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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
Report: PH2144-REP.01
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
patersongroup Potable Water Supply Assessment Ottawa Kingston North Bay Proposed Commercial Development 201 Dibblee Road, Ottawa, Ontario
Report: PH2144-REP.01
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
patersongroup Potable Water Supply Assessment Ottawa Kingston North Bay Proposed Commercial Development 201 Dibblee Road, Ottawa, Ontario
Report: PH2144-REP.01
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.
patersongroup Potable Water Supply Assessment Ottawa Kingston North Bay Proposed Commercial Development 201 Dibblee Road, Ottawa, Ontario
Report: PH2144-REP.01
February, 2016 Page 2
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)
patersongroup Potable Water Supply Assessment Ottawa Kingston North Bay Proposed Commercial Development 201 Dibblee Road, Ottawa, Ontario
Report: PH2144-REP.01
February, 2016 Page 3
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.
patersongroup Potable Water Supply Assessment Ottawa Kingston North Bay Proposed Commercial Development 201 Dibblee Road, Ottawa, Ontario
Report: PH2144-REP.01
February, 2016 Page 4
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.
patersongroup Potable Water Supply Assessment Ottawa Kingston North Bay Proposed Commercial Development 201 Dibblee Road, Ottawa, Ontario
Report: PH2144-REP.01
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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.
patersongroup Potable Water Supply Assessment Ottawa Kingston North Bay Proposed Commercial Development 201 Dibblee Road, Ottawa, Ontario
Report: PH2144-REP.01
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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.
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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
patersongroup Potable Water Supply Assessment Ottawa Kingston North Bay Proposed Commercial Development 201 Dibblee Road, Ottawa, Ontario
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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.
patersongroup Potable Water Supply Assessment Ottawa Kingston North Bay Proposed Commercial Development 201 Dibblee Road, Ottawa, Ontario
Report: PH2144-REP.01
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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.
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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.
patersongroup Potable Water Supply Assessment Ottawa Kingston North Bay Proposed Commercial Development 201 Dibblee Road, Ottawa, Ontario
Report: PH2144-REP.01
February, 2016 Page 11
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
patersongroup Potable Water Supply Assessment Ottawa Kingston North Bay Proposed Commercial Development 201 Dibblee Road, Ottawa, Ontario
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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
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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.
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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.
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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
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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
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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.
patersongroup Potable Water Supply Assessment Ottawa Kingston North Bay Proposed Commercial Development 201 Dibblee Road, Ottawa, Ontario
Report: PH2144-REP.01
February, 2016 Page 18
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.
patersongroup Potable Water Supply Assessment Ottawa Kingston North Bay Proposed Commercial Development 201 Dibblee Road, Ottawa, Ontario
Report: PH2144-REP.01
February, 2016 Page 22
Appendix 4
Figure 1 – Site Location Plan
Figure 2 – Overburden Geology
Figure 3 – Bedrock Geology
patersongroup Potable Water Supply Assessment Ottawa Kingston North Bay Proposed Commercial Development 201 Dibblee Road, Ottawa, Ontario
Report: PH2144-REP.01
February, 2016 Page 19
Appendix 1
• MOECC Water Well Records for Test Wells
patersongroup Potable Water Supply Assessment Ottawa Kingston North Bay Proposed Commercial Development 201 Dibblee Road, Ottawa, Ontario
Report: PH2144-REP.01
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'
EXOVA ENVIRONMENTAL ONTARIO Certificate of Analysis
Client: Paterson Group
154 Colonnade Rd. South
Nepean, ON
K2E 7T7
Attention: Mr. Jamie Blakely
PO#: 18592
Invoice to: Paterson Group
Report Number: 1601362
Date Submitted: 2016-01-27
Date Reported: 2016-01-28
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
Group Analyte MRL Units Guideline
Lab I.D.Sample MatrixSample TypeSampling DateSample I.D.
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
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: 1601363
Date Submitted: 2016-01-27
Date Reported: 2016-02-03
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.
Client: Paterson Group
154 Colonnade Rd. South
Nepean, ON
K2E 7T7
Attention: Mr. Jamie Blakely
PO#: 18592
Invoice to: Paterson Group
Report Comments:
Shyla Monette 2016.02.03 15:26:56 -05'00'
EXOVA ENVIRONMENTAL ONTARIO Certificate of Analysis
Client: Paterson Group
154 Colonnade Rd. South
Nepean, ON
K2E 7T7
Attention: Mr. Jamie Blakely
PO#: 18592
Invoice to: Paterson Group
Report Number: 1601363
Date Submitted: 2016-01-27
Date Reported: 2016-02-03
Project: PH2031
COC #: 57535
Lab I.D.Sample MatrixSample TypeSampling DateSample I.D.
Group Analyte MRL Units Guideline
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
Group Analyte MRL Units Guideline
Lab I.D.Sample MatrixSample TypeSampling DateSample I.D.
Page 2 of 5146 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.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
EXOVA ENVIRONMENTAL ONTARIO Certificate of Analysis
Client: Paterson Group
154 Colonnade Rd. South
Nepean, ON
K2E 7T7
Attention: Mr. Jamie Blakely
PO#: 18592
Invoice to: Paterson Group
Report Number: 1601363
Date Submitted: 2016-01-27
Date Reported: 2016-02-03
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
302569Run No Analysis/Extraction Date 2016-01-29 AETAnalyst
Method C SM2510B
Page 3 of 5146 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.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
EXOVA ENVIRONMENTAL ONTARIO Certificate of Analysis
Client: Paterson Group
154 Colonnade Rd. South
Nepean, ON
K2E 7T7
Attention: Mr. Jamie Blakely
PO#: 18592
Invoice to: Paterson Group
Report Number: 1601363
Date Submitted: 2016-01-27
Date Reported: 2016-02-03
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
302576Run No Analysis/Extraction Date 2016-02-01 AETAnalyst
Method C SM2120C
90-110 Colour <2 TCU 102
302676Run No Analysis/Extraction Date 2016-02-02 K_AAnalyst
Method EPA 200.8
92-107 Iron <0.03 mg/L 98
94-106 Manganese <0.01 mg/L 99
302695Run No Analysis/Extraction Date 2016-02-02 AETAnalyst
Method SUBCONTRACT P-INORG
N-NH3 <0.01 mg/L 98
Page 4 of 5146 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.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
EXOVA ENVIRONMENTAL ONTARIO Certificate of Analysis
Client: Paterson Group
154 Colonnade Rd. South
Nepean, ON
K2E 7T7
Attention: Mr. Jamie Blakely
PO#: 18592
Invoice to: Paterson Group
Report Number: 1601363
Date Submitted: 2016-01-27
Date Reported: 2016-02-03
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
302749Run No Analysis/Extraction Date 2016-02-03 K_AAnalyst
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)
Page 5 of 5146 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.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
patersongroup Potable Water Supply Assessment Ottawa Kingston North Bay Proposed Commercial Development 201 Dibblee Road, Ottawa, Ontario
Report: PH2144-REP.01
February, 2016 Page 21
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]
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: Theis 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
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
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: Theis RECOVERY Analysis Date: 02/02/2016
Aquifer Thickness: 140.00 m Discharge: variable, average rate 0.34 [l/s]
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
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
Aquifer Thickness: 140.00 m Discharge: variable, average rate 0.34 [l/s]
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
patersongroup Potable Water Supply Assessment Ottawa Kingston North Bay Proposed Commercial Development 201 Dibblee Road, Ottawa, Ontario
Report: PH2144-REP.01
February, 2016 Page 22
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