6515 McNiven Road, Kilbride Ontario
Hydrogeological Investigations
(Stage1 -preliminary and Stage 2-final )
Prepared For:
Mr. Andrew MacLean
Prepared By:
Norbert M. Woerns M.Sc. P.Geo
October 5, 2015
Norbert M Woerns M.Sc. P.Geo.
98 Myles Drive, Tobermory, Ontario, N0H 2R0
Ph. (519) 596-2967
October 5, 2015
Mr. Andrew McLean
6407 Chelsea Road
Kilbride, Ontario
L7P 0M8 (email: [email protected])
Dear Mr. MacLean
Re: 6515 McNiven Road
Kilbride Ontario,
Hydrogeological Investigations (Stage1-preliminary and Stage 2 –final) I am pleased to provide the following hydrogeological investigation results in fulfillment of
Halton Region ‘Hydrogeological Studies & Best Management Practices for Groundwater
Protection Guidelines’ June 2014. Included are a description of study methodology, site
characterization results of field investigations with conclusions and recommendations with
respect to suitability of the subject property for proposed residential development on private
water and sewage services. Details are provided in the following report.
Yours Very Truly
Norbert M. Woerns M.Sc. P.Geo.
Attach.
Table of Contents
List of Figures
Letter of Transmittal
Page No.
1.0 Introduction …………………………………………………………………….. 1
1.1 Background …..……….…..………………………………………… 1
1.2Local and Site Description …………………………………..………. 1
2.0 Study Objectives ……………………………………………………………… 3
3.0 Study Results ………………………. ……………………………..………….... 3
3.1 Physical Setting …………………………………………………….. 3
3.2 Surficial Geology …………………………………………………... 4
3.3 Hydrogeological Setting .……………….………………………….. 4
4.0 Development Suitability ………………………………………………………... 9
4.1 Water Supply ………………………………………………………... 9
4.1.1 Groundwater Availability ……………………….…. 9
4.1.2 Well Survey ………………………………………… 9
4.1.3 Pump Test Results ………………………….………. 10
4.1.4 Groundwater Quality …..…………………….……... 12
4.2 Sewage Disposal ……………………………………………………. 14
4.2.1 Water Quality Impact Assessment ………..………... 14
4.2.2 Background Studies ………………………………... 15
4.3 Development Potential …..………………………………………….. 15
4.4 Development Constraints ………………………………………… 16
4.5 Potential Development Impacts…….……………………………….. 17
5.0 Conclusions ……………………………………………………………………... 17
6.0 Recommendations ……………...………………………………………………. 18
7.0 References ……………………………………………………………………... 20
Figure 1 Site Location ……………….……..………………………….………. 2
Figure 2 Surficial Geology ……………………………………………………... 5
Figure 3 Well Locations…….…………………………………………………... 6
Figure 4 Cross-Section A-A’ …………………………………………………... 7
Figure 5 Cross-Section B-B’ …………………………………………………… 8
List of Tables
A
Appendices
Appendix A Hand Auger Hole Logs
Appendix B MOE Well Record Summary
Appendix C Well Survey Summary
Appendix D MOE Well Records
Appendix E Pump Test Results
Appendix F Water Quality Laboratory Results
Appendix G Water Quality Sewage Impact Assessment
Appendix H Water Quality Sample Results, Figure 7
Table 1 Water Quality Indicators Summary………………………...………. 12
Table 2 Microbiological Water Quality Parameters Summary ……..………. 13
6515 McNiven Road, Kilbride, Hydrogeological Investigation, October, 2015
1
1.0 Introduction
1.1 Background Residential severance is proposed for a 2.4 hectare property located at 6515 McNiven Road
within the community of Kilbride. Hydrogeological investigations are required by Halton
Region in support of proposed residential severances that are to be serviced by private wells and
septic systems. Early consultations were completed with approval agencies to determine
appropriate scope of work to support the anticipated severance application. Approval agencies
included City of Burlington, Halton Region, Niagara Escarpment Commission, and Conservation
Halton. At the same time, preliminary Natural Heritage Evaluations were being undertaken
along with agency consultation by North-South Environmental Inc. to develop an approved
scope of work for Natural Heritage investigations. Preliminary hydrogeological and natural
heritage work was undertaken to assist the proponent with developing a preliminary concept plan
based upon two severances on the subject property.
A preliminary Hydrogeological Assessment was completed November 10, 2014 to determine the
hydrogeological suitability of the subject property for residential development with
recommendations for detailed study requirements. Subsequent to the completion of this report,
further consultation with Halton Region planning staff (Shelley Partridge), Halton Region Health
Unit (Paul Burgher), and Mr. Tim Lotimer the hydrogeological peer reviewer for Halton Region,
resulted in the completion of additional preliminary work including a sewage system Impact
assessment submitted to Rosalind Minaji, City of Burlington, February 18, 2015 with copies to
Halton Region, Niagara Escarpment Commission, and Conservation Halton. This was required at
an early stage to determine whether the proposed two lot severance would meet Halton Region’s
requirements for protection of groundwater quality. The results of this preliminary investigation
suggested that the proposed two lot severance would meet Halton Region’s groundwater
protection requirements. This was subject to confirmation of background groundwater quality
analysis. The following work was completed to confirm the suitability of the property for the two
proposed residential severances with respect to groundwater availability and impact on
groundwater quality.
1.2 Local and Site Description
The subject property is located at 6515 McNiven Road within the community of Kilbride, City of
Burlington. It is about 2.4 hectares in size and consists of an irregular shaped lot. The majority
of the lot is heavily wooded with an existing residence at the southern end of the property as
shown on Figure 1. Rural estate residential development is the predominant land use occupying
adjacent and surrounding lands. This area also includes some community facilities such as a
church and school as well as a few commercial buildings including a corner store and an
automotive shop at the intersection of Kilbride Street and Cedar Springs Road.
Location Map
6515 McNiven Road, Kilbride
Figure 1
October 2015
Norbert M. Woerns 96 Lund Street Richmond Hill, Ontario L4C 5V9 Ph: (905) 883-0276
Norbert M. Woerns 96 Lund Street Richmond Hill, Ontario L4C 5V9 Ph: (905) 883-0276
NN
0 100 200 300 400
Scale in Metres
Subject Property
(Airphoto Base modified from North South Environmental Inc.)
Test Well (North)
Test Well (South)
Ha 2
Ha1
Ha1- Hand Auger Hole Location
2
6515 McNiven Road, Kilbride, Hydrogeological Investigation, October, 2015
3
2.0 Study Objectives
The main objectives of the hydrogeological investigations include the following:
a) Provide an assessment of the potential for severing the existing property from a
hydrogeological perspective with identification of hydrogeological issues and possible
constraints to development,
b) Provide an overview of the hydrogeological conditions of the subject property and local
area.
c) Complete a well survey of adjacent properties to determine local groundwater availability
and groundwater issues.
d) Confirm groundwater availability on the subject property with the completion and testing
of a test well completed on each of the proposed severed lots.
e) Provide an assessment of the septic suitability of the two proposed lot severances with the
completion of a septic system impact assessment,
f) Provide conclusions and recommendations regarding hydrogeological suitability of the
proposed severance for two additional residential lots.
3.0 Study Results
3.1 Physical Setting The area of the property is in close proximity to and above the edge of the Niagara Escarpment.
It therefore lies within the Niagara Escarpment physiographic Region (Chapman and Putnam,
1984). The property is relatively flat and slopes gently to the east towards a tributary to Bronte
Creek.which is located several hundred meters east of the subject property. There is relatively
low relief within the property. The surface topography can be described as irregular with
bedrock ridges and knobs at various locations. Relief of these surface bedrock features is
generally less than two metres. During the initial site visit on September 16th
2014, bedrock
exposures were evident throughout most of the property except in the area of the existing
residence. The bedrock surface is weathered with well developed surface fractures and joints.
Although solution weathering can lead to karst landforms no evidence of karst features was
observed on the subject property. There was no evidence of surface water features on the
property at the time of the survey.
Temporary surface water ponding during the spring period of the year was reported by the client
(Mr. Andrew McLean, personal communication September 16, 2014). Surface drainage from the
property is predominantly to the east following the general surface topography trend.
6515 McNiven Road, Kilbride, Hydrogeological Investigation, October, 2015
4
3.2 Surficial Geology The surficial geology of the area has been mapped on a regional basis (Karrow, 1986) as shown
on Figure 2. The mapped surficial deposits on the subject property consist of exposed bedrock
(unit 1) and bedrock outcrop complex with boulder till and bedrock ridges (unit 9). Visual
inspection of the subject property during the reconnaissance site visit September 16, 2014,
confirmed the regional surficial geology mapping for the property. The underlying bedrock
consists of the Amabel Formation (Ontario Division of Mines, Map 2336 (1978) and Ontario
Geological Survey, Map 2544 (1991). The Amabel Formation consists of unsubdivided,
massive, blue grey dolostone. This formation has been and continues to be quarried as an
aggregate source from quarries along the Niagara Escarpment. It has also been identified as a
regional aquifer (Turner, 1978). The bedrock surface exhibits well developed joints and
fractures where exposed at surface that have resulted from weathering of the bedrock surface.
A thin veneer of soil occurs within shallow depressions in the bedrock surface on the property.
Two shallow hand auger holes were completed on the property during the site visit September
16th
, 2014. Their location is shown on Figure 1. The auger holes were limited to about 0.5m in
depth due to auger refusal on the assumed bedrock surface. The soil cover consists of silt to
sandy silt underlying a loamy topsoil layer. Details of the soil encountered within the two hand
auger holes are provided in Appendix A.
3.3 Hydrogeologic Setting The hydrogeological setting of the Kilbride area and the subject property has been previously
investigated by Terraqua Investigations Ltd.1998a,b (Terraqua) and D.K. Bell and Associates
Ltd. 1996 (D.K.; Bell). The site investigations completed by D.K. Bell were in support of a
proposed seven lot subdivision on the subject lands including some additional adjacent lands that
have since been severed for individual residential lots. Local hydrogeological conditions were
described from the above noted existing reports and from examination of Ministry of the
Environment and Climate Change (MOE) well records. These were plotted as shown on Figure
3.
The Amabel Formation underlying the property has been identified as a part of the Guelph-
Amabel regional aquifer by Turner (1978). Kilbride lies along the eastern edge of this aquifer.
This formation occurs at or near surface and is six to seven metres thick within the property
(D.K. Bell, 1996). Regional groundwater flow is toward the south (Turner, 1978) and within the
subject property it is eastward towards a tributary of Bronte Creek (G.K. Bell, 1996). The local
hydrogeological setting is illustrated on Cross-Sections AA’ and BB’, Figures 4 and 5
respectively. The majority of wells within the vicinity of the subject property are relatively
shallow between 15 and 20m in depth penetrating the Amabel and the underlying bedrock
formations.
6515 McNiven Road, Kilbride Hydrogeological Study
Figure 2
October 2015
Norbert M. Woerns 96 Lund Street Richmond Hill, Ontario L4C 5V9 Ph: (905) 883-0276
Norbert M. Woerns 96 Lund Street Richmond Hill, Ontario L4C 5V9 Ph: (905) 883-0276
NN
0 500 1000
Scale in Metres5
Surficial Geology
Legend
till and bedrock ridges
16
(Modified from OGS Map 2509, Karrow, 1987)
Subject Property
6515 McNiven Road
Kilbride Well Locations
Figure 3
October 2015
Norbert M. Woerns 96 Lund Street Richmond Hill, Ontario L4C 5V9 Ph: (905) 883-0276
Norbert M. Woerns 96 Lund Street Richmond Hill, Ontario L4C 5V9 Ph: (905) 883-0276
NN
0 250 500
Scale in Metres
Legend
Well Locationand MOE Number
(Base Map from First Base Solutions, 2014)
Subject PropertyBoundary (approx.)
Geological Cross-Section A-A’
6
1524
(North Well)
(South Well)
r bu a y to r nte C ee
T it r
B o r
k
9146508 10942 63 30
450
7871
7546
87878 2828 282
4787
783875 74
466
4771
6224
6425
456
6641
6448
43 36
4696
5708
4816
10469
5302
393
4423
6894
3923587
3586
10448
7 58 8
7645
7644
8 76 6
403033 76
0 61 4 5
3 69 5
0 91 1 0
6320
76426988
7016
3 07 4
9 76 8
7 34 44710
3 24 34024
4333
8 76 3
6621
7305
8 66 33 64 6
9639
6221
8985
5890 8 92 14310
3 96 6
4 65 13904
6 28 1
04 0
44773693
7 34 7
3875
9 33 5399 4395
0 33 1
78143549
5 03 5
8 93 9
39005716
45455
0 931 5
54 62
8 293 7513
467
7512
53425299
5158
28622
5298
5226 3903
36524
476169377538
8699676038793
7537
69147539
76048808 7535
7510
7286
49476576
63316300
6346
6489
704863016100
66446643 6330
63297047
7045
3947
448
4533863
4442
3955
4796193 471 464
468584
4573365
460459
8794
25994
34746225
637813838
5210
4206
451
7046
7960
6551
6345
462463
6104
7876
6426
3709
6880
8006
6620
5142
4698542
6517
6578
9437
3445
6201
454
4924
465335154221
49237373
8213
356137983768`
3769
3767
7126
6179
8190
81907130
7116
7812
6277
6279
6278
5386
5385
7013
7014
7528
7068
73017365
6382
7131
7253
41654149
5071
70087010
7009
7071
7067
6864
5301
474
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7124
71297075
70777411
7073
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7070
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72547253
7074
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7132
6736
6914
7069
70126889
2817
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3906
3784
3503
3825
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4063
6565
65086428
64906323 6326
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7370 7367
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9182
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6430
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395
5161
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5165
396
6534
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9246
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6200
449
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5828
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6311
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6474
5876
455
3870
5312
49 70
76604
1897 472
4164
4162
A
B
B’
A’
A
A’
Figure 4
October 2015
Norbert M. Woerns 96 Lund Street Richmond Hill, Ontario L4C 5V9 Ph: (905) 883-0276
Norbert M. Woerns 96 Lund Street Richmond Hill, Ontario L4C 5V9 Ph: (905) 883-0276
NN
0 250 500
Horizontal Scale in Metres
7
Legend
6515 McNiven Road Cross-Section A-A’
Subject Property
7846
A’
A
A
A’
MOE Well Locationand Number
GeologicalCross Section AA’
265
260
255
250
245
240
235
230
225
220
215 215
220
225
230
235
240
245
250
255
260
265
Kilbride Cross-Section AA’ (looking northwest)
Ele
vatio
n (m
ASL
)
Ele
vatio
n m
SL)
(A
3.0
0.6
8.29.7
3.72.7
7.9
6.1
12.8
1.8
1.8
11.611.6
12.8
0.90.6
393
4816
86
94
4584
44
30
5312
7877
5876
5828
477
461
463
249
4 64
53
3515
3445
5342
5226
3652
6200
4612
3.7
9.7
12.2
0.6
0.6
11.9
10.1
2.4
12.8
11.3
17.7
25.9
7.99.47.0
4.1
25.9
21.3
17.4
9.1
12.9
10.411.6
7.6
6.4
16.1
17.4
19.419.4
14.0
9.8
16.2
3.0
14.0
17.117.7
10.4
19.2
5.5
8.8
4.0
8.5
3.0
5.8
11.9
10.4
15.8
9.7
12.2
12.2
11.9
11.6
13.4
8.17.3
6.7
3.4
9.1
1.81.8
9.1
8.2
2.73.1
2.7
17.1
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(Southwest)(Northeast)
Figure 5
October 2015
Norbert M. Woerns 96 Lund Street Richmond Hill, Ontario L4C 5V9 Ph: (905) 883-0276
Norbert M. Woerns 96 Lund Street Richmond Hill, Ontario L4C 5V9 Ph: (905) 883-0276
NN
0 250 500
Horizontal Scale in Metres
8
Legend
6515 McNiven Road Cross-Section B-B’
Subject Property
7846
B
B’B
A
A’
MOE Well Locationand Number
GeologicalCross Section AA’
265
260
255
250
245
240
235
230
225
220
215
210
205
215
210
205
220
225
230
235
240
245
250
255
260
265
Kilbride Cross-Section BB’ (looking southwest)
Ele
vatio
n (m
ASL
)
atio
nEle
v (m
ASL
)
14.9
0.9
32.6
5.8
18.3
3.1
7.6
10.7
15.2
1.81.5
11.3
14.6
7.9
5.2
18.3
19.8
734
4
328
6
65
67
20
49
96
14
50
4
6787
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77
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3.7
3.7
1.2
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10.4
12.2
23.2
12.2
1.8
30.5
24.4
22.6
16.8
14.6
32.0
12.2
7.9
4.3
27.3
22.9.4
25.6.4
6.3
14.0
7.6
8.8
13.7
1.2
14.6
12.8
13.1
5.5
11.0
10.4
8.87.3
11.911.0
1.2
11.3
3.7
9.8
16.2
18.3
4.9
12.8
11.311.9
10.1
12.5
2.1
8.2
2.1
9.18.5
12.8
2.72.3
4.7
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Cly
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Shl,cly
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(Southeast)(Northwest)
6515 McNiven Road, Kilbride, Hydrogeological Investigation, October, 2015
9
Local well record information indicates that groundwater levels are generally close to surface
between 0.6 to less than 4 metres below surface. Static groundwater levels within the two on-site
test wells, the North Well and South Well were measured at 1.37 m and 1.50 m from ground
surface respectively at the beginning of the pumping test for each well (see section 4.1.3). The
relatively shallow depth to the groundwater table on-site and the lack of surface water features
indicate groundwater recharge conditions predominate on the property. Seasonal fluctuations in
groundwater table in the order of one to two metres can be expected. The measured groundwater
levels in June and July represent a period of dropping water levels which suggests that
groundwater levels may be higher in the spring and fall of the year.
4.0 Development Suitability
4.1 Water Supply Available information indicates that there are adequate water supplies available for normal
domestic use from wells completed into the underlying bedrock of the Amabel Formation.
Groundwater availability however varies locally and it has been recommended that ‘Water wells
be drilled on each lot prior to construction to confirm that a water supply is available’ (G.K.
Bell, 1996).
4.1.1GroundwaterAvailability Ministry of the Environment and Climate Change well record information for wells within about
one kilometer were reviewed to assess general groundwater information for the area. A summary
of this information is provided in Appendix B. Well record information for the area indicates that
well yields are generally less than 0.63 L/sec) (10 US gallons per minute (gpm). There are a
few exceptions with short term yield yields up to about 1.89 L/sec (30 gpm). Local wells are
generally completed to about 15 to 20 m in depth and obtain water from a grey limestone. The
underlying limestone bedrock unit is found at or near surface and typically produces less than
0.63 L/sec. (10gallons/min) and rarely up to 1.9 L/sec. (30 gallons/min).There generally appears
to be adequate water supplies available from the bedrock aquifer for normal domestic use. Water
quality is reported as fresh, a term used by well drillers to indicate the water has no discernable
taste or odour.
4.1.2 Well Survey A survey of private wells was conducted on June 9th and 17th, 2015. This included all properties
directly adjacent to the subject lands. A summary of the well survey is provided in Appendix C.
The majority of homes are considered to be of average size although a few properties contained
large homes with several bedrooms. Large homes located on estate size lots occur directly east
and down gradient of the subject lands. Water samples were taken from two large estate homes
adjacent the eastern property boundary. Most residents reported adequate water supplies for
domestic use. A temporary loss of water was reported in a few cases where extended use of the
well was used for lawn and garden watering and/or filling of swimming pools. Most people with
swimming pools use their wells to top up the water levels but would use hauled in water to fill
the swimming pools. A few residents reported the use of cisterns to provide sufficient water
6515 McNiven Road, Kilbride, Hydrogeological Investigation, October, 2015
10
supplies during peak use. Water quality was reported to be good. Some residents had water
softeners and ultra violet light for treatment of their well water.
4.1.3 Pump Test Results Two on-site wells, the South Well and North Well, were pump tested to confirm groundwater
availability for the two proposed lots to be severed. An initial step test to determine an
appropriate pump rate for the pump test was completed on each well. A constant rate pump test
was completed for a period of six (6) hours for each test well. Water levels were monitored in
each of the two on-site test wells as well as in the on-site existing private well. Residents nearest
to the test wells were approached to monitor their wells. They either declined or their well was
not accessible for monitoring. Pump test results are provided below.
South Well
The South Well was completed in December 2014 by Marshall Field Well Drilling Inc. This
well was completed to a depth of 18.6 m (61 ft|). The upper 8.5m (28 ft) were cased with 0.15m
(6 inch) steel casing and the remainder of the hole was an open hole in grey limestone. The
overlying material consists of clay with stones and boulders. Details are provided on the well
record completed for this well (Appendix D- Well Tag # A170753).
The South Well was initially pump tested on December 17, 2014 by All Halton Water Services
Inc. It was pumped for six hours at 0.25 L/sec. (4 USgpm). The water levels appear to have
stabilized with a drawdown of about 2.21 m (7 ft 3 inches). Static water level was originally
reported as 2.59 m (8 ft 6 inches). This well was initially recorded as producing 0.4 L/sec (6.4
US gpm). The South Well was retested in July 2015 to meet the requirements of Halton Region
Guidelines. This included a four stage step test on July 8, 2015 to determine a constant pump rate
as well as water quality sampling and groundwater monitoring of observation wells prior to,
during and after the pumping test. The results of the step test illustrated in Appendix E, Figure
E-1.
The discharge water from the pump tests was discharged about 100 m (330 ft) to the east and
down gradient of the test wells to avoid re-circulating the discharge water into the aquifer and the
well being tested..
The step test indicated that the South Well would likely sustain a pump rate of about 20 L/minute
(5.3 USgpm). A six hour constant rate pump test at 18 L/minute (4.8 USgpm) commenced on
July 9, 2015 at 10.00 a.m. The pump was set at a depth of 12.2 m. The initial static water level
was 2.625 m below top of pipe or 1.5 m below ground surface. Two water samples were taken,
one after the first hour of pumping and another near the end of the six hour pump test.
The water level response of the South Well is shown on Figure E-2, Appendix E. Water levels
dropped about 2.0 m in the first half hour of pumping and then began to level off dropping only
slightly for the remainder of the six hour test. Total drawdown at the end of the six hour test was
2.44m compared to a total available drawndown of about 16.8 m to the bottom of the well. The
sound of cascading water was heard from within the casing after about 30 minutes of pumping at
a water level of about 3.42m (11.2 ft) from surface or 4.54 m (14.8ft) below top of pipe as shown
6515 McNiven Road, Kilbride, Hydrogeological Investigation, October, 2015
11
on Figure E2. This suggested that there was a breach in the casing which according to the well
record extends to a depth of 8.5m (28 ft). Water levels continued to drop slowly to the end of the
pump test although in an irregular fashion due to cascading of water. Analysis of the pump
curve using the method by Cooper and Jacob (1946) provided an aquifer transmissivity in the
range of 3.3 m2/day to 19.0 m
2/day as shown on Figure E-3. Assuming an aquifer thickness of
about 9.8m (32 ft) this would provide a hydraulic conductivity in the range of 0.34 to 1.94
m/day. The total quality of water pumped during the pump test was 6480 litres which used up a
small portion, about 15% of the total available drawdown. These results indicate that the South
Well can provide in excess of the minimum daily water requirements (i.e. 4,500 L/day) for a four
bedroom home as stipulated in the Halton Region Guidelines.
The North Well and the existing private domestic well were monitored as observation wells
during the pump test at the South Well. The distance between the North Well and South Well is
about 28m. The water level response as measured by data logger showed well interference in the
range of about 0.1 m as shown of Figures E-4 and E-5. Off-site well interference is expected to
be negligible from the normal domestic use of this well.
North Well
The North Well location appears to correlate to MOE well record number 7876 as shown in
Appendix D. This well was completed to a depth of 12.8 m (42 ft) and completed as an open
hole in grey limestone and red shale. This well has 6.1m (20ft) of 0.62 m (6 ¼ inch) diameter
steel surface casing. The original well record for this well completed in 1991 by O’Connor Well
Drilling Ltd. indicates that this well had a static water level of 2.29 m (7.5 ft) was ‘nearly dry’
when pumped.
An initial one hour pump test of this well was completed in December 17, 2014 by All Halton
Water Services Inc. The well had a static water level of 1.2m (4ft) and was pumped at 0.32 L/sec
(5 USgpm). After one hour of pumping there was a drawdown of 0.46 m (1 ft 6 ¼ inches) with
stable water levels. This well is reported to produce 0.90 L/sec. (14.3 USgpm). A step test was
completed on the North Well July 14, 2015.The result of this test, shown on Figure E-6,
Appendix E, indicated that the well could sustain a pump rate in excess of 0.53 L/sec (8.45
USgpm). A six hour constant rate pump test was completed July 15, 2015 at a rate of 0.53 L/sec
(32 L/min) with the results shown on Figures E-7 and E-8. A drawdown of 2.09 m occurred over
the six hour pump test. Most of the drawdown occurred within the first 20 minutes with very
slow water level drop over the remainder of the test with nearly stable water levels after six
hours of pumping. Of an available drawdown of 9.5m (31.2 ft) approximately 22% was used
during the six hour pump test. This suggests that the North Well can likely sustain a pump rate
substantially higher than the 32 L/min of the pump test. This greatly exceeds the total daily
residential water requirements for a four bedroom home. Analysis of the pump test data as
shown on Figure E-8 indicates that the grey limestone aquifer has a transmissivity of about 21.1
m2/day. The estimated hydraulic conductivity of the grey limestone bedrock aquifer at the North
Well is about 2.3 m/day assuming fully saturated conditions with 9.1 m of fully saturated
conditions.
6515 McNiven Road, Kilbride, Hydrogeological Investigation, October, 2015
12
Water level monitoring of the South Well during the pump test at the North Well showed a
response at the South Well. The water level response is illustrated in Figures E-9 and E-10.
Water levels at the South Well dropped about 0.07 m in response to pumping the North Well for
six hours. Well interference from normal domestic use of this well to the nearest off-site private
residential well which is considerable further from the North Well is therefore expected to be
negligible.
Drawdown interference of about 0.1m was observed from the pumping tests completed on the
two on-site test wells at the existing residential well during the pumping of the North and South
wells.
4.1.4 Groundwater Quality
Groundwater samples were taken from the on-site wells including, the North Well, South Well
and private residential well at 6515 McNiven Road. In addition, water samples were taken from
two directly down gradient residences to the east of the subject property. The water quality
results are provided in Appendix F. Water quality is considered to be good for most of the water
samples taken. A summary of key water quality indicator parameters is provided in Table 1
below.
Table 1 Water Quality Indicators Summary
Sample No. Description Nitrate –
Nitrogen
Chloride Sodium
(mg/L) (mg/L) (mg/L)
ODWS * 10.0 250 200 (20)**
1 Down Gradient 1 2.67 120 68
2 Down Gradient 2 1.49 21 9
3 South Well (1 hr) 0.31 83 56
4 South Well (5 hrs) 0.30 82 55
5 6515 McNiven Rd ND 170 89
6 North Well (1 hr) ND 140 94
7 North Well (5 hrs) ND 140 95
* - Ontario Drinking Water Quality Standards, Objectives, and Guidelines
**- Sodium Aesthetic Objective is 200 mg/L : (20 mg/L) Sodium level at which local medical officer of
health is to be notified to be communicated to physicians for their use with patients on sodium restricted
diets
ND- Not detected
The water quality results indicate that groundwater quality meets the Ontario Drinking Water
Quality Standards, Objectives, and guidelines for selected key indicator parameters. The nitrate
nitrogen levels for the on-site North Well was below detection, and for the South Well was 0.30
to 0.31mg/L for the one hour and five hour samples respectively. These are considered to
represent natural background levels that are unaffected by current and past land use activities. At
6515 McNiven Road, Kilbride, Hydrogeological Investigation, October, 2015
13
the existing residential well at 6515 McNiven Road, nitrate nitrogen was below the laboratory
detection limit of 0.1 mg/L. Down gradient residential wells 1 and 2 have nitrate levels of 2.67
and 1.49 mg/L respectively. These nitrate nitrogen levels are elevated over the above noted back
ground levels found on the subject. The water quality of these wells is considered to be
representative of typical impacts from rural estate residential development as they were
constructed in the 1990’s and are over two decades old.
A summary microbiological results are provided in Table 2.
Table 2 Microbiological Water Quality Parameters Summary
Sample
No.
Description Heterotrophic
Plate Count
Background Total
Coliform
E Coli
CFU/ml CFU/100ml CFU/100ml CFU/100ml
ODWS ** NA NA 0 * 0
1 Down Gradient 1 1600 470 24 9
2 Down Gradient 2 0 1 0 0
3 South Well (1 hr) 0 0 0 0
4 South Well (5 hrs) 0 3 3 1
5 6515 McNiven Rd 260 200 220 1
6 North Well (1 hr) 0 6 0 0
7 North Well (5 hrs) 0 2 0 0
**- ODWS- Ontario Drinking Water Objectives, Standards, and Guidelines *-Total coliform guideline for treated water
NA- no guideline available
The microbiological water quality results indicate relatively good water quality at the on-site
South Well and North Well. The later sample from the South Well showed low levels of
bacterial contamination. It is possible that a suspected breach in the surface casing may be
contributing to the bacteria results. It is therefore recommended that the South Well be re-
sampled prior to use of this well as a source of domestic water. Should bacteria levels persist in
this well, consideration should be given to further investigations into the condition of the surface
casing in this well or to replacing this well as a source of water for the proposed lot severance.
Contamination of the water sample is suggested for Down Gradient Well 1 and the private well
at 6515 McNiven Road. Down Gradient Well 1 was sampled from a garden hose and it is
suspected that the hose may be the source of bacterial contamination. Re-sampling is
recommended for this sample. The sample taken at 6515 McNiven Road was taken from an
outside tap at the back of the house. A garden hose attached to this tap was disconnected and the
water run for about 10 minutes prior to sampling. It is possible that the tap itself may have
contributed to the bacteria results. Re-sampling is recommended for this well to get
representative microbiological water quality. Disinfection of the faucet is also recommended
prior to sampling.
6515 McNiven Road, Kilbride, Hydrogeological Investigation, October, 2015
14
4.2 Sewage Disposal
As noted above, private septic systems are proposed for the severed residential lots. A
preliminary sewage system impact assessment of the proposed severances was completed
February 18, 2015 for review and comment by Halton Region. Preliminary comments were
provided by Mr. Tim Lotimer with questions regarding background water quality and
groundwater recharge rates used in the analysis. The following re-evaluation of the septic
system impact assessment includes incorporation of the above noted water quality results and
addresses the questions posed by Mr. Lotimer.
The water quality results suggest that the water quality beneath the subject property is unaffected
by septic systems and/or possible residual agricultural impacts from historical use of the property
or area. Nitrate nitrogen levels in the two down gradient wells sampled show nitrate levels well
below the Ontario Drinking Water Standard objective of 10 mg/L. The off-site down gradient
nitrate nitrogen levels are however elevated above those background levels found on the subject
property. The down gradient wells are likely experiencing the effects of on-site septic systems as
well as landscape management practices such as lawn fertilization.
In a previous study of the subject property by G.K. Bell& Associates Ltd. (1995), it was reported
that ‘‘The chemical test results for the on-site wells indicated that the average nitrate levels
were 0.84 mg/L and within the 10 mg/L requirement.’(page 8).
As noted above, nitrate nitrogen levels from the recent water sampling of on-site wells varied
between 0.31 mg/L for the South Well and below the report detection limit of 0.1 mg/L for the
North Well and the existing residential well at 6515 McNiven Road. The average nitrate nitrogen
value for the three on-site wells is 0.18 mg/L which is considered to represent unaffected
background groundwater quality. This value is used in the following septic system impact
assessment.
4.2.1 Water Quality Impact Assessment
The creation of two additional residential lots will result in additional sewage loading to the
groundwater system. The calculation of sewage system impacts on the shallow groundwater
system from the proposed two severed lots is provided in Appendix G and summarized below.
The background nitrate value for the subject property was taken to be 0.18 mg/L representing an
average of five water quality results, two each for the on-site test wells and one from the existing
on-site residential well at 6515 McNiven Road. The ‘not detectable’ results from the North Well
and the residential well at 6515 McNiven Road are assumed to be 0.1 mg/L.
The calculated septic system impact from the proposed two lot severances was calculated using
the recommended calculation by Halton Region for a) on-site impact calculation for privately
serviced residential subdivision, b) on-site impact calculation for privately serviced residential
severance of two or fewer lots, and c) off-site calculation for privately serviced residential
subdivision. The results of these calculations show 9.7 mg/L nitrate nitrogen for off-site impacts
6515 McNiven Road, Kilbride, Hydrogeological Investigation, October, 2015
15
of a residential subdivision, and 9.3 mg/L for on-site impacts. The lot severance calculation
results in a minimum lot size of 0.73 ha. These results show that the proposed severance for two
additional lots would result with a nitrate concentration within the acceptable level of less than
10 mg/L at the property boundary. The off-site impact calculation for a residential subdivision
takes into account a higher average background nitrate nitrogen from existing residential wells.
Due to the lack of soil cover on the subject property, imported fill materials will be required for
the construction of the residential buildings and septic systems. Suitable fill materials will be
required for raised septic leaching tile bed systems. The septic bed and soil fill materials should
be designed to meet the Ontario Building Code requirements for the specific site conditions.
4.2.2 Background Studies
As noted above a number of previous hydrogological investigations have been completed for the
subject property including a hamlet wide study by Terraqua Investigations Ltd. (1998). This
study provided hydrogeological characterization of the Hamlet of Kilbride. This study included
characterization of the groundwater quality throughout the community of Kilbride. Various
private wells were sampled and analysed for a number of chemical and biological parameters.
Existing groundwater quality conditions throughout the community were established during this
study. In particular nitrate nitrogen levels were found to vary between 0.2 mg/L and 6.1 mg/L as
shown on Figure 7 of the Terraqua Investigations Ltd.(1998) which is reproduced in Appendix
H. There is no consistent trend in nitrate levels from up-gradient to down-gradient areas
throughout Kilbride. These results indicate that the calculated nitirate nitrogen levels in Sections
4.2.1 above are conservative and actual nitrate nitrogen levels will be considerably lower that the
theoretical calculated levels as a result of the proposed lot severance. The proposed lot
severance is therefore considered to be sustainable without resulting in adverse impact to down-
gradient groundwater quality.
4.3Development Potential
The hydrogeological study completed by D.K. Bell (1996) confirmed the availability of a potable
water supply for a proposed seven lot subdivision including the subject property plus additional
lands to the east that have subsequently been severed and developed as two residential estate lots.
The investigation concluded that:
‘The water requirements for the proposed lots may be supplied from individual wells on each lot.
The pump tests indicated that well interference is limited to 0.5m at a distance of 50m.’ (page 8)
Water sampling was completed on four on-site wells. The report further indicated that:
‘The chemical test results for the on-site wells indicated that the average nitrate levels were 0.84
mg/L and within the 10 mg/L requirement.’(page 8)
6515 McNiven Road, Kilbride, Hydrogeological Investigation, October, 2015
16
A subsequent study completed by Terraqua (1998a) concluded that ‘adequate water supply is
available on a Hamlet wide basis to support the existing development and to sustain a
considerable greater number of households.’
The Terraqua (1998b) investigation identified the presence of bacteria in most wells sampled. It
was concluded that the presence of bacteria could be either through ‘short circuiting’ of water
down the well casing or movement of water through the aquifer. It further concluded that there
was insufficient data at the time of the study to conclude whether the presence of bacteria in
local wells are primarily a well problem, an aquifer problem, or both. It was noted that the
majority of wells with high bacteria are located in the core area of Kilbride. The wells within this
area are older and located on small lots.
The results of the current investigation are consistent with and are supported by the previous
investigations cited above. The current results suggest that there has been a slight improvement
in average groundwater quality beneath the subject property with respect to nitrate nitrogen since
completion of the 1996 study by D.K. Bell and Associates Ltd. Current average on-site nitrate
nitrogen levels are calculated to be 0.18 mg/L compared to 0.84 mg/L in the 1996 study. The
observed on-site well interference during the pumping tests was about 0.1 m or less. Off-site
well interference is therefore expected to be negligible.
4.4 Development Constraints
Examination of the subject property on September 16th
, 2014 found that there were no surface
water features on the subject lands. Subsequent visits to the property in June and July 2015 for
completion of the well survey and pumping tests, confirmed the earlier findings with respect to
the lack of surface water features on the subject property. It was also confirmed by Conservation
Halton that there are no wetlands within the property (personal communication Mr. Charles
Priddle September 12, 2014). The property therefore does not appear to be constrained by
hydrological features such as wetlands, springs or seepages. There was also no evidence of
permanent surface water drainage channels on the property.
Available information indicates that there are adequate water supplies available for normal
domestic use from wells completed into the underlying bedrock of the Amabel Formation.
Groundwater availability however varies locally and it has been recommended that ‘Water wells
be drilled on each lot prior to construction to confirm that a water supply is available’ (G.K.
Bell, 1996). Test wells completed on each of the proposed severed lots have been completed and
tested as part of this investigation.
The lack of surficial soil cover overlying bedrock will impact the placement and design of septic
systems on the property. Imported soil and enhanced sewage treatment system will likely be
required to accommodate the construction of the septic systems. Enhanced sewage treatment
would include a Class 6 sewage treatment system (i.e. package treatment plant) that would
provide higher level of septic effluent treatment than a conventional Class 4 leaching bed and
septic tank system. Halton Region Health Department requires sufficient area on each privately
serviced residential lot to accommodate a conventional septic bed area regardless of the actual
6515 McNiven Road, Kilbride, Hydrogeological Investigation, October, 2015
17
septic system and bed design. Typical leaching bed area requirements for a five bedroom home
would be in the order of 1200 m2 to 2100 m
2 for a raised leaching bed using a soil percolation
rate of between 20 and 50 minutes per centimeter respectively. A raised leaching bed constructed
on bedrock would extend to a height of about 1.5 m above the bedrock surface. A reserve
leaching bed area is not required by either Halton Region or City of Burlington.
In the previous investigation by Terraqua (1998a) it was found that the ‘Kilbride area is a
sensitive area with respect to susceptibility to groundwater contamination from surface sources’
(page viii last paragraph). For future development it was recommended that prior to building
approval, each lot should have a well tested on the property to ensure adequate water is available
on a lot by lot basis. As noted above this has been completed as part of this investigation and has
confirmed adequate water supplies for normal domestic use.
4.5 Potential Development Impacts
Over most of the property there is little or no soil cover Infiltration of precipitation into the
underlying bedrock occurs through fractures and joints within the weathered bedrock surface.
Consequently a relatively high infiltration rate is expected for the majority of the property. The
property lies within a significant recharge area identified by the Halton-Hamilton Source
Protection Committee (2012). Recharge for the Kilbride area is estimated to be greater than 20
cm/yr (Terraqua, 19998a). As there are no municipal wells or water supplies with the Kilbride
area, source water protection legislation does not apply to the proposed severance. Development
of the property for residential development has the potential for reducing the site infiltration with
the creation of impervious surfaces. It is anticipated that typical impervious cover on estate
residential lots will be in the order of less than 10%. The relatively small impervious area and
the relatively high natural infiltration potential of the exposed underling bedrock are conditions
favourable to maintaining pre-development infiltration. Lot level surface water controls and
measures to promote infiltration such as directing roof runoff to pervious surfaces should be
incorporated into the site plan design.
Septic system design should have regard for the hydrogeological sensitivity of the property and
the general lack of soil cover over bedrock. As noted above, suitable imported fill in accordance
with the Ontario Building Code requirements will be required to accommodate septic systems.
Enhanced sewage treatment systems (Class 6 septic systems) should be considered to provide a
high degree of protection of the local groundwater quality.
5.0 Conclusions
The following conclusions are provided:
1) The subject property lies within an area of shallow soil cover with bedrock exposures
over much of the property.
2) The area has been the subject of previous detailed hydrogeological investigations by G.K.
Bell (1996) and Terraqua (1998a,b).
6515 McNiven Road, Kilbride, Hydrogeological Investigation, October, 2015
18
3) Previous studies have found that groundwater supplies adequate for normal domestic use
are locally available from the underlying bedrock primarily from the Amabel Formation.
4) It has been found that ‘adequate water is available on a Hamlet wide basis to support
existing development and to sustain a considerable greater number of households.’
Terraqua (1998a). Groundwater availability varies locally with some wells providing
marginally sufficient water supplies.
5) Terraqua (1998a,b,) identified bacterial contamination of a number of wells particularly
within the older portions of Kilbride in areas of relatively small lots. It is thought that
short circuiting of the groundwater flow path is likely occurring and bacteria are either
moving down through a poorly sealed well casing or are moving within the groundwater
relatively quickly or both.
6) Much of Kilbride area is within a significant groundwater recharge area and is considered
to be highly vulnerable to contamination.
7) The results of this hydrogeological investigation are consistent with and are supported by
previous investigations. Adequate groundwater supplies are available for residential
domestic use on the two proposed lot severances from the underlying grey limestone
aquifer.
8) Groundwater quality impact assessment calculations indicate that the two proposed
residential lot severances are sustainable without adverse impacts on the groundwater
quality.
9) Due to the highly vulnerable nature of the groundwater system to contamination,
enhanced sewage treatment with a Class 6 septic system would provide a greater level of
protection to the groundwater system.
10) A relatively small area of about 10% of the proposed lots are expected to be covered by
impervious surfaces. This is not expected to significantly reduce infiltration on the
property.
6.0 Recommendations
The following recommendations are submitted for consideration:
1) The on-site test wells should be considered as the water supply wells for the proposed lot
severances.
2) An inspection of both the North Well and South Well should be completed to ensure they
comply with Ontario Regulation 903 prior to use as a domestic well. In particular the
integrity of the surface casing should be confirmed to prevent shallow groundwater from
entering the wells. Cascading water was noted in the South Well as water levels dropped
within the casing during the pump test.
3) Imported fill used in the construction of the residences should meet the Ontario Building
Code requirements for raised leaching beds.
4) Due to the vulnerability of this area to groundwater contamination, enhanced sewage
treatment (i.e. a Class 6 septic system) should be considered in sewage system design to
provide a high level of protection to the underlying groundwater system.
5) Imported fill should generally be of a granular nature with a moderately high percolation rate
to promote infiltration
6) Site grading should measures such as the importation of clean pervious fill materials shouldbe implemented to promote infiltration.
7) The construction of impervious surfaces should be minimized with surface runoff fromimpervious surfaces directed to pervious surfaces.
8) This report should be submitted to Halton Region for review and approval.
I trust the above information meets your needs at this time. Please contact the undersignedshould you have any questions or require additional information.
6515 McNiven Road, Kilbride, Hydrogeological Investigation, October, 2015
20
7.0 References
Chapman L. J., and D.F. Putnam, 1984: The Physiography of Southern Ontario, Third Edition,
Ontario Geological Survey Special Volume 2, 270 p., Accompanied by Map P.2715 (coloured),
scale 1:600,000.
Cooper, H.H.,Jr. and Jacob,C.E., 1946: A generalized graphical method for evaluating formation
constants and summarizing well field history, Transactions, American Geophysical Union, Vol. 27,
No.4.
D. K. Bell and Associates Ltd., 1996: Hydrogeologic Investigation and Geotechnical Review,
Part of Lot 9, Concession2, City of Burlington, Ontario, Prepared for Alex Trajkovski.
Halton-Hamilton Source Protection Committee, 2012: Assessment Report for the Halton Region
Source Protection Area, Version 2.1, January, 2012, Approved by the Ministry of the
Environment January 26, 2012.
Halton Region, 2014: Hydrogeological Studies & Best Management Practices for Groundwater
Protection Guidelines, Regional Official Plan Guidelines.
Karrow, P. F., 1986: Quaternary Geology of the Hamilton Area, Southern Ontario, Ontario
Geological Survey, Map 2509, Quaternary Geology Series, scale 1:50,000.
Ontario Division of Mines, 1976: Paleozoic Geology, Hamilton Southern, Ontario, Map 2336,
Scale 1:50,000.
Ontario Geological Survey, 1991: Bedrock Geology of Ontario, southern sheet, Ontario Geological
Survey Map 2544, scale 1:1,000,000.
Ontario Ministry of the Environment (MOE), 2003: Stormwater Management Planning and
Design Manual, Queen’s Printer for Ontario, PIBS 4329e, with Appendices.
Ontario Ministry of the Environment, 2006: Technical Support Document for the Ontario Drinking
Water Quality Standards, Objectives and Guidelines, PIBS 4449e01, June 2003, revised June 2006.
Ontario Ministry of the Environment and Energy (MOEE), 1995: MOEE Hydrogeological
Technical Information Requirements for Land Development Applications, with Appendices.
Ontario Ministry of Transportation and Communications, 1984: MTC Drainage Manual Chapter
8, Design Flood Estimation for Small Watersheds by J.D. Harris, Drainage and Hydrology
Section, Highway Design Office, Ontario Ministry of Transportation and Communications,
Downsview, Ontario.
6515 McNiven Road, Kilbride, Hydrogeological Investigation, October, 2015
21
Terraqua Investigations Ltd., 1998a: Executive Summary, Hydrogeologic Study of the Hamlet of
Kilbride, February 1998, Prepared for The Regional Municipality of Halton, Report Reference
No T639.
Terraqua Investigations Ltd., 1998b: Hydrogeologic Study of the Hamlet of Kilbride, February
1998, Prepared for The Regional Municipality of Halton, Report Reference No T639
Thornthwaite, C.W., and J.R. Mather, 1957: Instructions and Tables for Computing Potential
Evapotranspiration and the Water Balance, in Publications in Climatology, Volume X, Number
3, Drexel Institute of Technology, Laboratory of Climatology, Centerton, New Jersey.
Turner, M., 1978: Guelph-Amabel Aquifer, Hamilton to Orangeville. Ontario Ministry of the
Environment, Major Aquifers in Ontario, Hydrogeological Map 78-3, scale 1: 100,000.
6515 McNiven Road Kilbride, Preliminary Hydrogeological Assessment, October 2015
APPENDICES
Appendix A - Hand Auger Hole Logs
Appendix B - MOE Well Record Summary
Appendix C - Well Survey Summary
Appendix D - MOE Well Records
Appendix E - Pump Test Results
Appendix F - Water Quality Laboratory Results
Appendix G - Water Quality Sewage Impact Assessment
Appendix H - Water Quality Sample Results Figure 7
6515 McNiven Road Kilbride, Preliminary Hydrogeological Assessment, October 2015
APPENDIX A
Hand Auger Hole Logs
September 16, 2014
HA 1 ( 17T 0585756E, 4808160N)
Depth(m) Description
0.0 - 0.3 Topsoil, dark brown, loamy, damp
0.3 - 0.5 Sandy clayey silt, medium, brown, some small pebbles, damp
Refusal at 0.5m assumed bedrock, hole dry
HA 2 ( 17T 0585824E, 4808163N)
Depth(m) Description
0.0 - 0.3 Topsoil, dark brown, loamy, damp
0.3 - 0.5 Fine sandy silt, medium to reddish brown, damp
Refusal at 0.5m assumed bedrock, hole dry
6515 McNiven Road Kilbride, Preliminary Hydrogeological Assessment, October 2015
APPENDIX B
MOE Well Record Summary
6515 McNiven Road Kilbride, Preliminary Hydrogeological Assessment, October 2015
APPENDIX C
Well Survey Summary
6515 McNiven Road Kilbride, Preliminary Hydrogeological Assessment, October 2015
APPENDIX D
MOE Well Records
6515 McNiven Road Kilbride, Preliminary Hydrogeological Assessment, October 2015
APPENDIX E
Pump Test Results
6515 McNiven Road Kilbride, Preliminary Hydrogeological Assessment, October 2015
APPENDIX F
Water Quality Laboratory Results
6515 McNiven Road Kilbride, Preliminary Hydrogeological Assessment, October 2015
APPENDIX G
Water Quality Sewage Impact Assessment
Attachments
1. On-Site Impact Calculation for Privately
Serviced Residential Subdivision
2. On-Site Impact Calculation for Privately
Serviced Severance (Two or Fewer Lots)
3. Off-Site Impact Calculation for Privately
Serviced Residential Subdivision
4. Figure G-1 Flow Channel Location Map
6515 McNiven Road Kilbride, Preliminary Hydrogeological Assessment, October 2015
1) On-Site Impact Calculation
for Privately Serviced Residential Subdivision
†-Infiltration rate from Terraqua Investigations Ltd.(1998)
††-On-site background nitrate nitrogen (0.18 mg/l) added to nitrate nitrogen loading (40 mg/L).
Calculations:
1. Calculation of the On-site Recharge (R)
= (A) * (1-S) * (I)
= (2.5115 ha) * (1 – 0.1) * (0.20 m/yr)
= 4,521 m3/yr (12.385 m
3/day)
2. Calculation of Nitrate- Nitrogen Loading (L)
= (N) * (P)
= ( 40.2 gm/day) * (3)
= 120.6 gm/day
3. Resultant Nitrate-Nitrogen
= (L ÷ R)
= (120.6 gm/day ÷ 12.385 m3/day)
= 9.73 gm/m3
= ( 9.73 mg/L)
Number of Proposed Four Bedroom Dwellings (P) : 3
Subdivision Area (A) : 2.5115ha
Infiltration Rate (I) : 0.20 m/yr†
Nitrate-Nitrogen Loading/Dwelling (N) : 40.2 gms/day††
Impervious Surface (S) : 0.1
6515 McNiven Road Kilbride, Preliminary Hydrogeological Assessment, October 2015
2) On-Site Impact Calculation
for Privately Serviced Severance (Two or Fewer Lots)
†-Infiltration rate from Terraqua Investigations Ltd.(1998)
†† -On-site background nitrate nitrogen (0.18 mg/l) added to nitrate nitrogen loading (40 mg/L).
Calculations:
1. Sewage Effuent Volume (V)
= (4 bedrooms) * (250 L/day)
= 1.0 m3/day
2. Calculated Nitrate- Nitrogen Loading (L)
= (V) * (C)
= (1.0 m3 /day) * (40.2 mg/L)
= 40.2 gm/day
3. Minimum Lot Area (A)
= (L) * (365) ÷ (O) ÷ (I) ÷ (10,000)
= (40.2gm/day) * (365 days) ÷ (10mg/L) ÷ (0.2 m/yr) ÷ (10,000 m2)
= 0.73 hectares
Note: The retained Lot shall also have an equivalent or larger area to meet the nitrate nitrogen dilution
requirements.
Number of Bedrooms in Residence : 4 bedrooms
Sewage Volume per Bedroom : 250 L/day
Infiltration Rate (I) : 0.20 m/yr†
Sewage Nitrate - Nitrogen (C) : 40.2 mg/L††
Drinking Water Standard (O) : 10 mg/L
Maximum Allowable sewage discharge according to the OBC : 10,000 L/day
6515 McNiven Road Kilbride, Preliminary Hydrogeological Assessment, October 2015
2) Off-Site Impact Calculation for Privately Serviced
Residential Subdivision
†- Average background nitrogen from three existing residential lots (1.42 mg/L) added to septic
system loading (40 mg/L). ††
- Infiltration taken from Terraqua Investigations Ltd. (1998)
Calculations:
1. Calculation of Flow Channel Recharge (R)
= (A) * (I)
= (22 ha) * ( 0.2 m/yr) *(10,000m2) ÷ (365 days)
= 120.5479 m3/day
2. Calculation of Nitrate- Nitrogen Loading (L)
= (N) * (E + P)
= (41.42 gm/day) * (24 offsite homes + 3 on-site homes)
= 11180 gm/day
3. Resultant Nitrate - Nitrogen 400 m down gradient of Proposed Development
= (L) ÷ (R)
= (1118 gm/day) ÷ (120.5479 m3 /day)
= 9.28 gm/m3/day
= 9.28 mg/L
Proposed Number of Lots on Existing Property (P) : 3
Number of Up gradient and Down gradient Residences within Flow
Channel (E) :
24
Nitrate - Nitrogen Loading/Dwelling (N) : 41.4 gm/day†
Flow Channel Area from 500 m up gradient to 400 m below
development (A) (see attached Figure 1) :
22 ha
Predominant Soil Distribution within Flow Channel: : Bedrock outcrop
complex
Maximum allowable sewage discharge according to the OBC : 10,000 L/day
Infiltration Rate (I) : 0.2 m/yr††
6515 McNiven Road Kilbride, Preliminary Hydrogeological Assessment, October 2015
6515 McNiven Road Kilbride, Preliminary Hydrogeological Assessment, October 2015
APPENDIX H
Water Quality Sampling Results, Figure 7
6515 McNiven Road Kilbride, Preliminary Hydrogeological Assessment, October 2015