approximately 8,768 L/day by pumping intermittently at a rate of ≤15 L/min for ≤ 9.7 hours per day). Specifically the design should include enough storage to meet anticipated peak demand requirements. It is expected that peak demand for the office facility alone could be accommodated by the existing well bore storage and the use of oversized pressure tanks. Additional above ground potable water storage (i.e. water tanks) may be required to service the garage/vehicle wash facilities (to be determined by the successful design-build contractor).

The pump intake level in TW1 should be set at approximately 150.5 m below top of well casing. This will maximize the amount of avaialable drawdown in the well and provide 1.9 m of space at the bottom of the well for the gradual accumulation of sediment.

The raw water in the water supply aquifer system is considered to be hard. Installation of a commercial grade water softener will effectively reduce water hardness to an acceptable level. The raw water also contains an elevated concentration of iron. Treatment using a water softener will also effectively reduce the iron concentration.

Water softener treatment is likely to cause an elevated concentration of sodium (> 20 mg/L) in the treated water. The local Medical Officer of Health should be notified in order to alert persons with medical conditions requiring a low sodium diet.

The well owner should carry out annual verification of potability of the raw water supply.

There is currently pooled water in the immediate vicinity of TW1. The grading around the well should be adjusted to ensure that surface water drains away from the well casing in all directions. The well owner should ensure that the wellhead and surrounding area are maintained in accordance with the requirements of O.Reg. 903. The well owner should refer to the MOECC Water Supply Wells Requirements and Best Management Practices, (Revised April 2015) website at: https://dr6j45jk9xcmk.cloudfront.net/documents/4410/a-wwbmp-title-master-table-of-contents-chapter-1.pdf

https://dr6j45jk9xcmk.cloudfront.net/documents/4410/a-wwbmp-title-master-table-of-contents-chapter-1.pdf





Care should be taken to protect the existing well head at TW1 during construction. A temporary barrier should be placed around the well prior to earthworks and building construction.

The excavation work for the pitless adaptor, water supply line and electrical conduit should be completed by a suitably licensed well technician. The work should be supervised by a qualified and licensed Professional Engineer of Ontario.

Once the distribution system is complete inside the building and the pump is wired and operational, the well and distribution system should be shock chlorinated in order to disinfect the entire water system.

Existing environmental monitoring wells from the 2015 environmental investigation of the site by Paterson should be decommissioned. The monitoring wells should be decommissioned by a licensed well technician according to the requirements of Ontario Regulation 903 (Wells), prior to redevelopment of the site.

In summary, it is Paterson`s professional opinion that this site is suitable for development as a commercial site. The hydrogeological recommendations contained within this report, if followed, will ensure that the development takes place in an effective manner, with a minimal impact on the natural environment.

patersongroup

Russell L. Chown, P.Geo.

Senior Hydrogeologist




9.0 STATEMENT OF LIMITATIONS

This Potable Water Supply Assessment report has been prepared in general accordance with the agreed scope-of-work and the requirements of MOECC Procedure D-5-5: Technical Guideline for Private Wells: Water Supply Assessment (August 1996).

The conclusions presented herein are based on information gathered from a limited historical review along with a field inspection and testing program. The findings of this investigation are based on a review of readily available geological, historical, and regulatory information and a cursory review made at the time of the field assessment. The historical research relies on information supplied by provincial agencies and was limited within the scope-of-work, time, and budget of the project herein.

The client should be aware that any information pertaining to test hole logs are furnished as a matter of general information only and test hole descriptions or logs are not to be interpreted as descriptive of conditions at locations other than those described by the test holes themselves.

This report was prepared for the sole use of Cresa Toronto Inc. Permission from the above noted party and our firm will be required to release this report to any other party.




10.0 REFERENCES

Cooper, H.H. and C.E. Jacob, 1946. A generalized graphical method for evaluating formation constants and summarizing well field history, Am. Geophys. Union Trans., vol. 27, pp. 526-534.

Exp Services Inc., 2005. Phase I and Limited Phase II Environmental Site Assessment and Preliminary Hydrogeological Assessment, Vacant Land, 201 Dibblee Road, City of Ottawa, Ontario. June, 2005.

Exp Services Inc., 2012. Preliminary Geotechnical Investigation, Proposed Commercial Development, 201 Dibblee Road, City of Ottawa, Ontario. October 2012.

Farvolden, 1959. Groundwater supply in Alberta. Alberta Research Council, unpublished report, 12 pp (cited in Maathius & van der Kamp, 2006.

Maathuis and van der Kamp, 2006. The Q20 Concept: Sustainable Well Yield and Sustainable Aquifer Yield. Saskatchewan Research Council Publication No. 10417-4E06. July 2006.

Ontario Geological Survey (OGS) Earth, 2015. Ontario Ministry of Northern Development, Mines and Forestry, - Ontario Geological Survey, OGS Earth website: (http://www.mndm.gov.on.ca/en/mines-and-minerals/applications/ogsearth).

Ontario Ministry of Environment and Climate Change (MOECC), 2015. Water Supply Wells Requirements and Best Management Practices, (Revised April 2015) website at: https://dr6j45jk9xcmk.cloudfront.net/documents/4410/a-wwbmp-title-master-table-of-contents-chapter-1.pdf

Ontario Ministry of Environment (MOE), 2003. Ontario Drinking Water Standards, Objectives and Guidelines (ODWS) (June 2003).

Ontario Ministry of Environment and Energy (MOEE), 1996. Procedure D-5-5: Technical Guideline for Private Wells: Water Supply Assessment (August 1996).

Ontario Water Resources Act, 1990. Revised Statute of Ontario (R.S.O.), Ontario Regulation 903 (O.Reg. 903), 1990, Wells.

Paterson Group Inc. 2012. Hydrogeological Assessment: Preliminary Findings, Commercial Property Assessment, 201 Dibblee Road, Ottawa, Ontario. August 27, 2012.

Paterson Group Inc. 2012. Site Suitability Study for Private Servicing Desktop Analysis, Proposed Commercial Development, 201 Dibble Road, Ottawa. November 7, 2012.

Paterson Group Inc. 2015a. Phase I Environmental Site Assessment, Vacant Land – 201 Dibblee Road, Ottawa, Ontario. August, 2015.

Paterson Group Inc. 2012. Phase II Environmental Site Assessment, Proposed Commercial Development, Hydro Ottawa Limited – South Operations Centre, 201 Dibble Road, Ottawa. December 2015.

Theis, C.V., 1935, The relation between the lowering of the piezometric surface and the rate and duration of discharge of a well using groundwater storage, Trans. Amer. Geophys. Union, Vol. 16, pp. 519-524.







February, 2016

Appendix 4

Figure 1 – Site Location Plan

Figure 2 – Overburden Geology

Figure 3 – Bedrock Geology




Appendix 1

• MOECC Water Well Records for Test Wells



January, 2016

Appendix 2

Laboratory Certificates of Analysis - Groundwater

EXOVA ENVIRONMENTAL ONTARIO Certificate of Analysis

Dear Jamie Blakely:

Please find attached the analytical results for your samples. If you have any questions regarding this report, please do not hesitate to call (613-727-5692).

Report Number: 1601362

Date Submitted: 2016-01-27

Date Reported: 2016-01-28

Project: PH2031

COC #: 57535

APPROVAL:

Laboratory Supervisor, Microbiology

Krista Quantrill

Page 1 of 2

All analysis is completed in Ottawa, Ontario (unless otherwise indicated).

Exova Ottawa is accredited by CALA, Canadian Association for Laboratory Accreditation to ISO/IEC 17025 for tests which appear on our CALA scope of accreditation. It can be found at http://www.cala.ca/scopes/2602.pdf.

Exova (Ottawa) is certified and accredited for specific parameters by OMAFRA, Ontario Ministry of Agriculture, Food and Rural Affairs (for farm soils). Licensed by Ontario MOE for specific tests in drinking water.

Exova (Mississauga) is accredited for specific parameters by SCC, Standards Council of Canada (to ISO 17025)

Please note: Field data, where presented on the report, has been provided by the client and is presented for informational purposes only. Guideline values listed on this report are provided for ease of use (informational purposes) only. Exova recommends consulting the official provincial or federal guideline as required.

Client: Paterson Group

154 Colonnade Rd. South

Nepean, ON

K2E 7T7

Attention: Mr. Jamie Blakely

PO#: 18592

Invoice to: Paterson Group

Report Comments:

Krista Quantrill 2016.01.28 15:40:16 -05'00'




Nepean, ON

K2E 7T7


PO#: 18592





Project: PH2031

COC #: 57535

Lab I.D.Sample MatrixSample TypeSampling DateSample I.D.

Group Analyte MRL Units Guideline

0

0

0

0MAC-0 ct/100mL0 Total Coliforms

Others MAC-0 ct/100mL0 Escherichia Coli

1224289Water

2016-01-27TW2 WS2

1224288Water

2016-01-27TW1 WS1



Page 2 of 2146 Colonnade Rd. Unit 8, Ottawa, ON K2E 7Y1

All analysis completed in Ottawa, Ontario (unless otherwise indicated by ** which indicates analysis was completed in Mississauga, Ontario).Results relate only to the parameters tested on the samples submitted.Analytical Method: AMBCOLM1

additional QA/QC information available on request.

Guideline = ODWSOG * = Guideline ExceedenceMRL = Method Reporting Limit, AO = Aesthetic Objective, OG = Operational Guideline, MAC = Maximum Acceptable Concentration, IMAC = Interim Maximum Acceptable Concentration, STD = Standard, PWQO = Provincial Water Quality Guideline, IPWQO = Interim Provincial Water Quality Objective, TDR = Typical Desired Range

TW1


Dear Jamie Blakely:

Please find attached the analytical results for your samples. If you have any questions regarding this report, please do not hesitate to call (613-727-5692).




Project: PH2031

COC #: 57535

APPROVAL:

Team Leader, Inorganics

Shyla Monette

Page 1 of 5

All analysis is completed in Ottawa, Ontario (unless otherwise indicated).

Exova Ottawa is accredited by CALA, Canadian Association for Laboratory Accreditation to ISO/IEC 17025 for tests which appear on our CALA scope of accreditation. It can be found at http://www.cala.ca/scopes/2602.pdf.

Exova (Ottawa) is certified and accredited for specific parameters by OMAFRA, Ontario Ministry of Agriculture, Food and Rural Affairs (for farm soils). Licensed by Ontario MOE for specific tests in drinking water.

Exova (Mississauga) is accredited for specific parameters by SCC, Standards Council of Canada (to ISO 17025)

Please note: Field data, where presented on the report, has been provided by the client and is presented for informational purposes only. Guideline values listed on this report are provided for ease of use (informational purposes) only. Exova recommends consulting the official provincial or federal guideline as required.



Nepean, ON

K2E 7T7


PO#: 18592


Report Comments:

Shyla Monette 2016.02.03 15:26:56 -05'00'




Nepean, ON

K2E 7T7


PO#: 18592





Project: PH2031

COC #: 57535



338*

0.96

482

303

33

<2

742

1.7

0.36

<0.10

<0.10

8.06

60

10.8*

89

0.76*

4

28

0.02

25

0.2

<0.001

0.15

<0.02

<0.1

342*

0.98

494

297

37

<2

760

2.1

0.38

<0.10

<0.10

8.12

63

5.5*

89

0.33*

5

29

0.01

27

0.2

<0.001

0.16

<0.02

<0.1 mg/L0.1 Tannin & Lignin

Subcontract

AO-0.05 mg/L0.02 S2-

mg/L0.01 N-NH3

mg/L0.001 PhenolsPhenols

mg/L0.1 Total Kjeldahl NitrogenNutrients

AO-200 mg/L2 Na

Metals

AO-0.05 mg/L0.01 Mn

mg/L1 Mg

mg/L1 K

AO-0.3 mg/L0.03 Fe

mg/L1 Ca

AO-5.0 NTU0.1 Turbidity

General Chemistry

AO-500 mg/L1 SO4

6.5-8.5 1.00 pH

MAC-10.0 mg/L0.10 N-NO3

MAC-1.0 mg/L0.10 N-NO2

MAC-1.5 mg/L0.10 F

AO-5 mg/L0.5 DOC

uS/cm5 Conductivity

AO-5 TCU2 Colour

AO-250 mg/L1 Cl

OG-500 mg/L5 Alkalinity as CaCO3

AO-500 mg/L1 TDS (COND - CALC)

Calculations

0.01 Ion Balance

OG-100 mg/L1 Hardness as CaCO3

1224291Water

2016-01-27TW2 WS2

1224290Water

2016-01-27TW1 WS1




All analysis completed in Ottawa, Ontario (unless otherwise indicated by ** which indicates analysis was completed in Mississauga, Ontario).Results relate only to the parameters tested on the samples submitted.Methods references and/or additional QA/QC information available on request.

Guideline = ODWSOG * = Guideline Exceedence MRL = Method Reporting Limit, AO = Aesthetic Objective, OG = Operational Guideline, MAC = Maximum Acceptable Concentration, IMAC = Interim Maximum Acceptable Concentration, STD = Standard, PWQO = Provincial Water Quality Guideline, IPWQO = Interim Provincial Water Quality Objective, TDR = Typical Desired Range




Nepean, ON

K2E 7T7


PO#: 18592





Project: PH2031

COC #: 57535

QC

% Rec

BlankAnalyte

QC Summary

QC

Limits

302474Run No Analysis/Extraction Date 2016-01-28 SKHAnalyst

Method M SM3120B-3500C

90-110 Calcium <1 mg/L 103

87-113 Potassium <1 mg/L 100

76-124 Magnesium <1 mg/L 100

82-118 Sodium <2 mg/L 97

302478Run No Analysis/Extraction Date 2016-01-28 K_AAnalyst

Method C SM2130B

73-127 Turbidity <0.1 NTU 101

302484Run No Analysis/Extraction Date 2016-01-28 NPAnalyst

Method C SM4500-NO3-F

80-120 N-NO2 <0.10 mg/L 100

80-120 N-NO3 <0.10 mg/L 92

302544Run No Analysis/Extraction Date 2016-01-29 AETAnalyst

Method C SM5310C

84-116 DOC <0.5 mg/L 96


Method C SM2510B







Nepean, ON

K2E 7T7


PO#: 18592





Project: PH2031

COC #: 57535

QC

% Rec

BlankAnalyte

QC Summary

QC

Limits

95-105 Conductivity <5 uS/cm 99

Method C SM4500-H+B

90-110 Alkalinity (CaCO3) <5 mg/L 99

90-110 F <0.10 mg/L 99

90-110 pH 6.66 100

302573Run No Analysis/Extraction Date 2016-01-28 NPAnalyst

Method SM 4110

90-110 Chloride <1 mg/L 100

90-110 SO4 <1 mg/L 105


Method C SM2120C

90-110 Colour <2 TCU 102


Method EPA 200.8

92-107 Iron <0.03 mg/L 98

94-106 Manganese <0.01 mg/L 99


Method SUBCONTRACT P-INORG

N-NH3 <0.01 mg/L 98







Nepean, ON

K2E 7T7


PO#: 18592





Project: PH2031

COC #: 57535

QC

% Rec

BlankAnalyte

QC Summary

QC

Limits

69-132 Phenols <0.001 mg/L 92

S2- <0.02 mg/L 102

Tannin & Lignin <0.1 mg/L 110

81-126 Total Kjeldahl Nitrogen <0.1 mg/L 90


Method EPA 200.8

92-107 Iron <0.03 mg/L 104

94-106 Manganese <0.01 mg/L 100

302761Run No Analysis/Extraction Date 2016-02-03 SCMAnalyst

Method C Ion Balance

Ion Balance

Method C SM2340B

Hardness as CaCO3

Method C SM2540

TDS (COND - CALC)







Appendix 3

• Aquifer Analysis

• Field Parameters

Pumping Test Analysis Report

Project: 201 Dibblee Rd

Number: PH2144

Client: Cresa Toronto

Location: Ottawa, ON Pumping Test: Pumping Test of TW1 Pumping Well: TW1

Test Conducted by: AO Test Date: 27/01/2016

Analysis Performed by: Time-Drawdown Analysis Date: 02/02/2016

Aquifer Thickness: 140.00 m Discharge: variable, average rate 0.34 [l/s]

0 200 400 600 800 1000

Time [min]

0.00

10.00

20.00

30.00

40.00

50.00

Dra

wd

ow

n [

m]



Number: PH2144




Analysis Performed by: Theis Analysis Date: 02/02/2016


0 200 400 600 800 1000

Time [min]

0.00

16.00

32.00

48.00

64.00

80.00

Draw

do

wn

[m

]

TW1

Calculation using Theis

Observation Well Transmissivity

[m²/d]

Hydraulic Conductivity

[m/d]

Storage coefficient Radial Distance to PW

[m]

TW1 1.63 × 10-1

1.16 × 10-3

0.03



Number: PH2144




Analysis Performed by: Theis RECOVERY Analysis Date: 02/02/2016


1E0 1E1

Time

0.00

10.00

20.00

30.00

40.00

50.00

Draw

do

wn

[m

]

TW1

Calculation using THEIS & JACOB

Observation Well Transmissivity

[m²/d]

Hydraulic Conductivity

[m/d]

Radial Distance to PW

[m]

TW1 4.50 × 10-2

3.21 × 10-4

0.03



Number: PH2144





1

2

Analysis Name

Theis

Theis RECOVERY

Analysis Performed by Analysis Date

02/02/2016

02/02/2016

Method name

Theis

Theis Recovery

Well

TW1

TW1

T [m²/d] K [m/d] S

1.63 × 10-1

4.50 × 10-2

1.04 × 10-1

1.16 × 10-3

3.21 × 10-4

7.43 × 10-4

NAN

NAN

NANAverage

patersongroup201 Dibblee Rd, Ottawa

Time after start of

pumping (min)

Turbidity

(NTU)

Temperature (deg

C)pH

Conductivity

(uS)TDS (mg/L)

120 14.2 7.4 na 751 511

180 5.12 7.4 na 751 520

240 4.11 7.3 na 751 522

300 2.75 8.8 na 713 497

360 3.52 8.2 na 843 548

1

10

100

1000

120 180 240 300 360

TW1 Field Parameters 27-Jan-16

Turbidity (NTU) Temperature (deg C) pH Conductivity (uS) TDS (mg/L)

27-January- 2016 Pumping Test at TW1




Appendix 4

• Figure 1 – Site Location Plan

• Figure 2 – Overburden Geology

• Figure 3 – Bedrock Geology

Rev.DescriptionDateClient:

Consultant:

Project:

Drawing:

Scale:

Date:

Drawn by:

Checked by:

Seal:

groupconsulting engineerspaterson

19-Feb-2016

BA

RLC

201 DIBBLEE DRIVEOTTAWA, ONTARIO

File:PH2144

FIGURE 1

1:5000

p:\autocad drawings\hydrogeology\ph20xx\ph2031-1.dwg

POTABLE WATERSUPPLY ASSESSMENT

TW1

SITE LOCATIONPLAN

CRESA TORONTO INC.OBS1

OBS2

OBS3

SUBJECT SITE

OBS - OBSERVATION WELLS

TW1 -TEST WELL

(Fedex watersupply well)

Abandonedin 2015

Communal well forautopark development

consulting engineerspatersongroup

Consultant:

Client:

Project:

Drawing:

Scale: Drawn by:

Checked by:

Drawing No.:

File:

DD/MM/YY DESCRIPTION REV.

SITE

Organic

Organic

Organic

Organic

Sand

Till

Till

TillTill

Till

Precambrian Bedrock

Precambrian Bedrock

Precambrian Bedrock

Precambrian Bedrock

Precambrian Bedrock

CRESA TORONTOINC.

Commercial PropertyAssessment

201 Dibblee Road,Ottawa, ON

OVERBURDENGEOLOGY

FIGURE 2

Not Specified RLC

SWPH2144

consulting engineerspatersongroup

Consultant:

Client:

Project:

Drawing:

Scale: Drawn by:

Checked by:

Drawing No.:

File:

DD/MM/YY DESCRIPTION REV.

Hazeldean Fault

SITE

Bobcaygeon Fm

Bobcaygeon Fm

Bobcaygeon Fm

March Fm

March Fm

March Fm

March Fm

March Fm

Gull River Fm

Gull River Fm

Gull River Fm

Nepean Fm

Nepean Fm

Nepean Fm

Verelum Fm

Bobcaygeon Fm

CRESA TORONTOINC.

Commercial PropertyAssessment

201 Dibblee Road,Ottawa, ON

BEDROCKGEOLOGY

FIGURE 3

Not Specified RLC

PH2144 SW

potable water supply assessment commercial development

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