6515 mcniven road, kilbride ontario hydrogeological ... · consists of the amabel formation...

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


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


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.


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



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



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

5300

7124

71297075

70777411

7073

7339

7070

7076

78166798

72547253

7074

76286896

7132

6736

6914

7069

70126889

2817

6931

1217473

3906

3784

3503

3825

2835

36983951

4063

6565

65086428

64906323 6326

6328

7228

7370 7367

73687369

9182

72724871

7247

7285

7229

6430

5465397

395

5161

5162

5211

8319

5165

396

6534

6429

6932

4612

9246

470

4770

6200

449

426478

477461

5828

7877

6311

4584

3440

8192

6474

5876

455

3870

5312

49 70

76604

1897 472

4164

4162

A

B

B’

A’

A

A’

Figure 4

October 2015



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

Lmst,grey

Snd,stnsSnd,gvl

Snd

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Cly

ie

nM

cN

v R

d.

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d.

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d.

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Snd

Ss

Boulder

Clay

Gravel

Limestone

Limestone

Shale

Silt

Sand

Sandstone

Slt

Snd,gvl

Snd,gvl

Snd,gvl

rssn

gl

Bld

,d

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Snd

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Slt,gvl,bldr

Snd,stns

Cly,stns

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Snd,gvl,cly

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Lmst

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Lmst

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y

Lmst

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Lmt,

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ys

Lm

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Lmts

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Shl,red

Shl,red

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Cly,snd Gvl,

snd,cly

Gvl,bldr,snd

nd

, ld

Sb

r

Snd,bldr

Snd

Gvl,snd

Snd,slt

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Snd,gvl,bldrs

Ss

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Shl,grey

Shl,red

Shl,blue Shl,

blue

Lmst,grey

(Southwest)(Northeast)

Figure 5

October 2015



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

78771

77

40

9356

6867

6320

7814

rrD

ey R

d

3954

3013

31

838

3.7

3.7

1.2

3.0

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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Snd,gvl

Snd,gvl

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uth

e

ll

on

te C

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k Va

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Br

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e

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rtW

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Shl, blue

Shl,red

Snd

Cly,gvl

Snd

Gvl

Gvl,cly

Bldrs

Dlst

Boulders

Dolostone

Clay

Gravel

Limestone

Limestone/Dolostone

Shale

Silt

Sand

Sandstone

Cly

Gvl

Lmst

Shl

Slt

Snd

Ss

Cly,snd

Lmst

Lmst

Snd

Cly,bldrs

Cly,snd

Lmst,cly

Cly,gvl

Cly,stns

Snd,gvl

Cly,

Cly,gvl

m ,sL st hlmL

st,g

rey

Lmt,

gre

ys

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Ls

mLst

mLst

sLm t

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Shl,red

Shl,red

Shl,red

Shl,red

Snd,gvl

Shl,red

Shl,blue

Shl,blue Shl,blue

Shl,blue

Shl, grey

Snd

Snd

Cly

Snd

Cg

lly

,v

Dlst

Cly,stns

Shl,cly

Shl

Cly,gvl

Lmst

(Southeast)(Northwest)


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


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


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.


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


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.


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


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)


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


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).


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.


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.


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


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


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

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


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


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


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††


APPENDIX H

Water Quality Sampling Results, Figure 7

6515 mcniven road, kilbride ontario hydrogeological ... · consists of the amabel formation...

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