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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
Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page TOC 2 of 2
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
Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page TOC 3 of 2
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.
Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 2
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).
Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 3
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.
Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 4
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.
Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 5
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.
Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 6
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.
Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 7
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.
Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 8
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.
Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 9
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.
Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 10
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.
Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 11
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.
Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 12
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.
Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 13
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.
Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 14
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.
Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 15
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.
Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 16
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.
Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 17
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.
Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 18
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.
Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 19
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
Total Phosphorus 0.138 0.03 - 10
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
Total Phosphorus 0.144 0.03 - 10
BH12 Total Phosphorus 0.91 0.03 - 10
BH14A Total Phosphorus 1.99 0.03 - 10
Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 20
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
Total Phosphorus 0.53 0.03 - 10
BH19
Cobalt 0.0026 0.0009 - 5
Copper 0.021 0.005 1 3
Iron 2.4 0.3 - 50
Total Phosphorus 1.11 0.03 - 10
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
Total Phosphorus 0.83 0.03 - 10
(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.
Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 21
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%.
Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 22
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).
Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 23
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.
Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 24
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).
Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 25
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).
Based on the information obtained, the estimation of dewatering discharge rate for Zone 2 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 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.
Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 26
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.
Based on the information obtained, the estimation of dewatering discharge rate for Zone 3 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 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
Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 27
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.
Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 28
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
Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 29
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.
Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 30
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.
Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 31
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).
Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 32
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.
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 1
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
1
Th
e P
hysio
gra
ph
y o
f S
ou
the
rn O
nta
rio
On
tario
Min
istr
y o
f N
atu
ral R
esou
rce
s
L.J
. C
hap
ma
n a
nd
D.F
. P
utn
am
1984
2
Be
dro
ck G
eolo
gy o
f O
nta
rio,
so
uth
ern
sh
eet (M
ap
25
44)
Min
istr
y o
f N
ort
hern
De
ve
lopm
ent
and
Min
es
1991
3
Be
dro
ck T
opog
rap
hy S
erie
s,
Co
ne
sto
ga A
rea (
Ma
p P
. 1
67
) O
nta
rio
Div
isio
n o
f M
ines
1975
4
Gra
nd R
ive
r W
ate
rsh
ed C
hara
cte
riza
tion
Rep
ort
D
rin
kin
g
Wate
r S
ourc
e P
rote
ctio
n
Lake E
rie
So
urc
e P
rote
ctio
n R
eg
ion
Ja
nu
ary
200
8
5
MO
E W
ate
r W
ell
Re
cord
s
MO
E G
roun
dw
ate
r In
form
ation
Netw
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
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
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
-0
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
E-
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
thw
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
.4
35
8.6
(4
.8)
35
7.6
(5
.8)
BH
1,
BH
10
3
62
.8
(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
.3
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
E R
AT
E:
14
7,4
27
L/D
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
DATE SCALE PML REF. FIG. NO.
APRIL 2014 AS SHOWN 12KF071 2
BIRDLAND DEVELOPMENTS LTD.
c/o WATERFEDY
HYDROGEOLOGICAL SITE ASSESSMENT FOR SOUTHWOOD 3 AND
SOUTHWOOD 4 RESIDENTIAL SUBDIVISION
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
DATE SCALE PML REF. FIG. NO.
APRIL 2014 AS SHOWN 12KF071 3
BIRDLAND DEVELOPMENTS LTD. c/o WALTERFEDY
HYDROGEOLOGICAL SITE ASSESSMENT FOR SOUTHWOOD 3 AND
SOUTHWOOD 4 RESIDENTIAL SUBDIVISION
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
CO
ARSE
MED
IUM
MED
IUM
MED
IUM
433
315
FIG
UR
E N
O.
CO
B
BLE
SFI
NE
MED
IUM
GR
AVEL
GR
AVEL
GR
AVEL
CO
BB
LES
12K
F071
SILT
& C
LAY
SAN
D
VER
Y FI
NE
FIN
E
SAN
D
UN
IFIE
D
RE
MA
RK
SBo
reho
le 2
, Sam
ple
SS4,
Dep
th 2
.30
- 2.7
5 m
SILT
Y C
LAY,
TR
ACE
SAN
D, T
RAC
E G
RAV
EL
M.I.
T.
U.S
. BU
RE
AU
CO
ARSE
SAN
DC
LAY
CLA
Y
PM
L R
EF.
SA
MP
LE N
O.:
PA
RTI
CLE
SIZ
E D
ISTR
IBU
TIO
N C
HA
RT
SILT
FIN
EC
OAR
SESI
LTC
OAR
SEFI
NE
0102030405060708090100 0.
001
0.01
00.
100
1.00
010
.000
100.
000
CUMULATIVE PERCENT PASSING
GR
AIN
SIZ
E IN
MIL
LIM
ETE
RS
U.S
. STA
ND
AR
D S
IEV
E S
IZE
SH
YD
RO
ME
TER
270
20
0
140
10
0 8
0
60
40
20
16
14
10
8
4
1/4"
3/
8"
1/2"
3/4"
1
"
1-1
/2"
2"
3"
0.00
1
0.
005
0.0
1
0.
05
0.1
0.5
1
.0
5.0
10
.0
50
.0
1
00.0
CO
ARSE
MED
IUM
PM
L R
EF.
SA
MP
LE N
O.:
PA
RTI
CLE
SIZ
E D
ISTR
IBU
TIO
N C
HA
RT
SILT
FIN
EC
OAR
SESI
LTC
OAR
SEFI
NE
UN
IFIE
D
RE
MA
RK
SBo
reho
le 5
, Sam
ple
SS5,
Dep
th 3
.0 -
3.45
mSI
LTY
CLA
Y, S
OM
E SA
ND
, TR
ACE
GR
AVEL
M.I.
T.
U.S
. BU
RE
AU
CO
ARSE
SAN
DC
LAY
CLA
YG
RAV
EL
GR
AVEL
CO
BB
LES
12K
F071
SILT
& C
LAY
SAN
D
VER
Y FI
NE
FIN
E
SAN
DM
EDIU
M
MED
IUM
533
316
FIG
UR
E N
O.
CO
B
BLE
SFI
NE
MED
IUM
GR
AVEL
0102030405060708090100 0.
001
0.01
00.
100
1.00
010
.000
100.
000
CUMULATIVE PERCENT PASSING
GR
AIN
SIZ
E IN
MIL
LIM
ETE
RS
U.S
. STA
ND
AR
D S
IEV
E S
IZE
SH
YD
RO
ME
TER
270
20
0
140
10
0 8
0
60
40
20
16
14
10
8
4
1/4"
3/
8"
1/2"
3/4"
1
"
1-1
/2"
2"
3"
0.00
1
0.
005
0.0
1
0.
05
0.1
0.5
1
.0
5.0
10
.0
50
.0
1
00.0
CO
ARSE
MED
IUM
PM
L R
EF.
SA
MP
LE N
O.:
PA
RTI
CLE
SIZ
E D
ISTR
IBU
TIO
N C
HA
RT
SILT
FIN
EC
OAR
SESI
LTC
OAR
SEFI
NE
UN
IFIE
D
RE
MA
RK
SBo
reho
le 6
, Sam
ple
SS10
, Dep
th 1
0.70
- 11
.15
mSI
LT T
ILL,
SO
ME
GR
AVEL
, TR
ACE
SAN
D
M.I.
T.
U.S
. BU
RE
AU
CO
ARSE
SAN
DC
LAY
CLA
YG
RAV
EL
GR
AVEL
CO
BB
LES
12K
F071
SILT
& C
LAY
SAN
D
VER
Y FI
NE
FIN
E
SAN
DM
EDIU
M
MED
IUM
633
317
FIG
UR
E N
O.
CO
B
BLE
SFI
NE
MED
IUM
GR
AVEL
0102030405060708090100 0.
001
0.01
00.
100
1.00
010
.000
100.
000
CUMULATIVE PERCENT PASSING
GR
AIN
SIZ
E IN
MIL
LIM
ETE
RS
U.S
. STA
ND
AR
D S
IEV
E S
IZE
SH
YD
RO
ME
TER
270
20
0
140
10
0 8
0
60
40
20
16
14
10
8
4
1/4"
3/
8"
1/2"
3/4"
1
"
1-1
/2"
2"
3"
0.00
1
0.
005
0.0
1
0.
05
0.1
0.5
1
.0
5.0
10
.0
50
.0
1
00.0
CO
ARSE
MED
IUM
PM
L R
EF.
SA
MP
LE N
O.:
PA
RTI
CLE
SIZ
E D
ISTR
IBU
TIO
N C
HA
RT
SILT
FIN
EC
OAR
SESI
LTC
OAR
SEFI
NE
UN
IFIE
D
RE
MA
RK
SBo
reho
le 1
0, S
ampl
e SS
4. D
epth
2.3
0 - 2
.75
mC
LAYE
Y SI
LT, T
RAC
E SA
ND
, TR
ACE
GR
AVEL
M.I.
T.
U.S
. BU
RE
AU
CO
ARSE
SAN
DC
LAY
CLA
YG
RAV
EL
GR
AVEL
CO
BB
LES
12K
F071
SILT
& C
LAY
SAN
D
VER
Y FI
NE
FIN
E
SAN
DM
EDIU
M
MED
IUM
733
318
FIG
UR
E N
O.
CO
B
BLE
SFI
NE
MED
IUM
GR
AVEL
0102030405060708090100 0.
001
0.01
00.
100
1.00
010
.000
100.
000
CUMULATIVE PERCENT PASSING
GR
AIN
SIZ
E IN
MIL
LIM
ETE
RS
U.S
. STA
ND
AR
D S
IEV
E S
IZE
SH
YD
RO
ME
TER
270
20
0
140
10
0 8
0
60
40
20
16
14
10
8
4
1/4"
3/
8"
1/2"
3/4"
1
"
1-1
/2"
2"
3"
0.00
1
0.
005
0.0
1
0.
05
0.1
0.5
1
.0
5.0
10
.0
50
.0
1
00.0
CO
ARSE
MED
IUM
MED
IUM
MED
IUM
833
319
FIG
UR
E N
O.
CO
B
BLE
SFI
NE
MED
IUM
GR
AVEL
GR
AVEL
GR
AVEL
CO
BB
LES
12K
F071
SILT
& C
LAY
SAN
D
VER
Y FI
NE
FIN
E
SAN
D
UN
IFIE
D
RE
MA
RK
SBo
reho
le 1
1, S
ampl
e SS
7, D
epth
6.1
0 - 6
.55
mSA
ND
Y SI
LT T
ILL,
TR
ACE
GR
AVEL
M.I.
T.
U.S
. BU
RE
AU
CO
ARSE
SAN
DC
LAY
CLA
Y
PM
L R
EF.
SA
MP
LE N
O.:
PA
RTI
CLE
SIZ
E D
ISTR
IBU
TIO
N C
HA
RT
SILT
FIN
EC
OAR
SESI
LTC
OAR
SEFI
NE
0102030405060708090100 0.
001
0.01
00.
100
1.00
010
.000
100.
000
CUMULATIVE PERCENT PASSING
GR
AIN
SIZ
E IN
MIL
LIM
ETE
RS
U.S
. STA
ND
AR
D S
IEV
E S
IZE
SH
YD
RO
ME
TER
270
20
0
140
10
0 8
0
60
40
20
16
14
10
8
4
1/4"
3/
8"
1/2"
3/4"
1
"
1-1
/2"
2"
3"
0.00
1
0.
005
0.0
1
0.
05
0.1
0.5
1
.0
5.0
10
.0
50
.0
1
00.0
CO
ARSE
MED
IUM
PM
L R
EF.
SA
MP
LE N
O.:
PA
RTI
CLE
SIZ
E D
ISTR
IBU
TIO
N C
HA
RT
SILT
FIN
EC
OAR
SESI
LTC
OAR
SEFI
NE
UN
IFIE
D
RE
MA
RK
SBo
reho
le 1
2, S
ampl
e SS
7, D
epth
7.6
0 to
8.1
0 m
CLA
YEY
SILT
TIL
L, S
OM
E SA
ND
, TR
ACE
GR
AVEL
M.I.
T.
U.S
. BU
RE
AU
CO
ARSE
SAN
DC
LAY
CLA
YG
RAV
EL
GR
AVEL
CO
BB
LES
12K
F071
SILT
& C
LAY
SAN
D
VER
Y FI
NE
FIN
E
SAN
DM
EDIU
M
MED
IUM
9 3534
8FI
GU
RE
NO
.
CO
B
BLE
SFI
NE
MED
IUM
GR
AVEL
0102030405060708090100 0.
001
0.01
00.
100
1.00
010
.000
100.
000
CUMULATIVE PERCENT PASSING
GR
AIN
SIZ
E IN
MIL
LIM
ETE
RS
U.S
. STA
ND
AR
D S
IEV
E S
IZE
SH
YD
RO
ME
TER
270
20
0
140
10
0 8
0
60
40
20
16
14
10
8
4
1/4"
3/
8"
1/2"
3/4"
1
"
1-1
/2"
2"
3"
0.00
1
0.
005
0.0
1
0.
05
0.1
0.5
1
.0
5.0
10
.0
50
.0
1
00.0
CO
ARSE
MED
IUM
MED
IUM
MED
IUM
10 3534
9FI
GU
RE
NO
.
CO
B
BLE
SFI
NE
MED
IUM
GR
AVEL
GR
AVEL
GR
AVEL
CO
BB
LES
12K
F071
SILT
& C
LAY
SAN
D
VER
Y FI
NE
FIN
E
SAN
D
UN
IFIE
D
RE
MA
RK
SBo
reho
le 1
3, S
ampl
e SS
3, D
epth
2.3
0 to
2.7
0 m
SILT
Y C
LAY,
TR
ACE
SAN
D, T
RAC
E G
RAV
EL
M.I.
T.
U.S
. BU
RE
AU
CO
ARSE
SAN
DC
LAY
CLA
Y
PM
L R
EF.
SA
MP
LE N
O.:
PA
RTI
CLE
SIZ
E D
ISTR
IBU
TIO
N C
HA
RT
SILT
FIN
EC
OAR
SESI
LTC
OAR
SEFI
NE
0102030405060708090100 0.
001
0.01
00.
100
1.00
010
.000
100.
000
CUMULATIVE PERCENT PASSING
GR
AIN
SIZ
E IN
MIL
LIM
ETE
RS
U.S
. STA
ND
AR
D S
IEV
E S
IZE
SH
YD
RO
ME
TER
270
20
0
140
10
0 8
0
60
40
20
16
14
10
8
4
1/4"
3/
8"
1/2"
3/4"
1
"
1-1
/2"
2"
3"
0.00
1
0.
005
0.0
1
0.
05
0.1
0.5
1
.0
5.0
10
.0
50
.0
1
00.0
CO
ARSE
MED
IUM
PM
L R
EF.
PA
RTI
CLE
SIZ
E D
ISTR
IBU
TIO
N C
HA
RT
SILT
FIN
EC
OAR
SESI
LTC
OAR
SEFI
NE
UN
IFIE
D
RE
MA
RK
SBo
reho
le 1
5, S
ampl
e SS
3, D
epth
2.3
0 - 2
.75
mSI
LTY
CLA
Y, S
OM
E SA
ND
, TR
ACE
GR
AVEL
M.I.
T.
U.S
. BU
RE
AU
CO
ARSE
SAN
DC
LAY
CLA
YG
RAV
EL
GR
AVEL
CO
BB
LES
12K
F071
SILT
& C
LAY
SAN
D
VER
Y FI
NE
FIN
E
SAN
DM
EDIU
M
MED
IUM
11FI
GU
RE
NO
.
CO
B
BLE
SFI
NE
MED
IUM
GR
AVEL
0102030405060708090100 0.
001
0.01
00.
100
1.00
010
.000
100.
000
CUMULATIVE PERCENT PASSING
GR
AIN
SIZ
E IN
MIL
LIM
ETE
RS
U.S
. STA
ND
AR
D S
IEV
E S
IZE
SH
YD
RO
ME
TER
270
20
0
140
10
0 8
0
60
40
20
16
14
10
8
4
1/4"
3/
8"
1/2"
3/4"
1
"
1-1
/2"
2"
3"
0.00
1
0.
005
0.0
1
0.
05
0.1
0.5
1
.0
5.0
10
.0
50
.0
1
00.0
CO
ARSE
MED
IUM
PM
L R
EF.
PA
RTI
CLE
SIZ
E D
ISTR
IBU
TIO
N C
HA
RT
SILT
FIN
EC
OAR
SESI
LTC
OAR
SEFI
NE
UN
IFIE
D
RE
MA
RK
SBo
reho
le 1
9, S
ampl
e SS
10, D
epth
12.
20 -
12.6
5 m
SAN
DY
SILT
TIL
L, T
RAC
E C
LAY,
TR
ACE
GR
AVEL
M.I.
T.
U.S
. BU
RE
AU
CO
ARSE
SAN
DC
LAY
CLA
YG
RAV
EL
GR
AVEL
CO
BB
LES
12K
F071
SILT
& C
LAY
SAN
D
VER
Y FI
NE
FIN
E
SAN
DM
EDIU
M
MED
IUM
12FI
GU
RE
NO
.
CO
B
BLE
SFI
NE
MED
IUM
GR
AVEL
0102030405060708090100 0.
001
0.01
00.
100
1.00
010
.000
100.
000
CUMULATIVE PERCENT PASSING
GR
AIN
SIZ
E IN
MIL
LIM
ETE
RS
U.S
. STA
ND
AR
D S
IEV
E S
IZE
SH
YD
RO
ME
TER
270
20
0
140
10
0 8
0
60
40
20
16
14
10
8
4
1/4"
3/
8"
1/2"
3/4"
1
"
1-1
/2"
2"
3"
0.00
1
0.
005
0.0
1
0.
05
0.1
0.5
1
.0
5.0
10
.0
50
.0
1
00.0
CO
ARSE
MED
IUM
PM
L R
EF.
PA
RTI
CLE
SIZ
E D
ISTR
IBU
TIO
N C
HA
RT
SILT
FIN
EC
OAR
SESI
LTC
OAR
SEFI
NE
UN
IFIE
D
RE
MA
RK
SBo
reho
le 2
0, S
ampl
e SS
7, D
epth
6.1
0 - 6
.55
mSA
ND
Y SI
LT T
ILL,
TR
ACE
CLA
Y, T
RAC
E G
RAV
EL
M.I.
T.
U.S
. BU
RE
AU
CO
ARSE
SAN
DC
LAY
CLA
YG
RAV
EL
GR
AVEL
CO
BB
LES
12K
F071
SILT
& C
LAY
SAN
D
VER
Y FI
NE
FIN
E
SAN
DM
EDIU
M
MED
IUM
13FI
GU
RE
NO
.
CO
B
BLE
SFI
NE
MED
IUM
GR
AVEL
0102030405060708090100 0.
001
0.01
00.
100
1.00
010
.000
100.
000
CUMULATIVE PERCENT PASSING
GR
AIN
SIZ
E IN
MIL
LIM
ETE
RS
U.S
. STA
ND
AR
D S
IEV
E S
IZE
SH
YD
RO
ME
TER
270
20
0
140
10
0 8
0
60
40
20
16
14
10
8
4
1/4"
3/
8"
1/2"
3/4"
1
"
1-1
/2"
2"
3"
0.00
1
0.
005
0.0
1
0.
05
0.1
0.5
1
.0
5.0
10
.0
50
.0
1
00.0
CO
ARSE
MED
IUM
PM
L R
EF.
PA
RTI
CLE
SIZ
E D
ISTR
IBU
TIO
N C
HA
RT
SILT
FIN
EC
OAR
SESI
LTC
OAR
SEFI
NE
UN
IFIE
D
RE
MA
RK
SBo
reho
le 2
2, S
ampl
e SS
7, D
epth
6.1
0 - 6
.55
mSA
ND
Y SI
LT T
ILL,
TR
ACE
CLA
Y, T
RAC
E G
RAV
EL
M.I.
T.
U.S
. BU
RE
AU
CO
ARSE
SAN
DC
LAY
CLA
YG
RAV
EL
GR
AVEL
CO
BB
LES
12K
F071
SILT
& C
LAY
SAN
D
VER
Y FI
NE
FIN
E
SAN
DM
EDIU
M
MED
IUM
14FI
GU
RE
NO
.
CO
B
BLE
SFI
NE
MED
IUM
GR
AVEL
0102030405060708090100 0.
001
0.01
00.
100
1.00
010
.000
100.
000
CUMULATIVE PERCENT PASSING
GR
AIN
SIZ
E IN
MIL
LIM
ETE
RS
U.S
. STA
ND
AR
D S
IEV
E S
IZE
SH
YD
RO
ME
TER
270
20
0
140
10
0 8
0
60
40
20
16
14
10
8
4
1/4"
3/
8"
1/2"
3/4"
1
"
1-1
/2"
2"
3"
0.00
1
0.
005
0.0
1
0.
05
0.1
0.5
1
.0
5.0
10
.0
50
.0
1
00.0
200 m120 m 160 m80 m40 m
SCALE
0 m
SO
UT
H P
AR
KW
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
4825500
4825000
53
55
00
ST
RE
ET
'A'
ST
RE
ET
'B'
ST
RE
ET
'C
'
TO
W
NH
O
US
ES
BL
O
CK
98
TO
W
NH
O
US
ES
BL
O
CK
99
TO
W
N
H
O
U
SE
S
BL
O
CK
100
TO
W
NH
O
US
ES
BL
O
CK
101
TO
W
N
H
O
U
SE
S
BL
O
CK
102
TO
W
N
H
O
U
SE
S
BL
O
CK
103
TO
W
NH
O
US
ES
BL
O
CK
97
PA
RK
BL
O
CK
104
5.3
54h
a
ST
O
RM
W
AT
ER
M
AN
AG
EM
EN
T
BL
O
CK
106
1.2
48h
a
A
A'
B
B'
ST
RE
ET
'A'
SO
UT
H P
AR
KW
O
O
D B
O
UL
EV
AR
D
ST
RE
ET
'D'
ST
RE
ET
'C'
ST
RE
ET
'B'
ST
RE
ET
'F
'
ST
RE
ET
'A
'
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
BIRDLAND DEVELOPMENTS LTD. c/o WALTERFEDY
HYDROGEOLOGICAL SITE ASSESSMENT FOR SOUTHWOOD 3 AND
SOUTHWOOD 4 RESIDENTIAL SUBDIVISION
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:
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.
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.
APRIL 2014 AS SHOWN 12KF071
REPORT 3
DWG 2
BIRDLAND DEVELOPMENTS LTD. c/o WALTERFEDY
HYDROGEOLOGICAL SITE ASSESSMENT FOR SOUTHWOOD 3 AND
SOUTHWOOD 4 RESIDENTIAL SUBDIVISION
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:
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.
MONITORING PLAN REPRODUCED FROM DRAWING SUPPLIED BY CLIENT.
DRAWN
CHECKED
APPROVED
D. BRICE
K. HANES
M. ALAM
DATE SCALE PML REF. DWG. NO.
APRIL 2014 AS SHOWN 12KF071
REPORT 3
DRAWING 3A
BIRDLAND DEVELOPMENTS LTD. c/o WALTERFEDY
HYDROGEOLOGICAL SITE ASSESSMENT FOR SOUTHWOOD 3 AND
SOUTHWOOD 4 RESIDENTIAL SUBDIVISION
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)
INFERRED GROUND WATER FLOW DIRECTION
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:
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.
MONITORING PLAN REPRODUCED FROM DRAWING SUPPLIED BY CLIENT.
DRAWN
CHECKED
APPROVED
D. BRICE
K. HANES
M. ALAM
DATE SCALE PML REF. DWG. NO.
APRIL 2014 AS SHOWN 12KF071
REPORT 3
DRAWING 3B
BIRDLAND DEVELOPMENTS LTD. c/o WALTERFEDY
HYDROGEOLOGICAL SITE ASSESSMENT FOR SOUTHWOOD 3 AND
SOUTHWOOD 4 RESIDENTIAL SUBDIVISION
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)
INFERRED GROUND WATER FLOW DIRECTION
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
Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014
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
Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014
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)
GIN Lithology Original Lithology Porosity* HydraulicConductivity*
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
CLAY BOULDERS [34,57]%[24,44]%
[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
31.70 32.61 Bedrock ROCK
32.61 33.53 Gravel GRAVEL [24,44]% [3E-4,3E-2]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.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)
GIN Lithology Original Lithology Porosity* HydraulicConductivity*
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
TILL HARD [1E-12,2E-6]m.s-1
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
TILL HARD [1E-12,2E-6]m.s-1
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)
GIN Lithology Original Lithology Porosity* HydraulicConductivity*
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
*Note: Porosity and hydraulic conductivity values are NOT measured but are derived from tablesshowing statistical averages for lithologies
Water Well
Identity : ca.on.waterWell.6502766External identity : ca.on.waterWell.6502766Source : Ontario Ministry of EnvironmentOnline resource : http://www.ene.gov.on.ca/environment/en/subject/wells/index.htmLength : 24.38mElevation : 358.14mWater level : 7.32mWater yield : 45.46lpmWater use : DomesticWell status : Water SupplyWell type : Unknown
Well Log
Depthfrom(m)
Depthto (m)
GIN Lithology Original Lithology Porosity* HydraulicConductivity*
0.00 0.30 Soil TOPSOIL
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
17.68 19.51 Sand MEDIUM SAND [26,53]% [2E-7,6E-3]m.s-1
19.51 21.34 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
23.47 24.38 Gravel GRAVEL [24,44]% [3E-4,3E-2]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.6506897External identity : ca.on.waterWell.6506897Source : Ontario Ministry of EnvironmentOnline resource : http://www.ene.gov.on.ca/environment/en/subject/wells/index.htmLength : 21.34mElevation : 363.02mWater use : Not UsedWell status : Observation WellsWell type : UnknownSealing components : From 19.81 to 21.34m.Screen components : From 15.24 to 19.81m.
Well Log
Depthfrom(m)
Depthto (m)
GIN Lithology Original Lithology Porosity* HydraulicConductivity*
0.00 0.30 Soil TOPSOIL
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
*Note: Porosity and hydraulic conductivity values are NOT measured but are derived from tablesshowing statistical averages for lithologies
Water Well
Identity : ca.on.waterWell.6506898External identity : ca.on.waterWell.6506898Source : Ontario Ministry of EnvironmentOnline resource : http://www.ene.gov.on.ca/environment/en/subject/wells/index.htmLength : 53.34mElevation : 363.02mWater use : Not UsedWell status : Observation WellsWell type : UnknownSealing components : From 50.29 to 53.34m.Screen components : From 45.72 to 50.29m.
Well Log
Depthfrom(m)
Depthto (m)
GIN Lithology Original Lithology Porosity* HydraulicConductivity*
0.00 0.30 Soil TOPSOIL
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)
GIN Lithology Original Lithology Porosity* HydraulicConductivity*
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)
GIN Lithology Original Lithology Porosity* HydraulicConductivity*
0.00 7.62 Clay CLAY [34,57]% [1E-11,4.7E-9]m.s-1
7.62 22.86 Diamicton HARDPAN
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
23.47 30.48 Diamicton HARDPAN
30.48 32.00 Gravel GRAVEL [24,44]% [3E-4,3E-2]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.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)
GIN Lithology Original Lithology Porosity* HydraulicConductivity*
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
*Note: Porosity and hydraulic conductivity values are NOT measured but are derived from tablesshowing statistical averages for lithologies
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)
GIN Lithology Original Lithology Porosity* HydraulicConductivity*
0.00 0.30 Soil TOPSOIL
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)
GIN Lithology Original Lithology Porosity* HydraulicConductivity*
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)
GIN Lithology Original Lithology Porosity* HydraulicConductivity*
0.00 0.91 Soil TOPSOIL
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
14.94 15.24 Sand MEDIUM SAND [26,53]% [2E-7,6E-3]m.s-1
15.24 22.86 Clay CLAY [34,57]% [1E-11,4.7E-9]m.s-1
22.86 23.16 Sand MEDIUM SAND [26,53]% [2E-7,6E-3]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
25.91 28.65 Diamicton HARDPAN
28.65 32.31 Sand MEDIUM SAND [26,53]% [2E-7,6E-3]m.s-1
32.31 34.75 Sand COARSE SAND [26,53]% [2E-7,6E-3]m.s-1
34.75 35.66 Sand FINE SAND [26,53]% [2E-7,6E-3]m.s-1
35.66 36.88 Sand COARSE SAND [26,53]% [2E-7,6E-3]m.s-1
36.88 37.19 Sand FINE SAND [26,53]% [2E-7,6E-3]m.s-1
37.19 38.10 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)
GIN Lithology Original Lithology Porosity* HydraulicConductivity*
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)
GIN Lithology Original Lithology Porosity* HydraulicConductivity*
0.00 1.83 Soil TOPSOIL
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
5.18 10.06 Diamicton HARDPAN
10.06 11.28 Clay
Gravel
CLAY BOULDERS [34,57]%[24,44]%
[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
13.72 17.68 Diamicton HARDPAN
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
Identity : ca.on.waterWell.6502780External identity : ca.on.waterWell.6502780Source : Ontario Ministry of EnvironmentOnline resource : http://www.ene.gov.on.ca/environment/en/subject/wells/index.htmLength : 66.75mElevation : 358.14mWater level : 18.29mWater use : DomesticWell status : Water SupplyWell type : Unknown
Well Log
Depthfrom(m)
Depthto (m)
GIN Lithology Original Lithology Porosity* HydraulicConductivity*
0.00 0.61 Soil TOPSOIL
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
28.04 31.39 Diamicton HARDPAN
31.39 33.53 Sand MEDIUM SAND [26,53]% [2E-7,6E-3]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
63.70 66.75 Bedrock ROCK
*Note: Porosity and hydraulic conductivity values are NOT measured but are derived from tablesshowing statistical averages for lithologies
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)
GIN Lithology Original Lithology Porosity* HydraulicConductivity*
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
34.14 37.49 Gravel GRAVEL [24,44]% [3E-4,3E-2]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.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)
GIN Lithology Original Lithology Porosity* HydraulicConductivity*
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)
GIN Lithology Original Lithology Porosity* HydraulicConductivity*
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
40.84 41.76 Gravel COARSE GRAVEL [24,44]% [3E-4,3E-2]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.6502834External identity : ca.on.waterWell.6502834Source : Ontario Ministry of EnvironmentOnline resource : http://www.ene.gov.on.ca/environment/en/subject/wells/index.htmLength : 65.53mElevation : 365.76mWater level : 21.95mWater use : LivestockWell status : Water SupplyWell type : Unknown
Well Log
Depthfrom(m)
Depthto (m)
GIN Lithology Original Lithology Porosity* HydraulicConductivity*
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
7.62 17.07 Diamicton
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
21.34 41.45 Diamicton
Gravel
Sand
HARDPAN GRAVELMEDIUM SAND
[24,44]%[26,53]%
[3E-4,3E-2]m.s-1[2E-7,6E-3]m.s-1
41.45 54.25 Diamicton HARDPAN
54.25 61.87 Shale SHALE [1,10]% [1E-13,2E-9]m.s-1
61.87 65.53 Bedrock ROCK
*Note: Porosity and hydraulic conductivity values are NOT measured but are derived from tablesshowing statistical averages for lithologies
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)
GIN Lithology Original Lithology Porosity* HydraulicConductivity*
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
23.16 32.31 Sand MEDIUM SAND [26,53]% [2E-7,6E-3]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
57.00 57.30 Gravel GRAVEL [24,44]% [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
Identity : ca.on.waterWell.6502705External identity : ca.on.waterWell.6502705Source : Ontario Ministry of EnvironmentOnline resource : http://www.ene.gov.on.ca/environment/en/subject/wells/index.htmLength : 56.39mElevation : 358.14mWater level : 15.54mWater use : LivestockWell status : Water SupplyWell type : Unknown
Well Log
Depthfrom(m)
Depthto (m)
GIN Lithology Original Lithology Porosity* HydraulicConductivity*
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
13.72 28.65 Diamicton HARDPAN
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
30.18 30.78 Sand MEDIUM SAND [26,53]% [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
31.70 36.58 Diamicton HARDPAN
36.58 42.67 Diamicton
Gravel
HARDPAN STONES [24,44]% [3E-4,3E-2]m.s-1
42.67 48.16 Diamicton HARDPAN
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
55.78 56.39 Bedrock ROCK
*Note: Porosity and hydraulic conductivity values are NOT measured but are derived from tablesshowing statistical averages for lithologies
Water Well
Identity : ca.on.waterWell.6502776External identity : ca.on.waterWell.6502776Source : Ontario Ministry of EnvironmentOnline resource : http://www.ene.gov.on.ca/environment/en/subject/wells/index.htmLength : 69.19mElevation : 358.14mWater level : 19.20mWater use : LivestockWell status : Water SupplyWell type : Unknown
Well Log
Depthfrom(m)
Depthto (m)
GIN Lithology Original Lithology Porosity* HydraulicConductivity*
0.00 28.96 Clay
Gravel
CLAY BOULDERS [34,57]%[24,44]%
[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
54.25 67.06 Bedrock ROCK
67.06 69.19 Bedrock ROCK
*Note: Porosity and hydraulic conductivity values are NOT measured but are derived from tablesshowing statistical averages for lithologies
Water Well
Identity : ca.on.waterWell.6502782External identity : ca.on.waterWell.6502782Source : Ontario Ministry of EnvironmentOnline resource : http://www.ene.gov.on.ca/environment/en/subject/wells/index.htmLength : 29.87mElevation : 358.14mWater level : 17.37mWater use : DomesticWell status : Water SupplyWell type : Unknown
Well Log
Depthfrom(m)
Depthto (m)
GIN Lithology Original Lithology Porosity* HydraulicConductivity*
0.00 3.05 Sand MEDIUM SAND [26,53]% [2E-7,6E-3]m.s-1
3.05 28.96 Diamicton
Gravel
HARDPAN STONES [24,44]% [3E-4,3E-2]m.s-1
28.96 29.87 Gravel GRAVEL [24,44]% [3E-4,3E-2]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.6502764External identity : ca.on.waterWell.6502764Source : Ontario Ministry of EnvironmentOnline resource : http://www.ene.gov.on.ca/environment/en/subject/wells/index.htmLength : 28.04mElevation : 358.14mWater level : 15.24mWater use : DomesticWell status : Water SupplyWell type : Unknown
Well Log
Depthfrom(m)
Depthto (m)
GIN Lithology Original Lithology Porosity* HydraulicConductivity*
0.00 7.92 Diamicton
Gravel
HARDPAN STONES [24,44]% [3E-4,3E-2]m.s-1
7.92 9.14 Sand MEDIUM SAND [26,53]% [2E-7,6E-3]m.s-1
9.14 21.34 Diamicton
Gravel
HARDPAN STONES [24,44]% [3E-4,3E-2]m.s-1
21.34 23.77 Sand MEDIUM SAND [26,53]% [2E-7,6E-3]m.s-1
23.77 25.91 Diamicton HARDPAN
25.91 28.04 Gravel GRAVEL [24,44]% [3E-4,3E-2]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.6504583External identity : ca.on.waterWell.6504583Source : Ontario Ministry of EnvironmentOnline resource : http://www.ene.gov.on.ca/environment/en/subject/wells/index.htmLength : 31.39mElevation : 359.66mWater level : 16.76mWater yield : 45.46lpmWater use : DomesticWell status : Water SupplyWell type : Unknown
Well Log
Depthfrom(m)
Depthto (m)
GIN Lithology Original Lithology Porosity* HydraulicConductivity*
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
23.77 29.57 Diamicton HARDPAN
29.57 31.39 Gravel GRAVEL [24,44]% [3E-4,3E-2]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.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)
GIN Lithology Original Lithology Porosity* HydraulicConductivity*
0.00 3.66 Clay
Gravel
CLAY BOULDERS [34,57]%[24,44]%
[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
10.67 10.97 Sand MEDIUM SAND [26,53]% [2E-7,6E-3]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
23.16 23.77 Sand MEDIUM SAND [26,53]% [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.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)
GIN Lithology Original Lithology Porosity* HydraulicConductivity*
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
24.99 32.00 Gravel COARSE GRAVEL [24,44]% [3E-4,3E-2]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.6502979External identity : ca.on.waterWell.6502979Source : Ontario Ministry of EnvironmentOnline resource : http://www.ene.gov.on.ca/environment/en/subject/wells/index.htmLength : 37.49mElevation : 352.04mWater level : 8.84mWater yield : 68.19lpmWater use : DomesticWell status : Water SupplyWell type : Unknown
Well Log
Depthfrom(m)
Depthto (m)
GIN Lithology Original Lithology Porosity* HydraulicConductivity*
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
25.91 35.36 Sand MEDIUM SAND [26,53]% [2E-7,6E-3]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
*Note: Porosity and hydraulic conductivity values are NOT measured but are derived from tablesshowing statistical averages for lithologies
Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014
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
South Parkwood Boulevard, Elmira, Ontario
WL
LOCATION
Southwood 3 Residential Subdivision
W
D. Brice
363.95
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
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
WATER CONTENT %363.95
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
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
BOREHOLE TERMINATED AT 12.8 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
365.30
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. 2
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
WATER CONTENT %365.30
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.09/01/2013 Dry16/01/2013 1.36 363.8902/05/2013 0.82 364.43
3.0362.3
Refer to Log of Borehole 2 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
South Parkwood Boulevard, Elmira, Ontario
WL
LOCATION
Southwood 3 Residential Subdivision
W
D. Brice
365.25
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
Shallow well adjacent to primary borehole
PML REF.:
BL
OW
S/0
.3m
N -
VA
LU
ES
LOG OF BOREHOLE NO. 2A
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
WATER CONTENT %365.25
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
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
BOREHOLE TERMINATED AT 7.3 m
(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
South Parkwood Boulevard, Elmira, Ontario
WL
LOCATION
Southwood 3 Residential Subdivision
W
D. Brice
364.90
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. 3
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
WATER CONTENT %364.90
W
WL
Continuous Flight Solid 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
GR
LOG OF BOREHOLE REV. 08/2012 12KF071 BOREHOLE LOGS.GPJ PETOMAC.GDT 2013 06 10
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
BOREHOLE TERMINATED AT 6.6 m
(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
South Parkwood Boulevard, Elmira, Ontario
WL
LOCATION
Southwood 3 Residential Subdivision
W
D. Brice
366.00
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. 4
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
WATER CONTENT %366.00
W
WL
Continuous Flight Solid 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
GR
LOG OF BOREHOLE REV. 08/2012 12KF071 BOREHOLE LOGS.GPJ PETOMAC.GDT 2013 06 10
>>
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
SILT TILL: Very dense grey silt, somegravel, damp
BOREHOLE TERMINATED AT 7.0 m
(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
South Parkwood Boulevard, Elmira, Ontario
WL
LOCATION
Southwood 3 Residential Subdivision
W
D. Brice
365.95
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. 5
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
WATER CONTENT %365.95
W
WL
Continuous Flight Solid 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
GR
LOG OF BOREHOLE REV. 08/2012 12KF071 BOREHOLE LOGS.GPJ PETOMAC.GDT 2013 06 10
>>
>>
>>
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
BOREHOLE TERMINATED AT 12.3 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
366.60
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. 6
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
WATER CONTENT %366.60
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
Filter Sand50 mm PlasticRiser
50 mm SlottedScreen
Water Levels:Date Depth(m) Elev.07/01/2013 Dry16/01/2013 0.68 365.9202/05/2013 0.90 365.70
3.0363.6
Refer to Log of Borehole 6 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
South Parkwood Boulevard, Elmira, Ontario
WL
LOCATION
Southwood 3 Residential Subdivision
W
D. Brice
366.60
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
Shallow well adjacent to primary borehole
PML REF.:
BL
OW
S/0
.3m
N -
VA
LU
ES
LOG OF BOREHOLE NO. 6A
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
WATER CONTENT %366.60
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
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
Water Levels:Date Depth(m) Elev.08/01/2013 Dry16/01/2013 Dry02/05/2013 10.99 355.11
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
BOREHOLE TERMINATED AT 12.4 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
366.10
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. 7
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
WATER CONTENT %366.10
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 PlasticRiser
Filter Sand
50 mm SlottedScreen
Water Levels:Date Depth(m) Elev.08/01/2013 Dry16/01/2013 Dry02/05/2013 2.68 363.32
3.8362.2
Refer to Log of Borehole 7 for stratigraphy
BOREHOLE TERMINATED AT 3.8 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
366.00
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
Shallow well adjacent to primary borehole
PML REF.:
BL
OW
S/0
.3m
N -
VA
LU
ES
LOG OF BOREHOLE NO. 7A
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
WATER CONTENT %366.00
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
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
Water Levels:Date Depth(m) Elev.08/01/2013 6.15 359.0516/01/2013 6.07 359.1302/05/2013 2.83 362.37
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
BOREHOLE 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
365.20
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. 8
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
WATER CONTENT %365.20
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.08/01/2013 2.25 363.0016/01/2013 0.86 364.3902/05/2013 1.01 364.24
3.0362.3
Refer to Log of Borehole 8 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
South Parkwood Boulevard, Elmira, Ontario
WL
LOCATION
Southwood 3 Residential Subdivision
W
D. Brice
365.25
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
Shallow well adjacent to primary borehole
PML REF.:
BL
OW
S/0
.3m
N -
VA
LU
ES
LOG OF BOREHOLE NO. 8A
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
WATER CONTENT %365.25
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
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 very stiff, DTPL
becoming grey, trace gravel, no layers
SILT TILL: Very dense grey silt, somegravel, trace sand, damp
BOREHOLE TERMINATED AT 12.3 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
364.00
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. 9
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
WATER CONTENT %364.00
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 PlasticRiser
Filter Sand
50 mm SlottedScreen
Water Levels:Date Depth(m) Elev.10/01/2013 2.23 361.7216/01/2013 0.55 363.4002/05/2013 0.75 363.20
3.0361.0
Refer to Log of Borehole 9 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
South Parkwood Boulevard, Elmira, Ontario
WL
LOCATION
Southwood 3 Residential Subdivision
W
D. Brice
363.95
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
Shallow well adjacent to primary borehole
PML REF.:
BL
OW
S/0
.3m
N -
VA
LU
ES
LOG OF BOREHOLE NO. 9A
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
WATER CONTENT %363.95
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
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
BOREHOLE TERMINATED AT 7.3 m
(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
South Parkwood Boulevard, Elmira, Ontario
WL
LOCATION
Southwood 3 Residential Subdivision
W
D. Brice
362.90
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. 10
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
WATER CONTENT %362.90
W
WL
Continuous Flight Solid 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
GR
LOG OF BOREHOLE REV. 08/2012 12KF071 BOREHOLE LOGS.GPJ PETOMAC.GDT 2013 06 10
>>
>>
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
Water Levels:Date Depth(m) Elev.11/01/2013 Dry16/01/2013 12.24 350.9102/05/2013 12.22 350.93
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
SILT TILL: Very dense grey silt, somegravel, damp
becoming brown
BOREHOLE TERMINATED AT 12.3 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
363.15
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. 11
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
WATER CONTENT %363.15
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-PlugBentonite Seal
50 mm PlasticRiserFilter Sand
50 mm SlottedScreen
Water Levels:Date Depth(m) Elev.11/01/2013 Dry16/01/2013 0.81 362.3902/05/2013 0.82 362.38
3.0360.2
Refer to Log of Borehole 11 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
South Parkwood Boulevard, Elmira, Ontario
WL
LOCATION
Southwood 3 Residential Subdivision
W
D. Brice
363.20
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
Shallow well adjacent to primary borehole
PML REF.:
BL
OW
S/0
.3m
N -
VA
LU
ES
LOG OF BOREHOLE NO. 11A
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
WATER CONTENT %363.20
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
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
South Parkwood Boulevard, Elmira, Ontario
WL
LOCATION
Southwood 3 Residential Subdivision
W
D. Brice
362.32
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. 12
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
WATER CONTENT %362.32
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 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
South Parkwood Boulevard, Elmira, Ontario
WL
LOCATION
Southwood 3 Residential Subdivision
W
D. Brice
362.32
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. 12A
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
WATER CONTENT %362.32
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 PETOMAC.GDT 2014 01 17
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
Water Levels:Date Depth(m) Elev.11/10/2013 Dry --05/11/2013 1.10 364.0304/12/2013 1.45 363.68
0.63 364.50
3.1362.1
4.6360.6
7.8357.4
TOPSOIL: Dark brown clayey silt, tracegravel, rootlets, moist
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
BOREHOLE TERMINATED AT 7.8 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
South Parkwood Boulevard, Elmira, Ontario
WL
LOCATION
Southwood 3 Residential Subdivision
W
D. Brice
365.13
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. 13
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
WATER CONTENT %365.13
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 PETOMAC.GDT 2014 01 17
>>
4.6360.6
STRAIGHT AUGER TO REFUSAL
BOREHOLE TERMINATED AT 4.6 mDUE TO REFUSAL ON PROBABLEBOULDER
(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
South Parkwood Boulevard, Elmira, Ontario
WL
LOCATION
Southwood 3 Residential Subdivision
W
D. Brice
365.13
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. 13A
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
WATER CONTENT %365.13
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
GR
LOG OF BOREHOLE REV. 08/2012 PETOMAC.GDT 2014 01 17
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
Water Levels:Date Depth(m) Elev.10/10/2013 5.22 360.0305/11/2013 1.08 364.1704/12/2013 1.37 363.88
0.63 364.62
2.3363.0
3.1362.2
6.1359.2
TOPSOIL: Dark brown clayey silt, tracegravel, rootlets, moist
SILTY CLAY: Stiff brown and grey mottledsilty clay, trace sand, APL, occasional siltlayers, moist
becoming very stiff, DTPL
CLAYEY SILT TILL: Hard grey clayey silt,trace sand, DTPL
BOREHOLE TERMINATED AT 6.1 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
South Parkwood Boulevard, Elmira, Ontario
WL
LOCATION
Southwood 3 Residential Subdivision
W
D. Brice
365.25
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. 14
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
WATER CONTENT %365.25
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 PETOMAC.GDT 2014 01 17
>>
>>
Stick up withJ-Plug
Bentonite Seal50 mm PlasticRiser
Filter Sand
50 mm SlottedScreen
Water Levels:Date Depth(m) Elev.10/10/2013 2.80 362.4005/11/2013 0.53 364.6704/12/2013 0.95 364.25
(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
365.20
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. 14A
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
WATER CONTENT %365.20
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 PETOMAC.GDT 2014 01 17
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
BOREHOLE TERMINATED AT 14.0 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
364.25
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. 15
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
WATER CONTENT %364.25
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 PETOMAC.GDT 2014 04 04
>>
>>
>>
>>
>>
>>
>>
>>
Stick up withJ-Plug
Bentonite Seal
50 mm PlasticRiser
Filter SandSlotted Screen
Water Levels:Date Depth(m) Elev.02/21/2014 Dry --02/28/2014 2.77 361.5003/25/2014 1.55 362.70
3.1361.2
Refer to Log of Borehole 15 for stratigraphydata
BOREHOLE TERMINATED AT 3.1 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
364.25
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. 15A
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
WATER CONTENT %364.25
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 PETOMAC.GDT 2014 04 04
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
Water Levels:Date Depth(m) Elev.02/24/2014 Dry --02/28/2014 12.10 349.1003/25/2014 12.11 349.10
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
BOREHOLE TERMINATED AT 12.7 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
361.20
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. 16
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
WATER CONTENT %361.20
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 PETOMAC.GDT 2014 04 04
>>
>>
>>
>>
>>
Stick up withJ-Plug
Bentonite Seal
50 mm PlasticRiser
Filter SandSlotted Screen
Water Levels:Date Depth(m) Elev.02/24/2014 Dry --02/28/2014 3.0 359.2003/25/2014 3.0 359.20
3.1358.2
Refer to Log of Borehole 16 for stratigraphydata
BOREHOLE TERMINATED AT 3.1 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
361.20
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. 16A
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
WATER CONTENT %361.20
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 PETOMAC.GDT 2014 04 04
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
BOREHOLE TERMINATED AT 7.8 m
(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
South Parkwood Boulevard, Elmira, Ontario
WL
LOCATION
Southwood 3 Residential Subdivision
W
D. Brice
362.40
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. 17
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
WATER CONTENT %362.40
W
WL
Continuous Flight Solid 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
GR
LOG OF BOREHOLE REV. 08/2012 PETOMAC.GDT 2014 04 04
>>
>>
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
BOREHOLE TERMINATED AT 7.7 m
(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
South Parkwood Boulevard, Elmira, Ontario
WL
LOCATION
Southwood 3 Residential Subdivision
W
D. Brice
362.85
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. 18
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
WATER CONTENT %362.85
W
WL
Continuous Flight Solid 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
GR
LOG OF BOREHOLE REV. 08/2012 PETOMAC.GDT 2014 04 04
>>
>>
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
Water Levels:Date Depth(m) Elev.02/21/2014 11.90 350.5002/28/2014 8.45 353.9503/25/2014 7.98 354.40
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
BOREHOLE TERMINATED AT 12.7 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
362.40
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. 19
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
WATER CONTENT %362.40
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 PETOMAC.GDT 2014 04 04
>>
>>
>>
>>
>>
>>
Stick up withJ-Plug
Bentonite Seal
50 mm PlasticRiser
Filter SandSlotted Screen
Water Levels:Date Depth(m) Elev.02/21/2014 Dry --02/28/2014 3.05 359.3003/25/2014 3.05 359.30
3.1359.3
Refer to Log of Borehole 19 for stratigraphydata
BOREHOLE TERMINATED AT 3.1 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
362.35
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. 19A
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
WATER CONTENT %362.35
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 PETOMAC.GDT 2014 04 04
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
BOREHOLE TERMINATED AT 7.7 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
360.00
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. 20
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
WATER CONTENT %360.00
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 PETOMAC.GDT 2014 04 04
>>
>>
>>
Stick up withJ-Plug
Bentonite Seal
50 mm PlasticRiser
Filter SandSlotted Screen
Water Levels:Date Depth(m) Elev.02/21/2014 Dry --02/28/2014 1.69 358.2503/25/2014 0.75 359.20
3.1356.9
Refer to Log of Borehole 20 for stratigraphydata
BOREHOLE TERMINATED AT 3.1 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
359.95
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. 20A
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
WATER CONTENT %359.95
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 PETOMAC.GDT 2014 04 04
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
BOREHOLE TERMINATED AT 8.1 m
(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
South Parkwood Boulevard, Elmira, Ontario
WL
LOCATION
Southwood 3 Residential Subdivision
W
D. Brice
358.60
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. 21
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
WATER CONTENT %358.60
W
WL
Continuous Flight Solid 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
GR
LOG OF BOREHOLE REV. 08/2012 PETOMAC.GDT 2014 04 04
>>
>>
>>
>>
>>
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
Bentonite Seal50 mm PlasticRiser
Filter Sand
Slotted Screen
Water Levels:Date Depth(m) Elev.02/19/2014 7.13 352.4202/28/2014 2.25 357.3003/25/2014 1.30 358.25
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
BOREHOLE TERMINATED AT 8.1 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
359.55
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. 22
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
WATER CONTENT %359.55
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 PETOMAC.GDT 2014 04 04
>>
Stick up withJ-Plug
Bentonite Seal
50 mm PlasticRiser
Filter SandSlotted Screen
Water Levels:Date Depth(m) Elev.02/19/2014 2.65 356.8502/28/2014 1.97 357.5303/25/2014 1.08 358.42
3.1356.5
Refer to Log of Borehole 22 for stratigraphydata
BOREHOLE TERMINATED AT 3.1 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
359.50
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. 22A
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
WATER CONTENT %359.50
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 PETOMAC.GDT 2014 04 04
Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014
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)
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: BH6 To = 6150 sec
Well Screen Bottom: 12.24 mbgs
Top of Pipe: 1.27 mags L = 180 cm
Well Casing Diameter: 2R = 15.24 cm
Well Elevation: masl 2r = 5.08 cmStatic Water Level: 7.68 mbgs
Ground Elevation: 366.6 9.2E-06 cm/s
WATER LEVEL BEFORE TEST 7.68
Time t (sec)Water Level
(mbgs)
Water Level Elevation (masl) Time t (sec) H‐h H‐Ho (H‐h)/(H‐Ho)
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
Head Ratio, (H‐h)/(H‐Ho)
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
Hvorslev Testing: BH9 - 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: BH9 To = 635000 sec
Well Screen Bottom: 12.18 mbgs
Top of Pipe: mags L = 150 cm
Well Casing Diameter: 2R = 15.24 cm
Well Elevation: masl 2r = 5.08 cmStatic Water Level: 11.35 mbgs
Ground Elevation: 364 1.0E-07 cm/s
WATER LEVEL BEFORE TEST 11.35
Time t (sec)Water Level
(mbgs)
Water Level Elevation (masl) Time t (sec) H‐h H‐Ho (H‐h)/(H‐Ho)
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
Head Ratio, (H‐h)/(H‐Ho)
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)
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: BH11A To = 5250 sec
Well Screen Bottom: 3.17 mbgs
Top of Pipe: mags L = 240 cm
Well Casing Diameter: 2R = 15.24 cm
Well Elevation: masl 2r = 5.08 cmStatic Water Level: 0.72 mbgs
Ground Elevation: 363.2 8.8E-06 cm/s
WATER LEVEL BEFORE TEST 0.72
Time t (sec)Water Level
(mbgs)
Water Level Elevation (masl) Time t (sec) H‐h H‐Ho (H‐h)/(H‐Ho)
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
Head Ratio, (H‐h)/(H‐Ho)
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
Hvorslev Testing: BH12 - Southwood 3 and 4 Residential Subdivision, Elmira, Ontario(Based on Data from Datalogger)
Date: 10‐Dec‐13 H = Static Water Level mbgs
Conducted by: JIN Ho = Head at time = 0 mbgs
h = Water Level at time t mbgs
Well Number: BH12 To = 28500 sec
Well Screen Bottom: 11.00 mbgs
Top of Pipe: mags L = 240 cm
Well Casing Diameter: 2R = 15.24 cm
Well Elevation: masl 2r = 5.08 cmStatic Water Level: 6.03 mbgs
Ground Elevation: 366 1.6E-06 cm/s
WATER LEVEL BEFORE TEST 5.83
Time t (sec)Water Level
(mbgs)
Water Level Elevation (masl) Time t (sec) H‐h H‐Ho (H‐h)/(H‐Ho)
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
Head Ratio, (H‐h)/(H‐Ho)
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
Conducted by: JIN Ho = Head at time = 0 mbgs
h = Water Level at time t mbgs
Well Number: BH14A To = 630 sec
Well Screen Bottom: 3.10 mbgs
Top of Pipe: 1.00 mags L = 180 cm
Well Casing Diameter: 2R = 15.24 cm
Well Elevation: masl 2r = 5.08 cmStatic Water Level: 0.77 mbgs
Ground Elevation: 366 9.0E-05 cm/s
WATER LEVEL BEFORE TEST 0.76
Time t (sec)Water Level
(mbgs)
Water Level Elevation (masl) Time t (sec) H‐h H‐Ho (H‐h)/(H‐Ho)
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
Head Ratio, (H‐h)/(H‐Ho)
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
Hvorslev Testing: BH15A - Southwood 3 and 4 Residential Subdivision, Elmira, Ontari(Based on Data from Datalogger)
Date: 14‐Mar‐14 H = Static Water Level mbgs
Conducted by: JIN Ho = Head at time = 0 mbgs
h = Water Level at time t mbgs
Well Number: BH15A To = 60000 sec
Well Screen Bottom: 3.10 mbgs
Top of Pipe: 0.79 mags L = 210 cm
Well Casing Diameter: 2R = 15.24 cm
Well Elevation: masl 2r = 5.08 cmStatic Water Level: 2.09 mbgs
Ground Elevation: 363 8.5E-07 cm/s
WATER LEVEL BEFORE TEST 2.06
Time t (sec)Water Level
(mbgs)
Water Level Elevation (masl) Time t (sec) H‐h H‐Ho (H‐h)/(H‐Ho)
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
Head Ratio, (H‐h)/(H‐Ho)
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
Hvorslev Testing: BH19 - Southwood 3 and 4 Residential Subdivision, Elmira, Ontario(Based on Data from Datalogger)
Date: 14‐Mar‐14 H = Static Water Level mbgs
Conducted by: JIN Ho = Head at time = 0 mbgs
h = Water Level at time t mbgs
Well Number: BH19 To = 59000 sec
Well Screen Bottom: 12.50 mbgs
Top of Pipe: 0.99 mags L = 180 cm
Well Casing Diameter: 2R = 15.24 cm
Well Elevation: masl 2r = 5.08 cmStatic Water Level: 8.06 mbgs
Ground Elevation: 363 9.6E-07 cm/s
WATER LEVEL BEFORE TEST 8.06
Time t (sec)Water Level
(mbgs)
Water Level Elevation (masl) Time t (sec) H‐h H‐Ho (H‐h)/(H‐Ho)
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
Head Ratio, (H‐h)/(H‐Ho)
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
Hvorslev Testing: BH20A - Southwood 3 and 4 Residential Subdivision, Elmira, Ontari(Based on Data from Datalogger)
Date: 14‐Mar‐14 H = Static Water Level mbgs
Conducted by: JIN Ho = Head at time = 0 mbgs
h = Water Level at time t mbgs
Well Number: BH20A To = 10000 sec
Well Screen Bottom: 3.10 mbgs
Top of Pipe: 0.87 mags L = 180 cm
Well Casing Diameter: 2R = 15.24 cm
Well Elevation: masl 2r = 5.08 cmStatic Water Level: 1.12 mbgs
Ground Elevation: 363 5.7E-06 cm/s
WATER LEVEL BEFORE TEST 1.12
Time t (sec)Water Level
(mbgs)
Water Level Elevation (masl) Time t (sec) H‐h H‐Ho (H‐h)/(H‐Ho)
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
Head Ratio, (H‐h)/(H‐Ho)
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
Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014
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
om
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
Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014
APPENDIX E
AGAT Laboratories – Certificates of Analysis (Ground Water)
BH
6B
H2
AB
H1
1A
SA
MP
LE
DE
SC
RIP
TIO
N:
Wa
ter
Wa
ter
Wa
ter
SA
MP
LE
TY
PE
:
3/2
7/2
01
33
/27
/20
13
3/2
7/2
01
3D
AT
E S
AM
PL
ED
:
42
29
13
34
22
91
36
42
29
14
5G
/ S
RD
LU
nit
Pa
ram
ete
r
72
36
44
80
6E
lectr
ica
l C
on
du
ctivity
2u
S/c
m
7.7
67
.86
7.7
1p
HN
A6
.5-8
.5p
H U
nits
6.9
86
.95
6.8
6S
atu
ratio
n p
H
0.7
80
.91
0.8
5L
an
glie
r In
de
x
32
40
00
31
80
00
38
70
00
To
tal H
ard
ne
ss (
as C
aC
O3
)5
00
µg
/L
37
23
24
44
0T
ota
l D
isso
lve
d S
olid
s2
0m
g/L
23
20
00
25
80
00
25
90
00
Alk
alin
ity (
as C
aC
O3
)5
00
0µ
g/L
23
20
00
25
80
00
25
90
00
Bic
arb
on
ate
(a
s C
aC
O3
)5
00
0µ
g/L
<5
00
0<
50
00
<5
00
0C
arb
on
ate
(a
s C
aC
O3
)5
00
0µ
g/L
<5
00
0<
50
00
<5
00
0H
yd
roxid
e (
as C
aC
O3
)5
00
0µ
g/L
<5
01
20
<5
0F
luo
rid
e5
0µ
g/L
12
40
04
60
01
29
00
Ch
lori
de
10
0µ
g/L
15
10
0<
50
11
10
0N
itra
te a
s N
50
µg
/L
<5
0<
50
<5
0N
itri
te a
s N
50
µg
/L
<5
0<
50
<5
0B
rom
ide
50
µg
/L
54
70
06
16
00
85
40
0S
ulp
ha
te1
00
µg
/L
<1
00
<1
00
<1
00
Ph
osp
ha
te a
s P
10
0µ
g/L
9.5
52
1.4
8.7
9R
ea
ctive
Sili
ca
0.0
5m
g/L
74
40
21
Am
mo
nia
as N
20
µg
/L
<2
0<
20
<2
0A
mm
on
ia-U
n-i
on
ize
d2
02
0µ
g/L
27
81
38
14
4T
ota
l P
ho
sp
ho
rus
20
30
µg
/L
2.8
1.6
2.2
To
tal O
rga
nic
Ca
rbo
n0
.5m
g/L
<5
<5
<5
Co
lou
r5
TC
U
28
18
3.1
32
0T
urb
idity
0.5
NT
U
84
40
07
10
00
11
10
00
Ca
lciu
m5
00
µg
/L
27
40
03
42
00
26
60
0M
ag
ne
siu
m5
00
µg
/L
66
90
13
90
01
55
00
So
diu
m5
00
µg
/L
14
70
14
40
83
0P
ota
ssiu
m5
00
µg
/L
11
.91
0.1
11
.0A
lum
inu
m-d
isso
lve
d4
.07
5µ
g/L
<3
.0<
3.0
<3
.0A
ntim
on
y3
.02
0µ
g/L
<3
.06
.9<
3.0
Ars
en
ic3
.01
00
µg
/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
-03
-28
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
W7
01
21
4
DA
TE
RE
PO
RT
ED
: 2
01
3-0
4-0
5
PR
OJ
EC
T N
O:
12
KF
71
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
BH
6B
H2
AB
H1
1A
SA
MP
LE
DE
SC
RIP
TIO
N:
Wa
ter
Wa
ter
Wa
ter
SA
MP
LE
TY
PE
:
3/2
7/2
01
33
/27
/20
13
3/2
7/2
01
3D
AT
E S
AM
PL
ED
:
42
29
13
34
22
91
36
42
29
14
5G
/ S
RD
LU
nit
Pa
ram
ete
r
12
95
1.8
12
3B
ari
um
2.0
µg
/L
<1
.0<
1.0
<1
.0B
ery
lliu
m1
.01
1µ
g/L
<1
01
5<
10
Bo
ron
10
20
0µ
g/L
<0
.1<
0.1
0.1
Ca
dm
ium
0.1
0.2
µg
/L
4.8
<3
.04
.7C
hro
miu
m3
.08
.9µ
g/L
4.8
<0
.54
.3C
ob
alt
0.5
0.9
µg
/L
6.0
2.5
7.0
Co
pp
er
2.0
5µ
g/L
16
30
45
81
68
0Ir
on
10
30
0µ
g/L
5.3
<1
.07
.4L
ea
d1
.05
µg
/L
21
06
8.6
25
1M
an
ga
ne
se
2.0
µg
/L
<0
.01
<0
.01
<0
.01
Dis
so
lve
d M
erc
ury
0.0
10
.2µ
g/L
<2
.03
.1<
2.0
Mo
lyb
de
nu
m2
.04
0µ
g/L
7.3
<3
.03
.1N
icke
l3
.02
5µ
g/L
<4
.0<
4.0
<4
.0S
ele
niu
m4
.01
00
µg
/L
<0
.1<
0.1
<0
.1S
ilve
r0
.10
.1µ
g/L
22
61
97
22
3S
tro
ntiu
m5
.0µ
g/L
<0
.3<
0.3
<0
.3T
ha
lliu
m0
.30
.3µ
g/L
<2
.0<
2.0
2.3
Tin
2.0
µg
/L
28
.29
.82
8.8
Tita
niu
m2
.0µ
g/L
<1
0<
10
<1
0T
un
gste
n1
03
0µ
g/L
2.6
<2
.0<
2.0
Ura
niu
m2
.05
µg
/L
4.2
<2
.05
.6V
an
ad
ium
2.0
6µ
g/L
16
.39
.32
0.8
Zin
c5
.03
0µ
g/L
<4
.0<
4.0
<4
.0Z
irco
niu
m4
.0µ
g/L
6.8
07
.00
8.4
3C
atio
n S
um
7.2
16
.58
8.1
1A
nio
n S
um
2.9
3.1
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:
42
29
13
3-4
22
91
45
No
te: A
la
b m
ea
su
red
pH
& te
mp
era
ture
, re
co
rde
d a
t th
e tim
e o
f a
na
lysis
, w
ere
use
d in
ca
lcu
latio
n o
f u
n-i
on
ize
d N
H3
; fie
ld p
ara
me
ters
we
re n
ot p
rovid
ed
.
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
-03
-28
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
W7
01
21
4
DA
TE
RE
PO
RT
ED
: 2
01
3-0
4-0
5
PR
OJ
EC
T N
O:
12
KF
71
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 3
42
29
13
3P
WQ
O(u
g/L
)W
ate
r Q
ua
lity A
sse
ssm
en
tC
ob
alt
0.9
4.8
BH
2A
42
29
13
3P
WQ
O(u
g/L
)W
ate
r Q
ua
lity A
sse
ssm
en
tC
op
pe
r5
6.0
BH
2A
42
29
13
3P
WQ
O(u
g/L
)W
ate
r Q
ua
lity A
sse
ssm
en
tIr
on
30
01
63
0B
H2
A
42
29
13
3P
WQ
O(u
g/L
)W
ate
r Q
ua
lity A
sse
ssm
en
tL
ea
d5
5.3
BH
2A
42
29
13
3P
WQ
O(u
g/L
)W
ate
r Q
ua
lity A
sse
ssm
en
tT
ota
l P
ho
sp
ho
rus
30
27
8B
H2
A
42
29
13
6P
WQ
O(u
g/L
)W
ate
r Q
ua
lity A
sse
ssm
en
tIr
on
30
04
58
BH
6
42
29
13
6P
WQ
O(u
g/L
)W
ate
r Q
ua
lity A
sse
ssm
en
tT
ota
l P
ho
sp
ho
rus
30
13
8B
H6
42
29
14
5P
WQ
O(u
g/L
)W
ate
r Q
ua
lity A
sse
ssm
en
tC
ob
alt
0.9
4.3
BH
11
A
42
29
14
5P
WQ
O(u
g/L
)W
ate
r Q
ua
lity A
sse
ssm
en
tC
op
pe
r5
7.0
BH
11
A
42
29
14
5P
WQ
O(u
g/L
)W
ate
r Q
ua
lity A
sse
ssm
en
tIr
on
30
01
68
0B
H1
1A
42
29
14
5P
WQ
O(u
g/L
)W
ate
r Q
ua
lity A
sse
ssm
en
tL
ea
d5
7.4
BH
11
A
42
29
14
5P
WQ
O(u
g/L
)W
ate
r Q
ua
lity A
sse
ssm
en
tT
ota
l P
ho
sp
ho
rus
30
14
4B
H1
1A
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
W7
01
21
4
PR
OJ
EC
T N
O:
12
KF
71
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
BH
12
BH
14
AS
AM
PL
E D
ES
CR
IPT
ION
:
Wa
ter
Wa
ter
SA
MP
LE
TY
PE
:
12
/9/2
01
31
2/9
/20
13
DA
TE
SA
MP
LE
D:
50
42
93
45
04
29
35
G / S
RD
LU
nit
Pa
ram
ete
r
80
36
27
Ele
ctr
ica
l C
on
du
ctivity
2u
S/c
m
7.7
98
.23
pH
NA
6.5
-8.5
pH
Un
its
6.6
77
.04
Sa
tura
tio
n p
H
1.1
21
.19
La
ng
elie
r In
de
x
41
22
72
To
tal H
ard
ne
ss (
as C
aC
O3
)1
0m
g/L
44
43
20
To
tal D
isso
lve
d S
olid
s2
0m
g/L
37
72
41
Alk
alin
ity (
as C
aC
O3
)5
mg
/L
37
72
41
Bic
arb
on
ate
(a
s C
aC
O3
)5
mg
/L
<5
<5
Ca
rbo
na
te (
as C
aC
O3
)5
mg
/L
<5
<5
Hyd
roxid
e (
as C
aC
O3
)5
mg
/L
<0
.25
<0
.25
Flu
ori
de
0.2
5m
g/L
14
.62
2.8
Ch
lori
de
0.5
0m
g/L
1.7
9<
0.2
5N
itra
te a
s N
0.2
5m
g/L
<0
.25
<0
.25
Nitri
te a
s N
0.2
5m
g/L
<0
.25
<0
.25
Bro
mid
e0
.25
mg
/L
52
.15
6.4
Su
lph
ate
0.5
0m
g/L
<0
.50
<0
.50
Ort
ho
Ph
osp
ha
te a
s P
0.5
0m
g/L
27
.11
2.9
Re
active
Sili
ca
0.0
5m
g/L
0.0
30
.46
Am
mo
nia
as N
0.0
2m
g/L
0.9
11
.99
To
tal P
ho
sp
ho
rus
0.0
50
.03
mg
/L
2.3
6.8
To
tal O
rga
nic
Ca
rbo
n0
.5m
g/L
<5
<5
Co
lou
r5
TC
U
25
21
65
Tu
rbid
ity
0.5
NT
U
11
04
8.7
Ca
lciu
m0
.05
mg
/L
33
.43
6.6
Ma
gn
esiu
m0
.05
mg
/L
16
.32
3.5
So
diu
m0
.05
mg
/L
2.4
07
.66
Po
tassiu
m0
.05
mg
/L
<0
.00
40
.00
7A
lum
inu
m0
.00
4m
g/L
<0
.00
3<
0.0
03
An
tim
on
y0
.00
30
.02
0m
g/L
<0
.00
3<
0.0
03
Ars
en
ic0
.00
30
.1m
g/L
0.0
51
0.0
52
Ba
riu
m0
.00
2m
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
-12
-10
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
W7
92
29
5
DA
TE
RE
PO
RT
ED
: 2
01
3-1
2-1
7
PR
OJ
EC
T N
O:
12
KF
71
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
BH
12
BH
14
AS
AM
PL
E D
ES
CR
IPT
ION
:
Wa
ter
Wa
ter
SA
MP
LE
TY
PE
:
12
/9/2
01
31
2/9
/20
13
DA
TE
SA
MP
LE
D:
50
42
93
45
04
29
35
G / S
RD
LU
nit
Pa
ram
ete
r
<0
.00
1<
0.0
01
Be
rylli
um
0.0
01
0.0
11
mg
/L
0.0
20
0.0
73
Bo
ron
0.0
10
0.2
0m
g/L
<0
.00
2<
0.0
02
Ca
dm
ium
0.0
02
0.0
00
2m
g/L
<0
.00
3<
0.0
03
Ch
rom
ium
0.0
03
mg
/L
<0
.00
1<
0.0
01
Co
ba
lt0
.00
10
.00
09
mg
/L
<0
.00
3<
0.0
03
Co
pp
er
0.0
03
0.0
05
mg
/L
<0
.01
00
.03
1Ir
on
0.0
10
0.3
mg
/L
<0
.00
2<
0.0
02
Le
ad
0.0
02
0.0
05
mg
/L
0.0
14
0.0
34
Ma
ng
an
ese
0.0
02
mg
/L
<0
.00
01
<0
.00
01
Me
rcu
ry0
.00
01
mg
/L
0.0
06
0.0
19
Mo
lyb
de
nu
m0
.00
20
.04
mg
/L
<0
.00
3<
0.0
03
Nic
ke
l0
.00
30
.02
5m
g/L
<0
.00
4<
0.0
04
Se
len
ium
0.0
04
0.1
mg
/L
<0
.00
2<
0.0
02
Silv
er
0.0
02
0.0
00
1m
g/L
0.2
17
0.5
41
Str
on
tiu
m0
.00
5m
g/L
<0
.00
6<
0.0
06
Th
alli
um
0.0
06
0.0
00
3m
g/L
<0
.00
2<
0.0
02
Tin
0.0
02
mg
/L
<0
.00
2<
0.0
02
Tita
niu
m0
.00
2m
g/L
<0
.01
0<
0.0
10
Tu
ng
ste
n0
.01
00
.03
mg
/L
0.0
03
0.0
03
Ura
niu
m0
.00
20
.00
5m
g/L
0.0
02
<0
.00
2V
an
ad
ium
0.0
02
0.0
05
mg
/L
0.0
07
<0
.00
5Z
inc
0.0
05
0.0
3m
g/L
<0
.00
4<
0.0
04
Zir
co
niu
m0
.00
40
.00
4m
g/L
0.8
0.4
% D
iffe
ren
ce
/ Io
n B
ala
nce
0.1
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
(m
g/L
)C
om
me
nts
:
50
42
93
4-5
04
29
35
Sa
mp
les w
ere
dilu
ted
pri
or
to a
na
lysis
fo
r a
nio
ns in
ord
er
to m
inim
ize
ma
trix
in
terf
ere
nce
; th
e R
DL
s w
ere
ad
juste
d a
cco
rdin
gly
.
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
-12
-10
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
W7
92
29
5
DA
TE
RE
PO
RT
ED
: 2
01
3-1
2-1
7
PR
OJ
EC
T N
O:
12
KF
71
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 3
50
42
93
4P
WQ
O (
mg
/L)
Wa
ter
Qu
alit
y A
sse
ssm
en
tT
ota
l P
ho
sp
ho
rus
0.0
30
.91
BH
14
A
50
42
93
5P
WQ
O (
mg
/L)
Wa
ter
Qu
alit
y A
sse
ssm
en
tT
ota
l P
ho
sp
ho
rus
0.0
31
.99
BH
12
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
W7
92
29
5
PR
OJ
EC
T N
O:
12
KF
71
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
BH
15
AB
H 1
9B
H 2
0A
SA
MP
LE
DE
SC
RIP
TIO
N:
Wa
ter
Wa
ter
Wa
ter
SA
MP
LE
TY
PE
:
3/1
5/2
01
43
/15
/20
14
3/1
5/2
01
4D
AT
E S
AM
PL
ED
:
52
21
74
0R
DL
52
21
74
2R
DL
52
21
75
0G
/ S
RD
LU
nit
Pa
ram
ete
r
83
12
12
00
29
39
Ele
ctr
ica
l C
on
du
ctivity
2u
S/c
m
6.9
16
.76
6.7
8S
atu
ratio
n p
H
7.5
9N
A7
.88
NA
7.9
3p
HN
A6
.5-8
.5p
H U
nits
0.6
81
.12
1.1
5L
an
glie
r In
de
x
39
10
.54
80
0.5
43
6T
ota
l H
ard
ne
ss (
as C
aC
O3
)0
.5m
g/L
44
62
06
10
20
47
4T
ota
l D
isso
lve
d S
olid
s2
0m
g/L
22
75
28
35
27
5A
lka
linity (
as C
aC
O3
)5
mg
/L
22
75
28
35
27
5B
ica
rbo
na
te (
as C
aC
O3
)5
mg
/L
<5
5<
55
<5
Ca
rbo
na
te (
as C
aC
O3
)5
mg
/L
<5
5<
55
<5
Hyd
roxid
e (
as C
aC
O3
)5
mg
/L
<0
.10
0.2
5<
0.2
50
.10
<0
.10
Flu
ori
de
0.1
0m
g/L
46
.70
.50
10
50
.20
62
.3C
hlo
rid
e0
.20
mg
/L
5.5
50
.25
2.6
60
.10
8.4
0N
itra
te a
s N
0.1
0m
g/L
1.0
80
.25
<0
.25
0.1
0<
0.1
0N
itri
te a
s N
0.1
0m
g/L
0.2
80
.25
<0
.25
0.1
00
.46
Bro
mid
e0
.10
mg
/L
11
20
.50
16
90
.20
93
.0S
ulp
ha
te0
.20
mg
/L
<0
.20
0.5
0<
0.5
00
.20
<0
.20
Ort
ho
ph
osp
ha
te a
s P
0.2
0m
g/L
5.5
90
.05
5.4
20
.05
4.8
8R
ea
ctive
Sili
ca
0.0
5m
g/L
<0
.02
0.0
20
.23
0.0
20
.03
Am
mo
nia
as N
0.0
2m
g/L
NR
NA
0.0
09
3N
A0
.00
14
Am
mo
nia
-Un
-io
niz
ed
NA
mg
/L
0.5
30
.10
1.1
10
.10
0.8
3T
ota
l P
ho
sp
ho
rus
0.0
20
.03
mg
/L
4.9
0.5
6.8
0.5
3.9
To
tal O
rga
nic
Ca
rbo
n0
.5m
g/L
<5
5<
55
<5
Co
lou
r5
TC
U
40
90
.59
30
0.5
32
1T
urb
idity
0.5
NT
U
95
.30
.10
10
50
.10
94
.3C
alc
ium
0.0
5m
g/L
37
.20
.10
52
.90
.10
48
.6M
ag
ne
siu
m0
.05
mg
/L
14
.70
.10
40
.00
.10
17
.4S
od
ium
0.0
5m
g/L
4.6
70
.10
8.3
90
.10
6.4
3P
ota
ssiu
m0
.05
mg
/L
<0
.00
40
.00
40
.00
70
.00
40
.00
5A
lum
inu
m (
dis
so
lve
d)
0.0
04
0.0
75
mg
/L
<0
.00
30
.00
3<
0.0
03
0.0
03
<0
.00
3A
ntim
on
y0
.00
30
.02
0m
g/L
<0
.00
30
.00
3<
0.0
03
0.0
03
<0
.00
3A
rse
nic
0.0
03
0.1
mg
/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
14
-03
-17
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:
14
W8
20
69
6
DA
TE
RE
PO
RT
ED
: 2
01
4-0
3-2
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 9
BH
15
AB
H 1
9B
H 2
0A
SA
MP
LE
DE
SC
RIP
TIO
N:
Wa
ter
Wa
ter
Wa
ter
SA
MP
LE
TY
PE
:
3/1
5/2
01
43
/15
/20
14
3/1
5/2
01
4D
AT
E S
AM
PL
ED
:
52
21
74
0R
DL
52
21
74
2R
DL
52
21
75
0G
/ S
RD
LU
nit
Pa
ram
ete
r
0.0
48
0.0
02
0.0
45
0.0
02
0.0
74
Ba
riu
m0
.00
2m
g/L
<0
.00
10
.00
1<
0.0
01
0.0
01
<0
.00
1B
ery
lliu
m0
.00
10
.01
1m
g/L
0.0
37
0.0
10
0.0
27
0.0
10
0.0
58
Bo
ron
0.0
10
0.2
0m
g/L
<0
.00
01
0.0
00
1<
0.0
00
10
.00
01
0.0
00
2C
ad
miu
m0
.00
01
0.0
00
2m
g/L
0.0
03
0.0
03
0.0
12
0.0
03
0.0
08
Ch
rom
ium
0.0
03
mg
/L
0.0
02
50
.00
05
0.0
02
60
.00
05
0.0
03
9C
ob
alt
0.0
00
50
.00
09
mg
/L
0.0
03
0.0
02
0.0
21
0.0
02
0.0
06
Co
pp
er
0.0
02
0.0
05
mg
/L
1.1
60
.01
2.4
00
.01
1.8
1Ir
on
0.0
10
.3m
g/L
<0
.00
10
.00
10
.00
20
.00
10
.00
3L
ea
d0
.00
10
.00
5m
g/L
0.4
21
0.0
02
0.5
22
0.0
02
0.5
93
Ma
ng
an
ese
0.0
02
mg
/L
<0
.00
01
0.0
00
1<
0.0
00
10
.00
01
<0
.00
01
Dis
so
lve
d M
erc
ury
0.0
00
10
.00
02
mg
/L
0.0
02
0.0
02
0.0
02
0.0
02
<0
.00
2M
oly
bd
en
um
0.0
02
0.0
4m
g/L
0.0
05
0.0
03
0.0
06
0.0
03
0.0
06
Nic
ke
l0
.00
30
.02
5m
g/L
<0
.00
40
.00
4<
0.0
04
0.0
04
<0
.00
4S
ele
niu
m0
.00
40
.1m
g/L
<0
.00
01
0.0
00
1<
0.0
00
10
.00
01
<0
.00
01
Silv
er
0.0
00
10
.00
01
mg
/L
0.2
07
0.0
05
0.3
49
0.0
05
0.2
83
Str
on
tiu
m0
.00
5m
g/L
<0
.00
03
0.0
00
3<
0.0
00
30
.00
03
<0
.00
03
Th
alli
um
0.0
00
30
.00
03
mg
/L
0.0
02
0.0
02
0.0
02
0.0
02
0.0
03
Tin
0.0
02
mg
/L
0.0
13
0.0
02
0.0
10
0.0
02
0.0
14
Tita
niu
m0
.00
2m
g/L
<0
.01
00
.01
0<
0.0
10
0.0
10
<0
.01
0T
un
gste
n0
.01
00
.03
mg
/L
<0
.00
20
.00
2<
0.0
02
0.0
02
<0
.00
2U
ran
ium
0.0
02
0.0
05
mg
/L
<0
.00
20
.00
2<
0.0
02
0.0
02
0.0
02
Va
na
diu
m0
.00
20
.00
5m
g/L
0.0
08
0.0
05
0.0
36
0.0
05
0.0
17
Zin
c0
.00
50
.03
mg
/L
<0
.00
40
.00
4<
0.0
04
0.0
04
<0
.00
4Z
irco
niu
m0
.00
40
.00
4m
g/L
8.5
71
1.6
9.6
2C
atio
n S
um
me
q/L
8.6
61
2.3
9.7
9A
nio
n S
um
me
q/L
0.5
0.1
3.2
0.1
0.9
% D
iffe
ren
ce
/ Io
n B
ala
nce
0.1
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
14
-03
-17
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:
14
W8
20
69
6
DA
TE
RE
PO
RT
ED
: 2
01
4-0
3-2
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 3
of 9
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
14
-03
-17
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:
14
W8
20
69
6
DA
TE
RE
PO
RT
ED
: 2
01
4-0
3-2
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
(m
g/L
)C
om
me
nts
:
52
21
74
0-5
22
17
50
NR
sig
nifie
s N
ot R
ep
ort
ab
le.
Sa
mp
les r
eq
uir
ed
dilu
tio
n p
rio
r to
an
aly
sis
fo
r A
nio
ns &
Ca
tio
ns in
ord
er
to k
ee
p th
e a
na
lyte
s w
ith
in th
e c
alib
ratio
n r
an
ge
of th
e in
str
um
en
ts a
nd
to
min
imiz
e a
ny m
atr
ix in
terf
ere
nce
s; th
e R
DL
s w
ere
a
dju
ste
d to
re
fle
ct th
e d
ilutio
n.
Th
e c
alc
ula
tio
n o
f U
n-i
on
ize
d A
mm
on
ia w
as b
ase
d o
n la
b m
ea
su
red
pa
ram
ete
rs (
pH
an
d 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. V
alu
es a
re r
ep
ort
ed
as c
alc
ula
ted
.
CE
RT
IFIC
AT
E O
F A
NA
LY
SIS
(V
1)
Ce
rtif
ied
By
:P
ag
e 4
of 9
52
21
74
0P
WQ
O (
mg
/L)
Wa
ter
Qu
alit
y A
sse
ssm
en
tC
ob
alt
0.0
00
90
.00
25
BH
15
A
52
21
74
0P
WQ
O (
mg
/L)
Wa
ter
Qu
alit
y A
sse
ssm
en
tIr
on
0.3
1.1
6B
H 1
5A
52
21
74
0P
WQ
O (
mg
/L)
Wa
ter
Qu
alit
y A
sse
ssm
en
tT
ota
l P
ho
sp
ho
rus
0.0
30
.53
BH
15
A
52
21
74
2P
WQ
O (
mg
/L)
Wa
ter
Qu
alit
y A
sse
ssm
en
tC
ob
alt
0.0
00
90
.00
26
BH
19
52
21
74
2P
WQ
O (
mg
/L)
Wa
ter
Qu
alit
y A
sse
ssm
en
tC
op
pe
r0
.00
50
.02
1B
H 1
9
52
21
74
2P
WQ
O (
mg
/L)
Wa
ter
Qu
alit
y A
sse
ssm
en
tIr
on
0.3
2.4
0B
H 1
9
52
21
74
2P
WQ
O (
mg
/L)
Wa
ter
Qu
alit
y A
sse
ssm
en
tT
ota
l P
ho
sp
ho
rus
0.0
31
.11
BH
19
52
21
74
2P
WQ
O (
mg
/L)
Wa
ter
Qu
alit
y A
sse
ssm
en
tZ
inc
0.0
30
.03
6B
H 1
9
52
21
75
0P
WQ
O (
mg
/L)
Wa
ter
Qu
alit
y A
sse
ssm
en
tC
ob
alt
0.0
00
90
.00
39
BH
20
A
52
21
75
0P
WQ
O (
mg
/L)
Wa
ter
Qu
alit
y A
sse
ssm
en
tC
op
pe
r0
.00
50
.00
6B
H 2
0A
52
21
75
0P
WQ
O (
mg
/L)
Wa
ter
Qu
alit
y A
sse
ssm
en
tIr
on
0.3
1.8
1B
H 2
0A
52
21
75
0P
WQ
O (
mg
/L)
Wa
ter
Qu
alit
y A
sse
ssm
en
tT
ota
l P
ho
sp
ho
rus
0.0
30
.83
BH
20
A
Re
sults
re
late
on
ly to
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e it
em
s te
ste
d a
nd
to
all
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ms
test
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ide
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iola
tio
n AT
TE
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en
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sC
LIE
NT
NA
ME
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ET
O M
AC
CA
LL
UM
LIM
ITE
D
AG
AT
WO
RK
OR
DE
R:
14
W8
20
69
6
PR
OJ
EC
T N
O:
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SA
MP
LE
IDG
UID
EL
INE
AN
AL
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IS P
AC
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GE
PA
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ME
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RG
UID
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SU
LT
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LE
TIT
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58
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