HYDROGEOLOGICAL SITE ASSESSMENT FOR … site assessment for southwood 3 and southwood 4 residential...

HYDROGEOLOGICAL SITE ASSESSMENT FOR SOUTHWOOD 3 AND SOUTHWOOD 4 RESIDENTIAL SUBDIVISION 1143 LISTOWEL ROAD, ELMIRA, ONTARIO

for

BIRDLAND DEVELOPMENTS LIMITED c/o WALTERFEDY PETO MACCALLUM LTD. 16 FRANKLIN STREET SOUTH KITCHENER, ONTARIO N2C 1R4 PHONE: (519) 893-7500 FAX: (519) 893-0654 EMAIL: [email protected] Distribution: PML Ref.: 12KF071 10 cc: WalterFedy (+email) Report: 3 1 cc: PML Kitchener April 11, 2014

Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page TOC 1 of 2

TABLE OF CONTENTS

1. INTRODUCTION ........................................................................................................................1

1.1 Site Location ......................................................................................................................1

1.2 Purposes and Scope of Work ............................................................................................2

1.3 Other Site Investigation Reports and Findings ..................................................................4

1.4 Relevant Regulatory Requirements ..................................................................................4

1.5 Site Sensitivity....................................................................................................................6

1.6 Rationale for Hydrogeological Site Assessment ...............................................................6

2. BACKGROUND REVIEW AND WATER WELL SURVEY .........................................................6

2.1 Site Physiographic, Geologic and Hydrogeological Settings ............................................7

2.2 MOE Water Well Records Review and Door-to-door Water Well Survey.........................8

3. SUBSURFACE INVESTIGATION ............................................................................................10

3.1 Borehole Drilling, Soil Sampling and Monitoring Well Installation ..................................10

3.2 Ground Water Sampling and Borehole Permeability Testing .........................................12

3.3 Laboratory Analyses ........................................................................................................13

3.3.1 Chemical Analysis ................................................................................................13

3.3.2 Grain Size Analysis ..............................................................................................13

4. SUMMARIZED SUBSURFACE CONDITIONS ........................................................................13

4.1 Stratigraphy ......................................................................................................................13

4.2 Soil Texture ......................................................................................................................15

4.3 Ground Water Condition ..................................................................................................15

4.4 Ground Water Flow and Hydraulic Gradient ...................................................................16

4.5 Estimated Hydraulic Conductivity ....................................................................................16

4.6 Tap Water Sample Chemical Test Results .....................................................................18

4.7 Ground Water Sample Chemical Test Results ...............................................................19

5. HYDROGEOLOGICAL CONCEPTUAL SITE MODEL ............................................................20

6. CONSTRUCTION DEWATERING REQUIREMENTS AND POTENTIAL IMPACTS .............22

6.1 Construction Dewatering Requirements ..........................................................................22

6.1.1 Regulatory Requirements ....................................................................................22


6.1.2 Assumptions and Dewatering Volume Calculation ..............................................23

6.1.3 Permit-to-Take-Water (PTTW) .............................................................................26

6.2 Construction Dewatering Potential Impacts ....................................................................27

6.2.1 Potential Impacts on Water Wells ........................................................................27

6.2.2 Potential Impacts on Surface Water Flow ...........................................................28

6.2.3 Potential Induced Movement of Contamination ...................................................29

6.2.4 Potential Ground Subsidence in the adjacent buildings ......................................29

7. CONCLUDING REMARKS AND RECOMMENDATIONS .......................................................30

7.1 Ground Water Monitoring ................................................................................................30

7.2 PTTW Application and Supporting HSA Report ..............................................................30

7.3 Excess Soil Disposal and Imported Fill Soil ....................................................................31

7.4 Construction Dewatering Activities ..................................................................................31

7.5 Decommissioning of Monitoring Wells ............................................................................32

Attachments:

Table 1 – List of Reports and References Reviewed

Table 2 – Site Sensitivity Analysis

Table 3 – Estimated Hydraulic Conductivity K-Values

Table 4 – Ground Water Elevation Monitoring

Table 5 – Summarized Evaluation of Construction Dewatering Discharge Rates and Zone of Influence

Figure 1: Key Map

Figure 2: Aerial Photograph

Figure 3: MOE Water Well Locations and Ground Water Contour Plan

Figures 4 to 14 – Particle Size Distribution Charts

Drawing 1 – Borehole/Monitoring Well Location Plan

Drawing 2 – Hydrogeological Profiles (A-A’ and B-B’)

Drawing 3A – (Shallow) Ground Water Contours and Flow Direction

Drawing 3B – (Deep) Ground Water Contours and Flow Direction


Appendix A – MOE Water Well Records and Well Survey Response Forms

Appendix B – Borehole Log Sheets (with list of Borehole Log Abbreviations)

Appendix C – Borehole Permeability Testing Plots

Appendix D – Laboratory Analytical Results – Tap Water

Appendix E – Laboratory Analytical Results – Ground Water

Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 1

1. INTRODUCTION

Peto MacCallum Ltd. (PML) was retained by Birdland Developments Limited c/o WalterFedy (the

client) to carry out a program of hydrogeological and geotechnical investigations in support of

proposed land developments on a parcel of approximately 41.9 ha of land located at 1143

Listowel Road, Elmira, Ontario (the Site). The approximate location of the Site is presented on

Figures 1 and 2.

PML understood that the proposed developments, namely Southwood 3 and Southwood 4

residential subdivision, will be completed in two phases as depicted on Drawings DP-1 and DP-2

(provided by the client) dated December 13 and December 2, 2013 respectively. The first phase

development under DP-1 (i.e. Southwood 3 Residential Subdivision), will include approximately

6.1 ha of single detached, semi-detached and townhouse residential units with three streets (A to

C) in the northeastern portion of the Site along with a forested land space to the north and a storm

water management (SWM) pond located near the southern portion of the Site. According to the

design plan, the storm water management pond will discharge to a drainage ditch in the

southwest of the Site. Various sewers are expected to be installed as part of the DP-1 works.

The second development (DP-2), Southwood 4 Residential Subdivision, will include approximately

13.6 ha of single detached, semi-detached and townhouse residential units, and a 2.5 ha area set

aside for multiple residential buildings with six streets (A to F) in the western and southeastern of

the Site, and will include re-construction or enlargement of the storm water management pond in

the southwestern portion of the Site. Various sewers are expected to be installed as part of the

DP-2 works.

1.1 Site Location

The subject Site is located on the north side of Listowel Road, south of Whippoorwill Drive, and to

the northwest of the intersection of Arthur Street South and Listowel Road in Elmira, Ontario.


The legal description of the Site property is part of Lot 107, German Company Tract, Township of

Woolwich, Regional Municipality of Waterloo. The Site comprises a total land area of

approximately 41.9 ha, and is currently occupied by a residence (farm) house and agricultural

lands, with a portion of forested area in the northeast of the Site.

The Site and its adjacent properties to the south and the west are currently used for agricultural

purposes; the properties to the east and the north of the Site are noted to be residential

houses/buildings.

As per Map 3b (Township of Woolwich, Township Urban Area, Elmira and St. Jacobs) of The

Region of Waterloo, Regional Official Plan (December 22, 2010), the Site is located within a

Township Designated Greenfield Area, which is an area set aside for urban development as

‘complete communities’ with a greater mix of land uses and development that support trips by

walking, cycling and transit services. Adjacent to the Site to the north and the east, they are ‘Built-

up’ areas. According to Map 7 (The Countryside), the adjacent lands to the west and south are

designated as ‘Prime Agricultural Area’.

According to Map 4 (Greenlands Network), a forested area is located within the Site area.

According to Map 6b (Township of Woolwich, Source Water Protection Areas), one municipal well

is located about 1250 m to the southeast of the Site, along Arthur Street South, and the Site is

located within a wellhead protection area, in a level WPSA-7 area, which is low sensitivity area

found outside of the two year, but within the ten year time of travel to a municipal drinking-water

supply well.

1.2 Purposes and Scope of Work

The purposes of this hydrogeological investigation were to assess the subsurface conditions at

the Site, evaluate the potential impacts of the proposed residential developments on the adjacent

domestic wells and septic systems, and any potential impacts to surface water resources, and

provide a preliminary assessment on the need for a permit-to-take-water (PTTW).


In compliance with the current regulatory criteria, as well as the Township of Woolwich Draft

Guidelines for Hydrogeological Studies requirements, the work objectives were to:

i. Obtain the appropriate background information to support the hydrogeological

investigation;

ii. Conduct a site hydrogeological investigation including monitoring well installation, in-situ

permeability testing and ground water sampling and testing; and,

iii. Prepare a report of factual data as well as recommendations on the design options for

ground water control measures during development of the subject Site.

The hydrogeological site assessment was completed concurrently with geotechnical investigation,

and involved the following tasks:

Task 1: Conducted a Site background review of the available Site information,

geotechnical investigation reports, and proposed development drawings to

estimate the scope of earthwork operations

Task 2: Reviewed the Site setting drawings and the MOE’s records of water wells in the

vicinity of the project area and conduct a field survey of the existing and functional

wells within 500 m of the subject Site, if any.

Task 3: Reviewed the geotechnical investigation reports completed on Site.

Task 4: Drilled boreholes at twenty two locations for retrieving soil samples, and installed

twenty nine monitoring wells at fifteen borehole locations for ground water

monitoring, testing and sampling (twin monitoring wells were installed at each

location, except one location with a single well).

Task 5: Selected and submitted eleven soil samples for grain size analysis.

Task 6: Carried out ground water level monitoring in all the monitoring wells, and

conducted borehole permeability tests in nine monitoring wells.


Task 7: Collected ground water samples and tap water samples for chemical analysis of

the parameters as per the Provincial Water Quality Objectives (PWQO) guidelines

and the Regional Municipality of Waterloo storm sewer use by-law criteria.

Task 8: Performed a hydrogeological assessment based on the background information

and field and laboratory data compiled, and prepared figures and drawings for the

HSA report.

Task 9: Prepared the HSA report, including Site background information and proposed

development features, current subsurface conditions, field and laboratory data

and recommendations on the project construction dewatering needs, potential

adverse impacts and remedial measures, if required, as well as an in-construction

ground water level and quality monitoring program.

1.3 Other Site Investigation Reports and Findings

The hydrogeological site assessment was carried out concurrently with a geotechnical site

investigation at the Site, and the results/findings of geotechnical investigation were presented in

separate geotechnical reports.

1.4 Relevant Regulatory Requirements

Township of Woolwich

A Hydrogeological Site Assessment (HSA) is required for proposed residential developments

within the Township of Woolwich, Ontario, as indicated in Township of Woolwich Draft Guidelines

for Hydrogeological Studies for Proposed Residential Developments (Woolwich Guidelines).

Therefore, a HSA will be completed in accordance with the Woolwich Guidelines in support of

application for draft plan approval.

The HSA shall be carried out to evaluate the potential impacts of the proposed development on

adjacent domestic wells and septic systems, any potential impacts to surface water resources and

whether perched water table conditions exist.


The Ministry of Environment (MOE)

Construction dewatering, like other water takings in Ontario, is governed by the Ontario Water

Resources Act (OWRA) and the Water Taking and Transfer Regulation 387/04, a regulation under

the OWRA.

The Ministry of the Environment’s (MOE’s) Permit-To-Take-Water is classified using a risk based

approach since all water takings do not pose the same level of risk in terms of causing adverse

environmental impact or interference. Separate classification criteria are provided for ground

water and surface water takings.

In accordance with the above-noted regulatory requirements and in compliance with the MOE’s

policy and Permit-To-Take-Water Manual (April 2005), an application should be filed to the MOE

for the subject project construction dewatering Permit-To-Take-Water, if the dewatering discharge

is greater than 50,000 L/day or about 0.6 L/s.

Regarding the soil and ground water quality, the applicable environmental quality standards will

depend on the Site location, land use and source of potable water at and adjacent to the subject

Site. The MOE’s Soil, Ground Water and Sediment Standards for Use Under Part XV.1 of the

Environment Protection Act (Ontario Regulation 153/04 (amended)) are generally applied to

assess the soil and ground water quality at the Site. As a result, any imported soil to be used as

fill or excess soil excavated for off-site disposal shall be sampled, chemically tested and assessed

accordingly.

If there is water discharged into the municipal sewer system during the construction, the Regional

Municipality of Waterloo By-Law 50-92, dated May 29, 1992 (Regulate and Control the Discharge

of Waters and Wastes into Bodies of Water within the Regional Area or into the Regional Sanitary

Trunk Sewers, Trunk Sewer System, or Sewage Treatment Works) will be applied. Alternatively, if

water discharge into a creek or watercourse will take place, the Provincial Water Quality

Objectives guidelines will be applicable.


1.5 Site Sensitivity

To determine the Site sensitivity, Section 41 of the Ontario Regulation 153/04 (as amended) was

evaluated as described in Table 2. According to this criterion, the subject Site is not considered as

an environmentally sensitive area.

It should be noted that a small portion of the property in the north is forested. However, this

portion of property is not included in these developments. A watercourse or drainage ditch flowing

from north to south is noted near or along the western property boundary. According to Google

Maps and Grand River Watershed Map, this watercourse discharges to Canagagigue Creek

which eventually discharges into the Grand River, to the southeast of the Site.

1.6 Rationale for Hydrogeological Site Assessment

Based on the subject assessment objectives and the proposed improvement features described

above, this hydrogeological site assessment was completed in accordance with Woolwich

Guidelines and with the MOE applicable standards for the purposes of supporting an application

for draft plan for residential developments in Woolwich, Ontario, and for a potential PTTW for

construction dewatering.

In addition to our review of the subject Site physiographic, geological and hydrogeological

settings, water well records and previous site investigation reports, a program of combined

geotechnical and hydrogeological investigations was conducted to assess the current subsurface

conditions at the Site, and evaluate the potential impacts due to the proposed residential

developments, and provide a preliminary assessment on the need for a permit-to-take-water

(PTTW). The program consisted of borehole drilling, monitoring well installation, soil and ground

water sampling and analysis, ground water monitoring and testing

2. BACKGROUND REVIEW AND WATER WELL SURVEY

To assess the physiographic, geologic and hydrogeological settings of the subject Site, references

listed in Table 1 were reviewed; and our review findings are outlined in the following paragraphs.


2.1 Site Physiographic, Geologic and Hydrogeological Settings

According to The Physiography of Southern Ontario, the subject Site is located within a general

physiographic region known as the Waterloo Hills, which lies chiefly in the Regional Municipality of

Waterloo, extending into the eastern part of the Township of Blandford-Blenheim and North

Easthope in Perth County. The Site is located within an extensive area of alluvial terraces /

drumlinized till plains that are prominent throughout the northern portion of the Waterloo Hills.

According to Bedrock Geology of Ontario Map 2544, bedrock in the Site area is comprised of

Salina Formation of Upper Silurian, and consists of limestone, dolostone, shale, shalestone with

gypsum and salt. Based on Bedrock Topography Series, Conestogo Area (Map P.167), Ontario

Division of Mines, 1975, the bedrock is anticipated to be encountered about 65 to 70 m below

grade near the eastern portion of the Site to approximately about 45 m below grade near the

western portion of the Site. Based on a review of MOE water well records, bedrock (shale) was

found at depths of approximately 50 m below the ground surface, and aquifers composed of sand

and gravel were noted below clay layers and below or within till deposits.

According to Grand River Watershed Water Management Plan, the Site is situated in Stratford Till

Plain, where the soils are characterized by silty, clay-rich deposits, and are generally leveled and

often poorly drained. The Salina Formation is one of the bedrock formations which provide the

aquifers for the water supply wells. However, water quality from Salina Formation could be of high

sulphur and/or salt content. The till units present across the watershed are often high in silt and

clay content, allowing them to behave as aquitards for both underlying overburden and bedrock

aquifers.

The stratigraphy underlying the subject Site, according to our current geotechnical investigation

reports, typically consisted of topsoil overlying a thin discontinuous silty sand layer or a layer of

silty clay over the glacial till deposits of silty clay, clayey silt or silt.


A review of the topographic maps and proposed draft plan drawings indicated that the existing

geodetic ground surface elevations range from approximately 359.0 m in the vicinity of the

southwestern portion of the Site to 367.0 m near the northeastern boundaries of the Site. The Site

gently slopes from northeast to southwest.

As per the on-line Grand River Watershed Map, the Site is located within Grand River Watershed.

A small watercourse, located near the western Site boundary and flowing from north to south,

drains the Site and discharges to Canagagigue Creek, which eventually discharges into the Grand

River, about 4.5 km to the east of the Site. Surface water quality in the Grand River is influenced

by the geology and current land use. The central portion of the Grand River, including the

Canagagigue Creek, Conestoga River and lower Speed River, tends to be the area within the

watershed where water quality is most impaired with high concentrations of phosphorus and

nitrogen.

The hydrogeology of the subject Site and vicinity is primarily controlled by the topography of the

area, and major surface water drainage flows to the Grand River, which flows to the south to Lake

Erie. Shallow ground water and deep ground water with somewhat different hydraulic conditions

may underlie the subject Site. Based on the data of MOE water well records, the regional ground

water flow is interpreted to be in a southern to southeastern direction, as shown on Figure 3.

2.2 MOE Water Well Records Review and Door-to-door Water Well Survey

An on-line search of MOE water wells was conducted through MOE’s ground water information

network for water wells located near of the Site. A selection of relevant MOE well records is

included in Appendix A.


The data was reviewed so as to check the bedrock and the aquifers near or under the subject Site

area. Based on the records, bedrock (shale) was found at depths of approximately 50 m below the

ground surface, and aquifers composed of sand and gravel were noted below shallow clay layers

and below or within till deposits. In addition, based on the recorded water level data, a figure as

shown on Figure 3 has been prepared to present the ground water hydrostatic level contours and

the interpreted ground water flow direction. The regional ground water flow direction was inferred

to be in a south to southeastern direction.

In addition to MOE water wells, a municipal well (E10) was noted approximately 1250 m to the

southeast of the Site. Based on a report entitled as “Region of Waterloo Tier Three Water Budget

and Local Area Risk Assessment” prepared by Aqua Resources, the well E10 is currently inactive

and is planned to be used only in emergencies. Also, it was reported that during a pumping test of

well E10 in 1990, there were no measureable responses in wells located as close as 90 m from

well E10.

A door-to-door inventory of water supply wells within a 500 m radius of the Site was conducted in

January 2013. The survey was used to verify and augment information obtained during the data

review. As part of the door-to-door survey, a letter and questionnaire were sent to the owners of

properties located at 1103, 1143, 1180, 1211 and 1303 Listowel Road, and water samples were

collected from taps where permission was given.

Only the owners of the properties at 1143 and 1303 Listowel Road responded to the survey, and

allowed PML access to collect water samples for chemical analysis. The responses are included

in Appendix A. Both responses indicated that they had drilled wells on their properties within

pump intake depths of between 23.8 and 30.5 m below grade and that the wells were used for

domestic, livestock or agricultural purposes. The owner of 1143 Listowel indicated that the water

level in the well was at 18 m, which is consistent with the data reviewed, and he had a tile septic

bed on his property that was constructed in 1994, and serviced until 2005. Neither owner specified

any problems with the operation of their wells or septic systems.


3. SUBSURFACE INVESTIGATION

The field work for this hydrogeological site assessment, including borehole drilling, soil

sampling/testing and well installation, was carried out concurrently with the geotechnical

investigation, and completed in three stages. The field work for the subsurface investigation was

carried out under the full-time supervision of an engineering staff member from PML.

Prior to commencing the field work, the Site was cleared for underground utilities by public utility

companies with regard to underground utilities such as hydro, natural gas, telephone cable, TV

cables or others on Site. Given the undeveloped land at the Site, the service of locates by a

private locator was not required.

Boreholes were drilled at twenty two locations (BH1 through BH22) for soil sampling, and a total of

twenty nine monitoring wells were drilled and installed for ground water monitoring, testing and

sampling.

In-situ borehole permeability tests were carried out in nine monitoring wells. Ground water

samples were collected from eight monitoring wells for chemical analysis. In addition, tap water

samples were collected from two residential houses which are relying on the well water for

domestic use. The collected soil, ground water and tap water samples were submitted to

laboratories for analysis.

3.1 Borehole Drilling, Soil Sampling and Monitoring Well Installation

The boreholes at twenty two locations (BH1 through BH22) were advanced using a track-mounted

Diedrich-50 drill rig equipped with continuous flight hollow stem augers, owned and operated by a

specialist drilling contractor. Boreholes at BH1 to BH11 were drilled in January 2013, boreholes at

BH12 to BH14 were advanced in October 2013, and boreholes at BH15 to BH22 were explored in

February 2014. The boreholes were advanced to depths ranging from about 6.1 meters below

ground surface (mbgs) at BH14 to 14.0 mbgs at BH15.


During the drilling, standard penetration tests (SPT) were carried out, and soil samples were

collected. Representative samples of the overburden were recovered at regular depth intervals in

the boreholes using a conventional split spoon sampler. Observations of visible foreign materials

and odours were recorded during the sampling operations. The soil samples retrieved from the

boreholes were brought to PML laboratories for detailed visual examination. In addition, ground

water conditions were observed during the borehole drilling. The details of observation are

included in borehole logs in Appendix B.

Monitoring wells were installed at fifteen borehole locations (BH1, BH2, BH6, BH7, BH8, BH9,

BH11, BH12, BH13, BH14, BH15, BH16, BH19, BH20 and BH22), and a total of twenty nine

monitoring wells were completed. At each location, twin monitoring wells or nest wells were

installed at different depth intervals, except at BH13 where only one shallow well was installed. In

general, the shallow monitoring well was labeled with a suffix of “A”. The approximate borehole

and monitoring well locations are shown on Drawing 1.

The monitoring wells were installed using 50 mm diameter, flush threaded, Schedule 40 clean

PVC pipes with 1.5 m screen (10 slot), coupled with PVC riser pipes, and completed with

monument protective casings. The annular space of the borehole around the monitoring well

screens was backfilled with clean filter sand (up to 0.6 m above the top of the well screen).

The monitoring wells installed in this investigation were classified into two types: shallow wells and

deep wells arbitrarily according to the depth of the installed screen. The shallow wells are the

monitoring wells with the mid-screen at less than 7.0 mbgs, while the deep ones are those

installed deeper than 10 mbgs. As a result, twenty wells (including BH1A, BH1, BH2A, BH6A,

BH7A, BH8A, BH8, BH9A, BH11A, BH12A, BH13, BH14A, BH14, BH15A, BH16A, BH19A,

BH20A, BH20, BH22A and BH22) were installed as shallow wells, and eight wells (including BH2,

BH6, BH7, BH9, BH11, BH12, BH15, BH16 and BH19) were deep wells.

Details of the monitoring well installations are shown on the appended Borehole Log Sheets in

Appendix B.


3.2 Ground Water Sampling and Borehole Permeability Testing

Ground water sampling and borehole permeability testing were carried out at three events in

March 2013, December 2013, and March 2014. Prior to ground water sampling, the monitoring

wells were developed, and monitored for ground water levels. During the well development, an

equivalent of about 10 times the respective well volume was removed using a Waterra pump

(composed of Waterra tubing and foot valve).

Ground water samples were collected using Waterra pump from monitoring wells BH2A, BH6 and

BH11A on March 27, 2013, from BH12 and BH14A on December 9, 2013, and from BH15A, BH19

and BH20A on March 15, 2014. Tap water samples were collected from residential house at 1143

Listowel Road on February 6, 2013, and from 1303 Listowel Road on January 6, 2013.

During the water sampling, the samples obtained were immediately placed in pre-cleaned bottles

supplied by the laboratory, stored in coolers, and kept at low temperatures pending delivery for

chemical analysis.

In order to estimate the hydraulic conductivity (K-values) of the overburden deposits, field

permeability testing was conducted in nine monitoring wells at BH2A, BH6, BH9 and BH11A on

March 26, 2013, at BH12 and BH14A on December 9 and 10, 2013, and at BH15, BH19A and

BH20A on March 14, 2014.

The field permeability testing (or slug test) was conducted using the rising head method. During

the test, a certain volume of water was removed from the tested monitoring well, and the water

level was periodically measured manually and also recorded using an electronic data recorder or

transducer, until the water level returned to an equilibrium condition or to a relatively steady state.

The data was then used to calculate the K-values.


3.3 Laboratory Analyses

3.3.1 Chemical Analysis

To address the potential in-construction ground water dewatering discharge quality issues, and

establish the baseline water quality in the neighbour residential houses, the collected water samples

were delivered to AGAT Laboratories (AGAT), a Canadian Association for Laboratory Accreditation

Inc. (CALA) accredited laboratory. The water samples were analyzed for the parameters listed in the

MOE’s Provincial Water Quality Objectives (PWQO), Table 2 dated February 1999, and for selected

parameters under the Regional Municipality of Waterloo By-Law 50-92. As per the requirements, the

water samples for analysis were not filtered.

The analytical results are included in Appendices D and E.

3.3.2 Grain Size Analysis

Soil samples collected at depths ranging from 2.3 to 12.7 mbgs at eleven borehole locations

(BH2, BH5, BH6, BH10, BH11, BH12, BH13, BH15, BH19, BH20 and BH22) were submitted to

PML laboratories for grain size analysis. The particle size distribution curves of the soil samples

analyzed are shown as Figures 4 to 14 attached.

4. SUMMARIZED SUBSURFACE CONDITIONS

4.1 Stratigraphy

The soil stratigraphy in the subject Site as revealed in the boreholes comprised primarily of

surficial topsoil overlying silty clay and/or the major glacial till deposits of clayey silt and silt, with

localized pockets of silt or localised thin layer of silty sand or clayey silt beneath the topsoil.

The Borehole Log Sheets in Appendix B and the hydrogeological profiles shown on Drawing 2

depict the soil stratigraphy at the Site.


Topsoil

Dark brown clayey silt topsoil about 0.2 to 0.8 m thick was encountered in all the boreholes.

Silty Sand

Immediately underlying the topsoil in BH1, BH2, BH3, BH6 and BH7, a thin layer of loose brown

silty sand was contacted. The silty sand extended to between 0.33 and 0.86 m below grade in the

boreholes and was observed to be ‘moist’ to ‘wet’.

Silty Clay

Silty clay was contacted in BH2 to BH6, BH8, BH9, and BH15 to BH22 either under the topsoil or

below the silty sand. The silty clay extended to depths ranging from approximately 1.5 mbgs at

BH15 and BH21 to 7.2 mbgs at BH9, and included trace gravel and trace sand particles. The silty

clay was generally observed to be firm, becoming hard with depth (N-values per 300 mm, ranging

from 4 to 39 blows). The silty clay was described as about plastic limit (APL) to drier than plastic

limit (DTPL) based on moisture contents varying between 8 and 25%.Silt/Clayey Silt

Silt was encountered below silty clay at BH8, with a thickness of 1.2 m. Clayey silt was

encountered below topsoil at BH10 and BH11, with a thickness of 2.8 m and 4.8 m, respectively.

Clayey Silt/Silty Clay Till

Clayey silt or silty clay till was encountered at BH1, BH2, BH7, BH8, BH10, and BH12 to BH14

below topsoil, silty sand, silt or clayey silt, extending to the bottom of borehole at maximum depth

of 11.0 mbgs or overlain by the major silt till.


Silt Till

Silt till was the major deposit encountered in the boreholes advanced at the Site, which extended

to a maximum depth of 14.0 mbgs at BH15. The silt till deposit was contacted at depths ranging

from 1.5 mbgs at BH15 and BH2 to 7.6 mbgs at BH1, and was overlain by topsoil, silty clay,

clayey silt till or clayey silt.

4.2 Soil Texture

Eleven soil samples collected from 2.3 to 12.7 mbgs were analyzed for particle size distribution.

The particle size distribution curves of the soil samples analyzed are shown on Figures 4 to 14

attached.

Based on the results, the soil samples were found to be classified as Silty Clay, Silt Till, Clayey Silt,

Sandy Silt Till, and Clayey Silt Till, and generally presented the soil types observed during the field

work, as included in the borehole logs in Appendix B.

4.3 Ground Water Condition

Ground water conditions were observed during and upon completion of drilling. Water was not

encountered in most of the boreholes during the borehole drilling.

Ground water levels were periodically monitored and recorded in the available monitoring wells

after well installation. A record of ground water monitoring is presented in Table 4.

The shallow ground water levels were measured to range from 0.53 mbgs at BH14A (screen 1.5 ~

3.0 m) to 5.60 mbgs at BH1 (screen 5.3 ~ 6.8 m), and elevations ranged from 365.86 m at BH6A

(screen 1.5 ~ 3.0 m) to 357.30 m at BH22 (screen 6.1 ~ 7.6 m). The water level variations

observed in the shallow monitoring wells since May 2013 ranged from 0.00 m at BH16A (screen

1.5 ~ 3.0 m) to 1.54 m at BH8 (screen 5.4 ~ 6.9 m). It should be noted that one new monitoring

well at BH20 (screen 6.1 ~ 7.6 m) installed in February 2014 was noted to be dry in the recent two

water level measurements.


The measured deep ground water levels ranged from 6.06 mbgs at BH12 (screen 9.2 ~ 10.7 m) to

13.65 mbgs at BH15 (screen 12.2 ~ 13.7 m), and elevations ranged from 359.98 m at BH6

(screen 10.7 ~ 12.2 m) to 349.09 m at BH16 (screen 10.7 ~ 12.2 m). The water level variations

observed in the deep monitoring wells since May 2013 ranged from 0.01 m at BH16 (screen 10.7

~ 12.2 m) to 1.79 m at BH7 (screen 9.8 ~ 11.3 m). It should be noted that monitoring well at BH15

was noted to be dry in the latest water level measurement.

4.4 Ground Water Flow and Hydraulic Gradient

Based on the results of recent ground water level measurements dated March 25, 2014, ground

water contours maps were prepared for both the shallow and deep ground water. The ground water

levels are also shown on hydrogeological profiles on Drawing 2.

As shown on Drawing 3A, the shallow ground water was inferred to be generally in a southwestern

direction, flowing to the drainage ditch or creek or controlled by the topography of the Site. The

hydraulic gradient of shallow ground water was estimated to range from approximately 3% in the

central area to 21% near the ditch area.

As shown on Drawing 3B, the deep ground water was inferred to be generally in a south to

southeastern direction, similar to the regional ground water flow direction. The hydraulic gradient of

the major flow deep ground water was estimated to be approximately 8%.

Based on the water level measurements in the twin monitoring wells, ground water appears to be

flowing downgradient, i.e., from shallow ground water to deep ground water. According to the

water level data obtained from shallow and deep twin monitoring wells, the vertical hydraulic

gradient was estimated to be in the range of 0.6 ~1.2 m/m.

4.5 Estimated Hydraulic Conductivity

The hydraulic conductivity (K-value) can be estimated based on the results obtained from the field

borehole permeability testing (slug test), or from the grain size analysis of soil samples.


Borehole Permeability Test Method

Borehole permeability testing (slug test or single well response test) was conducted in nine

monitoring wells including five shallow wells at BH2A, BH11A, BH14A, BH19A and BH20A, and

four deep wells at BH6, BH9, BH12 and BH15. The recorded data were used to calculate the

hydraulic conductivity (K-value).

The hydraulic conductivity, K (cm/s) was estimated using the following expression (Hvorslev’s

Method, Applied Hydrogeology 4th Edition. C.W. Fetter, Prentice-Hall Inc., 2001).

R

L

LT

rK ln

2 0

2

where: K = hydraulic conductivity (cm/s)

L = the length of the screen (cm)

R = the radius of the borehole (cm)

r = the radius of the well casing (cm)

T0 = the basic time lag in seconds (time at 37% recovery)

A record of the field permeability testing and K-value calculation is included in Appendix C. Please

note that in practice, the length of sand pack in the monitoring well is sometimes used for “L” in

the K-value calculation.

As presented in Table 3, the calculated K values are primarily in the range of 10-6

to 10-7

cm/s

(except one at 10-5

cm/s).

Grain Size Method

Grain size analysis was conducted on eleven soil samples collected from the Site, and the results

of particle size distribution were used to estimate the hydraulic conductivity of the soil analyzed.

The particle size distribution charts for the soil samples are presented on Figure 4 to Figure 14.


For sandy soils or cohesionless soils, the Hazen equation was applied (Geotechnical engineering:

Principles and Practice, D.P. Coduto, Prentice-Hall Inc., 1999).

2

10DCK in cm/s

where D10 = Effective grain size in cm (Figures 4 to 14), and

C = 100 for sandy soils (a parameter related to grain-size uniformity)

For the cohesive soils which contain substantial clay particles (in excess of 10%), the hydraulic

conductivity K-value of the soil samples was estimated using Puckett’s Method (“Ground Water

and Vadose Zone Monitoring”, ASTM, STP1053, 1990) in which the percentage of clay was taken

from the particle size distribution charts.

K = 4.36 x 10-3

x e (-0.1975 x % clay

)

where

K = hydraulic conductivity (cm/s)

%clay = percentage of the total soil sample finer than 0.002 mm by weight

As presented in Table 3, the calculated K values based on grain size method are primarily in the

range of 10-5

to 10-6

cm/s (except one at 10-4

cm/s).

4.6 Tap Water Sample Chemical Test Results

The laboratory certificates of chemical analyses carried out by AGAT on the tap water samples

from 1143 and 1303 Listowel Road, in accordance with the chain-of-custody record and the

protocol described in Section 3.3 are included in Appendix D.

Based on the chemical results, the quality of the tap water sampled from 1143 and 1303 Listowel

Road did not comply with the PWQO. The water tested from 1143 Listowel Road exhibited

copper and zinc exceedances (13.6 and 62.4 µg/L compared to the standards of 5 and 30 µg/L

respectively. The water tested from 1303 Listowel Road exhibited copper, iron and zinc

exceedances (11.6, 334 and 115 µg/L compared to the standards of 5, 300 and 30 µg/L

respectively.


4.7 Ground Water Sample Chemical Test Results

Eight ground water samples were analyzed in the laboratory. The laboratory certificates of

chemical analyses carried out by AGAT Laboratories on the ground water samples, in accordance

with the chain-of-custody records and the protocols described in Section 3.3 are included in

Appendix E.

Based on the analytical results, the concentrations of the parameters analyzed in eight ground

water samples were either below the method detection limits or below the Regional Municipality of

Waterloo storm and sanitary sewer use by-law criteria. However, exceedances of Provincial Water

Quality Objectives (PWQO) guidelines were found in all the eight ground water samples for the

parameters including cobalt, copper, iron, lead, total phosphorus or zinc. The exceedances are

presented in the table below.

Sample ID Parameter Concentration

(mg/L)

Criteria (mg/L)

(1)

PWQO Waterloo

Storm Sewer

Waterloo Sanitary or combined

Sewer

BH2A

Cobalt 0.0048 0.0009 - 5

Copper 0.006 0.005 1 3

Iron 1.63 0.3 - 50

Lead 0.0053 0.005 0.05 5

Total Phosphorus 0.278 0.03 - 10

BH6 Iron 0.458 0.3 - 50


BH11A

Cobalt 0.0043 0.0009 - 5

Copper 0.007 0.005 1 3

Iron 1.68 0.3 - 50

Lead 0.0074 0.005 0.05 5


BH12 Total Phosphorus 0.91 0.03 - 10

BH14A Total Phosphorus 1.99 0.03 - 10


Sample ID Parameter Concentration

(mg/L)

Criteria (mg/L)

(1)

PWQO Waterloo

Storm Sewer

Waterloo Sanitary or combined

Sewer

Bh15A

Cobalt 0.0025 0.0009 - 5

Iron 1.16 0.3 - 50


BH19

Cobalt 0.0026 0.0009 - 5

Copper 0.021 0.005 1 3

Iron 2.4 0.3 - 50


Zinc 0.036 0.03 0.5 3

BH20A

Cobalt 0.0039 0.0009 - 5

Copper 0.006 0.005 1 3

Iron 1.81 0.3 - 50


(1) Underlined criteria values have been exceeded by the sample concentration. (-) no criteria exist.

It should be noted that as per PWQO, non-filtered samples were analyzed, and thus the reported

concentrations generally indicate the sum of dissolved and non-dissolved analytes in the water

samples.

5. HYDROGEOLOGICAL CONCEPTUAL SITE MODEL

Based on the subsurface investigation carried out at the Site, a hydrogeological conceptual site

model (CSM) has been prepared for the Site to demonstrate the current Site conditions. The

conceptual site model consists of Figures 1 to 14, Drawings 1, 2, 3A and 3B, and Log of Borehole

sheets, and depicts the Site condition, soil stratigraphy and ground water conditions.

The Site is located on the north side of Listowel Road, south of Whippoorwill Drive, and to the

northwest of the intersection of Arthur Street South and Listowel Road in Elmira, Ontario.


The Site, with a municipal address of 1143 Listowel Road, comprises a total land area of

approximately 41.9 ha, and is currently occupied by a residence (farm) house, agricultural lands

and a small portion of forested area, and is neighboured with residential houses, buildings and

agricultural lands.

The Site is located within a general physiographic region known as the Waterloo Hills, within an

extensive area of alluvial terraces / drumlinized till plains. The Site is situated in Stratford Till

Plain, where the soils are characterized by silty, clay-rich deposits. The bedrock in the Site area is

comprised of Salina Formation of Upper Silurian, and consists of limestone, dolostone, shale,

shalestone with gypsum and salt, and is anticipated to be encountered about 45 to 65 m below

ground surface.

The Site gently slopes from northeast to southwest, with a geodetic elevation of approximately

359.0 m to 367.0 m. A small watercourse or drainage ditch, located near the western Site

boundary and flowing from north to south, drains the Site and discharges to Canagagigue Creek,

which eventually discharges into Grand River, about 4.5 km east of the Site.

The stratigraphy at the Site typically consisted of topsoil overlying a thin discontinuous silty sand

layer or a layer of silty clay over the glacial till deposits of silty clay, clayey silt or silt. The hydraulic

conductivity in the soil was tested in the field to be primarily in the range of 10-6

to 10-7

cm/s.

Ground water was found in both shallow (< 7 m deep) and deep (>10 m deep) monitoring wells.

The shallow ground water levels were recorded at depths from 0.53 mbgs to 5.60 mbgs, and

elevations ranged from 365.86 m to 357.30 m. The monitored water level variations in the shallow

ground water ranged from 0.00 m to 1.54 m. Shallow ground water was inferred to be generally in

a southwestern direction, flowing to the drainage ditch or creek or controlled by the topography of the

Site. The hydraulic gradient of shallow ground water was estimated to be in the range of

approximately 3% to 21%.


The deep ground water levels were measured at depths from 6.06 mbgs to 13.65 mbgs, and

elevations ranged from 359.98 m to 349.09 m. The monitored water level variations in deep

ground water ranged from 0.01 m to 1.79 m. The deep ground water was inferred to be generally

in a south to southeastern direction, similar to the regional ground water flow direction. The

hydraulic gradient of the major flow deep ground water was estimated to be approximately 8%.

Ground water at the Site appears to be flowing downgradient, i.e., from shallow ground water to

deep ground water. According to the water level data obtained from shallow and deep twin

monitoring wells, the vertical hydraulic gradient was estimated to be in the range of 0.6 ~1.2 m/m.

6. CONSTRUCTION DEWATERING REQUIREMENTS AND POTENTIAL IMPACTS

The construction dewatering and its potential impacts on the surrounding environment depend on

the proposed development features to be constructed and the Site and surrounding

hydrogeological conditions such as existing ground water level and flow regime, drawdown levels

required and dewatering discharge rates needed to achieve the required drawdown levels for

maintaining dry working conditions and stable excavation bottom and slopes.

As shown on Drawing 1, the developments will take place in three zones: Zone 1, Zone 2 and

Zone 3. It should be noted that Zone 2 and Zone 3 are partially overlapped.

The construction dewatering needs for carrying out the proposed developments and the potential

impacts due to the construction are described in the following sections.

6.1 Construction Dewatering Requirements

6.1.1 Regulatory Requirements

In-construction dewatering, like other water takings in Ontario, is government by the Ontario

Water Resources Act and the Water Taking and Transfer Regulation 387/04 (a regulation under

the Ontario Water Resources Act).


In accordance with the above noted regulatory requirements, and in compliance with the MOE’s

Permit-To-Take-Water Manual (April 2005), an application should be filed with the MOE for the

subject project construction dewatering Permit-To-Take-Water, where the construction dewatering

discharge will be greater than 50,000 L/day.

6.1.2 Assumptions and Dewatering Volume Calculation

Assumptions

Construction dewatering tends to lower the water table in the proposed excavation area in order to

ensure a “dry” working condition at the bottom of excavation and keep stable excavated slopes.

The location and size of excavation, the characteristics of soils to be excavated or hydraulic

conductivity of the soil, and the water levels in the excavation area are major factors which affect

the estimation of dewatering volume.

It is anticipated that utility structures, such as storm sewers, sanitary sewers and their associated

manholes, will be constructed during the residential developments. However, the complete

design, including plan views, profiles and the proposed utilities / structures invert elevations, is not

available at the time of preparing this hydrogeological site assessment report. As a result, we

have made the following assumptions in the calculation of dewatering volumes:

1) The dewatering volume calculation will be conducted in three zones based on the

development stages.

2) The length of excavation is the length of the street to be designed. The maximum

excavation length is assumed to be 100 m per day.

3) The maximum excavation is assumed to be 4.8 m below existing ground surface (note:

this number was provided by WalterFedy), and the diameter of sewer pipe is 0.4 m. It

should be noted that a preliminary design of storm water management pond is provided,

and the information on the proposed excavation will be used accordingly.

4) The ground water level in the excavation area will be lowered to 1.0 m below the bottom of

excavation.


5) As discussed previously, hydraulic conductivity (K) of the soils at the Site was estimated to

be in the range of 10-5

to 10-7

cm/s. We use K = 1.0 x 10-6

cm/s in the calculation of

dewatering discharge rates. In addition, considering the relative consistency in soil texture

across the Site, this value is used for all the three zones (Zone 1, Zone 2 and Zone 3).

6) The average elevations and shallow ground water levels were used in calculation for each

calculation zone or street.

7) The radius of influence or zone of influence (Ro) due to dewatering will be estimated in the

equation (Department of the Army, The Navy, and The Air Force, USA, 1983):

KhR 30

where: R0 = radius of influence (m)

h = drawdown, or the difference between the average ground water

level and the expected ground water level (m)

K = hydraulic conductivity (in 10-4

cm/s)

8) The dewatering volume (Q) will be calculated according to the equation below (C.W.

Fetter, 2001).

AiKQ

where: Q = discharge rate (m3/s)

K = hydraulic conductivity (m/s)

i = 0/ Rh gradient

A = seepage area (m2), and A = (seepage length) x (excavation

length). The seepage length is calculated according to the wetted length in excavation, and the excavation width (i.e., pipe diameter and working width allowance).


Dewatering Volume Calculation

Zone 1: as shown on Drawing 1, Zone 1 refers to the residential development depicted as DP-1

which includes the installation of storm or sanitary sewers along Streets ‘A’, ‘B’ and ‘C’.

Based on the information obtained, the estimation of dewatering discharge rate for Zone 1 was

completed and the results are included in Table 5. A summary of the calculation is made as

below:

1) The ground water will be lowered to the range of about 4.3 to 4.5 m.

2) The zone of influence to achieve the required drawdowns during trench excavation was

expected to be approximately between 1.3 ~ 1.4 m.

3) The dewatering discharge rate in Zone 1 was estimated to be approximately 2,350 L/day

(based on a maximum excavation length of 100 m per day).

Zone 2: as shown on Drawing 1, Zone 2 refers to the residential development depicted as DP-2

which includes the installation of storm or sanitary sewers along Streets ‘A’ to ‘F’ and on South

Parkwood Boulevard. In addition, an expansion of the storm water management (SWM) pond will

be included in DP-2 development (we have assumed the excavation will be 5.5 m).



below:

1) The ground water will be lowered to the range of about 3.2 to 5.1 m.

2) The zone of influence to achieve the required drawdowns during trench excavation was

expected to be approximately between 1.0 and 1.6 m.


3) The dewatering discharge rate in Zone 2 was estimated to be approximately 1,840 L/day

(based on a maximum excavation length of 100 m per day and without SWM pond

expansion).

Zone 3: as shown on Drawing 1, Zone 3 refers to the areas of the Southwood 3 storm water

management pond and connection ditch/trench from Zone 1 to the pond.

As per the drawing for Southwood 3 Conceptual Grading, Drawing C-300 (WalterFedy, 2014), the

bottom of the pond will be below 357.0 m, and the elevation of existing ground surface in that area

is at approximately 362.5 m. As a result, the excavation depth will be up to 5.5 m. In addition, the

excavation of the connection ditch/trench will be approximately 4.0 m deep.

It is understood that the SWM Trench will not be excavated until the SWM pond is constructed

and that any ground water encountered during the excavation of the trench will be drained through

the SWM pond.



below:

1) The ground water will be lowered to approximately 3.5 m

2) The estimated zone of influence to achieve the required drawdowns during the excavation

is expected to be approximately 1.1 m.

3) The maximum total discharge rate per day in Zone 3 is approximately 24,000 L/day.

6.1.3 Permit-to-Take-Water (PTTW)

According to MOE regulation, construction dewatering over 50,000L/day should not commence

until a PTTW is obtained. The application for PTTW shall be completed in accordance with the


MOE’s Permit-To-Take-Water (PTTW) Manual, dated April 2005 and submitted to the MOE

together with supporting documents.

Based on the results discussed above, the estimated dewatering discharge rates for Zone 1, Zone

2 and Zone 3 are less than 50,000 L/day. Therefore, given a maximum excavation length of

100 m per day, no PTTW is required for the construction dewatering in any of the zones.

6.2 Construction Dewatering Potential Impacts

The following potential impacts were postulated as the result of construction dewatering for

residential developments, and the construction and operation of storm water management pond:

1) Potential ground water level fluctuation in the existing (functional) water wells

2) Baseflow and water quality in surface water flow adjacent to the subject Site

3) Induced movement of contaminant plume

4) Potential ground subsidence in the adjacent building

6.2.1 Potential Impacts on Water Wells

During the data review, the closest municipal well (E10) was noted to be approximately 1250 m

from the Site. Well E10 was constructed in 1990, and is screened from 44.8 to 53.3 m below

ground surface in a coarse-grained sand and gravel overburden aquifer. It is currently inactive and

is planned to be used only in emergencies.

During the water well survey, responses were obtained from 1143 and 1303 Listowel Road,

Elmira. It should be noted that the house at 1143 Listowel Road has the same address as the

subject Site and is close to the planned storm water management pond area. The house at 1303

Listowel Road is approximately 400 m from the subject Site. The responses indicated that they

had drilled wells on their properties within pump intake depths of between 23.8 and 30.5 m below

grade, and that the wells were used for domestic, livestock or agricultural purposes.


It is apparent that the existing water wells were installed in overburden aquifer. Based on the

Grand River Watershed Water Management Plan, the till units high of silt and clay content work

as aquitards for the underlying overburden and bedrock aquifers in Grand River Watershed area.

Given the distance from the Site, the location and depth of construction dewatering and the

estimated zone of influence, there is very little or no possibility of any adverse impacts on the

municipal well (E10) and domestic wells due to the construction dewatering. The proposed storm

water management pond is to be excavated to approximately 5 m below existing ground surface

and will be situated in the fine-textured soils of silty clay and or sill till. Considering the low

hydraulic conductivity in the soil and the distance to the noted water wells, there is little or no

possibility of any impacts due to the accumulated water in the storm water management pond.

6.2.2 Potential Impacts on Surface Water Flow

It is noted that there is a watercourse, which appeared to be an intermittent drainage ditch, near or

along the western property boundary, and this watercourse discharges to Canagagigue Creek

which eventually discharges into the Grand River, to the southeast of the Site. It is also noted that

the storm water management pond is designed to outlet into the drainage ditch.

According to a review of the topography of the Site area, this drainage ditch drains runoff from the

Site. Therefore, the discharge of the pond water into the drainage ditch may not create a

significant increase in the baseflow of the watercourse.

However, based on the analytical results of ground water samples, the ground water did not meet

the PWQO guidelines for a number of parameters including cobalt, copper, iron, lead, total

phosphorus or zinc. However, the analyzed ground water samples were not filtered, and the

reported concentrations generally indicate the sum of dissolved and non-dissolved analytes in the

water samples. Adequate settlement of the water samples may reduce the detected amount of

non-dissolved analytes in the samples.

It is apparent that the discharge of the pond water (as it is designed) into the drainage ditch may

increase an issue of reducing the water quality in the creek and eventually in Grand River


Watershed. Therefore, monitoring and adequate treatment of the pond water is necessary prior to

discharge into the ditch.

6.2.3 Potential Induced Movement of Contamination

An Esso gas station was noted about 450 m southwest to the subject Site. According to Ontario

Regulation 153/04 (as amended), the operation of gas station is one of the potentially

contaminating activities. However, this gas station is located at the downgradient of the subject

Site. Considering the location and the distance from the Site, there is little or no possibility of any

environmental impact on the Site due to the noted Esso gas station.

Based on the results of ground water samples analyzed for the Site, exceedances of PWQO

guidelines were noted. The concentrations of cobalt in ground water were noted to be close to or

marginally above the MOE’s Table 2 standards - “Soil, Ground Water and Sediment Standards for

Use Under part XV.1 of the Environmental Protection Act” Full Depth Generic Site Condition

Standards in a potable ground water condition (MOE Table 2 Standards). However, the ground

water samples analyzed were not filtered, and the MOE Table 2 Standards are used for assessing

the filtered water samples. Therefore, the detected metals in ground water samples were most

likely from the native soil, and no contamination in ground water was found.

As a result, there is no possibility of potential induced movement of contamination that may take

place due to the developmental construction.

6.2.4 Potential Ground Subsidence in the adjacent buildings

Residential buildings and houses were noted in the neighbouring properties. However, the

excavation and construction dewatering will take place at shallow depths within the fine-grained

soils. Given the distance and the very small zones of influence estimated, there is little or no

possibility of potential ground subsidence in the adjacent buildings that may take place due to the

developmental construction.


7. CONCLUDING REMARKS AND RECOMMENDATIONS

A hydrogeological site assessment, consisting of borehole drilling, well installation, soil and

ground water sampling and testing, has been completed for the purpose of supporting the draft

plan approval and/or for supporting the PTTW application for at the Site. Based on this

hydrogeological site assessment, a hydrogeological site conceptual model was constructed for the

subject Site. In addition, construction dewatering requirements and potential impacts were

assessed.

Based on our understanding of the proposed residential developments at the Site, and the

findings of hydrogeological site assessment, we would like to make the following

recommendations in relation to the development and construction at the Site.

7.1 Ground Water Monitoring

According to Township of Woolwich guidelines, water levels from all monitoring wells, and

possibly adjacent domestic wells depending on site condition, will be measured on a minimum of

a quarterly basis for at least one year prior to draft approval. Monitoring is required for a minimum

of another year following draft approval with the knowledge that any changes in hydrogeological

conditions in the second year of monitoring could affect aspects of development design.

Since the installation of monitoring wells at the Site in January 2013, ground water level

monitoring has been conducted in the available monitoring wells periodically. The monitoring shall

be maintained as required at least on a quarterly basis.

7.2 PTTW Application and Supporting HSA Report

Based on the results of this hydrogeological site assessment, no PTTW is required for

construction dewatering for the proposed residential development.


However, if the total construction dewatering exceeds 50,000 L/day due to likely extended

excavation, a PTTW shall be obtained through MOE’s application procedures. The application for

PTTW will be completed in accordance with the MOE’s Permit-To-Take-Water (PTTW) Manual,

dated April 2005 and submitted to the MOE together with the payment of application fees and

supporting documents. When required, this hydrogeological site assessment report can be used

as the supporting document in applying for the PTTW.

7.3 Excess Soil Disposal and Imported Fill Soil

The handling of excess soil excavated due to the construction and any imported soils used for

elevation or foundation filling shall be assessed according to the MOE applicable standards -

“Soil, Ground Water and Sediment Standards for Use Under part XV.1 of the Environmental

Protection Act” (MOE 153/04 amended).

Should excess soil be disposed of to a landfill site, the soil shall be assessed as per the

requirements of that landfill site.

7.4 Construction Dewatering Activities

It is important to note that the design and installation of a construction dewatering system is

usually the responsibility of the construction contractor. The contractor should verify the

information presented in this report. This may be done by examining the hydrogeological

conditions in a test pit (and a full-range pumping test by the dewatering subcontractor).


It is likely that sump pumps placed within the excavations will be adequate for temporary ground

water level lowering during trench bedding, pipe laying and backfilling activities. The contractor

should be aware that the purpose of the dewatering system is to maintain stable slopes and dry

working conditions.

The extent and details of the dewatering scheme (well size, spacing, pump level, screen size and

wick gradation) are left solely to the contractor’s discretion to achieve the performance objectives

for stable slopes and dry working conditions and will be based on his/her own analysis /

interpretation of site conditions, equipment, experience and plant efficiency. The contractor

should also appreciate that additional dewatering means and modifications may be required as

variations in site conditions are encountered. The handling and discharge of the water generated

due to the construction dewatering shall be based on the results of chemical analysis of the water

samples.

The construction dewatering plan that should be prepared by the contractor prior to

commencement of the construction and the construction dewatering activities as well as

abandoning of the wells after the completion of construction should be reviewed and inspected by

PML’s technical staff to verify the appropriate implementation of our recommendations presented

in this report and adequate lowering of the ground water during construction in conjunction with

our in-construction geotechnical inspection and testing services.

7.5 Decommissioning of Monitoring Wells

All the monitoring wells installed at the Site either for Site assessment or for monitoring purposes

should be abandoned in accordance with the Ontario Regulation 903, amended to O.Reg. 128/03

once these monitoring wells are considered not to be used any more.

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ork

2014

6

Tim

e L

ag

and S

oil

Pe

rme

ab

ility

in

Gro

un

dw

ate

r O

bserv

ation

Hvo

rsle

v,

M.J

.

1951

7

AS

TM

ST

P 1

05

3, G

round

Wate

r a

nd

Va

do

se Z

one

Mo

nito

ring

A

ST

M,

D.

Nie

lse

n a

nd A

. Jo

hn

son

,

edito

rs

1990

8

Perm

it T

o T

ake W

ate

r (P

TT

W)

Ma

nu

al

On

tario

Min

istr

y o

f th

e E

nviro

nm

ent

A

pril 2

00

5

9

Re

gio

na

l O

ffic

ial P

lan

Re

gio

n o

f W

ate

rlo

o

De

cem

ber

201

0

10

G

rand R

ive

r W

ate

rsh

ed V

iew

er

(On-lin

e d

ata

) G

rand R

ive

r

Co

nse

rva

tion

Au

tho

rity

Ma

rch

25,

201

4 (

On

-

line)

Hyd

rog

eo

log

ica

l S

ite

Assessm

en

t, S

ou

thw

oo

d 3

an

d S

ou

thw

oo

d 4

Re

sid

en

tia

l S

ub

div

isio

n

PM

L R

ef.

: 1

2K

F0

71,

Rep

ort

: 3

A

pri

l 11

, 20

14

Ta

ble

1,

Pag

e 2

of

3

TA

BL

E 1

LIS

T O

F R

EP

OR

TS

AN

D R

EF

ER

EN

CE

S R

EV

IEW

ED

ITE

M

TIT

LE

S

OU

RC

E

DA

TE

11

G

uid

elin

es f

or

Hyd

rog

eolo

gic

al S

tudie

s f

or

Pro

po

se

d

Re

sid

en

tial D

eve

lopm

ents

(dra

ft)

To

wn

ship

of W

oo

lwic

h

(not d

ate

d)

12

S

oil,

Gro

un

d W

ate

r a

nd S

edim

ent

Sta

nd

ard

s f

or

Use

Und

er

part

XV

.1 o

f th

e E

nviro

nm

enta

l P

rote

ctio

n A

ct

Min

istr

y o

f th

e E

nviro

nm

ent

Ap

ril 1

5,

201

1

13

Wate

r M

ana

ge

me

nt

Po

licie

s, G

uid

elin

es,

Pro

vin

cia

l W

ate

r

Qu

alit

y O

bje

ctive

s (

PW

QO

) of

the

Min

istr

y o

f E

nviro

nm

ent a

nd

En

erg

y

Min

istr

y o

f E

nviro

nm

ent a

nd

En

erg

y

Ju

ly 1

99

4

14

R

eg

ion o

f W

ate

rlo

o T

ier

Th

ree W

ate

r B

udg

et

Loca

l A

rea R

isk

Asse

ssm

ent fo

r R

ura

l We

ll F

ield

s D

raft

Re

po

rt

Aq

ua R

esourc

es

Octo

ber

201

1

15

W

ate

r S

upp

ly P

roje

ct, E

lmira

Aq

uifer

Syste

m, V

olu

me

2

CH

2M

Hill

F

eb

rua

ry 1

99

1

16

2

01

1 A

nnu

al M

onito

ring

Re

po

rt C

hem

tura

Can

ada

Co./ C

IE

Co

ne

sto

ga

-Ro

ve

rs &

Asso

cia

tes

Feb

rua

ry 2

01

2

17

G

rand R

ive

r W

ate

rsh

ed W

ate

r M

ana

ge

me

nt

Pla

n

Gra

nd R

ive

r C

onse

rva

tion

Au

tho

rity

M

arc

h 2

01

3

18

B

y-L

aw

Nu

mb

er

50-9

2 o

f th

e R

eg

iona

l M

unic

ipalit

y o

f W

ate

rloo

T

he R

eg

iona

l M

unic

ipalit

y o

f W

ate

rloo

Ma

y 2

9,

199

2

19

Ge

ote

chn

ica

l e

ng

ineerin

g:

Prin

cip

les a

nd P

ractice

D

.P.

Co

duto

, P

rentice

-Ha

ll In

c.

1999

20

D

ew

ate

rin

g a

nd

Gro

un

d W

ate

r C

ontr

ol

De

pa

rtm

en

t of

the A

rmy, T

he N

avy,

and

Th

e A

ir F

orc

e, U

SA

N

ove

mb

er

198

3

Hyd

rog

eo

log

ica

l S

ite

Assessm

en

t, S

ou

thw

oo

d 3

an

d S

ou

thw

oo

d 4

Re

sid

en

tia

l S

ub

div

isio

n

PM

L R

ef.

: 1

2K

F0

71,

Rep

ort

: 3

A

pri

l 11

, 20

14

Ta

ble

1,

Pag

e 3

of

3

TA

BL

E 1

LIS

T O

F R

EP

OR

TS

AN

D R

EF

ER

EN

CE

S R

EV

IEW

ED

ITE

M

TIT

LE

S

OU

RC

E

DA

TE

21

A

pplie

d H

yd

rog

eolo

gy 4

th E

ditio

n

C.W

. F

ette

r, P

rentice-H

all

Inc.,

2001

22

S

outh

wo

od

3 D

raft

Pla

n o

f S

ubd

ivis

ion,

Dra

win

g D

P-1

S

tante

c

De

cem

ber

13, 2

01

3

23

S

outh

wo

od

4 D

raft

Pla

n o

f S

ubd

ivis

ion,

Dra

win

g D

P-2

S

tante

c

De

cem

ber

2, 2

01

3

24

S

outh

wo

od

3 C

once

ptu

al G

radin

g,

Dra

win

g C

-300

Walte

rFe

dy

Ja

nu

ary

7,

201

4

Hyd

roge

olog

ical

Site

Ass

essm

ent,

Sout

hwoo

d 3

and

Sout

hwoo

d 4

Res

iden

tial S

ubdi

visi

on

PM

L R

ef.:

12K

F071

, Rep

ort:

3

Apr

il 11

, 201

4

Tabl

e 2,

Pag

e 1

of 1

TAB

LE 2

SI

TE S

ENSI

TIVI

TY A

NA

LYSI

S SI

TE C

ON

DIT

ION

STA

ND

AR

DS,

EN

VIR

ON

MEN

TALL

Y SE

NSI

TIVE

AR

EAS

SEC

TIO

N 4

1, O

NTA

RIO

REG

ULA

TIO

N 1

53/0

4, A

S A

MEN

DED

Crit

eria

D

ecis

ion

for t

he

Subj

ect S

ite

41.

(1) T

his

sect

ion

appl

ies

in re

latio

n to

a p

rope

rty if

, (a

) th

e pr

oper

ty is

with

in a

n ar

ea o

f nat

ural

sig

nific

ance

, inc

lude

s or

is a

djac

ent t

o an

are

a of

nat

ural

sig

nific

ance

or p

art o

f su

ch an

are

a, o

r inc

lude

s la

nd th

at is

with

in 3

0 m

of a

n ar

ea o

f nat

ural

sig

nific

ance

or p

art o

f suc

h ar

ea;

No

(b)

the

soil

at th

e pr

oper

ty h

as a

pH

val

ue a

s fo

llow

s:

(i)

for

sur

face

soi

l, le

ss th

an 5

or g

reat

er th

an 9

,

(ii)

for s

ubsu

rface

soi

l, le

ss th

an 5

or g

reat

er th

an 1

1;

No

(c) a

nd (d

) – R

evok

ed: O

. Reg

. 511

/09,

s. 1

8(3)

-

(e)

a q

ualif

ied

pers

on is

of

the

opin

ion

that

, gi

ven

the

char

acte

ristic

s of

the

pro

perty

and

the

cer

tific

atio

ns t

he q

ualif

ied

pe

rson

wou

ld b

e re

quire

d to

mak

e in

a re

cord

of s

ite c

ondi

tion

in re

latio

n to

the

prop

erty

as

spec

ified

in S

ched

ule

A, i

t

is a

ppro

pria

te to

app

ly th

is s

ectio

n to

the

prop

erty

. N

o

In S

ectio

n (1

) (a)

abo

ve, "

area

of n

atur

al s

igni

fican

ce" m

eans

any

of t

he fo

llow

ing:

1.

A

n ar

ea re

serv

ed o

r set

apa

rt as

a p

rovi

ncia

l par

k or

con

serv

atio

n re

serv

e un

der t

he P

rovi

ncia

l Par

ks a

nd C

onse

rvat

ion

Res

erve

s A

ct, 2

006.

2.

A

n ar

ea o

f nat

ural

and

sci

entif

ic in

tere

st (l

ife s

cien

ce o

r ear

th s

cien

ce) i

dent

ified

by

the

Min

istry

of N

atur

al R

esou

rces

as

havi

ng p

rovi

ncia

l sig

nific

ance

3.

A

wet

land

iden

tifie

d by

the

Min

istry

of N

atur

al R

esou

rces

as

havi

ng p

rovi

ncia

l sig

nific

ance

. 4.

A

n ar

ea

desi

gnat

ed

by

a m

unic

ipal

ity

in

its

offic

ial

plan

as

en

viro

nmen

tally

si

gnifi

cant

, ho

wev

er

expr

esse

d,

incl

udin

g de

sign

atio

ns

of

area

s as

envi

ronm

enta

lly s

ensi

tive,

as

bein

g of

env

ironm

enta

l con

cern

and

as

bein

g ec

olog

ical

ly s

igni

fican

t. 5.

An

are

a de

sign

ated

as

an e

scar

pmen

t na

tura

l ar

ea o

r an

esc

arpm

ent

prot

ectio

n ar

ea b

y th

e N

iaga

ra E

scar

pmen

t Pl

an u

nder

the

Nia

gara

Esc

arpm

ent

P

lann

ing

and

Dev

elop

men

t Act

. 6.

A

n ar

ea id

entif

ied

by th

e M

inis

try o

f Nat

ural

Res

ourc

es a

s si

gnifi

cant

hab

itat o

f a th

reat

ened

or e

ndan

gere

d sp

ecie

s.

7.

An

area

whi

ch is

hab

itat o

f a s

peci

es th

at is

cla

ssifi

ed u

nder

sec

tion

7 of

the

End

ange

red

Spe

cies

Act

, 200

7 as

a th

reat

ened

or e

ndan

gere

d sp

ecie

s 8.

Pr

oper

ty w

ithin

an

area

des

igna

ted

as a

nat

ural

cor

e ar

ea o

r nat

ural

link

age

area

with

in th

e ar

ea to

whi

ch th

e O

ak R

idge

s M

orai

ne C

onse

rvat

ion

Pla

n un

der t

he

O

ak R

idge

s M

orai

ne C

onse

rvat

ion

Act

, 200

1 ap

plie

s.

9.

An

area

set

apa

rt as

a w

ilder

ness

are

a un

der W

ilder

ness

Are

a A

ct.

Ther

efor

e, th

e S

ite is

not

con

side

red

as a

n en

viro

nmen

tally

sen

sitiv

e ar

ea.

Hyd

rog

eo

log

ica

l S

ite

Assessm

en

t, S

ou

thw

oo

d 3

an

d S

ou

thw

oo

d 4

Re

sid

en

tia

l S

ub

div

isio

n

PM

L R

ef.

: 1

2K

F0

71,

Rep

ort

: 3

A

pri

l 11

, 20

14

Table

3,

Pa

ge 1

of

3

TA

BL

E 3

ES

TIM

AT

ED

HY

DR

AU

LIC

CO

ND

UC

TIV

ITY

K-V

AL

UE

S

BA

SE

D O

N S

OIL

SA

MP

LE

GR

AD

AT

ION

TE

ST

RE

SU

LT

S A

ND

BO

RE

HO

LE

PE

RM

EA

BIL

ITY

TE

ST

ING

BO

RE

HO

LE

/M

ON

ITO

RIN

G

WE

LL

NO

.

SO

IL T

YP

E (1

) (S

AM

PL

E N

O.)

SA

MP

LE

A

VE

RA

GE

D

EP

TH

(m

)

D10(2

) (c

m)

or

% C

lay

ES

ITM

AT

ED

K-V

AL

UE

S(3

) B

AS

ED

ON

GR

AIN

SIZ

E

DIS

TR

IBU

TIO

N T

ES

T

RE

SU

LT

S (

SE

E F

IGU

RE

S

4 T

HR

OU

GH

14

) (c

m/s

)

MO

NIT

OR

ING

W

EL

L S

CR

EE

N

MID

-PO

INT

E

LE

VA

TIO

N

(DE

PT

H)

(m)

ES

TIM

AT

ED

B

AS

IC T

IME

L

AG

(s)

ES

TIM

AT

ED

K-

VA

LU

ES

BA

SE

D O

N

BO

RE

HO

LE

P

ER

ME

AB

ILIT

Y

TE

ST

ING

(S

EE

AP

PE

ND

IX C

) (c

m/s

)

BH

2

Silt

y C

lay

(SS

4)

2.5

3

9%

cla

y

2.0

x 1

0-6

(b)

--

--

--

BH

2A

S

ilty C

lay

--

--

--

36

3.1

(2

.3)

49

00

0.0

9

.5 x

10

-7

BH

5

Silt

y C

lay,

so

me

sa

nd

(SS

5)

3.2

3

6%

cla

y

3.6

x 1

0-6

(b)

--

--

--

BH

6

Silt

Till

, som

e

gra

ve

l (S

S1

0)

10

.9

18

% c

lay

1.3

x 1

0-4

(b)

--

--

--

Silt

Till

--

--

--

3

55

.9

(13

.7)

61

50

.0

9.2

x 1

0-6

BH

9

Silt

Till

--

--

--

3

53

.3

(13

.7)

63

50

00

.0

1.0

x 1

0-7

BH

10

C

laye

y S

ilt

(SS

4)

2.5

2

2%

cla

y

5.7

x 1

0-5

(b)

--

--

--

Hyd

rog

eo

log

ica

l S

ite

Assessm

en

t, S

ou

thw

oo

d 3

an

d S

ou

thw

oo

d 4

Re

sid

en

tia

l S

ub

div

isio

n

PM

L R

ef.

: 1

2K

F0

71,

Rep

ort

: 3

A

pri

l 11

, 20

14

Table

3,

Pa

ge 2

of

3

TA

BL

E 3

ES

TIM

AT

ED

HY

DR

AU

LIC

CO

ND

UC

TIV

ITY

K-V

AL

UE

S

BA

SE

D O

N S

OIL

SA

MP

LE

GR

AD

AT

ION

TE

ST

RE

SU

LT

S A

ND

BO

RE

HO

LE

PE

RM

EA

BIL

ITY

TE

ST

ING

BO

RE

HO

LE

/M

ON

ITO

RIN

G

WE

LL

NO

.

SO

IL T

YP

E (1

) (S

AM

PL

E N

O.)

SA

MP

LE

A

VE

RA

GE

D

EP

TH

(m

)

D10(2

) (c

m)

or

% C

lay

ES

ITM

AT

ED

K-V

AL

UE

S(3

) B

AS

ED

ON

GR

AIN

SIZ

E

DIS

TR

IBU

TIO

N T

ES

T

RE

SU

LT

S (

SE

E F

IGU

RE

S

4 T

HR

OU

GH

14

) (c

m/s

)

MO

NIT

OR

ING

W

EL

L S

CR

EE

N

MID

-PO

INT

E

LE

VA

TIO

N

(DE

PT

H)

(m)

ES

TIM

AT

ED

B

AS

IC T

IME

L

AG

(s)

ES

TIM

AT

ED

K-

VA

LU

ES

BA

SE

D O

N

BO

RE

HO

LE

P

ER

ME

AB

ILIT

Y

TE

ST

ING

(S

EE

AP

PE

ND

IX C

) (c

m/s

)

BH

11

S

an

dy S

ilt T

ill

(SS

7)

6.3

0

.00

01

7

2.9

x 1

0-6

(a)

--

--

--

BH

11

A

Cla

ye

y S

ilt

--

--

--

36

1.0

(2

.2)

52

50

.0

8.8

x 1

0-6

BH

12

C

laye

y S

ilt T

ill,

so

me

sa

nd

(SS

7)

7.8

1

9%

cla

y

10

.2 x

10

-5(b

)

BH

12

C

laye

y S

ilt T

ill

--

--

--

35

0.4

(1

0.0

) 2

85

00.0

1

.6 x

10

-6

BH

13

S

ilty C

lay

(SS

3)

2.5

3

7%

cla

y

2.9

x 1

0-6

(b)

--

--

--

BH

14

A

Cla

ye

y S

ilt T

ill

--

--

--

36

3.0

(2

.2)

63

0.0

9

.0 x

10

-5

BH

15

S

ilty C

lay

(SS

3)

2.5

3

8%

cla

y

2.4

x 1

0-6

(b)

--

--

--

Hyd

rog

eo

log

ica

l S

ite

Assessm

en

t, S

ou

thw

oo

d 3

an

d S

ou

thw

oo

d 4

Re

sid

en

tia

l S

ub

div

isio

n

PM

L R

ef.

: 1

2K

F0

71,

Rep

ort

: 3

A

pri

l 11

, 20

14

Table

3,

Pa

ge 3

of

3

TA

BL

E 3

ES

TIM

AT

ED

HY

DR

AU

LIC

CO

ND

UC

TIV

ITY

K-V

AL

UE

S

BA

SE

D O

N S

OIL

SA

MP

LE

GR

AD

AT

ION

TE

ST

RE

SU

LT

S A

ND

BO

RE

HO

LE

PE

RM

EA

BIL

ITY

TE

ST

ING

BO

RE

HO

LE

/M

ON

ITO

RIN

G

WE

LL

NO

.

SO

IL T

YP

E (1

) (S

AM

PL

E N

O.)

SA

MP

LE

A

VE

RA

GE

D

EP

TH

(m

)

D10(2

) (c

m)

or

% C

lay

ES

ITM

AT

ED

K-V

AL

UE

S(3

) B

AS

ED

ON

GR

AIN

SIZ

E

DIS

TR

IBU

TIO

N T

ES

T

RE

SU

LT

S (

SE

E F

IGU

RE

S

4 T

HR

OU

GH

14

) (c

m/s

)

MO

NIT

OR

ING

W

EL

L S

CR

EE

N

MID

-PO

INT

E

LE

VA

TIO

N

(DE

PT

H)

(m)

ES

TIM

AT

ED

B

AS

IC T

IME

L

AG

(s)

ES

TIM

AT

ED

K-

VA

LU

ES

BA

SE

D O

N

BO

RE

HO

LE

P

ER

ME

AB

ILIT

Y

TE

ST

ING

(S

EE

AP

PE

ND

IX C

) (c

m/s

)

BH

15

A

Silt

y C

lay

--

--

--

36

2.0

5

(2.2

) 6

00

00.0

8

.5 x

10

-7

BH

19

S

an

dy S

ilt T

ill

(SS

10

) 1

2.4

0

.00

01

9

3.6

x 1

0-6

(a)

--

--

--

BH

19

S

an

dy S

ilt T

ill

--

--

--

35

0.9

(11

.5)

59

00

0.0

9

.6 x

10

-7

BH

20

S

an

dy S

ilt T

ill

(SS

7)

6.3

0

.00

01

4

2.0

x 1

0-6

(a)

--

--

--

BH

20

A

Silt

y C

lay

--

--

--

35

7.7

5

(2.2

) 1

00

00.0

5

.7 x

10

-6

No

tes

:

(1)

S

ee

Log

of

Bo

reh

ole

Sh

ee

ts f

or

scre

en

so

il sa

mple

s d

escrip

tio

n

(2)

D

10:

dia

me

ter

of 1

0%

passin

g s

oil

pa

rtic

les

(3)

U

sin

g: (a

) H

aze

n’s

Equ

atio

n o

r (b

) P

ucke

tt E

qu

ation

(se

e R

ep

ort

Te

xt)

Hyd

roge

olog

ical

Site

Ass

essm

ent,

Sout

hwoo

d 3

and

Sout

hwoo

d 4

Res

iden

tial S

ubdi

visi

on

PM

L R

ef.:

12K

F071

, Rep

ort:

3

Apr

il 11

, 201

4

Tabl

e 4,

Pag

e 1

of 4

TAB

LE 4

G

RO

UN

D W

ATE

R E

LEVA

TIO

N M

ON

ITO

RIN

G

Mon

itorin

g W

ell N

o.

Gro

und

Surf

ace

Elev

atio

n (m

)

Scre

en

Dep

th

(mbg

s)

Mid

-Sc

reen

El

evat

ion

(m) a

nd

(Dep

th)

(mbg

s)

Gro

und

Wat

er E

leva

tion

/ Dep

th

Initial

16/01/2013

02/05/2013

20/06/2013

18/07/2013

19/08/2013

24/10/2013

05/11/2013

04/12/2013

10/01/2014

30/01/2014

21-28/02/2014

25/03/2014

1 36

3.75

5.

3 ~

6.8

357.

65

<356

.95

<356

.95

358.

25

358.

55

358.

65

358.

74

358.

59

358.

62

358.

80

358.

56

358.

55

358.

42

358.

15

6.1

--

--

5.50

5.

20

5.10

5.

01

5.16

5.

13

4.95

5.

19

5.20

5.

33

5.60

1A

363.

95

1.5

~ 3.

0 36

1.75

<3

60.9

536

1.72

36

3.15

36

2.12

36

2.85

36

2.65

36

2.89

36

3.37

36

3.10

36

2.95

36

2.85

36

2.62

36

2.65

2.2

--

2.23

0.

80

1.83

1.

10

1.30

1.

06

0.58

0.

85

1.00

1.

10

1.33

1.

30

2 36

5.30

10

.7 ~

12

.2

353.

90

<353

.10

<353

.10

<353

.10

<353

.10

<353

.10

<353

.10

<353

.10

<353

.10

353.

30

<353

.10

<353

.10

353.

24

353.

12

11.4

--

--

--

--

--

--

--

--

12

.00

--

--

12.0

6 12

.18

2A

365.

25

1.5

~ 3.

0 36

3.05

<3

62.2

536

2.56

36

4.43

36

4.37

36

4.10

36

3.75

36

3.70

36

4.45

36

4.30

36

4.08

36

4.11

36

4.05

36

4.25

2.2

--

2.69

0.

82

0.88

1.

15

1.50

1.

55

0.80

0.

95

1.17

1.

14

1.20

1.

00

6 36

6.60

10

.7 ~

12

.2

355.

20

354.

87

356.

67

359.

32

359.

68

359.

65

359.

25

358.

66

359.

20

359.

68

359.

71

359.

80

359.

98

359.

77

11.4

--

9.

93

7.28

6.

92

6.95

7.

35

7.94

7.

40

6.92

6.

89

6.80

6.

62

6.83

6A

366.

60

1.5

~ 3.

0 36

4.40

<3

63.6

036

4.73

36

5.70

36

5.63

36

5.40

36

5.00

36

5.59

36

5.86

36

5.55

36

5.47

36

5.35

36

5.37

36

5.48

2.2

--

1.87

0.

90

0.97

1.

20

1.60

1.

01

0.74

1.

05

1.13

1.

25

1.23

1.

12

7 36

6.10

9.

8 ~

11.3

35

5.60

<3

54.8

0<3

54.8

035

5.11

35

5.70

35

6.00

35

6.28

35

6.33

35

6.20

35

6.45

35

6.71

35

6.85

35

6.90

35

6.80

10.5

--

--

10

.99

10.4

0 10

.10

9.82

9.

77

9.90

9.

65

9.39

9.

25

9.20

9.

30

7A

366.

00

2.3

~ 3.

8 36

3.00

<3

62.2

0<3

62.2

036

3.32

36

3.78

36

3.95

36

3.92

36

3.78

36

3.94

36

3.85

36

3.58

36

3.72

36

3.68

36

3.56

3.0

--

--

2.68

2.

22

2.05

2.

08

2.22

2.

06

2.15

2.

42

2.28

2.

32

2.44

8 36

5.20

5.

4 ~

6.9

359.

10

359.

05

<357

.9

362.

37

362.

37

362.

40

362.

26

361.

86

363.

40

362.

50

362.

41

362.

35

362.

32

361.

95

6.1

6.15

--

2.

83

2.83

2.

80

2.94

3.

34

1.80

2.

70

2.79

2.

85

2.88

3.

25

Hyd

roge

olog

ical

Site

Ass

essm

ent,

Sout

hwoo

d 3

and

Sout

hwoo

d 4

Res

iden

tial S

ubdi

visi

on

PM

L R

ef.:

12K

F071

, Rep

ort:

3

Apr

il 11

, 201

4

Tabl

e 4,

Pag

e 2

of 4

TAB

LE 4

G

RO

UN

D W

ATE

R E

LEVA

TIO

N M

ON

ITO

RIN

G

Mon

itorin

g W

ell N

o.

Gro

und

Surf

ace

Elev

atio

n (m

)

Scre

en

Dep

th

(mbg

s)

Mid

-Sc

reen

El

evat

ion

(m) a

nd

(Dep

th)

(mbg

s)

Gro

und

Wat

er E

leva

tion

/ Dep

th

Initial

16/01/2013

02/05/2013

20/06/2013

18/07/2013

19/08/2013

24/10/2013

05/11/2013

04/12/2013

10/01/2014

30/01/2014

21-28/02/2014

25/03/2014

8A

365.

25

1.5

~ 3.

0 36

3.05

36

3.00

36

3.01

36

4.24

36

4.23

36

4.05

36

3.57

36

3.81

36

4.40

36

4.15

36

4.09

3.

64.0

9 36

3.95

36

4.11

2.2

2.25

2.

24

1.01

1.

02

1.20

1.

68

1.44

0.

85

1.10

1.

16

1.16

1.

30

1.14

9 36

4.0

10.7

~

12.2

35

2.60

35

4.35

35

2.15

<3

51.8

0<3

51.8

035

2.40

35

2.37

35

2.45

35

2.75

35

3.00

<3

51.8

035

3.22

35

2.85

35

2.42

11.4

9.

65

11.8

5 --

--

11

.60

11.6

3 11

.55

11.2

5 11

.00

--

10.7

8 11

.15

11.5

8

9A

363.

95

1.5

~ 3.

0 36

1.75

36

1.72

36

2.20

36

3.20

36

2.88

36

2.45

36

2.80

36

3.30

36

3.40

36

3.10

36

3.00

36

2.93

36

2.85

36

3.27

2.2

2.23

1.

75

0.75

1.

07

1.50

1.

15

0.65

0.

55

0.85

0.

95

1.02

1.

10

0.68

11

363.

15

10.7

~

12.3

35

1.75

<3

50.8

5<3

50.8

535

0.93

35

0.97

35

0.95

35

1.01

35

1.01

35

1.00

<3

50.8

535

0.91

<3

50.8

535

0.90

35

0.88

11.4

--

--

12

.22

12.1

8 12

.20

12.1

4 12

.14

12.1

5 --

12

.24

--

12.2

5 12

.27

11A

36

3.20

1.

5 ~

3.0

361.

00

<360

.20

361.

40

362.

38

362.

22

362.

00

361.

55

361.

52

362.

55

362.

25

362.

13

361.

92

361.

82

361.

83

2.2

--

1.80

0.

82

0.98

1.

20

1.65

1.

68

0.65

0.

95

1.07

1.

28

1.38

1.

37

12

362.

32

9.2

~10.

7 35

2.42

<3

51.4

0--

--

--

--

--

--

35

6.03

35

6.26

35

5.94

35

5.88

35

5.89

35

5.64

9.9

--

--

--

--

--

--

--

6.29

6.

06

6.38

6.

44

6.43

6.

68

12A

36

2.32

1.

5 ~

3.0

360.

12

<359

.32

--

--

--

--

--

--

<359

.32

359.

52

359.

83

360.

15

360.

50

360.

60

2.2

--

--

--

--

--

--

--

--

2.80

2.

49

2.17

1.

82

1.72

13

365.

13

1.5

~ 3.

0 36

2.93

<3

62.1

3--

--

--

--

--

--

36

4.03

36

3.68

36

3.67

36

3.68

36

3.54

36

3.76

2.2

--

--

--

--

--

--

--

1.1

1.45

1.

46

1.45

1.

59

1.37

14

365.

25

4.6

~ 6.

1 35

9.45

36

0.03

--

--

--

--

--

--

36

4.17

36

3.88

36

3.79

36

3.73

36

3.56

36

3.99

5.8

5.22

--

--

--

--

--

--

1.

08

1.37

1.

46

1.52

1.

69

1.26

Hyd

roge

olog

ical

Site

Ass

essm

ent,

Sout

hwoo

d 3

and

Sout

hwoo

d 4

Res

iden

tial S

ubdi

visi

on

PM

L R

ef.:

12K

F071

, Rep

ort:

3

Apr

il 11

, 201

4

Tabl

e 4,

Pag

e 3

of 4

TAB

LE 4

G

RO

UN

D W

ATE

R E

LEVA

TIO

N M

ON

ITO

RIN

G

Mon

itorin

g W

ell N

o.

Gro

und

Surf

ace

Elev

atio

n (m

)

Scre

en

Dep

th

(mbg

s)

Mid

-Sc

reen

El

evat

ion

(m) a

nd

(Dep

th)

(mbg

s)

Gro

und

Wat

er E

leva

tion

/ Dep

th

Initial

16/01/2013

02/05/2013

20/06/2013

18/07/2013

19/08/2013

24/10/2013

05/11/2013

04/12/2013

10/01/2014

30/01/2014

21-28/02/2014

25/03/2014

14A

36

5.20

1.

5 ~

3.0

363.

00

362.

40

--

--

--

--

--

--

364.

67

364.

25

364.

08

364.

12

363.

95

364.

35

2.2

2.80

--

--

--

--

--

--

0.

53

0.95

1.

12

1.08

1.

25

0.85

15

364.

25

12.2

~

13.7

35

1.25

--

--

--

--

--

--

--

--

--

--

350.

60

<350

.55

13.0

--

--

--

--

--

--

--

--

--

--

13.6

5 --

15A

36

4.25

1.

5 ~

3.0

362.

05

--

--

--

--

--

--

--

--

--

--

36

1.48

36

2.70

2.2

--

--

--

--

--

--

--

--

--

--

2.

77

1.55

16

361.

20

10.7

~

12.2

34

9.8

--

--

--

--

--

--

--

--

--

--

34

9.10

34

9.09

11.4

--

--

--

--

--

--

--

--

--

--

12.1

0 12

.11

16A

36

1.20

1.

5 ~

3.0

359.

0

--

--

--

--

--

--

--

--

--

--

358.

20

358.

20

2.2

--

--

--

--

--

--

--

--

--

--

3.

00

3.00

19

362.

40

10.7

~

12.2

35

1.0

--

--

--

--

--

--

--

--

--

--

35

3.95

35

4.42

11.4

--

--

--

--

--

--

--

--

--

--

8.45

7.

98

19A

36

2.35

1.

5 ~

3.0

360.

15

--

--

--

--

--

--

--

--

--

--

35

9.27

35

9.30

2.2

--

--

--

--

--

--

--

--

--

--

3.

08

3.05

20

360.

00

6.1

~ 7.

6 35

3.1

--

--

--

--

--

--

--

--

--

--

<3

52.4

<3

52.4

6.9

--

--

--

--

--

--

--

--

--

--

--

--

20A

35

9.95

1.

5 ~

3.0

357.

75

--

--

--

--

--

--

--

--

--

--

35

8.26

35

9.20

2.2

--

--

--

--

--

--

--

--

--

--

1.

69

0.75

Hyd

roge

olog

ical

Site

Ass

essm

ent,

Sout

hwoo

d 3

and

Sout

hwoo

d 4

Res

iden

tial S

ubdi

visi

on

PM

L R

ef.:

12K

F071

, Rep

ort:

3

Apr

il 11

, 201

4

Tabl

e 4,

Pag

e 4

of 4

TAB

LE 4

G

RO

UN

D W

ATE

R E

LEVA

TIO

N M

ON

ITO

RIN

G

Mon

itorin

g W

ell N

o.

Gro

und

Surf

ace

Elev

atio

n (m

)

Scre

en

Dep

th

(mbg

s)

Mid

-Sc

reen

El

evat

ion

(m) a

nd

(Dep

th)

(mbg

s)

Gro

und

Wat

er E

leva

tion

/ Dep

th

Initial

16/01/2013

02/05/2013

20/06/2013

18/07/2013

19/08/2013

24/10/2013

05/11/2013

04/12/2013

10/01/2014

30/01/2014

21-28/02/2014

25/03/2014

22

359.

55

6.1

~ 7.

6 35

2.65

--

--

--

--

--

--

--

--

--

--

--

35

7.30

35

8.25

6.9

--

--

--

--

--

--

--

--

--

--

--

2.25

1.

30

22A

35

9.50

1.

5 ~

3.0

357.

3 --

--

--

--

--

--

--

--

--

--

--

35

7.53

35

8.42

2.2

--

--

--

--

--

--

--

--

--

--

--

1.97

1.

08

Not

e: m

= g

eode

tic e

leva

tion,

and

mbg

s =

met

re b

elow

gro

und

surfa

ce (v

alue

s in

Ital

ic)

Hyd

rog

eo

log

ica

l S

ite

Assessm

en

t, S

ou

thw

oo

d 3

an

d S

ou

thw

oo

d 4

Re

sid

en

tia

l S

ub

div

isio

n

PM

L R

ef.

: 1

2K

F0

71,

Rep

ort

: 3

A

pri

l 11

, 20

14

Ta

ble

5, P

age 1

of 2

TA

BL

E 5

SU

MM

AR

IZE

D A

PP

RO

XIM

AT

E T

YP

ICA

L C

AL

CU

LA

TIO

NS

OF

ES

TIM

AT

ED

DE

WA

TE

RIN

G D

ISC

HA

RG

E R

AT

E A

ND

ZO

NE

OF

IN

FU

LE

NC

E

PR

OP

OS

ED

CO

NS

TR

UC

TIO

N

ZO

NE

S A

ND

FE

AT

UR

ES

EX

IST

ING

G

RO

UN

D

SU

RF

AC

E

EL

EV

AT

ION

(1

)

LO

WE

ST

P

RO

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SE

D

ST

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CT

UR

E

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ER

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EL

EV

AT

ION

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EP

TH

OF

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m)

LO

WE

RE

D

GR

OU

ND

W

AT

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LE

VE

L

EL

EV

AT

ION

(D

EP

TH

m)

(2)

CL

OS

ES

T

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NIT

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W

EL

LS

OR

B

OR

EH

OL

ES

(3

)

HY

DR

OS

TA

TIC

G

RO

UN

D W

AT

ER

L

EV

EL

E

LE

VA

TIO

N

(DE

PT

H m

)

DR

AW

-DO

WN

R

EQ

UIR

ED

S

o (

m)

(5)

SO

IL T

YP

E

(6)

ES

TIM

AT

ED

Z

ON

E O

F

INF

LU

EN

CE

R

o (

m)

(7)

ES

TIM

AT

ED

DE

WA

TE

RIN

G D

ISC

HA

RG

E R

AT

E

(Q =

KiA

)

Se

gm

en

t L

en

gth

(m

)

K

(m/s

) I

(%)

A

(m2)

Q

(L/d

ay)

(8)

Zo

ne

1:

Sa

nitary

S

ew

ers

(S

ou

thw

oo

d 3

)

Str

ee

t A

3

65

.8

36

1.0

(4

.8)

36

0.0

(5

.8)

BH

2 -

BH

7

36

4.3

(1

.5)

4.3

S

ilty c

lay

/cla

ye

y s

ilt

1.3

0

92

4

1.0

0E

-0

8

33

3%

7

,42

6

21

,38

7

Str

ee

t B

3

65

.3

36

0.5

(4

.8)

35

9.5

(5

.8)

BH

2,

BH

8

36

4.0

(1

.3)

4.5

S

ilty c

lay

/cla

ye

y s

ilt

1.3

5

19

2

1.0

0E

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8

33

3%

1

,62

6

4,6

84

Str

ee

t C

3

65

.3

36

0.5

(4

.8)

35

9.5

(5

.8)

BH

8

36

4.0

(1

.3)

4.5

S

ilty c

lay

/cla

ye

y s

ilt

1.3

5

95

1

.00

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08

3

33

%

80

8

2,3

26

TO

TA

L Z

ON

E 1

DE

WA

TE

RIN

G D

ISC

HA

RG

E R

AT

E:

28

,39

7 L

/Da

y

TO

TA

L Z

ON

E 1

DW

AT

ER

ING

DIS

CH

AR

GE

RA

TE

PE

R 1

00

m O

F T

RE

NC

H:

2,3

45

L/D

ay /

10

0 m

Tre

nc

h

Zo

ne

2:

Sa

nitary

S

ew

ers

(S

ou

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oo

d 4

)

Str

ee

t A

3

63

.5

35

8.7

(4

.8)

35

7.7

(5

.8)

BH

9 –

BH

12

, B

H14

3

62

.2

(1.3

) 4

.5

Silt

y c

lay

/cla

ye

y s

ilt

1.3

5

88

0

1.0

0E

-0

8

33

3%

7

,43

9

21

,42

4

Str

ee

t B

3

64

.2

35

9.4

(4

.8)

35

8.4

(5

.8)

BH

7,

BH

12

3

61

.6

(2.6

) 3

.2

Silt

y c

lay

/cla

ye

y s

ilt

0.9

5

15

0

1.0

0E

-0

8

33

3%

8

82

2,5

41

Str

ee

t C

3

64

.6

35

9.8

(4

.8)

35

8.8

(5

.8)

BH

8,

BH

9

36

3.4

(1

.2)

4.6

S

ilty c

lay

/cla

ye

y s

ilt

1.4

0

11

3

1.0

0E

-0

8

33

3%

9

91

2,8

54

Str

ee

t D

3

63

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35

8.6

(4

.8)

35

7.6

(5

.8)

BH

1,

BH

10

3

62

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(0.7

) 5

.1

Silt

y c

lay

/cla

ye

y s

ilt

1.5

5

31

1

1.0

0E

-0

8

33

3%

3

,01

9

8,6

95

Str

ee

t E

3

63

.5

35

8.7

(4

.8)

35

7.7

(5

.8)

BH

2,

BH

18

, B

H19

3

62

.0

(1.5

) 4

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Silt

y c

lay

/cla

ye

y s

ilt

1.3

0

37

4

1.0

0E

-0

8

33

3%

3

,00

1

8,6

44

Str

ee

t F

3

63

.5

35

8.7

(4

.8)

35

7.7

(5

.8)

BH

2,

BH

18

, B

H19

3

62

.0

(1.5

) 4

.3

Silt

y c

lay

/cla

ye

y s

ilt

1.3

0

45

3

1.0

0E

-0

8

33

3%

3

,63

3

10

,46

4

So

uth

P

ark

wo

od

B

lvd

. 3

64

.6

35

9.8

(4

.8)

35

8.8

(5

.8)

BH

2,

BH

9

36

3.5

(1

.1)

4.7

S

ilty c

lay

/cla

ye

y s

ilt

1.4

0

34

0

1.0

0E

-0

8

33

3%

2

,96

8

8,5

48

So

uth

wo

od

4

SW

M P

on

d

Exp

an

sio

n

36

1.5

3

56

.09

(5.5

) 3

55

.0

(6.5

)

BH

11

, B

H16

, B

H17

, B

H18

, B

H22

36

0.0

(1

.5)

5.0

S

ilty c

lay

/cla

ye

y s

ilt

1.5

0

81

4

1.0

0E

-0

8

33

3%

2

9,2

56

84

,25

7

TO

TA

L Z

ON

E 2

DE

WA

TE

RIN

G D

ISC

HA

RG

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AT

E:

14

7,4

27

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ay (

wit

h S

WM

Po

nd

Ex

pa

ns

ion

)

Hyd

rog

eo

log

ica

l S

ite

Assessm

en

t, S

ou

thw

oo

d 3

an

d S

ou

thw

oo

d 4

Re

sid

en

tia

l S

ub

div

isio

n

PM

L R

ef.

: 1

2K

F0

71,

Rep

ort

: 3

A

pri

l 11

, 20

14

Ta

ble

5, P

age 2

of 2

TA

BL

E 5

SU

MM

AR

IZE

D A

PP

RO

XIM

AT

E T

YP

ICA

L C

AL

CU

LA

TIO

NS

OF

ES

TIM

AT

ED

DE

WA

TE

RIN

G D

ISC

HA

RG

E R

AT

E A

ND

ZO

NE

OF

IN

FU

LE

NC

E

PR

OP

OS

ED

CO

NS

TR

UC

TIO

N

ZO

NE

S A

ND

FE

AT

UR

ES

EX

IST

ING

G

RO

UN

D

SU

RF

AC

E

EL

EV

AT

ION

(1

)

LO

WE

ST

P

RO

PO

SE

D

ST

RU

CT

UR

E

INV

ER

T

EL

EV

AT

ION

(D

EP

TH

OF

E

XC

AV

AT

ION

m)

LO

WE

RE

D

GR

OU

ND

W

AT

ER

LE

VE

L

EL

EV

AT

ION

(D

EP

TH

m)

(2)

CL

OS

ES

T

MO

NIT

OR

ING

W

EL

LS

OR

B

OR

EH

OL

ES

(3

)

HY

DR

OS

TA

TIC

G

RO

UN

D W

AT

ER

L

EV

EL

E

LE

VA

TIO

N

(DE

PT

H m

)

DR

AW

-DO

WN

R

EQ

UIR

ED

S

o (

m)

(5)

SO

IL T

YP

E

(6)

ES

TIM

AT

ED

Z

ON

E O

F

INF

LU

EN

CE

R

o (

m)

(7)

ES

TIM

AT

ED

DE

WA

TE

RIN

G D

ISC

HA

RG

E R

AT

E

(Q =

KiA

)

Se

gm

en

t L

en

gth

(m

)

K

(m/s

) I

(%)

A

(m2)

Q

(L/d

ay)

(8)

ZO

NE

2 D

EW

AT

ER

ING

DIS

CH

AR

GE

RA

TE

: 6

3,1

70

L/D

ay (

wit

ho

ut

SW

M P

on

d E

xp

an

sio

n)

TO

TA

L Z

ON

E 2

DW

AT

ER

ING

DIS

CH

AR

GE

RA

TE

PE

R 1

00

m O

F T

RE

NC

H:

1,8

40

L/D

ay /

10

0 m

Tre

nc

h (

wit

ho

ut

SW

M P

on

d E

xp

an

sio

n)

Zo

ne

3:

Sto

rm W

ate

r M

an

ag

em

en

t

So

uth

wo

od

3

SW

M P

on

d

36

2.0

3

56

.5

(5.5

) 3

55

.5

(6.5

) B

H18

, B

H19

, B

H22

3

59

.0

(3.0

) 3

.5

Silt

y c

lay

/cla

ye

y s

ilt

1.0

5

44

4

1.0

0E

-0

8

33

3%

8

,31

5

23

,94

7

So

uth

wo

od

3

SW

M t

ren

ch

(t

em

p)

36

3.5

3

59

.5

(4.0

) 3

58

.5

(5.0

) B

H2,

BH

18

, B

H19

3

62

.0

(1.5

) 3

.5

Silt

y c

lay

/cla

ye

y s

ilt

1.0

5

65

2

1.0

0E

-0

8

33

3%

8

,76

3

25

,23

7

TO

TA

L Z

ON

E 3

DE

WA

TE

RIN

G D

ISC

HA

RG

E R

AT

E (

DP

-1):

49

,18

4 L

/Da

y (

inc

lud

ing

SW

M t

ren

ch

)

TO

TA

L Z

ON

E 3

DE

WA

TE

RIN

G D

ISC

HA

RG

E R

AT

E (

DP

-1):

23

,94

7 L

/Da

y (

wit

ho

ut

SW

M t

ren

ch

)10

No

tes

:

1)

Th

e e

xis

tin

g g

roun

d s

urf

ace

ele

va

tio

ns a

t b

ore

ho

le a

nd

mo

nitori

ng

we

ll lo

ca

tion

s w

ere

su

rve

ye

d a

nd

are

ge

od

etic;

the

utilit

ies in

vert

ele

va

tion

s a

nd

se

gm

en

t le

ng

ths w

ere

no

t p

rovid

ed a

t th

e tim

e o

f th

is r

ep

ort

. 2

) L

ow

ere

d g

rou

nd

wa

ter

level is

assu

me

d t

o b

e 1

.0 m

be

low

th

e e

xca

va

tio

n in

vert

. 3

) S

ee

Dra

win

g 1

for

ap

pro

xim

ate

lo

ca

tio

ns o

f bo

reh

ole

s a

nd

mo

nito

ring

we

lls.

4)

Gro

un

d w

ate

r h

yd

rosta

tic level m

ea

su

red

aft

er

co

mp

letion

of

dri

llin

g.

5)

Diffe

ren

ce

be

twe

en

gro

und

wa

ter

hyd

rosta

tic le

ve

l a

nd

lo

we

red

gro

un

d w

ate

r ele

va

tio

n.

6)

Se

e L

og

of

Bo

reh

ole

Sh

ee

ts f

or

so

il d

escri

ption

. 7

) E

stim

ate

d f

rom

tre

nch

/ e

xca

va

tio

n c

on

fig

ura

tion

: R

o =

30

00

SoK

1/2

, L

in

m,

So in

m a

nd

K in

m/s

. 8

) Q

= K

iA,

wh

ere

K:

hyd

raulic

con

du

ctivity, i: h

yd

raulic

gra

die

nt (S

o/R

o)

an

d A

: se

ep

ag

e c

ross-s

ectio

n in

th

e e

ntire

exca

va

tio

n s

eg

me

nt

9)

So

uth

wo

od

4 S

WM

Po

nd

de

pth

of

exca

va

tio

n a

ssu

me

d b

ase

d o

n S

ou

thw

oo

d 3

SW

M P

on

d d

ep

th o

f e

xca

va

tio

n. V

alu

e s

ho

uld

be

co

nfirm

ed

du

rin

g fin

al d

esig

n.

10

) It

is u

nd

ers

too

d th

at

the t

ren

ch

will

be

exca

va

ted

aft

er

the

con

str

uction

of

the

SW

M P

on

d a

nd

th

at

gro

un

d w

ate

r en

co

un

tere

d d

uri

ng

th

e S

WM

Po

nd e

xca

va

tion

will

be

dir

ecte

d in

to th

e S

WM

Po

nd

.

1000 m600 m 800 m400 m200 m

SCALE

0 m

SITE

DRAWN

CHECKED

APPROVED

K. HANES

K. HANES

M. ALAM

DATE SCALE PML REF. FIG. NO.

APRIL 2014 AS SHOWN 12KF071 1

BIRDLAND DEVELOPMENTS LTD.

c/o WATERFEDY

HYDROGEOLOGICAL SITE ASSESSMENT FOR SOUTHWOOD 3 AND

SOUTHWOOD 4 RESIDENTIAL SUBDIVISION

1143 LISTOWEL ROAD

ELMIRA, ONTARIO

KEY PLAN

1000 m600 m 800 m400 m200 m

SCALE

0 m

SITE

DRAWN

CHECKED

APPROVED

K. HANES

K. HANES

M. ALAM



BIRDLAND DEVELOPMENTS LTD.

c/o WATERFEDY



1143 LISTOWEL ROAD

ELMIRA, ONTARIO

2010 AERIAL PHOTOGRAPH

SO

U

TH

PA

R

K

W

O

O

D

B

LV

D

B

U

TT

ER

N

U

T P

LA

C

E

BU

RL

W

OO

D D

RIV

E

(L

IS

TO

W

E

L R

O

A

D

)

W

H

IPP

O

O

R

W

ILL

D

R

IVE

H

IG

H

W

A

Y

86

A

R

TH

U

R

S

TR

EE

T

N

IG

H

TH

A

W

K

L

A

N

E

4825500

4825000

4826000

535500

1015

1001

1002

1004

1003

1005

1008

1009

1016

1012

1014

1011

1013

534000

1017

1018

1019

1020

1021

1022

1023

1024

1025

1026

1027

1028

1029

346.00

345.00

343.00

344.00

342.00

1.0 km600 m 800 m400 m200 m

SCALE

0 m

MUNICIPAL WELL (NOT IN USE)

LEGEND:

NOTE:

REFERENCE:

THE INFERRED STRATIGRAPHY REFERRED TO IN THE REPORT IS BASED ON THE DATA

FROM THESE BOREHOLES SUPPLEMENTED BY GEOLOGICAL EVIDENCE. THE ACTUAL

STRATIGRAPHY BETWEEN THE BOREHOLES MAY VARY.

PLAN REPRODUCED FROM DRAWING SUPPLIED BY CLIENT.

DRAWN

CHECKED

APPROVED

D. BRICE

K. HANES

M. ALAM



BIRDLAND DEVELOPMENTS LTD. c/o WALTERFEDY



1143 LISTOWEL ROAD

ELMIRA, ONTARIO

MOE WATER WELL LOCATIONS AND GROUND

WATER CONTOUR PLAN

GROUND WATER CONTOURS WITH ELEVATIONS

M.O.E WELL LOCATION

INFERRED GROUND WATER FLOW DIRECTION

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53

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53

40

00

BH 14

EL. 365.25

BH 14A

EL. 365.20

BH 13A

EL. 365.13

BH 12

EL. 362.32

BH 12A

EL. 362.32

BH 9

EL. 364.00

BH 8

EL. 365.20

BH 1

EL. 363.75

BH 16A

EL. 361.20

BH 20A

EL. 359.95

BH 20

EL. 360.00

BH 22A

EL. 359.50

BH 8A

EL. 365.25

BH 22

EL. 359.55

BH 19

EL. 362.40

BH 19A

EL. 362.35

BH 6A

EL. 366.60

BH 11A

EL. 363.95

BH 16

EL. 361.20

BH 7

EL. 366.10

BH 2A

EL. 365.25

BH 15

EL. 364.25

BH 21

EL. 358.60

BH 15A

EL. 364.25

BH 2

EL. 365.30

BH 3

EL. 364.90

BH 10

EL. 362.90

BH 13

EL. 365.13

BH 18

EL. 362.85

BH 17

EL. 362.40

DRAWN

CHECKED

APPROVED

DATE SCALE PML REF. DWG. NO.D. BRICE

K. HANES

M. ALAM

APRIL 2014 AS SHOWN 12KF071

REPORT 3

DRAWING 1




1143 LISTOWEL ROAD, ELMIRA, ONTARIO

BOREHOLE AND MONITORING WELL LOCATION PLAN

LEGEND:

PROPOSED SOUTHWOOD 4

REFERENCE:

BOREHOLE LOCATION PLAN REPRODUCED FROM DRAWING SUPPLIED BY CLIENT.

NOTE:

THE INFERRED STRATIGRAPHY REFERRED TO IN THE REPORT IS BASED ON THE DATA FROM THESE BOREHOLES SUPPLEMENTED BY GEOLOGICAL

EVIDENCE. THE ACTUAL STRATIGRAPHY BETWEEN THE BOREHOLES MAY VARY.

SOUTHWOOD 3

MONITORING WELL LOCATION

BOREHOLE LOCATIONPROPOSED SOUTHWOOD 3 STORM WATER POND

ZONE 1

ZONE 2

ZONE 3

200 m120 m 160 m80 m40 m

SCALE

0 m

368

366

364

362

360

358

356

354

352

350

348

C/L W

HIPP

OORW

ILL D

R

C/L S

OUTH

PAR

KWOO

D BL

VD

C/L S

TREE

T 'D

'

C/L S

TREE

T 'A

'

LEGEND:

GROUNDWATER LEVEL MEASURED AFTER

DRILLING AND DATE

MONITORING WELL TIP

N VALUES BLOWS / 0.30m

EXISTING GROUND SURFACE

BOREHOLE

HYDROGEOLOGICAL MONITORING WELL

GROUNDWATER LEVEL FIRST ENCOUNTERED

DURING DRILLING AND DATE RECORDED

368

366

364

362

360

358

356

354

352

350

C/L S

TREE

T 'A

'

C/L S

TREE

T 'C

'

C/L S

TREE

T 'A

'

C/L S

TREE

T 'A

'

PROFILE A-A'

PROFILE B-B'

PROP

ERTY

LINE

PROP

ERTY

LINE

368

366

364

362

360

358

356

354

352

350

368

366

364

362

360

358

356

354

352

350

348

PROP

ERTY

LINE

PROP

ERTY

LINE

C/L L

ISTO

WEL

RD

SOUT

HWOO

D 4

SOUT

HWOO

D 4

SOUT

HWOO

D 4

SOUT

HWOO

D 4

SOUT

HWOO

D 3

SOUT

HWOO

D 3

SOUT

HWOO

D 3

C/L S

TREE

T 'A

'SO

UTHW

OOD

4

PROPOSED SWM POND (SOUTHWOOD 3)

LEGEND:

NOTES:

REFERENCE:




SEE DRAWING 1 FOR LOCATION OF PROFILES

PROFILE REPRODUCED FROM DRAWING SUPPLIED BY CLIENT.

DRAWN

CHECKED

APPROVED

D. BRICE

K. HANES

M. ALAM

DATE SCALE PML REF. DWG. NO.


REPORT 3

DWG 2




1143 LISTOWEL ROAD

ELMIRA, ONTARIO

HYDROGEOLOGICAL PROFILES

SILT/SANDY SILT

TOPSOIL

SAND/SILTY SAND/GRAVELLY SAND

SANDY SILT TILL/SILTY SAND TILL

CLAYEY SILT / SILTY CLAY

CLAYEY SILT TILL / SILTY CLAY TILL

200 m120 m 160 m80 m40 m

SCALE

0 m

SO

U

TH

PA

R

K

W

O

O

D

B

LV

D

B

U

TT

ER

N

U

T P

LA

C

E

BU

RL

W

OO

D D

RIV

E

(L

IS

TO

W

E

L R

O

A

D

)

W

H

IP

PO

O

R

W

IL

L D

R

IV

E

H

IG

H

W

A

Y

86

A

R

TH

U

R

S

TR

EE

T

N

IG

H

TH

A

W

K

L

A

N

E

BH 14

EL. 365.25

BH 14A

EL. 365.20

BH 13A

EL. 365.13

BH 12

EL. 362.32

BH 12A

EL. 362.32

BH 9

EL. 364.00

BH 8

EL. 365.20

BH 1

EL. 363.75

BH 16A

EL. 361.20

BH 20A

EL. 359.95

BH 20

EL. 360.00

BH 22A

EL. 359.50

BH 8A

EL. 365.25

BH 22

EL. 359.55

BH 19

EL. 362.40

BH 19A

EL. 362.35

BH 6A

EL. 366.60

BH 11A

EL. 363.95

BH 16

EL. 361.20

BH 7

EL. 366.10

BH 2A

EL. 365.25

BH 15

EL. 364.25

BH 21

EL. 358.60

BH 15A

EL. 364.25

BH 2

EL. 365.30

BH 3

EL. 364.90

BH 10

EL. 362.90

BH 13

EL. 365.13

BH 18

EL. 362.85

BH 17

EL. 362.40

365.00

363.00

361.00

359.00

359.00

364.00

362.00

360.00

358.00

358.00

LEGEND:

NOTE:

REFERENCE:




MONITORING PLAN REPRODUCED FROM DRAWING SUPPLIED BY CLIENT.

DRAWN

CHECKED

APPROVED

D. BRICE

K. HANES

M. ALAM



REPORT 3

DRAWING 3A




1143 LISTOWEL ROAD

ELMIRA, ONTARIO

(SHALLOW) GROUND WATER CONTOURS AND

FLOW DIRECTION

GROUND WATER CONTOUR WITH ELEVATIONS

(DATA BASED ON MEASUREMENTS TAKEN MARCH 25, 2014)


200 m120 m 160 m80 m40 m

SCALE

0 m

SO

U

TH

PA

R

K

W

O

O

D

B

LV

D

B

U

TT

ER

N

U

T P

LA

C

E

BU

RL

W

OO

D D

RIV

E

(L

IS

TO

W

E

L R

O

A

D

)

W

H

IP

PO

O

R

W

IL

L D

R

IV

E

H

IG

H

W

A

Y

86

A

R

TH

U

R

S

TR

EE

T

N

IG

H

TH

A

W

K

L

A

N

E

BH 14

EL. 365.25

BH 14A

EL. 365.20

BH 13A

EL. 365.13

BH 12

EL. 362.32

BH 12A

EL. 362.32

BH 9

EL. 364.00

BH 8

EL. 365.20

BH 1

EL. 363.75

BH 16A

EL. 361.20

BH 20A

EL. 359.95

BH 20

EL. 360.00

BH 22A

EL. 359.50

BH 8A

EL. 365.25

BH 22

EL. 359.55

BH 19

EL. 362.40

BH 19A

EL. 362.35

BH 6A

EL. 366.60

BH 11A

EL. 363.95

BH 16

EL. 361.20

BH 7

EL. 366.10

BH 2A

EL. 365.25

BH 15

EL. 364.25

BH 21

EL. 358.60

BH 15A

EL. 364.25

BH 2

EL. 365.30

BH 3

EL. 364.90

BH 10

EL. 362.90

BH 13

EL. 365.13

BH 18

EL. 362.85

BH 17

EL. 362.40

360.00

355.00

350.00

357.50

352.50

LEGEND:

NOTE:

REFERENCE:




MONITORING PLAN REPRODUCED FROM DRAWING SUPPLIED BY CLIENT.

DRAWN

CHECKED

APPROVED

D. BRICE

K. HANES

M. ALAM



REPORT 3

DRAWING 3B




1143 LISTOWEL ROAD

ELMIRA, ONTARIO

(DEEP) GROUND WATER CONTOURS AND FLOW

DIRECTION

GROUND WATER CONTOUR WITH ELEVATIONS

(DATA BASED ON MEASUREMENTS TAKEN MARCH 25, 2014)


Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014

APPENDIX A

MOE Water Well Record and Water Well Response Forms


Appendix A, Page 1 of 2

M.O.E. WATER WELL RECORDS REFERENCE TABLE

PML WELL IDENTIFICATION

M.O.E. WELL IDENTIFICATION

MEASURED WATER DEPTH

(m)

1001 6509311 337.5

1002 6502832 344.4

1003 6507008 --

1004 6508370 343.2

1005 6502766 350.8

1006 6506897 --

1007 6506898 --

1008 6507007 --

1009 6502781 340.8

1010 6506869 339.9

1011 6506927 --

1012 6506983 --

1013 6502831 346.0

1014 6506539 --

1015 6504365 349.3

1016 6502780 339.9

1017 6508506 343.3

1018 6506593 343.5

1019 6504253 341.4

1020 6502834 343.8

1021 6503284 342.6

1022 6502705 342.6

1023 6502776 345.8

1024 6502782 345.6


Appendix A, Page 2 of 2

M.O.E. WATER WELL RECORDS REFERENCE TABLE

PML WELL IDENTIFICATION

M.O.E. WELL IDENTIFICATION

MEASURED WATER DEPTH

(m)

1025 6502764 342.9

1026 6504583 342.9

1027 6502760 338.5

1028 6508715 345.5

1029 6502979 343.2

Water Well

Identity : ca.on.waterWell.6509311External identity : ca.on.waterWell.6509311Source : Ontario Ministry of EnvironmentOnline resource : http://www.ene.gov.on.ca/environment/en/subject/wells/index.htmLength : 35.66mElevation : NaNmWater level : 26.52mWater yield : 45.46lpmWater use : DomesticWell status : Water SupplyWell type : UnknownSealing components : From 0.00 to 6.10m; From 6.10 to 35.66m.Screen components : From 34.7472 to 35.66m.

Well Log

Depthfrom(m)

Depthto (m)

GIN Lithology Original Lithology Porosity* HydraulicConductivity*

0.00 0.61 Gravel

Sand

Anthropogenic material

GRAVEL SAND FILL[24,44]%[26,53]%

[3E-4,3E-2]m.s-1[2E-7,6E-3]m.s-1

0.61 1.22 Soil TOPSOIL

1.22 3.05 Clay

Silt

Sand

CLAY SILT SAND [34,57]%[34,61]%[26,53]%

[1E-11,4.7E-9]m.s-1[1E-9,2E-5]m.s-1[2E-7,6E-3]m.s-1

3.05 20.42 Clay

Silt

Sand

CLAY SILT FINESAND

[34,57]%[34,61]%[26,53]%

[1E-11,4.7E-9]m.s-1[1E-9,2E-5]m.s-1[2E-7,6E-3]m.s-1

20.42 32.61 Clay

Unknown material

CLAY HARD [34,57]% [1E-11,4.7E-9]m.s-1

32.61 35.66 Gravel

Sand

Sand

GRAVEL COARSESAND MEDIUMSAND

[24,44]%[26,53]%[26,53]%

[3E-4,3E-2]m.s-1[2E-7,6E-3]m.s-1[2E-7,6E-3]m.s-1

*Note: Porosity and hydraulic conductivity values are NOT measured but are derived from tablesshowing statistical averages for lithologies

Water Well

Identity : ca.on.waterWell.6502832External identity : ca.on.waterWell.6502832Source : Ontario Ministry of EnvironmentOnline resource : http://www.ene.gov.on.ca/environment/en/subject/wells/index.htmLength : 33.53mElevation : 365.76mWater level : 21.34mWater yield : 68.19lpmWater use : DomesticWell status : Water SupplyWell type : Unknown

Well Log

Depthfrom(m)

Depthto (m)


0.00 4.57 Clay CLAY [34,57]% [1E-11,4.7E-9]m.s-1

4.57 6.10 Bedrock ROCK

6.10 21.95 Clay

Gravel

CLAY BOULDERS [34,57]%[24,44]%

[1E-11,4.7E-9]m.s-1[3E-4,3E-2]m.s-1

21.95 24.38 Clay

Sand

CLAY MEDIUMSAND

[34,57]%[26,53]%

[1E-11,4.7E-9]m.s-1[2E-7,6E-3]m.s-1

24.38 31.09 Clay

Gravel


[1E-11,4.7E-9]m.s-1[3E-4,3E-2]m.s-1

31.09 31.70 Gravel GRAVEL [24,44]% [3E-4,3E-2]m.s-1




Water Well

Identity : ca.on.waterWell.6507008External identity : ca.on.waterWell.6507008Source : Ontario Ministry of EnvironmentOnline resource : http://www.ene.gov.on.ca/environment/en/subject/wells/index.htmLength : 54.86mElevation : 363.93mWater use : Not UsedWell status : Observation WellsWell type : UnknownSealing components : From 35.66 to 54.86m.Screen components : From 34.7472 to 40.84m.

Well Log

Depthfrom(m)

Depthto (m)


0.00 3.05 Clay

Unknown material

CLAY SOFT [34,57]% [1E-11,4.7E-9]m.s-1

3.05 5.49 Clay

Unknown material

CLAY SOFT [34,57]% [1E-11,4.7E-9]m.s-1

5.49 15.24 Till

Unknown material

TILL HARD [1E-12,2E-6]m.s-1

15.24 26.52 Till

Unknown material


26.52 29.87 Gravel

Sand

Unknown material

GRAVEL SANDSOFT

[24,44]%[26,53]%

[3E-4,3E-2]m.s-1[2E-7,6E-3]m.s-1

29.87 33.22 Till

Unknown material


33.22 38.10 Gravel

Sand

Unknown material

GRAVEL SANDSOFT

[24,44]%[26,53]%

[3E-4,3E-2]m.s-1[2E-7,6E-3]m.s-1

38.10 51.21 Gravel

Unknown material

Unknown material

GRAVELCEMENTED HARD

[24,44]% [3E-4,3E-2]m.s-1

51.21 54.86 Shale SHALE SOFT [1,10]% [1E-13,2E-9]m.s-1

Water Well

Identity : ca.on.waterWell.6508370External identity : ca.on.waterWell.6508370Source : Ontario Ministry of EnvironmentOnline resource : http://www.ene.gov.on.ca/environment/en/subject/wells/index.htmLength : 26.82mElevation : 331.80mWater level : 17.98mWater yield : 54.55lpmWater use : DomesticWell status : Water SupplyWell type : UnknownScreen components : From 25.6032 to 26.52m.

Well Log

Depthfrom(m)

Depthto (m)


0.00 4.27 Clay

Sand

Unknown material

CLAY SAND SOFT [34,57]%[26,53]%

[1E-11,4.7E-9]m.s-1[2E-7,6E-3]m.s-1

4.27 15.54 Clay

Unknown material

CLAY HARD [34,57]% [1E-11,4.7E-9]m.s-1

15.54 20.73 Sand FINE SAND [26,53]% [2E-7,6E-3]m.s-1

20.73 22.86 Sand MEDIUM SAND [26,53]% [2E-7,6E-3]m.s-1

22.86 26.82 Gravel

Till

Unknown material

GRAVEL TILL HARD[24,44]% [3E-4,3E-2]m.s-1[1E-12,2E-6]m.s-1


Water Well


Well Log

Depthfrom(m)

Depthto (m)



0.30 2.13 Sand

Clay

MEDIUM SANDCLAY

[26,53]%[34,57]%

[2E-7,6E-3]m.s-1[1E-11,4.7E-9]m.s-1

2.13 5.49 Clay CLAY [34,57]% [1E-11,4.7E-9]m.s-1

5.49 17.68 Diamicton HARDPAN



21.34 23.47 Sand

Gravel

FINE SANDGRAVEL

[26,53]%[24,44]%

[2E-7,6E-3]m.s-1[3E-4,3E-2]m.s-1



Water Well


Well Log

Depthfrom(m)

Depthto (m)



0.30 1.83 Sand

Silt

Unknown material

SAND SILT SOFT [26,53]%[34,61]%

[2E-7,6E-3]m.s-1[1E-9,2E-5]m.s-1

1.83 4.27 Clay

Unknown material

CLAY SOFT [34,57]% [1E-11,4.7E-9]m.s-1

4.27 13.11 Clay

Silt

Unknown material

CLAY SILT SOFT [34,57]%[34,61]%

[1E-11,4.7E-9]m.s-1[1E-9,2E-5]m.s-1

13.11 18.59 Sand

Gravel

Unknown material

SAND GRAVELSOFT

[26,53]%[24,44]%

[2E-7,6E-3]m.s-1[3E-4,3E-2]m.s-1

18.59 21.34 Gravel

Gravel

Unknown material

GRAVELBOULDERS HARD

[24,44]%[24,44]%

[3E-4,3E-2]m.s-1[3E-4,3E-2]m.s-1


Water Well


Well Log

Depthfrom(m)

Depthto (m)



0.30 1.83 Sand

Silt

Unknown material

SAND SILT SOFT [26,53]%[34,61]%

[2E-7,6E-3]m.s-1[1E-9,2E-5]m.s-1

1.83 4.27 Clay

Unknown material

CLAY SOFT [34,57]% [1E-11,4.7E-9]m.s-1

4.27 13.11 Clay

Silt

Unknown material

CLAY SILT HARD [34,57]%[34,61]%

[1E-11,4.7E-9]m.s-1[1E-9,2E-5]m.s-1

13.11 18.59 Sand

Gravel

Unknown material

SAND GRAVELSOFT

[26,53]%[24,44]%

[2E-7,6E-3]m.s-1[3E-4,3E-2]m.s-1

18.59 23.77 Gravel

Gravel

Unknown material

GRAVELBOULDERS HARD

[24,44]%[24,44]%

[3E-4,3E-2]m.s-1[3E-4,3E-2]m.s-1

23.77 27.74 Clay

Silt

Unknown material

CLAY SILT SOFT [34,57]%[34,61]%

[1E-11,4.7E-9]m.s-1[1E-9,2E-5]m.s-1

27.74 37.49 Sand

Gravel

SAND GRAVELSOFT

[26,53]%[24,44]%

[2E-7,6E-3]m.s-1[3E-4,3E-2]m.s-1

Water Well

Identity : ca.on.waterWell.6507007External identity : ca.on.waterWell.6507007Source : Ontario Ministry of EnvironmentOnline resource : http://www.ene.gov.on.ca/environment/en/subject/wells/index.htmLength : 62.18mElevation : 360.88mWater use : Not UsedWell status : Observation WellsWell type : UnknownSealing components : From 51.82 to 62.18m.Screen components : From 47.244 to 51.82m; From 32.004 to 36.58m.

Well Log

Depthfrom(m)

Depthto (m)


0.00 0.30 Soil

Unknown material

TOPSOIL SOFT

0.30 2.44 Clay

Unknown material

CLAY SOFT [34,57]% [1E-11,4.7E-9]m.s-1

2.44 9.45 Till

Gravel

Unknown material

TILL STONESHARD

[24,44]% [1E-12,2E-6]m.s-1[3E-4,3E-2]m.s-1

9.45 10.67 Till

Gravel

Unknown material

TILL GRAVEL HARD[24,44]% [1E-12,2E-6]m.s-1[3E-4,3E-2]m.s-1

10.67 12.50 Gravel

Unknown material

GRAVEL SOFT [24,44]% [3E-4,3E-2]m.s-1

12.50 21.95 Sand

Silt

Unknown material

SAND SILT SOFT [26,53]%[34,61]%

[2E-7,6E-3]m.s-1[1E-9,2E-5]m.s-1

21.95 22.86 Clay

Silt

Unknown material

CLAY SILT SOFT [34,57]%[34,61]%

[1E-11,4.7E-9]m.s-1[1E-9,2E-5]m.s-1

22.86 39.93 Sand

Gravel

SAND GRAVELSOFT

[26,53]%[24,44]%

[2E-7,6E-3]m.s-1[3E-4,3E-2]m.s-1

Water Well

Identity : ca.on.waterWell.6502781External identity : ca.on.waterWell.6502781Source : Ontario Ministry of EnvironmentOnline resource : http://www.ene.gov.on.ca/environment/en/subject/wells/index.htmLength : 32.00mElevation : 358.14mWater level : 19.20mWater use : DomesticWell status : Water SupplyWell type : Unknown

Well Log

Depthfrom(m)

Depthto (m)


0.00 7.62 Clay CLAY [34,57]% [1E-11,4.7E-9]m.s-1


22.86 23.47 Gravel

Sand

GRAVEL MEDIUMSAND

[24,44]%[26,53]%

[3E-4,3E-2]m.s-1[2E-7,6E-3]m.s-1




Water Well

Identity : ca.on.waterWell.6506869External identity : ca.on.waterWell.6506869Source : Ontario Ministry of EnvironmentOnline resource : http://www.ene.gov.on.ca/environment/en/subject/wells/index.htmLength : 67.36mElevation : 367.89mWater use : Not UsedWell status : Observation WellsWell type : UnknownSealing components : From 54.86 to 67.36m.Screen components : From 45.72 to 54.86m; From 27.432 to 33.53m.

Well Log

Depthfrom(m)

Depthto (m)


0.00 4.57 Clay

Unknown material

Unknown material

CLAY LOOSE SOFT [34,57]% [1E-11,4.7E-9]m.s-1

4.57 57.61 Clay

Gravel

Unknown material

CLAY STONESHARD

[34,57]%[24,44]%

[1E-11,4.7E-9]m.s-1[3E-4,3E-2]m.s-1

57.61 65.23 Clay

Unknown material

CLAY SOFT [34,57]% [1E-11,4.7E-9]m.s-1

65.23 67.36 Shale

Bedrock

Unknown material

SHALE ROCKHARD

[1,10]% [1E-13,2E-9]m.s-1


Water Well

Identity : ca.on.waterWell.6506927External identity : ca.on.waterWell.6506927Source : Ontario Ministry of EnvironmentOnline resource : http://www.ene.gov.on.ca/environment/en/subject/wells/index.htmLength : 70.10mElevation : 366.98mWater use : Not UsedWell status : Observation WellsWell type : UnknownSealing components : From 53.34 to 70.10m.

Well Log

Depthfrom(m)

Depthto (m)



0.30 1.83 Clay

Unknown material

CLAY SOFT [34,57]% [1E-11,4.7E-9]m.s-1

1.83 8.23 Clay

Unknown material

CLAY SOFT [34,57]% [1E-11,4.7E-9]m.s-1

8.23 15.85 Till

Gravel

Unknown material

TILL STONESHARD

[24,44]% [1E-12,2E-6]m.s-1[3E-4,3E-2]m.s-1

15.85 17.68 Clay

Unknown material

CLAY SOFT [34,57]% [1E-11,4.7E-9]m.s-1

17.68 28.35 Clay

Silt

Unknown material

CLAY SILT SOFT [34,57]%[34,61]%

[1E-11,4.7E-9]m.s-1[1E-9,2E-5]m.s-1

28.35 34.44 Gravel

Unknown material

GRAVEL SOFT [24,44]% [3E-4,3E-2]m.s-1

34.44 50.29 Till

Gravel

Unknown material

TILL STONES SOFT[24,44]% [1E-12,2E-6]m.s-1[3E-4,3E-2]m.s-1

50.29 65.84 Gravel

Gravel

Unknown material

GRAVEL STONESHARD

[24,44]%[24,44]%

[3E-4,3E-2]m.s-1[3E-4,3E-2]m.s-1

Water Well

Identity : ca.on.waterWell.6506983External identity : ca.on.waterWell.6506983Source : Ontario Ministry of EnvironmentOnline resource : http://www.ene.gov.on.ca/environment/en/subject/wells/index.htmLength : 70.71mElevation : 366.06mWater use : Not UsedWell status : Observation WellsWell type : UnknownSealing components : From 56.39 to 70.71m.

Well Log

Depthfrom(m)

Depthto (m)


0.00 1.83 Silt

Sand

Unknown material

SILT SAND SOFT [34,61]%[26,53]%

[1E-9,2E-5]m.s-1[2E-7,6E-3]m.s-1

1.83 3.35 Clay

Unknown material

CLAY SOFT [34,57]% [1E-11,4.7E-9]m.s-1

3.35 12.80 Clay

Till

Unknown material

CLAY TILL SOFT [34,57]% [1E-11,4.7E-9]m.s-1[1E-12,2E-6]m.s-1

12.80 18.90 Clay

Till

Unknown material

CLAY TILL HARD [34,57]% [1E-11,4.7E-9]m.s-1[1E-12,2E-6]m.s-1

18.90 21.64 Clay

Unknown material

CLAY SOFT [34,57]% [1E-11,4.7E-9]m.s-1

21.64 24.99 Clay

Unknown material

CLAY SOFT [34,57]% [1E-11,4.7E-9]m.s-1

24.99 30.48 Sand

Gravel

Unknown material

SAND GRAVELHARD

[26,53]%[24,44]%

[2E-7,6E-3]m.s-1[3E-4,3E-2]m.s-1

30.48 36.58 Clay

Sand

Unknown material

CLAY SAND HARD [34,57]%[26,53]%

[1E-11,4.7E-9]m.s-1[2E-7,6E-3]m.s-1

Water Well

Identity : ca.on.waterWell.6502831External identity : ca.on.waterWell.6502831Source : Ontario Ministry of EnvironmentOnline resource : http://www.ene.gov.on.ca/environment/en/subject/wells/index.htmLength : 44.81mElevation : 370.33mWater level : 24.38mWater use : LivestockWell status : Water SupplyWell type : Unknown

Well Log

Depthfrom(m)

Depthto (m)



0.91 1.83 Clay

Sand

CLAY MEDIUMSAND

[34,57]%[26,53]%

[1E-11,4.7E-9]m.s-1[2E-7,6E-3]m.s-1

1.83 8.84 Clay CLAY [34,57]% [1E-11,4.7E-9]m.s-1

8.84 14.94 Clay

Gravel

CLAY STONES [34,57]%[24,44]%

[1E-11,4.7E-9]m.s-1[3E-4,3E-2]m.s-1


15.24 22.86 Clay CLAY [34,57]% [1E-11,4.7E-9]m.s-1


23.16 24.38 Clay

Gravel

CLAY GRAVEL [34,57]%[24,44]%

[1E-11,4.7E-9]m.s-1[3E-4,3E-2]m.s-1

24.38 25.91 Clay CLAY [34,57]% [1E-11,4.7E-9]m.s-1



32.31 34.75 Sand COARSE SAND [26,53]% [2E-7,6E-3]m.s-1





38.10 42.67 Clay

Sand

CLAY MEDIUMSAND

[34,57]%[26,53]%

[1E-11,4.7E-9]m.s-1[2E-7,6E-3]m.s-1

Water Well

Identity : ca.on.waterWell.6506539External identity : ca.on.waterWell.6506539Source : Ontario Ministry of EnvironmentOnline resource : http://www.ene.gov.on.ca/environment/en/subject/wells/index.htmLength : 55.78mElevation : 369.11mWater use : Not UsedWell status : Observation WellsWell type : Unknown

Well Log

Depthfrom(m)

Depthto (m)


0.00 5.49 Clay

Unknown material

CLAY STICKY [34,57]% [1E-11,4.7E-9]m.s-1

5.49 16.76 Clay

Gravel

Gravel

CLAY GRAVELBOULDERS

[34,57]%[24,44]%[24,44]%

[1E-11,4.7E-9]m.s-1[3E-4,3E-2]m.s-1[3E-4,3E-2]m.s-1

16.76 20.42 Clay

Gravel

CLAY GRAVEL [34,57]%[24,44]%

[1E-11,4.7E-9]m.s-1[3E-4,3E-2]m.s-1

20.42 21.34 Gravel

Sand

GRAVEL SAND [24,44]%[26,53]%

[3E-4,3E-2]m.s-1[2E-7,6E-3]m.s-1

21.34 28.04 Clay

Gravel

Unknown material

CLAY GRAVELSOFT

[34,57]%[24,44]%

[1E-11,4.7E-9]m.s-1[3E-4,3E-2]m.s-1

28.04 29.87 Clay

Gravel

CLAY GRAVEL [34,57]%[24,44]%

[1E-11,4.7E-9]m.s-1[3E-4,3E-2]m.s-1

29.87 35.97 Gravel

Unknown material

GRAVELFRACTURED

[24,44]% [3E-4,3E-2]m.s-1

35.97 37.49 Sand

Gravel

Unknown material

SAND GRAVELCEMENTED

[26,53]%[24,44]%

[2E-7,6E-3]m.s-1[3E-4,3E-2]m.s-1

37.49 54.56 Gravel

Sand

Unknown material

GRAVEL SANDFRACTURED

[24,44]%[26,53]%

[3E-4,3E-2]m.s-1[2E-7,6E-3]m.s-1

Water Well

Identity : ca.on.waterWell.6504365External identity : ca.on.waterWell.6504365Source : Ontario Ministry of EnvironmentOnline resource : http://www.ene.gov.on.ca/environment/en/subject/wells/index.htmLength : 33.53mElevation : 368.81mWater level : 19.51mWater yield : 36.37lpmWater use : LivestockWell status : Water SupplyWell type : UnknownScreen components : From 31.3944 to 32.31m.

Well Log

Depthfrom(m)

Depthto (m)



1.83 3.66 Clay CLAY [34,57]% [1E-11,4.7E-9]m.s-1

3.66 5.18 Clay CLAY [34,57]% [1E-11,4.7E-9]m.s-1


10.06 11.28 Clay

Gravel


[1E-11,4.7E-9]m.s-1[3E-4,3E-2]m.s-1

11.28 13.72 Clay

Gravel

CLAY STONES [34,57]%[24,44]%

[1E-11,4.7E-9]m.s-1[3E-4,3E-2]m.s-1


17.68 21.95 Clay CLAY [34,57]% [1E-11,4.7E-9]m.s-1

21.95 23.47 Clay CLAY [34,57]% [1E-11,4.7E-9]m.s-1

23.47 24.99 Clay CLAY [34,57]% [1E-11,4.7E-9]m.s-1

24.99 31.09 Clay

Diamicton

CLAY HARDPAN [34,57]% [1E-11,4.7E-9]m.s-1

31.09 32.61 Clay

Unknown material

CLAY STONEY [34,57]% [1E-11,4.7E-9]m.s-1

32.61 33.53 Sand

Sand

Unknown material

COARSE SANDFINE SANDWATER-BEARING

[26,53]%[26,53]%

[2E-7,6E-3]m.s-1[2E-7,6E-3]m.s-1

Water Well


Well Log

Depthfrom(m)

Depthto (m)



0.61 4.27 Clay CLAY [34,57]% [1E-11,4.7E-9]m.s-1

4.27 22.86 Clay

Sand

CLAY MEDIUMSAND

[34,57]%[26,53]%

[1E-11,4.7E-9]m.s-1[2E-7,6E-3]m.s-1

22.86 28.04 Clay CLAY [34,57]% [1E-11,4.7E-9]m.s-1



33.53 42.67 Clay

Sand

CLAY MEDIUMSAND

[34,57]%[26,53]%

[1E-11,4.7E-9]m.s-1[2E-7,6E-3]m.s-1

42.67 61.57 Sand

Clay

MEDIUM SANDCLAY

[26,53]%[34,57]%

[2E-7,6E-3]m.s-1[1E-11,4.7E-9]m.s-1

61.57 63.70 Shale SHALE [1,10]% [1E-13,2E-9]m.s-1



Water Well

Identity : ca.on.waterWell.6508506External identity : ca.on.waterWell.6508506Source : Ontario Ministry of EnvironmentOnline resource : http://www.ene.gov.on.ca/environment/en/subject/wells/index.htmLength : 37.49mElevation : 342.90mWater level : 27.74mWater yield : 45.46lpmWater use : DomesticWell status : Water SupplyWell type : UnknownScreen components : From 36.2712 to 37.19m.

Well Log

Depthfrom(m)

Depthto (m)


0.00 2.44 Clay

Unknown material

CLAY SOFT [34,57]% [1E-11,4.7E-9]m.s-1

2.44 16.46 Clay

Gravel

Unknown material

CLAY STONESHARD

[34,57]%[24,44]%

[1E-11,4.7E-9]m.s-1[3E-4,3E-2]m.s-1

16.46 22.25 Till

Gravel

Diamicton

TILL GRAVELHARDPAN

[24,44]% [1E-12,2E-6]m.s-1[3E-4,3E-2]m.s-1

22.25 26.21 Gravel COARSE GRAVEL [24,44]% [3E-4,3E-2]m.s-1

26.21 34.14 Till

Gravel

Unknown material

TILL GRAVEL HARD[24,44]% [1E-12,2E-6]m.s-1[3E-4,3E-2]m.s-1



Water Well

Identity : ca.on.waterWell.6506593External identity : ca.on.waterWell.6506593Source : Ontario Ministry of EnvironmentOnline resource : http://www.ene.gov.on.ca/environment/en/subject/wells/index.htmLength : 84.12mElevation : 373.08mWater level : 29.57mWater yield : 90.92lpmWell status : Water SupplyWell type : Unknown

Well Log

Depthfrom(m)

Depthto (m)


0.00 5.18 Clay

Silt

Unknown material

CLAY SILT HARD [34,57]%[34,61]%

[1E-11,4.7E-9]m.s-1[1E-9,2E-5]m.s-1

5.18 28.04 Clay

Gravel

Unknown material

CLAY STONESHARD

[34,57]%[24,44]%

[1E-11,4.7E-9]m.s-1[3E-4,3E-2]m.s-1

28.04 51.51 Diamicton

Gravel

HARDPAN GRAVEL [24,44]% [3E-4,3E-2]m.s-1

51.51 62.18 Sand

Silt

Unknown material

FINE SAND SILTSOFT

[26,53]%[34,61]%

[2E-7,6E-3]m.s-1[1E-9,2E-5]m.s-1

62.18 80.47 Gravel

Diamicton

Unknown material

BOULDERSHARDPAN HARD

[24,44]% [3E-4,3E-2]m.s-1

80.47 81.38 Limestone

Unknown material

LIMESTONE SOFT [7,56]% [1E-9,6E-6]m.s-1

81.38 84.12 Limestone

Shale

Unknown material

LIMESTONE SHALESOFT

[7,56]%[1,10]%

[1E-9,6E-6]m.s-1[1E-13,2E-9]m.s-1

*Note: Porosity and hydraulic conductivity values are NOT measured but are derived from tables

Water Well

Identity : ca.on.waterWell.6504253External identity : ca.on.waterWell.6504253Source : Ontario Ministry of EnvironmentOnline resource : http://www.ene.gov.on.ca/environment/en/subject/wells/index.htmLength : 41.76mElevation : 368.81mWater level : 27.43mWater yield : 45.46lpmWater use : LivestockWell status : Water SupplyWell type : Unknown

Well Log

Depthfrom(m)

Depthto (m)


0.00 5.79 Clay CLAY [34,57]% [1E-11,4.7E-9]m.s-1

5.79 23.77 Clay

Gravel

CLAY STONES [34,57]%[24,44]%

[1E-11,4.7E-9]m.s-1[3E-4,3E-2]m.s-1

23.77 24.99 Gravel

Unknown material

GRAVEL DRY [24,44]% [3E-4,3E-2]m.s-1

24.99 38.40 Sand SAND [26,53]% [2E-7,6E-3]m.s-1

38.40 40.84 Clay CLAY [34,57]% [1E-11,4.7E-9]m.s-1



Water Well


Well Log

Depthfrom(m)

Depthto (m)


0.00 7.62 Clay

Gravel

CLAY STONES [34,57]%[24,44]%

[1E-11,4.7E-9]m.s-1[3E-4,3E-2]m.s-1


Gravel

Sand

HARDPAN STONESMEDIUM SAND

[24,44]%[26,53]%

[3E-4,3E-2]m.s-1[2E-7,6E-3]m.s-1

17.07 21.34 Clay CLAY [34,57]% [1E-11,4.7E-9]m.s-1


Gravel

Sand

HARDPAN GRAVELMEDIUM SAND

[24,44]%[26,53]%

[3E-4,3E-2]m.s-1[2E-7,6E-3]m.s-1


54.25 61.87 Shale SHALE [1,10]% [1E-13,2E-9]m.s-1



Water Well

Identity : ca.on.waterWell.6503284External identity : ca.on.waterWell.6503284Source : Ontario Ministry of EnvironmentOnline resource : http://www.ene.gov.on.ca/environment/en/subject/wells/index.htmLength : 57.91mElevation : 366.98mWater level : 24.38mWater yield : 45.46lpmWater use : LivestockWell status : Water SupplyWell type : Unknown

Well Log

Depthfrom(m)

Depthto (m)


0.00 1.52 Sand

Gravel

MEDIUM SANDGRAVEL

[26,53]%[24,44]%

[2E-7,6E-3]m.s-1[3E-4,3E-2]m.s-1

1.52 3.66 Clay

Sand

CLAY MEDIUMSAND

[34,57]%[26,53]%

[1E-11,4.7E-9]m.s-1[2E-7,6E-3]m.s-1

3.66 5.18 Diamicton

Gravel

HARDPAN STONES [24,44]% [3E-4,3E-2]m.s-1

5.18 15.85 Sand

Diamicton

MEDIUM SANDHARDPAN

[26,53]% [2E-7,6E-3]m.s-1

15.85 23.16 Sand

Gravel

Gravel

MEDIUM SANDGRAVEL STONES

[26,53]%[24,44]%[24,44]%

[2E-7,6E-3]m.s-1[3E-4,3E-2]m.s-1[3E-4,3E-2]m.s-1


32.31 34.14 Clay CLAY [34,57]% [1E-11,4.7E-9]m.s-1

34.14 57.00 Clay

Sand

Gravel

CLAY MEDIUMSAND GRAVEL

[34,57]%[26,53]%[24,44]%

[1E-11,4.7E-9]m.s-1[2E-7,6E-3]m.s-1[3E-4,3E-2]m.s-1


57.30 57.91 Shale SHALE [1,10]% [1E-13,2E-9]m.s-1

*Note: Porosity and hydraulic conductivity values are NOT measured but are derived from tables

Water Well


Well Log

Depthfrom(m)

Depthto (m)


0.00 9.14 Unknown material PREVIOUSLY DUG

9.14 12.19 Clay

Gravel

CLAY STONES [34,57]%[24,44]%

[1E-11,4.7E-9]m.s-1[3E-4,3E-2]m.s-1

12.19 13.72 Gravel STONES [24,44]% [3E-4,3E-2]m.s-1


28.65 30.18 Clay

Sand

CLAY MEDIUMSAND

[34,57]%[26,53]%

[1E-11,4.7E-9]m.s-1[2E-7,6E-3]m.s-1


30.78 31.70 Clay

Sand

CLAY MEDIUMSAND

[34,57]%[26,53]%

[1E-11,4.7E-9]m.s-1[2E-7,6E-3]m.s-1



Gravel



48.16 48.77 Clay CLAY [34,57]% [1E-11,4.7E-9]m.s-1

48.77 55.78 Shale SHALE [1,10]% [1E-13,2E-9]m.s-1



Water Well


Well Log

Depthfrom(m)

Depthto (m)


0.00 28.96 Clay

Gravel


[1E-11,4.7E-9]m.s-1[3E-4,3E-2]m.s-1

28.96 51.21 Sand

Gravel

COARSE SANDBOULDERS

[26,53]%[24,44]%

[2E-7,6E-3]m.s-1[3E-4,3E-2]m.s-1

51.21 54.25 Gravel

Sand

GRAVEL MEDIUMSAND

[24,44]%[26,53]%

[3E-4,3E-2]m.s-1[2E-7,6E-3]m.s-1




Water Well


Well Log

Depthfrom(m)

Depthto (m)




Gravel




Water Well


Well Log

Depthfrom(m)

Depthto (m)


0.00 7.92 Diamicton

Gravel




Gravel






Water Well


Well Log

Depthfrom(m)

Depthto (m)


0.00 3.66 Clay CLAY [34,57]% [1E-11,4.7E-9]m.s-1

3.66 9.45 Sand

Gravel

SAND GRAVEL [26,53]%[24,44]%

[2E-7,6E-3]m.s-1[3E-4,3E-2]m.s-1

9.45 23.77 Clay

Diamicton

CLAY HARDPAN [34,57]% [1E-11,4.7E-9]m.s-1




Water Well

Identity : ca.on.waterWell.6502760External identity : ca.on.waterWell.6502760Source : Ontario Ministry of EnvironmentOnline resource : http://www.ene.gov.on.ca/environment/en/subject/wells/index.htmLength : 23.77mElevation : NaNmWater level : 12.80mWater use : DomesticWell status : Water SupplyWell type : Unknown

Well Log

Depthfrom(m)

Depthto (m)


0.00 3.66 Clay

Gravel


[1E-11,4.7E-9]m.s-1[3E-4,3E-2]m.s-1

3.66 10.67 Gravel

Diamicton

STONES HARDPAN [24,44]% [3E-4,3E-2]m.s-1


10.97 21.64 Clay CLAY [34,57]% [1E-11,4.7E-9]m.s-1

21.64 23.16 Clay CLAY [34,57]% [1E-11,4.7E-9]m.s-1



Water Well

Identity : ca.on.waterWell.6508715External identity : ca.on.waterWell.6508715Source : Ontario Ministry of EnvironmentOnline resource : http://www.ene.gov.on.ca/environment/en/subject/wells/index.htmLength : 32.00mElevation : 362.00mWater level : 16.46mWater yield : 68.19lpmWater use : DomesticWell status : Water SupplyWell type : UnknownWell casings : From -0.61 to 29.57m.Screen components : From 30.1752 to 31.09m.

Well Log

Depthfrom(m)

Depthto (m)


0.00 1.83 Anthropogenic material

Anthropogenic material

FILL FILL

1.83 6.71 Clay

Unknown material

CLAY SOFT [34,57]% [1E-11,4.7E-9]m.s-1

6.71 11.28 Gravel

Sand

GRAVEL COARSESAND

[24,44]%[26,53]%

[3E-4,3E-2]m.s-1[2E-7,6E-3]m.s-1

11.28 24.99 Clay

Sand

Unknown material

CLAY SAND SOFT [34,57]%[26,53]%

[1E-11,4.7E-9]m.s-1[2E-7,6E-3]m.s-1



Water Well


Well Log

Depthfrom(m)

Depthto (m)


0.00 1.83 Clay CLAY [34,57]% [1E-11,4.7E-9]m.s-1

1.83 5.79 Gravel

Gravel

GRAVELBOULDERS

[24,44]%[24,44]%

[3E-4,3E-2]m.s-1[3E-4,3E-2]m.s-1

5.79 18.90 Clay

Sand

CLAY MEDIUMSAND

[34,57]%[26,53]%

[1E-11,4.7E-9]m.s-1[2E-7,6E-3]m.s-1

18.90 25.91 Clay

Sand

Gravel

CLAY MEDIUMSAND GRAVEL

[34,57]%[26,53]%[24,44]%

[1E-11,4.7E-9]m.s-1[2E-7,6E-3]m.s-1[3E-4,3E-2]m.s-1


35.36 37.49 Gravel

Sand

GRAVEL MEDIUMSAND

[24,44]%[26,53]%

[3E-4,3E-2]m.s-1[2E-7,6E-3]m.s-1



APPENDIX B

Borehole Log Sheets (with list of Borehole Log Abbreviations)

LIST OF ABBREVIATIONS

PENETRATION RESISTANCE

Standard Penetration Resistance N: - The number of blows required to advance a standard split spoon

sampler 0.3 m into the subsoil. - Driven by means of a 63.5 kg hammer falling freely a distance of 0.76 m.

Dynamic Penetration Resistance: The number of blows required to advance a 51 mm, 60 degree cone, fitted

to the end of drill rods, 0.3 m into the subsoil. The driving energy being 475 J per blow.

DESCRIPTION OF SOIL

The consistency of cohesive soils and the relative density or denseness of cohesionless soils are described in

the following terms:

CONSISTENCY N (blows/0.3 m) c (kPa) DENSENESS N (blows/0.3 m)

Very Soft 0 - 2 0 - 12 Very Loose 0 - 4

Soft 2 - 4 12 - 25 Loose 4 - 10

Firm 4 - 8 25 - 50 Compact 10 - 30

Stiff 8 - 15 50 - 100 Dense 30 - 50

Very Stiff 15 - 30 100 - 200 Very Dense > 50

Hard > 30 > 200

WTPL Wetter Than Plastic Limit

APL About Plastic Limit

DTPL Drier Than Plastic Limit

TYPE OF SAMPLE

SS Split Spoon TW Thinwall Open

WS Washed Sample TP Thinwall Piston

SB Scraper Bucket Sample OS Oesterberg Sample

AS Auger Sample FS Foil Sample

CS Chunk Sample RC Rock Core

ST Slotted Tube Sample USS Undisturbed Shear Strength

PH Sample Advanced Hydraulically RSS Remoulded Shear Strength

PM Sample Advanced Manually

SOIL TESTS

Qu Unconfined Compression LV Laboratory Vane

Q Undrained Triaxial FV Field Vane

Qcu Consolidated Undrained Triaxial C Consolidation

Qd Drained Triaxial PML-GEO-508A Rev. 2009-04

1

2

3

4

5

6

7

8

SS

SS

SS

SS

SS

SS

SS

SS

3

9

23

20

26

18

25

77/250 mm

Stick up withJ-Plug

50 mm PlasticRiser

Bentonite Seal

Filter Sand

50 mm SlottedScreen

Water Levels:Date Depth(m) Elev.10/01/2013 Dry16/01/2013 Dry02/05/2013 5.5 358.25

0.23

0.50 363.25

0.95 362.80

3.0360.8

4.5359.3

7.0

7.3356.5

TOPSOIL: Dark brown clayey silt, trace,gravel, rootlets, moist to wetSILTY SAND: Very loose brown silty sand,trace clay, moist to wetCLAYEY SILT TILL: Firm brown and greymottled clayey silt, trace sand, APLbecoming very stiff, brown, trace gravel,DTPL

becoming grey, occasional silt seams

no seams

SILT TILL: Very dense grey silt, somegravel, dampBOREHOLE TERMINATED AT 7.3 m

(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY

GROUND ELEVATION

PLASTIC LIMIT

South Parkwood Boulevard, Elmira, Ontario

WL

LOCATION

Southwood 3 Residential Subdivision

W

D. Brice

363.75

kh

BORING DATE:

REMOLDED FIELD VANEWATER LEVEL OBSERVED DURING /UPON COMPLETION OF DRILLING

POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071

UNDISTURBED FIELD VANE

WATER LEVEL MEASURED INMONITORING WELL

PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES

LOG OF BOREHOLE NO. 1

10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

M. Molodecki

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0

363

362

361

360

359

358

357

10/01/2013 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD

WATER CONTENT %363.75

W

WL

Continuous Flight Hollow Stem Augers

GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu

DYNAMIC CONE PENETRATION

STANDARD PENETRATION TEST

BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP

LOG OF BOREHOLE REV. 08/2012 12KF071 BOREHOLE LOGS.GPJ PETOMAC.GDT 2013 06 10

>>

Stick up withJ-Plug

50 mm PlasticRiserFilter Sand

50 mm SlottedScreen

Water Levels:Date Depth(m) Elev.10/01/2013 Dry16/01/2013 1.33 362.6202/05/2013 0.80 363.15

3.0361.0

Refer to Log of Borehole 1 for stratigraphy

BOREHOLE TERMINATED AT 3.0 m

(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY

GROUND ELEVATION

PLASTIC LIMIT


WL

LOCATION


W

D. Brice

363.95

kh

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071



Shallow well adjacent to primary borehole

PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES

LOG OF BOREHOLE NO. 1A

10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

M. Molodecki

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0

363

362

361

10/01/2013 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP


1

2

3

4

5

6

7

8

9

10

11

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

3

8

13

21

16

80

70

93/225 mm

84/225 mm

75

89

Stick up withJ-Plug

50 mm PlasticRiser

Bentonite Seal

Filter Sand

50 mm SlottedScreen

Water Levels:Date Depth(m) Elev.09/01/2013 Dry16/01/2013 Dry02/05/2013 Dry

0.250.40

364.90

2.3363.0

4.6360.7

6.2359.1

7.6357.7

9.1356.2

10.7354.6

12.8352.5

TOPSOIL: Dark brown clayey silt, tracegravel, rootlets, APLSILTY SAND: Very loose brown silty sand,moist to wetSILTY CLAY: Firm grey and brown mottledsilty clay, trace sand, APL, occasionalmoist to wet sand seams

becoming brown, trace gravel, no seams,DTPL

SILT TILL: Very dense grey silt, somesand, trace gravel, damp

CLAYEY SILT TILL: Hard grey clayey silt,trace gravel, DTPL

SILT TILL: Very dense grey silt, somegravel, trace sand, damp

occasional sand seams

no seams


(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY

GROUND ELEVATION

PLASTIC LIMIT


WL

LOCATION


W

D. Brice

365.30

kh

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071



PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

M. Molodecki

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0365

364

363

362

361

360

359

358

357

356

355

354

353

09/01/2013 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP


>>

>>

Stick up withJ-Plug


50 mm SlottedScreen


3.0362.3



(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY

GROUND ELEVATION

PLASTIC LIMIT


WL

LOCATION


W

D. Brice

365.25

kh

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071




PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

M. Molodecki

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0365

364

363

09/01/2013 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP


1

2

3

4

5

6

7

8

SS

SS

SS

SS

SS

SS

SS

SS

2

9

22

27

41

24

83

47

Upon completion ofdrilling borehole open withno free water

0.200.40

364.50

3.1361.8

4.6360.3

6.1358.8

7.3357.6

TOPSOIL: Dark brown clayey silt, tracegravel, rootlets, APLSILTY SAND: Very loose brown silty sand,trace clay, very moistSILTY CLAY: Firm to very stiff brown siltyclay, trace gravel, DTPL, occasional siltlayers

becoming hard

becoming very stiff

SILT TILL: Very dense grey silt, somesand, damp


(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY

GRAIN SIZEDISTRIBUTION (%)

GROUND ELEVATION

PLASTIC LIMIT

SA SI&CL


WL

LOCATION


W

D. Brice

364.90

kh

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071



PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

M. Molodecki

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0

364

363

362

361

360

359

358

07/01/2013 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL

Continuous Flight Solid Stem Augers

GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP

GR


1

2

3

4

5

6

7

SS

SS

SS

SS

SS

SS

SS

3

4

10

24

19

71

50/125 mm

Upon completion ofdrilling borehole was openwith no free water

0.38 365.62

2.3363.7

4.7361.3

6.6359.4

TOPSOIL: Dark brown clayey silt, tracegravel, rootlets, very moistSILTY CLAY: Firm brown and grey mottledsilty clay, trace sand, APL, occasionalmoist to wet silt seams

becoming very stiff, brown, trace gravel,DTPL

SILT TILL: Very dense grey silt, somegravel, damp


(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY


GROUND ELEVATION

PLASTIC LIMIT

SA SI&CL


WL

LOCATION


W

D. Brice

366.00

kh

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071



PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

M. Molodecki

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0

365

364

363

362

361

360

09/01/2013 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP

GR


>>

1

2

3

4

5

6

7

8

SS

SS

SS

SS

SS

SS

SS

SS

1

5

17

24

25

50/150 mm

50/125 mm

50/125 mm

Upon completion ofdrilling borehole was openwith no free water

0.25 365.70

1.5364.5

4.0362.0

7.0359.0

TOPSOIL: Dark brown clayey silt, tracegravel, rootlets very moistSILTY CLAY: Firm brown silty clay, tracegravel, APL

becoming very stiff, DTPL



(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY


GROUND ELEVATION

PLASTIC LIMIT

SA SI&CL


WL

LOCATION


W

D. Brice

365.95

kh

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071



PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

M. Molodecki

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0

365

364

363

362

361

360

359

08/01/2013 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP

GR


>>

>>

>>

1

2

3

4

5

6

7

8

9

10

11

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

5

11

16

28

23

39

50/150 mm

50/125 mm

50/150 mm

74

50/75 mm

Stick up withJ-Plug

50 mm PlasticRiser

Bentonite Seal

Filter Sand

50 mm SlottedScreen

Water Levels:Date Depth(m) Elev.07/01/2013 11.73 354.8716/01/2013 8.74 357.8602/05/2013 7.28 359.32

0.230.33

366.27

4.6362.0

7.6359.0

12.3354.3

TOPSOIL: Dark brown clayey silt, tracegravel, rootlets very moistSILTY SAND: Loose brown silty sand,moist to wetSILTY CLAY: Stiff to very stiff brown siltyclay, trace gravel, DTPL, occasional moistto wet silt layers

SILT TILL: Dense to very dense grey silt,some gravel, some sand, damp

occasional sand seams, moist to wet


(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY

GROUND ELEVATION

PLASTIC LIMIT


WL

LOCATION


W

D. Brice

366.60

kh

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071



PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

M. Molodecki

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0

366

365

364

363

362

361

360

359

358

357

356

355

07/01/2013 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP


>>

>>

>>

>>

Stick up withJ-Plug

Filter Sand50 mm PlasticRiser

50 mm SlottedScreen


3.0363.6



(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY

GROUND ELEVATION

PLASTIC LIMIT


WL

LOCATION


W

D. Brice

366.60

kh

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071




PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

M. Molodecki

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0

366

365

364

07/01/2013 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP


1

2

3

4

5

6

7

8

9

10

11

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

3

5

27

32

25

11

51

55

64

50/125 mm

50/150 mm

Stick up withJ-Plug

50 mm PlasticRiser

Bentonite Seal

50 mm SlottedScreen

Filter Sand

Sloughed Native


0.35 365.75

0.86 365.24

3.1363.0

4.6361.5

6.1360.0

12.4353.7

TOPSOIL: Dark brown clayey silt, trace,gravel, rootlets, very moistSILTY SAND: Loose brown silty sand,trace clay, very moistCLAYEY SILT TILL: Very stiff brown clayeysilt, trace gravel, DTPL

becoming grey

becoming stiff, APL

SILT TILL: Very dense grey silt, tracegravel, trace sand, damp


(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY

GROUND ELEVATION

PLASTIC LIMIT


WL

LOCATION


W

D. Brice

366.10

kh

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071



PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

M. Molodecki

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0 366

365

364

363

362

361

360

359

358

357

356

355

354

08/01/2013 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP


>>

>>

Stick up withJ-Plug

50 mm PlasticRiser

Filter Sand

50 mm SlottedScreen


3.8362.2



(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY

GROUND ELEVATION

PLASTIC LIMIT


WL

LOCATION


W

D. Brice

366.00

kh

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071




PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

M. Molodecki

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0

365

364

363

08/01/2013 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP


1

2

3

4

5

6

7

8

SS

SS

SS

SS

SS

SS

SS

SS

4

3

19

18

18

19

33

34

Stick up wothJ-Plug

50 mm PlasticRiser

Bentonite Seal

50 mm SlottedScreen

Filter Sand


0.25 364.95

1.9363.3

3.1362.1

4.6360.6

6.1359.1

7.3357.9

TOPSOIL: Dark brown clayey silt, trace,gravel, rootlets, very moistSILTY CLAY: Soft to stiff brown silty clay,some sand, APL

SILT: Compact brown silt, trace sand,moist

CLAYEY SILT TILL: Very stiff brown clayeysilt, trace gravel, DTPL

becoming grey, occasional silt seams

SILT TILL: Dense grey silt, some gravel,damp


(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY

GROUND ELEVATION

PLASTIC LIMIT


WL

LOCATION


W

D. Brice

365.20

kh

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071



PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

M. Molodecki

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0365

364

363

362

361

360

359

358

08/01/2013 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP


Stick up withJ-Plug


50 mm SlottedScreen


3.0362.3



(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY

GROUND ELEVATION

PLASTIC LIMIT


WL

LOCATION


W

D. Brice

365.25

kh

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071




PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

M. Molodecki

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0365

364

363

08/01/2013 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP


1

2

3

4

5

6

7

8

9

10

11

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

6

3

22

34

18

13

18

65

50/75 mm

67

50/125 mm

Stick up withJ-Plug

50 mm PlasticRiser

Bentonite Seal

Filter Sand

50 mm SlottedScreen

Water Levels:Date Depth(m) Elev.10/01/2013 9.65 354.3516/01/2013 10.6 353.4002/05/2013 Dry

0.30 363.70

1.5362.5

3.1360.9

7.2356.8

12.3351.7

TOPSOIL: Dark brown clayey silt, trace,gravel, rootlets, very moistSILTY CLAY: Soft brown silty clay, APL,occasional wet sand layers


becoming grey, trace gravel, no layers

SILT TILL: Very dense grey silt, somegravel, trace sand, damp


(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY

GROUND ELEVATION

PLASTIC LIMIT


WL

LOCATION


W

D. Brice

364.00

kh

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071



PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

M. Molodecki

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0

363

362

361

360

359

358

357

356

355

354

353

352

10/01/2013 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP


>>

>>

Stick up withJ-Plug

50 mm PlasticRiser

Filter Sand

50 mm SlottedScreen


3.0361.0



(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY

GROUND ELEVATION

PLASTIC LIMIT


WL

LOCATION


W

D. Brice

363.95

kh

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071




PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

M. Molodecki

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0

363

362

361

10/01/2013 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP


1

2

3

4

5

6

7

8

SS

SS

SS

SS

SS

SS

SS

SS

3

2

12

17

19

36

50/125 mm

50/150 mm

Upon completion ofdrilling borehole caved to5.6 m with free water at3.6 m due to seepagefrom above

0.25 362.65

1.8361.1

3.1359.8

4.6358.3

6.1356.8

7.3355.6

TOPSOIL: Dark brown clayey silt, trace,gravel, rootlets, very moistCLAYEY SILT: Soft brown clayey silt, APL,occasional moist to wet sand layers

becoming very stiff, occasional silt layers,moist

CLAYEY SILT TILL: Very stiff brown clayeysilt, trace gravel, DTPL

becoming hard, grey

SILT TILL: Very dense grey silt, somegravel, trace clay, damp


(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY


GROUND ELEVATION

PLASTIC LIMIT

SA SI&CL


WL

LOCATION


W

D. Brice

362.90

kh

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071



PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

M. Molodecki

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0

362

361

360

359

358

357

356

10/01/2013 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP

GR


>>

>>

1

2

3

4

5

6

7

8

9

10

11

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

4

13

14

14

20

29

50/75 mm

50/125 mm

50/150 mm

69

50/100 mm

Stick up withJ-Plug

50 mm PlasticRiser

Bentonite Seal

50 mm SlottedScreenFilter Sand


0.27 362.88

1.5361.7

4.8358.4

10.7352.5

12.3350.9

TOPSOIL: Dark brown clayey silt, trace,gravel, rootlets, very moistCLAYEY SILT: Stiff brown and greymottled clayey silt, APL

becoming brown, DTPL, occasional moistto wet silt layers


becoming brown


(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY

GROUND ELEVATION

PLASTIC LIMIT


WL

LOCATION


W

D. Brice

363.15

kh

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071



PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

M. Molodecki

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0363

362

361

360

359

358

357

356

355

354

353

352

351

11/01/2013 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP


>>

>>

>>

>>

Stick up withJ-PlugBentonite Seal


50 mm SlottedScreen


3.0360.2



(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY

GROUND ELEVATION

PLASTIC LIMIT


WL

LOCATION


W

D. Brice

363.20

kh

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071




PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

M. Molodecki

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0363

362

361

11/01/2013 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP


1

2

3

4

5

6

7

8

9

SS

SS

SS

SS

SS

SS

SS

SS

SS

7

18

30

21

50/125mm

53

76

50/125mm

50/125mm

Stick up withJ-Plug

2" Plastic Riser

Bentonite Seal

Filter Sand

Slotted Screen

Bentonite Backfill

Water Levels:Date Depth(m) Elev.11/10/2013 Dry --05/11/2013 6.29 356.0304/12/2013 6.06 356.26

0.70 361.62

2.1360.2

3.1359.3

4.6357.8

11.0351.4

TOPSOIL: Dark brown clayey silt, tracegravel, rootlets, moist

SILTY CLAY: Firm to stiff brown silty clay,trace sand, trace gravel, APL, occasionalmoist silt seams

becoming very stiff, DTPL, no seams

CLAYEY SILT TILL: Very stiff grey clayeysilt, trace sand, trace gravel, DTPL

becoming hard

BOREHOLE TERMINATED AT 11.0 mDUE TO REFUSAL ON PROBABLEBOULDER

(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY

GROUND ELEVATION

PLASTIC LIMIT


WL

LOCATION


W

D. Brice

362.32

KH

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071



PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

K. Hanes

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0

362

361

360

359

358

357

356

355

354

353

352

11/10/2013 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP

LOG OF BOREHOLE REV. 08/2012 PETOMAC.GDT 2014 01 17

>>

>>

>>

Stick up withJ-Plug

Bentonite Seal50 mm PlasticRiser

Filter Sand

50 mm SlottedScreen

Water Levels:Date Depth(m) Elev.11/10/2013 Dry --05/11/2013 Dry --04/12/2013 2.80 359.52

(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY

GROUND ELEVATION

PLASTIC LIMIT


WL

LOCATION


W

D. Brice

362.32

KH

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071



PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

K. Hanes

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0

362

361

360

11/11/2013 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP


1

2

3

4

5

6

7

SS

SS

SS

SS

SS

SS

SS

17

10

10

17

69

51

50/75mm

Stick up

Bentonite

Filter Sand

Slotted Screen

Bentonite Backfill


0.63 364.50

3.1362.1

4.6360.6

7.8357.4


SILTY CLAY: Stiff brown silty clay, tracegravel, trace sand, DTPL-APL, occasionalsilt layers, wet

CLAYEY SILT TILL: Very stiff grey clayeysilt, trace gravel, trace sand, DTPL

becoming hard


(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY

GROUND ELEVATION

PLASTIC LIMIT


WL

LOCATION


W

D. Brice

365.13

KH

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071



PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

K. Hanes

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0365

364

363

362

361

360

359

358

10/10/2013 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP


>>

4.6360.6

STRAIGHT AUGER TO REFUSAL


(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY


GROUND ELEVATION

PLASTIC LIMIT

SA SI&CL


WL

LOCATION


W

D. Brice

365.13

KH

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071



PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

K. Hanes

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0365

364

363

362

361

10/10/2013 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP

GR


1

2

3

4

5

6

SS

SS

SS

SS

SS

SS

9

18

29

66

50/75mm

50/75mm

Stick up

Bentonite

Filter Sand

Slotted Screen


0.63 364.62

2.3363.0

3.1362.2

6.1359.2


SILTY CLAY: Stiff brown and grey mottledsilty clay, trace sand, APL, occasional siltlayers, moist


CLAYEY SILT TILL: Hard grey clayey silt,trace sand, DTPL


(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY

GROUND ELEVATION

PLASTIC LIMIT


WL

LOCATION


W

D. Brice

365.25

KH

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071



PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

K. Hanes

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0365

364

363

362

361

360

10/10/2013 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP


>>

>>

Stick up withJ-Plug


Filter Sand

50 mm SlottedScreen


(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY

GROUND ELEVATION

PLASTIC LIMIT


WL

LOCATION


W

D. Brice

365.20

KH

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071



PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

K. Hanes

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0365

364

363

10/10/2013 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP


1

2

3

4

5

6

7

8

9

10

11

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

4

16

20

50/100mm

85/300mm

50/125mm

50/125mm

50/100mm

89/300mm

77/250mm

40/125mm

Stick up withJ-Plug

Bentonite Seal

Native Backfill

50 mm PlasticRiser

Bentonite Seal

Filter Sand

Slotted Screen

Water Levels:Date Depth(m) Elev.02/21/2014 13.40 350.8502/28/2014 13.65 350.6003/25/2014 Dry --

0.70 363.55

1.5362.8

3.1361.2

7.6356.7

9.2355.1

12.2352.1

14.0350.3

TOPSOIL: Dark brown clayey silt, tracesand, frozen-moist

SILTY CLAY: Firm mottled brown and greysilty clay, some sand, APL, occasionalsand seams, wet

becoming very stiff, brown to dark brown,DTPL

SILT TILL: Very dense brown silt, somesand, trace to some gravel, trace clay,damp, occasional cobbles, occasionalsand seams, wet

becoming grey, moist, no seams

becoming damp

becoming brown/rust coloured, occasionalsand layers, damp to moist


(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY

GROUND ELEVATION

PLASTIC LIMIT


WL

LOCATION


W

D. Brice

364.25

KH

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071



PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

K. Hanes

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0364

363

362

361

360

359

358

357

356

355

354

353

352

351

2/21/2014 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP


>>

>>

>>

>>

>>

>>

>>

>>

Stick up withJ-Plug

Bentonite Seal

50 mm PlasticRiser

Filter SandSlotted Screen


3.1361.2

Refer to Log of Borehole 15 for stratigraphydata


(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY

GROUND ELEVATION

PLASTIC LIMIT


WL

LOCATION


W

D. Brice

364.25

KH

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071



PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

K. Hanes

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0364

363

362

2/21/2014 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP


1

2

3

4

5

6

7

8

9

10

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

4

8

10

39

50/125mm

50/75mm

50/75mm

50/125mm

90/250mm

53

Stick up withJ-PlugBentonite Seal

Native Backfill

50 mm PlasticRiser

Bentonite Seal

Filter Sand

Slotted Screen


0.60 360.60

2.3358.9

3.1358.2

4.6356.6

6.1355.1

7.6353.6

12.7348.6

TOPSOIL: Dark brown clayey silt, tracesand, frozen

SILTY CLAY: Firm brown silty clay, tracesand, DTPL, occasional silt layers

becoming stiff

becoming hard

SILT TILL: Very dense brown silt, somesand, trace to some gravel, damp

becoming grey

becoming brown, occasionalcobbles/boulders


(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY

GROUND ELEVATION

PLASTIC LIMIT


WL

LOCATION


W

D. Brice

361.20

KH

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071



PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

K. Hanes

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0361

360

359

358

357

356

355

354

353

352

351

350

349

2/24/2014 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP


>>

>>

>>

>>

>>

Stick up withJ-Plug

Bentonite Seal

50 mm PlasticRiser



3.1358.2



(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY

GROUND ELEVATION

PLASTIC LIMIT


WL

LOCATION


W

D. Brice

361.20

KH

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071



PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

K. Hanes

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0361

360

359

2/24/2014 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP


1

2

3

4

5

6

7

SS

SS

SS

SS

SS

SS

SS

6

33

35

34

44

50/125mm

50/150mm

Upon completion ofdrilling borehole open withno free water.

0.50 361.90

1.5360.9

3.8358.6

7.8354.6

TOPSOIL: Dark brown clayey silt, tracesand, trace gravel, frozenSILTY CLAY: Firm brown and grey mottledclayey silt, trace gravel, trace sand, APL

becoming hard, brown, DTPL, occasionalsilt layers/zones

SILT TILL: Very dense grey to dark greysilt, some sand, trace gravel, trace clay,damp


(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY


GROUND ELEVATION

PLASTIC LIMIT

SA SI&CL


WL

LOCATION


W

D. Brice

362.40

KH

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071



PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

K. Hanes

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0

362

361

360

359

358

357

356

355

2/20/2014 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP

GR


>>

>>

1

2

3

4

5

6

7

SS

SS

SS

SS

SS

SS

SS

24

30

36

35

70

98/250mm

50/25mm Upon completion ofdrilling, borehole openwith no free water.

0.27 362.58

2.3360.6

4.8358.1

7.7355.2

TOPSOIL: Dark brown clayey silt, tracesand, trace gravel, frozenSILTY CLAY: Very stiff brown silty clay,trace gravel, DTPL

becoming hard, dark brown

SILT TILL: Very dense grey silt, somesand, trace gravel, trace clay, damp,occasional cobbles/boulders


(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY


GROUND ELEVATION

PLASTIC LIMIT

SA SI&CL


WL

LOCATION


W

D. Brice

362.85

KH

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071



PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

K. Hanes

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0

362

361

360

359

358

357

356

2/20/2014 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP

GR


>>

>>

1

2

3

4

5

6

7

8

9

10

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

18

16

77

50/125mm

50/75mm

50/150mm

94/250mm

50/150mm

50/125mm

86

Stick up withJ-Plug

50 mm PlasticRiser

Native Backfill

Bentonite Seal

Filter Sand

Slotted Screen


0.64 361.76

2.4360.0

10.7351.7

12.7349.8

TOPSOIL: Dark brown clayey silt, tracesand, trace gravel, frozen

SILTY CLAY: Very stiff brown silty clay,trace gravel, DTPL-APL

SILT TILL: Very dense brown silt, somesand, trace gravel, occasional sandlayers/seams, damp

becoming grey


(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY

GROUND ELEVATION

PLASTIC LIMIT


WL

LOCATION


W

D. Brice

362.40

KH

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071



PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

K. Hanes

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0

362

361

360

359

358

357

356

355

354

353

352

351

350

2/20/2014 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP


>>

>>

>>

>>

>>

>>

Stick up withJ-Plug

Bentonite Seal

50 mm PlasticRiser



3.1359.3



(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY

GROUND ELEVATION

PLASTIC LIMIT


WL

LOCATION


W

D. Brice

362.35

KH

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071



PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

K. Hanes

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0

362

361

360

2/21/2014 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP


1

2

3

4

5

6

7

SS

SS

SS

SS

SS

SS

SS

5

14

67

50/25mm

83

50/150mm

50/50mm

Stick up withJ-Plug

Native Backfill

Bentonite Seal

50 mm PlasticRiser

Filter Sand

Slotted Screen

Water Levels:Date Depth(m) Elev.02/19/2014 Dry --02/28/2014 Dry --03/25/2014 Dry --

0.40 359.60

1.6358.5

2.4357.6

7.7352.3

TOPSOIL: Dark brown clayey silt, tracesand, trace gravel, frozenSILTY CLAY: Firm silty clay, trace gravel,APL

becoming stiff, DTPL

SILT TILL: Very dense brown silt, somesand, trace gravel, occasional cobbles,damp


(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY

GROUND ELEVATION

PLASTIC LIMIT


WL

LOCATION


W

D. Brice

360.00

KH

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071



PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

K. Hanes

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0

359

358

357

356

355

354

353

2/19/2014 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP


>>

>>

>>

Stick up withJ-Plug

Bentonite Seal

50 mm PlasticRiser



3.1356.9



(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY

GROUND ELEVATION

PLASTIC LIMIT


WL

LOCATION


W

D. Brice

359.95

KH

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071



PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

K. Hanes

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0

359

358

357

2/19/2014 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP


1

2

3

4

5

6

7

SS

SS

SS

SS

SS

SS

SS

10

72/225mm

80/200mm

79

50/150mm

50/50mm

83/275mm

Upon completion ofdrilling, borehole openwith no free water.

0.39 358.21

1.5357.1

8.1350.6

TOPSOIL: Dark brown clayey silt, tracesand, frozen to moistSILTY CLAY: Stiff brown and grey mottledsilty clay, some sand, trace gravel,APL-DTPL

SILT TILL: Very dense brown silt, somesand, trace to some gravel, damp


(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY


GROUND ELEVATION

PLASTIC LIMIT

SA SI&CL


WL

LOCATION


W

D. Brice

358.60

KH

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071



PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

K. Hanes

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0

358

357

356

355

354

353

352

351

2/20/2014 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP

GR


>>

>>

>>

>>

>>

1

2

3

4

5

6

7

8

SS

SS

SS

SS

SS

SS

SS

SS

4

6

61

79

56

88/275mm

63

68

Stick up withJ-Plug

Native Backfill


Filter Sand

Slotted Screen


0.75 358.80

1.6358.0

8.1351.5

TOPSOIL: Dark brown clayey silt, tracesand, trace gravel, frozen

SILTY CLAY: Firm brown silty clay, somesand, APL

SILT TILL: Very dense brown silt, somesand, trace gravel, damp


(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY

GROUND ELEVATION

PLASTIC LIMIT


WL

LOCATION


W

D. Brice

359.55

KH

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071



PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

K. Hanes

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0

359

358

357

356

355

354

353

352

2/18/2014 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP


>>

Stick up withJ-Plug

Bentonite Seal

50 mm PlasticRiser



3.1356.5



(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY

GROUND ELEVATION

PLASTIC LIMIT


WL

LOCATION


W

D. Brice

359.50

KH

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071



PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

K. Hanes

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0

359

358

357

2/19/2014 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP



APPENDIX C

Borehole Permeability Testing Plots

Hvorslev Testing: BH2A - Southwood 3 and 4 Residential Subdivision, Elmira, Ontario(Based on Data from Datalogger)

Date: 26‐Mar‐13 H = Static Water Level mbgs

Conducted by: SHANE Ho = Head at time = 0 mbgs

h = Water Level at time t mbgs

Well Number: BH2A To = 49000 sec

Well Screen Bottom: 2.99 mbgs

Top of Pipe: mags L = 240 cm

Well Casing Diameter: 2R = 15.24 cm

Well Elevation: masl 2r = 5.08 cmStatic Water Level: 0.74 mbgs

Ground Elevation: 365.25 9.5E-07 cm/s

WATER LEVEL BEFORE TEST 0.74

Time t (sec)Water Level

(mbgs)

Water Level Elevation (masl) Time t (sec) H‐h H‐Ho (H‐h)/(H‐Ho)

0 2.61 362.64 0 1.870 1.870 1.000

2 2.6096 362.64 2 1.870 1.870 1.000

4 2.6088 362.64 4 1.869 1.870 0.999

6 2.6084 362.64 6 1.868 1.870 0.999

8 2.6083 362.64 8 1.868 1.870 0.999

10 2.6075 362.64 10 1.868 1.870 0.999

12 2.6075 362.64 12 1.868 1.870 0.999

14 2.6066 362.64 14 1.867 1.870 0.998

16 2.6074 362.64 16 1.867 1.870 0.999

18 2.6061 362.64 18 1.866 1.870 0.998

20 2.6064 362.64 20 1.866 1.870 0.998

22 2.6069 362.64 22 1.867 1.870 0.998

24 2.6067 362.64 24 1.867 1.870 0.998

26 2.6046 362.65 26 1.865 1.870 0.997

28 2.604 362.65 28 1.864 1.870 0.997

30 2.6031 362.65 30 1.863 1.870 0.996

32 2.6045 362.65 32 1.865 1.870 0.997

34 2.6048 362.65 34 1.865 1.870 0.997

36 2.6036 362.65 36 1.864 1.870 0.997

38 2.603 362.65 38 1.863 1.870 0.996

40 2.6033 362.65 40 1.863 1.870 0.996

42 2.602 362.65 42 1.862 1.870 0.996

44 2.6027 362.65 44 1.863 1.870 0.996

46 2.6019 362.65 46 1.862 1.870 0.996

48 2.6016 362.65 48 1.862 1.870 0.996

50 2.6019 362.65 50 1.862 1.870 0.996

52 2.6001 362.65 52 1.860 1.870 0.995

54 2.6007 362.65 54 1.861 1.870 0.995

56 2.5994 362.65 56 1.859 1.870 0.994

58 2.5993 362.65 58 1.859 1.870 0.994

60 2.5985 362.65 60 1.859 1.870 0.994

62 2.5985 362.65 62 1.859 1.870 0.994

0.01

0.11

010000

20000

30000

40000

50000

60000

70000

80000

Head Ratio, (H‐h)/(H‐Ho)

Elap

sed Time (sec)

Plot of N

ormalized

Head Ve

rsus Elapsed

Tim

e Bo

reho

le 2A (BH2A

) Slug Test

Soi

l Typ

e: C

laye

y S

iltB

asic

Tim

e La

g: 4

9000

sec

.

0.37

Hvorslev Testing: BH6 - Southwood 3 and 4 Residential Subdivision, Elmira, Ontario(Based on Data from Datalogger)




Well Number: BH6 To = 6150 sec


Top of Pipe: 1.27 mags L = 180 cm






(mbgs)


0 10.55 356.05 0 2.870 2.870 1.000

2 10.5462 356.05 2 2.866 2.870 0.999

4 10.5431 356.06 4 2.863 2.870 0.998

6 10.5406 356.06 6 2.861 2.870 0.997

8 10.5377 356.06 8 2.858 2.870 0.996

10 10.5365 356.06 10 2.857 2.870 0.995

12 10.5307 356.07 12 2.851 2.870 0.993

14 10.5309 356.07 14 2.851 2.870 0.993

16 10.528 356.07 16 2.848 2.870 0.992

18 10.5244 356.08 18 2.844 2.870 0.991

20 10.5201 356.08 20 2.840 2.870 0.990

22 10.5178 356.08 22 2.838 2.870 0.989

24 10.5156 356.08 24 2.836 2.870 0.988

26 10.5129 356.09 26 2.833 2.870 0.987

28 10.5104 356.09 28 2.830 2.870 0.986

30 10.5067 356.09 30 2.827 2.870 0.985

32 10.5045 356.10 32 2.825 2.870 0.984

34 10.5011 356.10 34 2.821 2.870 0.983

36 10.4978 356.10 36 2.818 2.870 0.982

38 10.4958 356.10 38 2.816 2.870 0.981

40 10.493 356.11 40 2.813 2.870 0.980

42 10.4907 356.11 42 2.811 2.870 0.979

44 10.4876 356.11 44 2.808 2.870 0.978

46 10.4853 356.11 46 2.805 2.870 0.977

48 10.4829 356.12 48 2.803 2.870 0.977

50 10.479 356.12 50 2.799 2.870 0.975

52 10.4774 356.12 52 2.797 2.870 0.975

54 10.4747 356.13 54 2.795 2.870 0.974

56 10.4715 356.13 56 2.792 2.870 0.973

58 10.4698 356.13 58 2.790 2.870 0.972

60 10.4659 356.13 60 2.786 2.870 0.971

62 10.4653 356.13 62 2.785 2.870 0.970

0.01

0.11

01000

2000

3000

4000

5000

6000

7000

8000

9000

10000

11000

12000


Elap

sed Time (sec)

Plot of N

ormalized

Head Ve

rsus Elapsed

Tim

e Bo

reho

le 6 (B

H6) Slug Test

Soi

l Typ

e: S

ilt T

illB

asic

Tim

e La

g: 6

150

sec.

0.37










Ground Elevation: 364 1.0E-07 cm/s



(mbgs)


0 12.1 351.90 0 0.750 0.750 1.000

2 12.1 351.90 2 0.750 0.750 1.000

4 12.1002 351.90 4 0.750 0.750 1.000

6 12.1003 351.90 6 0.750 0.750 1.000

8 12.1002 351.90 8 0.750 0.750 1.000

10 12.0999 351.90 10 0.750 0.750 1.000

12 12.1002 351.90 12 0.750 0.750 1.000

14 12.0958 351.90 14 0.746 0.750 0.994

16 12.096 351.90 16 0.746 0.750 0.995

18 12.0957 351.90 18 0.746 0.750 0.994

20 12.0958 351.90 20 0.746 0.750 0.994

22 12.0958 351.90 22 0.746 0.750 0.994

24 12.0957 351.90 24 0.746 0.750 0.994

26 12.0956 351.90 26 0.746 0.750 0.994

28 12.0957 351.90 28 0.746 0.750 0.994

30 12.0958 351.90 30 0.746 0.750 0.994

32 12.0959 351.90 32 0.746 0.750 0.995

34 12.0958 351.90 34 0.746 0.750 0.994

36 12.0959 351.90 36 0.746 0.750 0.995

38 12.0959 351.90 38 0.746 0.750 0.995

40 12.096 351.90 40 0.746 0.750 0.995

42 12.0959 351.90 42 0.746 0.750 0.995

44 12.0961 351.90 44 0.746 0.750 0.995

46 12.0959 351.90 46 0.746 0.750 0.995

48 12.0964 351.90 48 0.746 0.750 0.995

50 12.0963 351.90 50 0.746 0.750 0.995

52 12.0962 351.90 52 0.746 0.750 0.995

54 12.0963 351.90 54 0.746 0.750 0.995

0.01

0.11

050000

100000

150000

200000

250000

300000

350000

400000

450000

500000

550000

600000

650000

700000

750000

800000


Elap

sed Time (sec)

Plot of N

ormalized

Head Ve

rsus Elapsed

Tim

e Bo

reho

le 9 (B

H9) Slug Test

Soi

l Typ

e: V

ery

Den

se S

ilt T

illB

asic

Tim

e La

g: 6

3500

0 se

c.

0.37

Hvorslev Testing: BH11A - Southwood 3 and 4 Residential Subdivision, Elmira, Ontari(Based on Data from Datalogger)












(mbgs)


0 1.94 361.26 0 1.220 1.220 1.000

2 1.9388 361.26 2 1.219 1.220 0.999

4 1.938 361.26 4 1.218 1.220 0.998

6 1.9362 361.26 6 1.216 1.220 0.997

8 1.9349 361.27 8 1.215 1.220 0.996

10 1.9342 361.27 10 1.214 1.220 0.995

12 1.9321 361.27 12 1.212 1.220 0.994

14 1.9311 361.27 14 1.211 1.220 0.993

16 1.93 361.27 16 1.210 1.220 0.992

18 1.9284 361.27 18 1.208 1.220 0.990

20 1.9285 361.27 20 1.209 1.220 0.991

22 1.9266 361.27 22 1.207 1.220 0.989

24 1.9255 361.27 24 1.206 1.220 0.988

26 1.9229 361.28 26 1.203 1.220 0.986

28 1.9224 361.28 28 1.202 1.220 0.986

30 1.9224 361.28 30 1.202 1.220 0.986

32 1.9211 361.28 32 1.201 1.220 0.985

34 1.9199 361.28 34 1.200 1.220 0.984

36 1.918 361.28 36 1.198 1.220 0.982

38 1.9173 361.28 38 1.197 1.220 0.981

40 1.9163 361.28 40 1.196 1.220 0.981

42 1.9151 361.28 42 1.195 1.220 0.980

44 1.9139 361.29 44 1.194 1.220 0.979

46 1.9123 361.29 46 1.192 1.220 0.977

48 1.9124 361.29 48 1.192 1.220 0.977

50 1.912 361.29 50 1.192 1.220 0.977

52 1.909 361.29 52 1.189 1.220 0.975

54 1.9085 361.29 54 1.189 1.220 0.974

0.01

0.11

0500

1000

1500

2000

2500

3000

3500

4000

4500

5000

5500

6000

6500

7000

7500

8000

8500


Elap

sed Time (sec)

Plot of N

ormalized

Head Ve

rsus Elapsed

Tim

e Bo

reho

le 11A

(BH11A) Slug Test

Soi

l Typ

e: C

laye

y S

iltB

asic

Tim

e La

g: 5

250

sec.

0.37


Date: 10‐Dec‐13 H = Static Water Level mbgs

Conducted by: JIN Ho = Head at time = 0 mbgs










(mbgs)


0 7.9 358.10 0 2.070 2.070 1.000

3 7.8991 358.10 3 2.069 2.070 1.000

6 7.8979 358.10 6 2.068 2.070 0.999

9 7.8956 358.10 9 2.066 2.070 0.998

12 7.8957 358.10 12 2.066 2.070 0.998

15 7.8953 358.10 15 2.065 2.070 0.998

18 7.8857 358.11 18 2.056 2.070 0.993

21 7.886 358.11 21 2.056 2.070 0.993

24 7.886 358.11 24 2.056 2.070 0.993

27 7.8879 358.11 27 2.058 2.070 0.994

30 7.887 358.11 30 2.057 2.070 0.994

33 7.8875 358.11 33 2.058 2.070 0.994

36 7.8818 358.12 36 2.052 2.070 0.991

39 7.8803 358.12 39 2.050 2.070 0.990

42 7.8839 358.12 42 2.054 2.070 0.992

45 7.8837 358.12 45 2.054 2.070 0.992

48 7.8812 358.12 48 2.051 2.070 0.991

51 7.8788 358.12 51 2.049 2.070 0.990

54 7.8752 358.12 54 2.045 2.070 0.988

57 7.8769 358.12 57 2.047 2.070 0.989

60 7.877 358.12 60 2.047 2.070 0.989

63 7.8769 358.12 63 2.047 2.070 0.989

66 7.8763 358.12 66 2.046 2.070 0.989

69 7.869 358.13 69 2.039 2.070 0.985

72 7.8733 358.13 72 2.043 2.070 0.987

75 7.8712 358.13 75 2.041 2.070 0.986

78 7.8708 358.13 78 2.041 2.070 0.986

81 7.8714 358.13 81 2.041 2.070 0.986

0.01

0.11

020

00

4000

6000

8000

10000

12000

14000

16000

18000

20000

22000

24000

26000

28000

30000


Elap

sed Time (sec)

Plot of N

ormalized

Head Ve

rsus Elapsed

Tim

e Bo

reho

le 12 (BH12) Slug Test

Soi

l Typ

e: C

laye

y S

ilt T

ill, H

ard

Bas

ic T

ime

Lag:

285

00 s

ec.

0.37

Hvorslev Testing: BH14A - Southwood 3 and 4 Residential Subdivision, Elmira, Ontar(Based on Data from Datalogger)

Date: 09‐Dec‐13 H = Static Water Level mbgs











(mbgs)


0 1.58 364.42 0 0.820 0.820 1.000

4 1.5685 364.43 4 0.809 0.820 0.986

8 1.5549 364.45 8 0.795 0.820 0.969

12 1.5439 364.46 12 0.784 0.820 0.956

16 1.532 364.47 16 0.772 0.820 0.941

20 1.527 364.47 20 0.767 0.820 0.935

24 1.5161 364.48 24 0.756 0.820 0.922

28 1.5048 364.50 28 0.745 0.820 0.908

32 1.4948 364.51 32 0.735 0.820 0.896

36 1.4854 364.51 36 0.725 0.820 0.885

40 1.4752 364.52 40 0.715 0.820 0.872

44 1.4609 364.54 44 0.701 0.820 0.855

48 1.4562 364.54 48 0.696 0.820 0.849

52 1.4493 364.55 52 0.689 0.820 0.841

56 1.4424 364.56 56 0.682 0.820 0.832

60 1.4332 364.57 60 0.673 0.820 0.821

64 1.4294 364.57 64 0.669 0.820 0.816

68 1.4178 364.58 68 0.658 0.820 0.802

72 1.4101 364.59 72 0.650 0.820 0.793

76 1.397 364.60 76 0.637 0.820 0.777

80 1.3922 364.61 80 0.632 0.820 0.771

84 1.3924 364.61 84 0.632 0.820 0.771

88 1.3825 364.62 88 0.623 0.820 0.759

92 1.3755 364.62 92 0.616 0.820 0.751

96 1.369 364.63 96 0.609 0.820 0.743

100 1.3646 364.64 100 0.605 0.820 0.737

104 1.3568 364.64 104 0.597 0.820 0.728

108 1.347 364.65 108 0.587 0.820 0.716

112 1.3413 364.66 112 0.581 0.820 0.709

116 1.3392 364.66 116 0.579 0.820 0.706

120 1.3322 364.67 120 0.572 0.820 0.698

124 1.326 364.67 124 0.566 0.820 0.690

0.01

0.11

0100

200

300

400

500

600

700

800

900

1000

1100

1200

1300

1400

1500

1600

1700

1800

1900

2000


Elap

sed Time (sec)

Plot of N

ormalized

Head Ve

rsus Elapsed

Tim

e Bo

reho

le 14A

(BH14A) Slug Test

Soi

l Typ

e: C

lay

Silt

Till

, Stif

f to

Ver

y S

tiff

Bas

ic T

ime

Lag:

630

sec

.

0.37













(mbgs)


0 2.3 360.70 0 0.240 0.240 1.000

3 2.2956 360.70 3 0.236 0.240 0.982

6 2.294 360.71 6 0.234 0.240 0.975

9 2.292 360.71 9 0.232 0.240 0.967

12 2.2909 360.71 12 0.231 0.240 0.962

15 2.2892 360.71 15 0.229 0.240 0.955

18 2.2884 360.71 18 0.228 0.240 0.952

21 2.288 360.71 21 0.228 0.240 0.950

24 2.2874 360.71 24 0.227 0.240 0.948

27 2.2868 360.71 27 0.227 0.240 0.945

30 2.2866 360.71 30 0.227 0.240 0.944

33 2.2861 360.71 33 0.226 0.240 0.942

36 2.2859 360.71 36 0.226 0.240 0.941

39 2.2859 360.71 39 0.226 0.240 0.941

42 2.2855 360.71 42 0.226 0.240 0.940

45 2.2854 360.71 45 0.225 0.240 0.939

48 2.2848 360.72 48 0.225 0.240 0.937

51 2.2853 360.71 51 0.225 0.240 0.939

54 2.285 360.72 54 0.225 0.240 0.938

57 2.2851 360.71 57 0.225 0.240 0.938

60 2.2848 360.72 60 0.225 0.240 0.937

63 2.2847 360.72 63 0.225 0.240 0.936

66 2.2847 360.72 66 0.225 0.240 0.936

69 2.2847 360.72 69 0.225 0.240 0.936

72 2.2847 360.72 72 0.225 0.240 0.936

75 2.2846 360.72 75 0.225 0.240 0.936

78 2.2844 360.72 78 0.224 0.240 0.935

81 2.2842 360.72 81 0.224 0.240 0.934

0.01

0.11

010

000

20000

30000

40000

50000

60000

70000

80000

90000

100000


Elap

sed Time (sec)

Plot of N

ormalized

Head Ve

rsus Elapsed

Tim

e Bo

reho

le 15A

(BH15A) Slug Test

Soi

l Typ

e: S

ilty

Cla

yB

asic

Tim

e La

g: 6

0000

sec

.

0.37













(mbgs)


0 9.8 353.20 0 1.740 1.740 1.000

3 9.7939 353.21 3 1.734 1.740 0.996

6 9.7917 353.21 6 1.732 1.740 0.995

9 9.7877 353.21 9 1.728 1.740 0.993

12 9.7859 353.21 12 1.726 1.740 0.992

15 9.7838 353.22 15 1.724 1.740 0.991

18 9.7822 353.22 18 1.722 1.740 0.990

21 9.7805 353.22 21 1.721 1.740 0.989

24 9.7789 353.22 24 1.719 1.740 0.988

27 9.777 353.22 27 1.717 1.740 0.987

30 9.7816 353.22 30 1.722 1.740 0.989

33 9.7777 353.22 33 1.718 1.740 0.987

36 9.7757 353.22 36 1.716 1.740 0.986

39 9.7749 353.23 39 1.715 1.740 0.986

42 9.7745 353.23 42 1.715 1.740 0.985

45 9.7769 353.22 45 1.717 1.740 0.987

48 9.7751 353.22 48 1.715 1.740 0.986

51 9.7745 353.23 51 1.000 1.740 0.575

54 9.7738 353.23 54 1.714 1.740 0.985

57 9.7744 353.23 57 1.714 1.740 0.985

60 9.7739 353.23 60 1.714 1.740 0.985

63 9.7722 353.23 63 1.712 1.740 0.984

66 9.7727 353.23 66 1.713 1.740 0.984

69 9.771 353.23 69 1.711 1.740 0.983

72 9.7691 353.23 72 1.709 1.740 0.982

75 9.7664 353.23 75 1.706 1.740 0.981

78 9.7662 353.23 78 1.706 1.740 0.981

81 9.7661 353.23 81 1.706 1.740 0.981

0.01

0.11

050

00

10000

15000

20000

25000

30000

35000

40000

45000

50000

55000

60000


Elap

sed Time (sec)

Plot of N

ormalized

Head Ve

rsus Elapsed

Tim

e Bo

reho

le 19 (BH19) Slug Test

Soi

l Typ

e: S

ilt T

illB

asic

Tim

e La

g: 5

9000

sec

.

0.37













(mbgs)


0 1.46 361.54 0 0.340 0.340 1.000

3 1.4417 361.56 3 0.322 0.340 0.946

6 1.4309 361.57 6 0.311 0.340 0.914

9 1.4274 361.57 9 0.307 0.340 0.904

12 1.4214 361.58 12 0.301 0.340 0.886

15 1.4182 361.58 15 0.298 0.340 0.877

18 1.4138 361.59 18 0.294 0.340 0.864

21 1.4091 361.59 21 0.289 0.340 0.850

24 1.4048 361.60 24 0.285 0.340 0.838

27 1.4033 361.60 27 0.283 0.340 0.833

30 1.4007 361.60 30 0.281 0.340 0.826

33 1.3959 361.60 33 0.276 0.340 0.811

36 1.3935 361.61 36 0.274 0.340 0.804

39 1.3896 361.61 39 0.270 0.340 0.793

42 1.3857 361.61 42 0.266 0.340 0.781

45 1.3831 361.62 45 0.263 0.340 0.774

48 1.3839 361.62 48 0.264 0.340 0.776

51 1.3868 361.61 51 0.267 0.340 0.785

54 1.3841 361.62 54 0.264 0.340 0.777

57 1.3689 361.63 57 0.249 0.340 0.732

60 1.3728 361.63 60 0.253 0.340 0.744

63 1.3657 361.63 63 0.246 0.340 0.723

66 1.3703 361.63 66 0.250 0.340 0.736

69 1.3695 361.63 69 0.250 0.340 0.734

72 1.3677 361.63 72 0.248 0.340 0.729

75 1.3645 361.64 75 0.245 0.340 0.719

78 1.3674 361.63 78 0.247 0.340 0.728

81 1.3675 361.63 81 0.248 0.340 0.728

0.01

0.11

010

00

2000

3000

4000

5000

6000

7000

8000

9000

10000

11000

12000


Elap

sed Time (sec)

Plot of N

ormalized

Head Ve

rsus Elapsed

Tim

e Bo

reho

le 20A

(BH20A) Slug Test

Soi

l Typ

e: S

ilty

Cla

y an

d S

ilt T

illB

asic

Tim

e La

g: 1

0000

sec

.

0.37


APPENDIX D

AGAT Laboratories – Certificates of Analysis (Tap Water)

11

43

SA

MP

LE

DE

SC

RIP

TIO

N:

Wa

ter

SA

MP

LE

TY

PE

:

2/6

/20

13

DA

TE

SA

MP

LE

D:

41

17

61

4G

/ S

RD

LU

nit

Pa

ram

ete

r

94

7E

lectr

ica

l C

on

du

ctivity

2u

S/c

m

7.6

4p

HN

A6

.5-8

.5p

H U

nits

6.8

2S

atu

ratio

n p

H

0.8

2L

an

glie

r In

de

x

42

10

00

To

tal H

ard

ne

ss (

as C

aC

O3

)5

00

µg

/L

54

4T

ota

l D

isso

lve

d S

olid

s2

0m

g/L

28

10

00

Alk

alin

ity (

as C

aC

O3

)5

00

0µ

g/L

28

10

00

Bic

arb

on

ate

(a

s C

aC

O3

)5

00

0µ

g/L

<5

00

0C

arb

on

ate

(a

s C

aC

O3

)5

00

0µ

g/L

<5

00

0H

yd

roxid

e (

as C

aC

O3

)5

00

0µ

g/L

<5

0F

luo

rid

e5

0µ

g/L

54

70

0C

hlo

rid

e1

00

µg

/L

25

70

0N

itra

te a

s N

50

µg

/L

<5

0N

itri

te a

s N

50

µg

/L

<5

0B

rom

ide

50

µg

/L

31

30

0S

ulp

ha

te1

00

µg

/L

<1

00

Ph

osp

ha

te a

s P

10

0µ

g/L

12

.8R

ea

ctive

Sili

ca

0.0

5m

g/L

40

Am

mo

nia

as N

20

µg

/L

<2

0A

mm

on

ia-U

n-i

on

ize

d2

02

0µ

g/L

<2

0T

ota

l P

ho

sp

ho

rus

20

30

µg

/L

1.2

To

tal O

rga

nic

Ca

rbo

n0

.5m

g/L

<5

Co

lou

r5

TC

U

0.5

Tu

rbid

ity

0.5

NT

U

11

20

00

Ca

lciu

m5

0µ

g/L

34

40

0M

ag

ne

siu

m5

0µ

g/L

19

30

0S

od

ium

50

µg

/L

86

0P

ota

ssiu

m5

0µ

g/L

4.1

Alu

min

um

-dis

so

lve

d4

.07

5µ

g/L

<3

.0A

ntim

on

y3

.02

0µ

g/L

<3

.0A

rse

nic

3.0

10

0µ

g/L

Re

sults

re

late

on

ly to

th

e it

em

s te

ste

d a

nd

to

all

the

ite

ms

test

ed

DA

TE

RE

CE

IVE

D:

20

13

-02

-06

Ce

rtif

ica

te o

f A

na

lys

is

AT

TE

NT

ION

TO

: K

en

Ha

ne

sC

LIE

NT

NA

ME

: P

ET

O M

AC

CA

LL

UM

LIM

ITE

D

AG

AT

WO

RK

OR

DE

R:

13

W6

86

35

7

DA

TE

RE

PO

RT

ED

: 2

01

3-0

2-1

3

PR

OJ

EC

T N

O:

12

KF

07

1

Wa

ter

Qu

ality

As

se

ss

me

nt

58

35

CO

OP

ER

S A

VE

NU

E

MIS

SIS

SA

UG

A, O

NT

AR

IO

CA

NA

DA

L4

Z 1

Y2

TE

L (

90

5)7

12

-51

00

FA

X (

90

5)7

12

-51

22

http

://w

ww

.ag

atla

bs.c

om

CE

RT

IFIC

AT

E O

F A

NA

LY

SIS

(V

1)

Ce

rtif

ied

By

:P

ag

e 1

of 3

11

43

SA

MP

LE

DE

SC

RIP

TIO

N:

Wa

ter

SA

MP

LE

TY

PE

:

2/6

/20

13

DA

TE

SA

MP

LE

D:

41

17

61

4G

/ S

RD

LU

nit

Pa

ram

ete

r

23

.4B

ari

um

2.0

µg

/L

<1

.0B

ery

lliu

m1

.01

1µ

g/L

<1

0.0

Bo

ron

10

.02

00

µg

/L

<0

.10

Ca

dm

ium

0.1

00

.2µ

g/L

5.6

Ch

rom

ium

3.0

8.9

µg

/L

<0

.50

Co

ba

lt0

.50

0.9

µg

/L

13

.6C

op

pe

r2

.05

µg

/L

<1

0.0

Iro

n1

0.0

30

0µ

g/L

<1

.0L

ea

d1

.05

µg

/L

<2

.0M

an

ga

ne

se

2.0

µg

/L

<0

.1D

isso

lve

d M

erc

ury

0.1

0.2

µg

/L

<2

.0M

oly

bd

en

um

2.0

40

µg

/L

<3

.0N

icke

l3

.02

5µ

g/L

<4

.0S

ele

niu

m4

.01

00

µg

/L

<0

.10

Silv

er

0.1

00

.1µ

g/L

16

7S

tro

ntiu

m5

.0µ

g/L

<0

.3T

ha

lliu

m0

.30

.3µ

g/L

<2

.0T

in2

.0µ

g/L

<2

.0T

ita

niu

m2

.0µ

g/L

<1

0.0

Tu

ng

ste

n1

0.0

30

µg

/L

<2

.0U

ran

ium

2.0

5µ

g/L

<2

.0V

an

ad

ium

2.0

6µ

g/L

62

.4Z

inc

5.0

30

µg

/L

<4

.0Z

irco

niu

m4

.0µ

g/L

9.2

8C

atio

n S

um

9.6

5A

nio

n S

um

1.9

% D

iffe

ren

ce

Ca

tio

n/A

nio

n

RD

L -

Re

po

rte

d D

ete

ctio

n L

imit; G

/ S

- G

uid

elin

e / S

tan

da

rd: R

efe

rs to

PW

QO

(ug

/L)

Co

mm

en

ts:

41

17

61

4T

he

ca

lcu

latio

n o

f U

n-i

on

ize

d A

mm

on

ia w

as b

ase

d o

n la

b p

ara

me

ters

(p

H a

nd

te

mp

era

ture

) ra

the

r th

an

th

e fie

ld p

ara

me

ters

, th

ese

we

re n

ot p

rovid

ed

to

th

e la

b. T

he

te

mp

era

ture

is r

eco

rde

d a

t th

e tim

e o

f p

H m

ea

su

rem

en

t; th

e p

H r

esu

lts a

re te

mp

era

ture

co

mp

en

sa

ted

to

20

°C.

Re

sults

re

late

on

ly to

th

e it

em

s te

ste

d a

nd

to

all

the

ite

ms

test

ed

DA

TE

RE

CE

IVE

D:

20

13

-02

-06

Ce

rtif

ica

te o

f A

na

lys

is

AT

TE

NT

ION

TO

: K

en

Ha

ne

sC

LIE

NT

NA

ME

: P

ET

O M

AC

CA

LL

UM

LIM

ITE

D

AG

AT

WO

RK

OR

DE

R:

13

W6

86

35

7

DA

TE

RE

PO

RT

ED

: 2

01

3-0

2-1

3

PR

OJ

EC

T N

O:

12

KF

07

1

Wa

ter

Qu

ality

As

se

ss

me

nt

58

35

CO

OP

ER

S A

VE

NU

E

MIS

SIS

SA

UG

A, O

NT

AR

IO

CA

NA

DA

L4

Z 1

Y2

TE

L (

90

5)7

12

-51

00

FA

X (

90

5)7

12

-51

22

http

://w

ww

.ag

atla

bs.c

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CE

RT

IFIC

AT

E O

F A

NA

LY

SIS

(V

1)

Ce

rtif

ied

By

:P

ag

e 2

of 3

41

17

61

4P

WQ

O(u

g/L

)W

ate

r Q

ua

lity A

sse

ssm

en

tC

op

pe

r5

13

.61

14

3

41

17

61

4P

WQ

O(u

g/L

)W

ate

r Q

ua

lity A

sse

ssm

en

tZ

inc

30

62

.41

14

3

Re

sults

re

late

on

ly to

th

e it

em

s te

ste

d a

nd

to

all

the

ite

ms

test

ed

Gu

ide

lin

e V

iola

tio

n AT

TE

NT

ION

TO

: K

en

Ha

ne

sC

LIE

NT

NA

ME

: P

ET

O M

AC

CA

LL

UM

LIM

ITE

D

AG

AT

WO

RK

OR

DE

R:

13

W6

86

35

7

PR

OJ

EC

T N

O:

12

KF

07

1

SA

MP

LE

IDG

UID

EL

INE

AN

AL

YS

IS P

AC

KA

GE

PA

RA

ME

TE

RG

UID

EV

AL

UE

RE

SU

LT

SA

MP

LE

TIT

LE

58

35

CO

OP

ER

S A

VE

NU

E

MIS

SIS

SA

UG

A, O

NT

AR

IO

CA

NA

DA

L4

Z 1

Y2

TE

L (

90

5)7

12

-51

00

FA

X (

90

5)7

12

-51

22

http

://w

ww

.ag

atla

bs.c

om

GU

IDE

LIN

E V

IOL

AT

ION

(V

1)

Pa

ge

3 o

f 3

13

03

SA

MP

LE

DE

SC

RIP

TIO

N:

Wa

ter

SA

MP

LE

TY

PE

:

1/2

5/2

01

3D

AT

E S

AM

PL

ED

:

40

96

40

0G

/ S

RD

LU

nit

Pa

ram

ete

r

82

7E

lectr

ica

l C

on

du

ctivity

2u

S/c

m

8.0

8p

HN

A6

.5-8

.5p

H U

nits

6.9

0S

atu

ratio

n p

H

1.1

8L

an

glie

r In

de

x

44

80

00

To

tal H

ard

ne

ss (

as C

aC

O3

)5

00

µg

/L

57

0T

ota

l D

isso

lve

d S

olid

s2

0m

g/L

22

00

00

Alk

alin

ity (

as C

aC

O3

)5

00

0µ

g/L

22

00

00

Bic

arb

on

ate

(a

s C

aC

O3

)5

00

0µ

g/L

<5

00

0C

arb

on

ate

(a

s C

aC

O3

)5

00

0µ

g/L

<5

00

0H

yd

roxid

e (

as C

aC

O3

)5

00

0µ

g/L

<5

0F

luo

rid

e5

0µ

g/L

34

10

Ch

lori

de

10

0µ

g/L

<5

0N

itra

te a

s N

50

µg

/L

<5

0N

itri

te a

s N

50

µg

/L

<5

0B

rom

ide

50

µg

/L

22

70

00

Su

lph

ate

10

0µ

g/L

<1

00

Ph

osp

ha

te a

s P

10

0µ

g/L

17

.1R

ea

ctive

Sili

ca

0.0

5m

g/L

<2

0A

mm

on

ia a

s N

20

µg

/L

<2

0A

mm

on

ia-U

n-i

on

ize

d2

02

0µ

g/L

<2

0T

ota

l P

ho

sp

ho

rus

20

30

µg

/L

0.7

To

tal O

rga

nic

Ca

rbo

n0

.5m

g/L

<5

Co

lou

r5

TC

U

0.6

Tu

rbid

ity

0.5

NT

U

11

70

00

Ca

lciu

m5

0µ

g/L

37

90

0M

ag

ne

siu

m5

0µ

g/L

24

10

0S

od

ium

50

µg

/L

13

50

Po

tassiu

m5

0µ

g/L

10

.3A

lum

inu

m-d

isso

lve

d4

.07

5µ

g/L

<3

.0A

ntim

on

y3

.02

0µ

g/L

<3

.0A

rse

nic

3.0

10

0µ

g/L

Re

sults

re

late

on

ly to

th

e it

em

s te

ste

d a

nd

to

all

the

ite

ms

test

ed

DA

TE

RE

CE

IVE

D:

20

13

-01

-25

Ce

rtif

ica

te o

f A

na

lys

is

AT

TE

NT

ION

TO

: D

yla

n B

ric

eC

LIE

NT

NA

ME

: P

ET

O M

AC

CA

LL

UM

LIM

ITE

D

AG

AT

WO

RK

OR

DE

R:

13

W6

83

23

1

DA

TE

RE

PO

RT

ED

: 2

01

3-0

1-3

1

PR

OJ

EC

T N

O:

12

KF

07

1

Wa

ter

Qu

ality

As

se

ss

me

nt

58

35

CO

OP

ER

S A

VE

NU

E

MIS

SIS

SA

UG

A, O

NT

AR

IO

CA

NA

DA

L4

Z 1

Y2

TE

L (

90

5)7

12

-51

00

FA

X (

90

5)7

12

-51

22

http

://w

ww

.ag

atla

bs.c

om

CE

RT

IFIC

AT

E O

F A

NA

LY

SIS

(V

1)

Ce

rtif

ied

By

:P

ag

e 1

of 4

13

03

SA

MP

LE

DE

SC

RIP

TIO

N:

Wa

ter

SA

MP

LE

TY

PE

:

1/2

5/2

01

3D

AT

E S

AM

PL

ED

:

40

96

40

0G

/ S

RD

LU

nit

Pa

ram

ete

r

24

.0B

ari

um

2.0

µg

/L

<1

.0B

ery

lliu

m1

.01

1µ

g/L

63

.5B

oro

n1

0.0

20

0µ

g/L

<0

.10

Ca

dm

ium

0.1

00

.2µ

g/L

<3

.0C

hro

miu

m3

.08

.9µ

g/L

<0

.50

Co

ba

lt0

.50

0.9

µg

/L

11

.6C

op

pe

r2

.05

µg

/L

33

4Ir

on

10

.03

00

µg

/L

<1

.0L

ea

d1

.05

µg

/L

42

.8M

an

ga

ne

se

2.0

µg

/L

<0

.1D

isso

lve

d M

erc

ury

0.1

0.2

µg

/L

<2

.0M

oly

bd

en

um

2.0

40

µg

/L

<3

.0N

icke

l3

.02

5µ

g/L

<4

.0S

ele

niu

m4

.01

00

µg

/L

<0

.10

Silv

er

0.1

00

.1µ

g/L

22

00

Str

on

tiu

m5

.0µ

g/L

<0

.3T

ha

lliu

m0

.30

.3µ

g/L

<2

.0T

in2

.0µ

g/L

3.6

Tita

niu

m2

.0µ

g/L

<1

0.0

Tu

ng

ste

n1

0.0

30

µg

/L

<2

.0U

ran

ium

2.0

5µ

g/L

<2

.0V

an

ad

ium

2.0

6µ

g/L

11

5Z

inc

5.0

30

µg

/L

<4

.0Z

irco

niu

m4

.0µ

g/L

10

.0C

atio

n S

um

9.2

2A

nio

n S

um

4.2

% D

iffe

ren

ce

Ca

tio

n/A

nio

n

Re

sults

re

late

on

ly to

th

e it

em

s te

ste

d a

nd

to

all

the

ite

ms

test

ed

DA

TE

RE

CE

IVE

D:

20

13

-01

-25

Ce

rtif

ica

te o

f A

na

lys

is

AT

TE

NT

ION

TO

: D

yla

n B

ric

eC

LIE

NT

NA

ME

: P

ET

O M

AC

CA

LL

UM

LIM

ITE

D

AG

AT

WO

RK

OR

DE

R:

13

W6

83

23

1

DA

TE

RE

PO

RT

ED

: 2

01

3-0

1-3

1

PR

OJ

EC

T N

O:

12

KF

07

1

Wa

ter

Qu

ality

As

se

ss

me

nt

58

35

CO

OP

ER

S A

VE

NU

E

MIS

SIS

SA

UG

A, O

NT

AR

IO

CA

NA

DA

L4

Z 1

Y2

TE

L (

90

5)7

12

-51

00

FA

X (

90

5)7

12

-51

22

http

://w

ww

.ag

atla

bs.c

om

CE

RT

IFIC

AT

E O

F A

NA

LY

SIS

(V

1)

Ce

rtif

ied

By

:P

ag

e 2

of 4

Re

sults

re

late

on

ly to

th

e it

em

s te

ste

d a

nd

to

all

the

ite

ms

test

ed

DA

TE

RE

CE

IVE

D:

20

13

-01

-25

Ce

rtif

ica

te o

f A

na

lys

is

AT

TE

NT

ION

TO

: D

yla

n B

ric

eC

LIE

NT

NA

ME

: P

ET

O M

AC

CA

LL

UM

LIM

ITE

D

AG

AT

WO

RK

OR

DE

R:

13

W6

83

23

1

DA

TE

RE

PO

RT

ED

: 2

01

3-0

1-3

1

PR

OJ

EC

T N

O:

12

KF

07

1

Wa

ter

Qu

ality

As

se

ss

me

nt

58

35

CO

OP

ER

S A

VE

NU

E

MIS

SIS

SA

UG

A, O

NT

AR

IO

CA

NA

DA

L4

Z 1

Y2

TE

L (

90

5)7

12

-51

00

FA

X (

90

5)7

12

-51

22

http

://w

ww

.ag

atla

bs.c

om

RD

L -

Re

po

rte

d D

ete

ctio

n L

imit; G

/ S

- G

uid

elin

e / S

tan

da

rd: R

efe

rs to

PW

QO

(ug

/L)

Co

mm

en

ts:

40

96

40

0T

he

ca

lcu

latio

n o

f U

n-i

on

ize

d A

mm

on

ia w

as b

ase

d o

n la

b p

ara

me

ters

(p

H a

nd

te

mp

era

ture

) ra

the

r th

an

th

e fie

ld p

ara

me

ters

, th

ese

we

re n

ot p

rovid

ed

to

th

e la

b. T

he

te

mp

era

ture

is r

eco

rde

d a

t th

e tim

e o

f p

H m

ea

su

rem

en

t; th

e p

H r

esu

lts a

re te

mp

era

ture

co

mp

en

sa

ted

to

20

°C.

Tu

rbid

ity -

ho

ld tim

e o

f 4

8 h

ou

rs fo

r th

is p

ara

me

ter

wa

s e

xce

ed

ed

. S

am

ple

wa

s c

olle

cte

d J

an

25

20

13

, re

ce

ive

d a

t th

e L

ab

Ja

n 2

6 a

nd

an

aly

se

d o

n J

an

Ja

n 2

8.

CE

RT

IFIC

AT

E O

F A

NA

LY

SIS

(V

1)

Ce

rtif

ied

By

:P

ag

e 3

of 4

40

96

40

0P

WQ

O(u

g/L

)W

ate

r Q

ua

lity A

sse

ssm

en

tC

op

pe

r5

11

.61

30

3

40

96

40

0P

WQ

O(u

g/L

)W

ate

r Q

ua

lity A

sse

ssm

en

tIr

on

30

03

34

13

03

40

96

40

0P

WQ

O(u

g/L

)W

ate

r Q

ua

lity A

sse

ssm

en

tZ

inc

30

11

51

30

3

Re

sults

re

late

on

ly to

th

e it

em

s te

ste

d a

nd

to

all

the

ite

ms

test

ed

Gu

ide

lin

e V

iola

tio

n AT

TE

NT

ION

TO

: D

yla

n B

ric

eC

LIE

NT

NA

ME

: P

ET

O M

AC

CA

LL

UM

LIM

ITE

D

AG

AT

WO

RK

OR

DE

R:

13

W6

83

23

1

PR

OJ

EC

T N

O:

12

KF

07

1

SA

MP

LE

IDG

UID

EL

INE

AN

AL

YS

IS P

AC

KA

GE

PA

RA

ME

TE

RG

UID

EV

AL

UE

RE

SU

LT

SA

MP

LE

TIT

LE

58

35

CO

OP

ER

S A

VE

NU

E

MIS

SIS

SA

UG

A, O

NT

AR

IO

CA

NA

DA

L4

Z 1

Y2

TE

L (

90

5)7

12

-51

00

FA

X (

90

5)7

12

-51

22

http

://w

ww

.ag

atla

bs.c

om

GU

IDE

LIN

E V

IOL

AT

ION

(V

1)

Pa

ge

4 o

f 4


APPENDIX E

AGAT Laboratories – Certificates of Analysis (Ground Water)

BH

6B

H2

AB

H1

1A

SA

MP

LE

DE

SC

RIP

TIO

N:

Wa

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90

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http

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ww

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bs.c

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GU

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(V

1)

Pa

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5 o

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HYDROGEOLOGICAL SITE ASSESSMENT FOR … site assessment for southwood 3 and southwood 4 residential...

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Transcript of HYDROGEOLOGICAL SITE ASSESSMENT FOR … site assessment for southwood 3 and southwood 4 residential...