Hyrdogeological Assessment - October 4, 2013

Transcription

Groundwater
Science Corp.
328 Daleview Place,
Waterloo, ON N2L 5M5
Phone: (519) 746-6916
groundwaterscience.ca
Hydrogeologic Assessment
Sunset Hills Estates
Proposed Subdivision
31 Homestead Drive
Township of Woolwich
(Maryhill)
Prepared For:
GSP Group Inc.
72 Victoria Street South, Suite 201
Kitchener, Ontario
N2G 4Y9
Prepared By:
Andrew Pentney, P.Geo.
Groundwater Science Corp.
October 4, 2013
TABLE OF CONTENTS
1.0 INTRODUCTION..................................................................................................... 1 1.1 BACKGROUND AND SITE LOCATION......................................................................... 1 1.2 SCOPE ...................................................................................................................... 1 1.2.1 Regional Municipality of Waterloo Requirements ......................................... 1 1.2.2 Township of Woolwich Requirements ........................................................... 2 1.2.3 Environmental Impact Assessment ................................................................. 3 2.0 METHODOLOGY ................................................................................................... 4 2.1 INFORMATION REVIEW ............................................................................................ 4 3.0 BACKGROUND REVIEW ..................................................................................... 5 3.1 SITE SETTING ........................................................................................................... 5 3.1.1 Subwateshed Setting ....................................................................................... 5 3.1.2 Site Topography .............................................................................................. 5 3.1.3 Natural Environment Features and Drainage .................................................. 6 3.2 PHYSIOGRAPHY AND GEOLOGIC SETTING ................................................................ 7 3.3 REGIONAL HYDROGEOLOGY .................................................................................... 7 4.0 FIELD PROGRAM .................................................................................................. 9 4.1 DOOR TO DOOR SURVEY ......................................................................................... 9 4.2 TEST PITS ............................................................................................................... 10 4.3 BOREHOLE DRILLING AND MONITOR INSTALLATION ............................................ 10 4.4 WATER LEVEL MONITORING ................................................................................. 11 4.5 RESPONSE TESTS ................................................................................................... 12 4.6 ON-SITE WATER QUALITY SAMPLING.................................................................... 12 5.0 SITE HYDROGEOLOGIC SETTING................................................................. 13 6.0 PROPOSED DEVELOPMENT ............................................................................ 15 8.0 POTENTIAL IMPACTS........................................................................................ 16 8.1 WATER BALANCE ASSESSMENT............................................................................. 16 8.2 NITRATE LOADING ASSESSMENT ........................................................................... 17 8.3 MONITORING PLAN ................................................................................................ 19 9.0 CONCLUSIONS ..................................................................................................... 20 Figures
Figure 1
Figure 2
Figure 3
Figure 4
Figure 5
Figure 6
Figure 7
Figure 8
Figure 9
Figure 10
Figure 11
Site Location
General Site Setting
Site Catchment Areas
Monitoring Locations
Hydrograph
Section Locations
Section A-A’
Section B-B’
High Water Table Contours
Low Water Table Contours
Tables
Table 1
Table 2
Table 3
Table 4
Installation Details
Water Level Elevations
Response Test Analysis Summary
Nitrate Concentration Summary
Appendices
Appendix A
Appendix B
Appendix C
Appendix D
Appendix E
Appendix F
Appendix G
Background Information
Water Well Record Information
Private Water Well Survey and Sampling Results
Test Pit and Borehole Logs
Response Test Analysis
On-Site Water Quality Sampling Results
Water Balance and Nitrate Loading Calculations
1.0
October 4, 2013
INTRODUCTION
This report presents the results of a hydrogeologic assessment completed for the proposed
Sunset Hills Estates subdivision in Maryhill, Ontario.
1.1
BACKGROUND AND SITE LOCATION
The site is located at 31 Homestead Drive, within Part of Lot 80, German Company
Tract, Township of Woolwich (Geographic Township of Waterloo), Regional
Municipality of Waterloo in the Township of Woolwich. The proposed development
property (total) area is approximately 12.92 hectares (ha), as shown on Figure 1.
The proposed subdivision is located primarily within the existing settlement boundary for
the community of Maryhill, as defined by the Official Plan of the Regional Municipality
of Waterloo (see background mapping in Appendix A). The development would extend
west from the existing Homestead Drive and Zingervilla Place subdivision. As shown on
Figure 1, the development site represents a portion of a land ownership parcel that also
extends northward.
The entire property (except wetland areas, as discussed later in this report) is currently in
agricultural use. The adjacent land use to the immediate north, west and south is
agricultural and rural (farm or estate) residential. Residential areas occur east of the site
(Homestead Dr. / Zingervilla Pl., and Maryhill Village Heights - St. Boniface Dr. /
Mathias Cres.), further southeast of the site (along Maryhill Rd. and main village area),
and further south of the site (along St. Charles St.). A cemetery, a Nursing Home facility
(Twin Oaks) and a School (St. Boniface Catholic School) are located near the southeast
corner of the site, generally between the proposed subdivision and Maryhill Rd.
The proposed development would consist of 38 single family residential lots serviced by
a Municipal water supply and individual septic systems.
1.2
SCOPE
The hydrogeologic assessment was undertaken in support of the Region of Waterloo
Draft Plan of Subdivision Application and the Township of Woolwich Zoning By-law
Amendment Application. The study scope is intended to address the current Region of
Waterloo and Township of Woolwich groundwater related study requirements for the
application. This study also provides information relevant to the concurrent Natural
Environment assessment undertaken by Aboud and Associates Inc., and forms part of the
Environmental Impact Study (EIS) completed to address Region of Waterloo, Township
of Woolwich and Grand River Conservation Authority requirements.
1.2.1 Regional Municipality of Waterloo Requirements
The Regional Municipality of Waterloo study requirements are outlined in the document:
Regional Municipality of Waterloo Guidelines for Hydrogeological Studies for Privately
Serviced Developments (May 1991). In addition, pre-consultation meetings were held
with the Region to ensure the study approach and level of effort was appropriate.
Given that the municipal water supply servicing will ensure an adequate and safe supply
of potable water for the proposed development (and as a result there will be no on-site
use of groundwater resources), the primary study purpose according to the guidelines is
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October 4, 2013
to establish: that soil conditions on site are suitable for on-site sewage disposal; and, that
on-site sewage disposal will not impair use of the groundwater resource in adjacent areas.
This study corresponds to the Stage 1 Study and Stage 2 Septic System Impact
Assessment (nitrate loading) as defined in the Regional guidelines. Lot specific testing
and detailed septic bed design / lot layout is to be undertaken by others.
The general Stage 1 Study and Stage 2 Septic System Impact Assessment information
requirements can be summarized as follows:
1. Identification of site location.
2. Data Review, including:
a. site setting;
b. physiographic region;
c. regional geology; and,
d. regional hydrogeologic system.
3. Field program, including:
a. door to door inventory of water supply wells;
b. completion of test-pits and/or shallow boreholes to determine surficial
geologic and hydrogeologic conditions;
c. water level monitoring;
d. grain size analysis and percolation time estimates of representative soil
samples; and,
e. development and water quality sampling at monitoring wells.
4. Nitrate Impact Assessment and estimate of number of lots which can be
accommodated on the property;
5. Reporting.
Specific requirements addressed by this report are detailed within the respective report
sections dealing with each of the above items.
1.2.2
Township of Woolwich Requirements
The Township of Woolwich study requirements are outlined in the (undated) document:
Draft Township of Woolwich Guidelines for Hydrogeologic Studies for Proposed
Residential Developments.
Given that the development will be supplied with water from a municipal supply, the
general information requirements can be summarized as follows:
1. Identification of site location.
2. Data Review, including:
a. site setting;
b. regional and site geology; and,
c. regional groundwater system.
3. Field program, including:
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October 4, 2013
a. door to door inventory of water supply wells;
b. monitoring well installation; and,
c. water level monitoring program.
4. Terrain analysis and septic system impact analysis;
5. Reporting.
1.2.3
Environmental Impact Assessment
As part of the EIS and Functional Servicing Report, information regarding overall
hydrology and hydrogeology, including: groundwater conditions at the site; groundwater
flow direction; water balance; and, groundwater interaction with surface water features
need to be defined. In addition, an impact analysis, including an assessment of potential
groundwater level, and water balance impacts, will also be required. This report includes
typical EIS information and analysis requirements, such as:






an outline of the study methodology
a description of the topographic setting, local surface water drainage and
natural environment features (including springs, wetlands, etc.);
a description of the geologic and hydrogeologic setting (including aquifers,
groundwater/surface water interaction, water budget, etc.);
a description of the proposed development;
an examination of the potential impact of the proposed development (impact
assessment); and,
conclusions and recommendations.
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2.0
October 4, 2013
METHODOLOGY
This assessment included a background information review to characterize the site
setting, detailed site-specific fieldwork to characterize local conditions and the use of
specific analysis methods for the water budget and nitrate impact assessment.
Standard hydrogeologic field and analysis methods are used for this study. The specific
methodologies used for each step of the characterization and analysis are outlined in the
respective Sections of this report.
2.1
INFORMATION REVIEW
As part of this study the following information sources were used:
1)
Peto MacCallum Limited, December 2012.; Geotechnical Report.
2)
Gamsby and Mannerow Limited, October 2013: Functional Servicing
Report, Sunset Hills Estates Subdivision, 31 Homestead Drive, Township
of Woolwich (Maryhill) and associated engineering drawings.
3)
Aboud and Assciates Inc.; October 4, 2013: Sunset Hills Estates, 31
Homestead Drive, Maryhill, Township of Woolwich, Scoped
Environmental Impact Study.
4)
GSP Group Inc., October 1, 2013: Draft Plan of Subdivision drawing.
5)
Stantec Consulting Ltd., December 2005: Water Supply Upgrades and
GUIDI Study, Maryhill Village Heights Water Supply System, Regional
Municipality of Waterloo.
6)
Lake Erie Region Source Protection Committee, August 16, 2012: Grand
River Source Protection Area, Approved Assessment Report.
7)
Region of Waterloo online interactive mapping website: GIS Locator
(http://maps.region.waterloo.on.ca/locator/locator.htm).
8)
Grand River Conservation Authority online interactive mapping website:
GRIN (http://www.grandriver.ca/index.cfm).
9)
Ministry of the Environment (MOE) water well records as available
through the online interactive Well Record Data mapping website
(http://www.ene.gov.on.ca/environment/en/mapping/wells/).
10)
Ontario Base Map (OBM) 1:10,000 series topographic mapping.
Additional general references used are noted in the text of this report.
The description of the regional setting is compiled from the above referenced sources,
including the 2005 GUDI Assessment, 2012 Source Protection Report and supporting
documents. The description of overall (subwatershed scale) and site-specific natural
environment features is summarized from the EIS report. Site-specific geologic and
hydrogeologic information was obtained from the Geotechnical Report and additional
work completed as part of this study.
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3.0
October 4, 2013
BACKGROUND REVIEW
Relevant background mapping and information is included in Appendix A, and includes
excerpts from the GUDI and Source Protection study reports.
3.1
SITE SETTING
3.1.1
Subwateshed Setting
The general site setting is shown in Figure 2. The overall study area is located within the
Central Grand Subwatershed as identified by the GRCA Source Protection Studies (see
Appendix A). Based on the detailed topographic mapping available to this study, the
development falls primarily within the catchment area of Hopewell Creek. There are no
drainage channels located within the proposed development site. The start of the Zettel
Municipal Drain (catchbasin and below grade piping flowing eastward) is located near
the northeast corner of the development site. The Zettel Municipal Drain consists of
approximately 1,478 metres (m) of underground piping/tile and approximately 150 m of
open ditch draining to Hopewell Creek.
Hopewell Creek is the largest drainage feature in the area, flowing generally northeast to
southeast toward the Grand River. The main creek channel is located southeast of
Maryhill, approximately 890 m from the site. Based on GRCA mapping, the channel
elevation is below 322 metres above mean sea level (mAMSL). An unnamed tributary of
the Grand River is mapped as originating with the agricultural fields 170 m or more
southwest of the site, at elevations of approximately 340 mAMSL. This tributary is
mapped as flowing south across St. Charles St. and then generally southwest.
The Maryhill Swamp PSW is located generally west and northwest of the site at a
distance of 270 m or more. Based on GRCA topographic mapping, the wetland occurs at
an elevation of approximately 338 mAMSL. GRCA mapping also shows a wetland
associated with the unnamed tributary south of St. Charles St., occurring generally at an
elevation below 330 mAMSL.
There are no regionally significant groundwater recharge or discharge areas on-site. In
addition, no Well Head Protection Areas (WHPA) extend to, or near, the site.
3.1.2
Site Topography
The general topography of the site and area is shown on Figure 2 and Figure 3. More
detailed topographic mapping for the site is provided by Gamsby and Mannerow Limited
on the Existing Conditions Plan and other engineering drawings. Please refer to those
engineering drawings for additional information.
The topography at the site is characterized as undulating, consisting of rolling slopes. The
existing land surface is generally highest within the west/southwest portion of the site,
and lowest within the northeast portion of the site. The current ground elevations across
the site range from approximately 350.0 mAMSL to 340.0 mAMSL with an overall slope
from southwest to northeast. Existing on-site surface water drainage (catchment) areas
are shown on Figure 3. As shown, an enclosed drainage area, with ground surface
elevation of approximately 339.5 mAMSL, is located within the portion of the
development site immediately south of Homestead Dr.
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3.1.3
October 4, 2013
Natural Environment Features and Drainage
Natural surface water features on and immediately adjacent to the site include four
wetland areas, identified as WE1, WE2, WE3 and WE4, as shown on Figure 3. None of
the wetlands identified on-site are considered Provincially Significant Wetland (PSW).
The wetland boundaries were defined in the field as part of the Natural Environment
assessment (Aboud and Associates Inc.) and surveyed (ACI Survey Consultants Inc.) as
part of overall site planning and assessment. Additional information, including site
specific field observations and data collected as part of this study, regarding the wetlands
is included in Section 4.5 and Section 5 of this report.
Wetland WE1 is described in the EIS as a tableland wetland located within a depression.
WE1 is classified as duckweed mixed shallow aquatic with components consisting of
mineral deciduous swamp and reed-canary grass graminoid mineral meadow marsh. The
wetland includes a seasonal pond, however there is no defined channel inlet, or outlet, to
this feature. The ground surface elevations within the defined wetland boundary at WE1
range from approximately 339 to 340 mAMSL. Under existing conditions a portion of the
on-site drainage (via overland sheetflow from higher elevation lands within the
development boundary) is directed toward WE1 (central catchment).
WE2 is classified as a reed-canary grass graminoid mineral meadow marsh. This feature
abuts the northeast corner of the development area (adjacent to Street A). The ground
surface elevations within the defined wetland boundary adjacent to the development edge
are below approximately 336 mAMSL. Under existing conditions, surface water
(overland sheetflow) from a small portion of the northeast corner of the development area
is directed toward WE2. Runoff from this wetland is directed to the Zettel Municipal
Drain, via the catchbasin inlet (top of grate elevation approximately 336.98 mAMSL).
Therefore surface water discharge from WE2 via the drain occurs only during very high
water level events. The invert elevation of the below grade piping at the catchbasin is
approximately 334.65 mAMSL (e.g. the drain is buried over 1 m below the wetland
floor). Wetland WE2 also extends eastward toward Maryhill Road.
WE3 is classified as a reed-canary grass graminoid mineral meadow marsh. The wetland
occupies a small area along the south boundary of the site, with ground surface elevations
between 343.5 and 344.5 mAMSL within the defined wetland boundary. There is no
defined channel inlet or outlet to this feature. Under existing conditions, surface water
(via overland sheetflow) from the southeast corner of the site is directed toward WE3.
Although there is no defined channel outlet to this feature, based on the topographic
mapping any surface water overflow from WE3 during high water conditions would be
directed along the south site boundary toward the enclosed drainage area south of
Homestead Dr. (south catchment).
Wetland WE4 is described in the EIS as a tableland wetland location within a depression.
WE4 is classified as a cattail graminoid mineral meadow marsh with a reed-canary grass
graminoid mineral meadow component. The wetland is located at the approximate midpoint of the northwest development boundary. The ground surface elevation within the
defined wetland boundary is approximately 339 mAMSL. There is no defined channel to
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October 4, 2013
this feature. Under existing conditions, surface water (via overland sheetflow) from the
northwest portion of the site is directed toward WE4. An agricultural ditch (with seasonal
flows northward) originates near the north edge of WE4, approximately 45 metres (m)
north of the development area boundary. Surface water overflow from WE4 during
spring melt or significant storms would be directed toward the ditch, and flow toward
wetland WE2.
Sheetflow runoff from a small portion of the site, shown along the southeast boundary in
Figure 3, moves eastward off if the property.
3.2
PHYSIOGRAPHY AND GEOLOGIC SETTING
The Maryhill area is located within the Physiographic region known as the Guelph
Drumlin Field. The drumlin field is developed on a glacial till plain which is intersected
by a network of glacial melt spillways (sand and gravel deposits). The drumlins, and the
plain upon which they are developed, consist of stoney till. Stream systems in this area,
including Hopewell Creek, occupy many of the spillways.
The surficial (Quaternary) geology at the site is reported to consist of the silty sand to
sandy silt Port Stanley Till and is mapped as having “hummocky” topography. The
Breslau Moraine, consisting of the clayey silt Maryhill Till, is mapped at surface to the
immediate west of the proposed subdivision and reported at depth in the general area.
The clayey silt Catfish Creek Till is also reported to occur at depth. The till units can be
considered regional aquitards, limiting groundwater recharge potential where they occur
at surface, and vertical groundwater movement (upwards or downwards) where they
occur at depth.
A thick overburden sequence is reported in the area. Based on a review of water well
records, the depth to bedrock in the immediate area of the site (e.g. along Homestead Dr.
and Zingervilla Pl.) is over 39 m below ground surface. The underlying bedrock in this
area is the Silurian Period dolostone of the Guelph Formation.
3.3
REGIONAL HYDROGEOLOGY
Much of the community of Maryhill is serviced via the municipal water supply, including
the Maryhill Village Heights development, portions of St Charles St. west of Maryhill
Rd., and the development area south of St. Charles St. (Notre Dame Ave, Isley Dr.,
Halter Ave). The remainder of the community relies on private water supply wells. The
entire community relies on individual septic systems.
The overburden sequence in the Maryhill Village Heights area has been characterized by
the GUDI study as a series of alternating hydrogeologic layers as follows:



Aquitard 1 at surface, consisting of silty sand to clayey silt till (Port Stanley Till
or Maryhill Till) up to 6 m thick. Shallow dug or bored wells may occur within
this unit, particularly within coarser zones of the till deposit.
Aquifer 1, consisting of a relatively thin (e.g. between 1 to 6 m thick) sand and
gravel unit underlying the surficial till unit(s). This aquifer is of limited extent and
may or may not be present. Some shallow wells are completed within this aquifer.
Aquitard 2, corresponding to the Maryhill Till and consisting of a clayey silt till
deposit. The aquitard thickness is reported to range from approximately 8 to 13 m.
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October 4, 2013
Aquifer 2, consisting of a glaciofluvial fine sand to gravel ranging in thickness
from approximately 5 to 12 m. This aquifer is interpreted to be regionally
extensive. A number of drilled wells, including the Municipal supply wells at the
Maryhill Village Heights development, are completed in this sand and gravel unit.
Aquitard 3, corresponding to the Catfish Creek Till and consisting of a clayey silt
till overlying bedrock. This aqitard thickness was reported to be approximately 5
m in this area and provides effective hydraulic barrier between Aquifer 2 and the
bedrock system.
The Guelph Formation bedrock forms a regionally extensive aquifer system. Many
drilled wells in the area are completed in the bedrock unit.
Water well records and private water supply status for the immediate area of the site is
summarized and discussed in Section 4.1 of this report.
Based on regional Source Protection studies, including water balance assessments as part
of Tier 3 Studies for the area, recharge rates for the development site been estimated to
range from 0.101 to 0.161 m/yr. This recharge rate is relatively low, but is based partially
on large-scale topographic and surficial soil mapping, and should be refined based on site
specific data. Additional discussion regarding the existing site water balance is provided
in Section 5.0.
The GUDI study also provides a summary of the regional flow direction within the
Municipal water supply aquifer (Aquifer 2). In addition, the Source Protection study
provided interpretations of the Watershed scale water table and potentiometic elevations
based on water well record data showing regional flow direction which are in relative
agreement with the GUDI study. On a regional basis reported groundwater elevations
within the deep water supply aquifer(s) vary from approximately 325 mAMSL near
Hopewell Creek to 330 mAMSL north of the site. Overall groundwater flow direction is
reported to be north to south within the Maryhill area. However, as illustrated by the
GUDI study figure (see Appendix A) water level elevations at some (shallow) private
wells east of the site have water level elevations at, or near, 340 mAMSL, significantly
higher than the potentiometric levels associated with the deeper aquifer systems.
Based on the setting, occurrence of surface water features, and, shallow water well record
water level elevation data, a local water table system also occurs within the surficial soil
units. The shallow flow system may not correspond to the deeper system, and may be
based more directly on surface water features that may provide recharge (e.g. the
Maryhill Swamp complex northeast of the site) to discharge features or drains (e.g.
tributary system along St. Charles St. West and the wetland/Zettel Drain system. In order
to characterize the site and provide information relevant to the impact assessment, the
shallow soils and water table conditions at the development property were investigated as
part of the field program.
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4.0
October 4, 2013
FIELD PROGRAM
The on-site fieldwork completed for this assessment was undertaken from June 2012 to
September 2013. This work included included: site inspections; door to door survey and
private well sampling; completion of test pits; drilling and water table monitor
installation; response tests at on-site monitoring wells; and, water quality sampling. In
addition, water level measurements are ongoing.
4.1
DOOR TO DOOR SURVEY
Well locations in the immediate area of the site, as reported by the MOE, are shown in
Appendix B. In addition, a summary of well record information is also provided. As
noted on the summary and discussed below, four of the reported shallow bored wells near
the site are reported to have been replaced by deep drilled wells and are not in use. As
illustrated by the water well record database, most of the wells in the area of the site, and
within the community, appear to be deep drilled wells completed in Aquifer 2 or the
bedrock aquifer. Based on the water well records a 7 shallow bored or dug wells,
completed in Aquitard 1 or Aquifer 2, are reported along St. Charles St. West and
Maryhill Rd., at distances of 240 m or more south and southeast of the site.
A door to door private water well survey was undertaken on May 8, 2013 to provide
additional information regarding private water supply. Base on pre-consultation guidance
received from the Region, the survey was completed for residences with private water
supplies within 500 m of the site. The survey was completed for all residences and
businesses within 500 m of the site on: Homestead Dr.; Zingervilla Pl.; Maryhill Rd.;
and, St. Charles Street. A total of 76 residences or businesses were visited for the survey.
An additional 3 locations were contacted by phone, fax or email.
Each residence was visited during business hours, and a survey (information) package
was provided. The survey was either completed at that time or if no one was home at that
time the survey package was left in the mailbox or at the door. The package included an
explanatory letter informing residents of survey, a survey form, and, a self-addressed
stamped envelope that could be used to respond. Phone, fax or email response options
were also provided. A copy of the survey package, along with a map showing the survey
area, and a summary of the responses received, are included in Appendix C.
Out of 79 locations surveyed, 20 completed responses were received. In addition, based
on conversations with owners (partial response) or observation made (e.g. of drilled well
casing in front yard) an indication of the type of well in use was obtained at an additional
18 locations. Based on the responses, the Homestead Dr. / Zingervilla Pl. subdivision
appears to be serviced primarily by deeper drilled wells. The location of two shallow dug
wells in this area referenced in Appendix B are based on partial responses, therefore no
detailed data is available.
Based on the survey, 9 shallow (dug, bored or sand point) wells are reported along St.
Charles St. West and Maryhill Rd., at distances of 220 mm or more south and southeast
of the site. One shallow dug well is also reported on Maryhill Rd. east of the site (and
east of the cemetery). However the primary private water supply source in the community
appears to be deeper drilled wells. Anecdotally a pattern emerged of well replacement
(home owners drilling new deep wells to replace shallow wells) due to water shortages.
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October 4, 2013
The shortages were sometimes attributed by the well owners to historical development or
water taking activities within Maryhill.
Water quality sampling was undertaken on September 3, 2013 at 7 private well locations,
including 3 shallow (dug or bored) wells and 4 deep drilled wells distributed within the
survey area. Attempts were made to sample all of the wells for respondents within the
Homestead Dr. / Zingervilla Pl. subdivision, however not all respondents were interested
in participating. The sample results are summarized in Appendix C. Each participating
resident received a copy of the water quality results for their well.
4.2
TEST PITS
A total of 7 test-pits were completed within the proposed development area on June 25,
2012. The test pit locations are shown on Figure 4. Selected soil samples were submitted
to Peto MacCallum Limited for grain size analysis and percolation rate estimates. Test pit
logs and grain size analysis results are provided in Appendix D.
In general the test pits indicate that the upper soils over much of the central (higher
elevation) portion of the site (TP3 to TP7) consist of sand and/or gravel, to depths of over
3.0 m. Within the eastern (lower elevation) portion of the site (TP1 and TP2) a 1.0 m
thick fine sand layer was encountered at surface and a sandy silt till occurred at depth.
Based on the test pit grain size analysis results, the fine sand and silty sand and gravel
units have an estimated percolation rate of 15 min/cm. The Sand and gravel unit has an
estimated percolation rate of 4 to 12 min/cm.
4.3
BOREHOLE DRILLING AND MONITOR INSTALLATION
The borehole drilling and monitoring well installation program was completed by Peto
MacCallum Limited as part of the geotechnical study for the site. A total of 5 boreholes
were completed and 4 water table monitoring wells (BH2 to BH5) installed in November
2012. The borehole locations are shown on Figure 4. Copies of the reported borehole
logs are included in Appendix D.
The monitoring wells are reported to consist of 2-inch diameter PVC pipe and slotted
screens. The wells were installed through the augers to the desired depth, and a silica
sand-pack placed over the screened interval. The remainder of the annual space was
sealed with bentonite.
In order to assess conditions at the wetland areas on-site three drive-point piezometers
(DP1, DP2 and DP3) were also installed in November 2012. The drive-point locations are
shown on Figure 4. The piezometer were installed by hand and consisted of 0.3 m long
nominal 2 cm (0.75 inch) diameter manufactured screened drive-point and diameter
galvanized pipe riser. The wells and drive-point were developed in November 2012 by
pumping (using dedicated Waterra® inertial pumps) until the discharge water was
relatively clear and/or a steady water level response was noted.
Elevation data for the monitors was obtained as part of detailed site survey and mapping
completed for the development. Installation elevations are summarized in Table 1.
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October 4, 2013
Monitor
Elevations (mAMSL)
Top of
Top of
Casing
Well Screen
347.89
344.06
341.70
337.80
342.13
337.66
340.39
335.81
340.07
338.35
340.05
338.33
336.64
334.92
Ground
Surface
347.05
341.07
341.58
339.63
338.80
339.04
335.69
BH2
BH3
BH4
BH5
DP1
DP2
DP3
Bottom
of Well
342.56
336.30
336.16
334.31
338.05
338.03
334.62
Table 1: Installation Details
The overall soil sampling results are discussed further in Section 5.0.
4.4
WATER LEVEL MONITORING
Water level elevations at the monitoring wells and drive-points were obtained on a
regular basis since November 2012. The measurements were obtained as depth to water
below top of well casing using a Heron Instruments® electronic water level tape and
recorded in the field.
The measured water table elevations at monitoring well locations are summarized in
Table 2. A hydrograph of the monitoring data is shown in Figure 5. Water level
monitoring is on-going at the site.
Date
Water Level Elevations (mAMSL)
BH2
BH3
BH4
BH5
11/22/2012
344.08
337.98
337.85
11/29/2012
344.07
337.91
2/6/2013
345.18
2/21/2013
DP1
DP2
DP3
GW
SW
GW
SW
GW
SW
337.63
n/a
n/a
n/a
n/a
n/a
n/a
337.72
337.60
338.89
338.98
337.93
dry
335.69
335.70
338.90
338.47
338.53
frozen
frozen
frozen
339.10
frozen
frozen
345.22
338.75
338.42
338.48
n/a
n/a
n/a
n/a
n/a
n/a
4/14/2013
346.13
339.80
339.46
339.32
n/a
339.99
339.13
339.11
335.82
335.82
5/31/2013
345.40
339.01
338.77
338.65
n/a
339.73
339.11
339.09
335.74
335.74
6/26/2013
345.32
338.91
338.66
338.56
n/a
339.78
339.10
339.11
335.70
335.70
9/3/2013
344.85
338.14
337.95
337.78
339.56
339.59
338.58
dry
335.27
dry
Table 2: Water Level Elevations
Note that in Table 2, GW elevations at the DP series represent the groundwater levels
and SW represents surface water levels (when present) within the wetland surrounding
the drive-point. Values noted as n/a are not available (not yet installed or inaccessible).
Note that when DP1 was installed only 0.18 m of water was present, however the drive
11
October 4, 2013
point was inaccessible from April to June due to high pond levels (up to 1.2 m of water).
Overall climate conditions in 2013 were relatively “wet”, resulting in above average
surface and groundwater conditions.
Additional interpretation of the observed water level data is provided in Section 5.
4.5
RESPONSE TESTS
Response tests were completed at each of the monitoring wells to estimate the hydraulic
conductivity (K) of the soils within the water table. The tests were completed on
February 21, 2013 using a solid volume slug and dataloggers set to a 1 second sampling
frequency as rising or falling head (slug) tests.
The response data was analyzed according to the Bouwer and Rice method using the
AQTESOLV® computer analysis program. The test analysis plots are included in
Appendix E. The response test analysis is summarized as follows:
Location
BH2
BH3
BH4
BH5
K Estimate (m/s)
Falling Head
Rising Head
3.78E-06
2.57E-06
1.19E-04
4.40E-05
3.80E-05
5.41E-05
1.10E-05
8.30E-06
geometric mean value: 1.768E-05 m/s
Table 3: Response Test Analysis Summary
4.6
ON-SITE WATER QUALITY SAMPLING
Two sets of groundwater quality samples were obtained at the on-site monitoring wells as
part of this study. Wet season samples were obtained on February 21, 2013, and dry
season samples were obtained on September 3, 2013.
Samples were obtained using a dedicated Waterra® inertial pump at each location. Each
well was purged (approx. 5 or more bore-volumes) to a relatively sand-free state prior to
sampling. The samples were kept cool and submitted to ALS Laboratory Group
(Waterloo) for analysis within 8 hours. The on-site water quality analysis lab reports are
included in Appendix F. The nitrate results are summarized in Table 4.
Location
BH2
BH3
BH4
BH5
Nitrate Concentration (mg/L)
February 21, 2013
September 3, 2013
<0.10
1.82
5.15
5.47
2.77
2.75
4.11
3.24
average value: 3.2 mg/L
Table 4: Nitrate Concentration Summary
12
5.0
October 4, 2013
SITE HYDROGEOLOGIC SETTING
The hydrogeologic setting is discussed in context of the reported regional and local
geologic conditions, occurrence and location of surface water features in the area, and,
the results of the site-specific investigation completed for this study.
As noted in the GUDI and Source Protection studies, and confirmed through the private
water well record review and survey, the primary water supply aquifers in the area are
located at depth (Aquifer 2 and/or bedrock system). The overall groundwater flow in the
deep aquifer system is north to south. These deep aquifers are isolated from the shallow
system (surface water, Aquitard 1 and Aquifer 1) by the overlying till unit(s). The
proposed Sunset Hills Estates subdivision will be supplied by Municipal water, therefore
will not include any additional water supply well drilling or water taking on-site.
Therefore no water supply analysis is required and no water level (drawdown) pumping
effects will be associated with the proposal. In addition, the shallow water table system at
the proposed Sunset Hills Estates subdivision can be considered hydraulically isolated
from the deeper water supply aquifer systems (and most water supplies in the area).
This assessment therefore focuses on water table conditions, groundwater-surface water
interaction, and, potential impacts to this system on-site and in the surrounding area.
In order to visualize groundwater conditions at the site, a series of cross-sections have
been prepared based on the detailed topographic mapping, water well records, test pit
results, borehole drilling results and water level monitoring. The section locations are
shown on Figure 6 and the sections are included as Figure 7 and Figure 8.
As illustrated by the sections, on-site testing indicates that the central ridge (and higher
elevation lands) on-site consist of sand and gravel at surface overlying silt till. The silt till
occurs at surface over the remainder of site. Based on water well records for deep wells
adjacent to the site, the till sequence (corresponding to Aquitard 2) has a thickness of 20
m or more below the site. The shallow overburden aquifer (Aquifer 1) and/or deep
overburden aquifer (Aquifer 2) is not always present or reported on the water well
records.
The monitoring results indicates that at the monitoring locations the water table occurs
within the till unit on-site. Water table contour maps showing high and low water table
conditions respectively are presented in Figure 9 and Figure 10. Based on the water
table mapping overall groundwater flow at the site is from south to north, with some
groundwater flowing on-site from upgradient lands. The shallow groundwater flow
system appears to exit the site at the north corner, flowing toward WE2 and eventually to
the Zettel Municipal Drain. Based on the setting, shallow groundwater flow from fields
west and north of WE2 are also expected to converge at this wetland and enter the drain.
Reported static water levels for shallow wells within the Homestead Dr. / Zingervilla Pl.
subdivision indicate that the groundwater table within the subdivision is expected to be
higher than observed groundwater levels near WE1. Therefore some groundwater flow
from the existing subdivision area is also expected to be toward the site and toward WE2.
The water level monitoring results also indicate that feature WE1 is a recharge area, with
surface water levels consistently higher than surrounding groundwater levels (at DP1,
BH3 and BH4). In addition, when the feature is dry the pond bottom is observed to have
13
October 4, 2013
a thick organic layer overlying clay. This feature captures on-site surface water runoff,
stores this water and slowly recharges the downgradient groundwater system. No surface
water outflow from WE1 was noted over the monitoring period. Pond levels within WE1
would need to exceed 340 mAMSL in order for outflow to occur. As the pond approaches
340 mAMLS the water surface would rise above the basal muck/clay layer and reach the
surrounding sand/gravel/till units, where water can infiltrate more rapidly. This may be
the reason no pond outflow is observed or reported.
Although the shallow groundwater flow system appears to converge at WE2, no
identifiable discharge is observed within the wetland, and, vertical gradients at DP3 are
small in magnitude. The Zettel Municipal Drain may intercept the water table within the
wetland and drain this area. The water table remains close to surface over much of the
year and likely helps to maintain moisture conditions within the wetland soils. Surface
water inputs from the surrounding area are also likely important for maintaining the
seasonal wetland hydroperiod. Given conditions at WE2, the wetland does not have a
significant recharge function.
Based on the water level elevations observed at BH2, the water table remains close to
surface over much of the year and serves to maintain the moisture regime within the soils
at WE3. No groundwater discharge areas were identified within WE3. This feature likely
relies on a combination of surface water inflows during the wet (spring) and water table
inputs to the soil regime in dry (summer/fall) conditions. Surface water outflow was
observed from WE3 during snowmelt conditions in the spring of 2013 (only), however no
outflow was noted over the remainder of the monitoring period. Given the conditions at
WE3, some minor recharge could be expected related to the expected occasional inflow
and retention of surface water, however this recharge would not be significant in volume
to the overall groundwater system.
Based on the water level elevations observed at DP2, the water table also serves to
maintain the moisture regime within the soils at WE4. No groundwater discharge areas
were identified within WE4. This feature likely also relies on a combination of surface
water inflows during the wet (spring) and water table inputs to the soil regime below
surface in dry (summer/fall) conditions. No surface water outflows were noted from WE4
over the monitoring period, however could be expected under some spring snowmelt or
heavy rainfall events. Given the conditions at WE4, some minor recharge could be
expected related to the occasional inflow and retention of surface water, however this
recharge would not be significant in volume to the overall groundwater system.
The ditch north of WE4 has been excavated into the local landscape (i.e. is lower in
elevation than WE4 or agricultural fields on either side). The ditch was observed to have
flow (interpreted to be groundwater discharge) at the February 2013 monitoring event
(only). However the ditch is observed to be dry much of the year. As the water table rises
in the surrounding area seasonal discharge may occur along the base of the ditch.
14
6.0
October 4, 2013
PROPOSED DEVELOPMENT
For specific details regarding the development plan, please refer to descriptions and
drawings provided by GSP Group Inc. and Gamsby and Mannerow Limited. The
following is a general summary of the plan for the purposes of assessing potential
development related groundwater impacts.
The proposed development would consist of 38 estate residential lots serviced with a
Municipal Water Supply and individual septic systems. The general lot layout is shown in
Figure 11. Based on the Geotechnical Investigation, it is expected the septic systems will
be designed at a minimum as conventional class four (4) treatment systems. Tertiary
treatment systems are also being considered to provide an additional attenuation of
potential impacts and reduce potential septic bed size to allow for backyard amenities
(e.g. pools, etc.). Lot level testing and septic system / bed design is to be prepared at a
later date.
Stormwater quantity and quality controls are proposed for the site as outlined in the
Functional Servicing Report (Gamsby and Mannerow Limited). Lot level controls,
consisting of roof leader discharge to lawns and rear yard swales, will assist in
maintaining overall groundwater recharge rates at the site.
Foundation drainage is to be provided using sump pumps routed to rear or side yards to
promote infiltration. High water table elevations have been defined at the site, which will
allow foundations and foundation drains to be set at appropriate levels in order to avoid
interference with the water table.
It is not anticipated that services (or service trenches) will be placed below the water
table. If the water table is encountered, appropriate controls such as anti-seepage (or
cutoff) collars are recommended to minimize potential impacts.
15
8.0
POTENTIAL IMPACTS
8.1
WATER BALANCE ASSESSMENT
October 4, 2013
In order to estimate the existing water balance components, including groundwater
recharge rates, based on site-specific information a water balance assessment was
completed. The water balance calculations are included in Appendix G.
The water balance for the site has been developed in accordance with MOE development
application guidelines for estimating evapotranspiration (Hydrogeological Technical
Information Requirements for Land Development Applications, April 1995). A
Thornthwaite and Mather analysis was completed using monthly precipitation and
temperature climate normals (1981 to 2002) as reported by Environment Canada for the
Waterloo Wellington Airport Weather Station. The analysis provided an estimate for
actual evapotranspiration within the proposed development area.
Annual average precipitation is estimated to be 916.48 mm/yr, and actual
evapotranspiration is estimated to be 570.71 mm/yr. In addition, a free water surface
(wetland pond) evaporation rate of 692.79 mm/yr is estimated based on calculated values
reported by United States Department of Commerce National Oceanic and Atmospheric
Administration (NOAA) for Lake Ontario for the same long-term normal period (1981 to
2002), as reported in: Great Lakes Monthly Hydrologic Data, NOAA Data Reports
GLERL-26 (1983) and GLERL (1993).
As noted previously, under existing conditions much of the runoff on-site is captured and
infiltrated wither within feature WE1 or within the infiltration area shown on Figure 3.
The total area of enclosed drainage on-site is estimated to be approximately 9 ha, and
within this catchment a pond (WE1) with a maximum area of 0.73 ha occurs. Within the
enclosed drainage area of the site there is no runoff (exiting the site) and the total
infiltration recharge volume is calculated as the difference between the precipitation
volume and evapotraspiration (within vegetated or cropped areas) and evaporation from
the pond surface. Total annual recharge within this area is estimated to be 26,095 m3/yr.
Runoff from the remaining area of the site has the ability to exit the site. Based on an
MOE infiltration factor of 0.5 (rolling topography, medium clay loam and cultivated
lands), approximately 6,773 m3/yr is estimated to infiltrate within this area each year.
Similarly a total annual runoff volume of 6,773 m3/yr is expected to leave the site.
Based on the calculations, the total site recharge volume at the site is estimated to be
32,868 m3/yr under existing conditions. The equivalent recharge rate is 0.27 m/yr.
Although this rate is higher than estimated by the Source Protection study water balance
modeling, it is reasonable given the (unanticipated) occurrence of sand and gravel over
much of the site and the fact that the majority of the site forms an enclosed drainage area.
The proposed stormwater controls have been designed to recreate existing surface water
catchments and runoff volume to WE1 and WE2. The overall stormwater management
plan should also maintain the existing recharge site rate within open vegetated areas (e.g.
non-impervious areas).
The development impact on site recharge is estimated based on total impervious area
created. The FSR indicates that the development will create approximately 3.33 ha of
16
October 4, 2013
impervious area (roofs, driveways, sidewalks and roads). Although some of this water
should have the opportunity to infiltrate (in backyard areas or swales, or at the
stormwater management ponds), on a conservative basis it is assumed for the impact
analysis that impervious area runoff does not infiltrate. Assuming a 3.33 ha reduction in
infiltration area, the total site recharge could decrease by 7,204 m3/yr (22% reduction).
There are no downgradient receptors that rely on groundwater discharge (e.g. upwells or
springs, etc.) therefore the potential reduction in recharge has no significant impact on
groundwater resources in the area. Note that since the existing groundwater flow system
moves toward WE2 and the Zettel Drain, that the reduction in recharge does not represent
a loss of water to these features. Water that would otherwise have infiltrated will enter the
stormwater management system and be conveyed to WE1 and WE2. In addition, the site
represents only a portion of the overall groundwater catchment that supplies water to
WE2 and the Zettel Drain. As noted in Section 8.2, groundwater flow to WE2 within the
ownership parcel north of the subdivision alone contributes approximately 1.7 times the
recharge volume that currently occurs within the subdivision lands.
The reduced infiltration does have implications regarding the nitrate loading assessment,
as discussed in Section 8.2.
8.2
NITRATE LOADING ASSESSMENT
The proposed use of septic systems at the site will add nitrate to the local shallow
groundwater system. The underlying deeper aquifer systems are isolated from the shallow
system by the presence of the thick till sequence, which limits vertical groundwater flow
and promotes horizontal flow.
Groundwater within the shallow (water table) flow system moves onto the site from
upgradient lands, through the site from south to north, and then primarily toward feature
WE2 and the Zettel Municipal Drain. Shallow groundwater flow from other surrounding
lands, in including approximately 21.06 ha owned by the proponent north of the proposed
development site, also converges on WE1. Based on the reported static levels within dug
or bored wells within the Homestead Dr. / Zingevilla Pl. subdivision, shallow
groundwater flow from this area to WE1 and WE2. Shallow groundwater flow from the
BH5 area likely moves toward (and below) WE1. Therefore primary groundwater flow
from the proposed Sunset Hills Estates subdivision is not toward local drinking water
supply wells.
We note that the proposed Sunset Hills Estates subdivision will have essentially the same
lot size as most of the existing development in this area. Based on the groundwater
sampling / monitoring completed as part of the private well survey, existing nitrate
attenuation within the surrounding lands and in this geologic setting appears to be
sufficient to reduce nitrate-N concentrations due to the existing septic bed nitrate loading
in the area to below the drinking water limit. Water potablility problems related to the
presence of bacteria have been reported (e.g. by homeowners responding to the well
survey), however these issues will be related primarily to well construction and location
relative to adjacent septic systems, not due to lot sizing or use of septic systems as a
servicing option. Therefore it can be expected that nitrate attenuation within the proposed
Sunset Hills Estates Subdivision will create no additional detrimental effects.
17
October 4, 2013
Although monitoring data indicates that natural nitrate attenuation in this setting appears
to reduce nitrate loading from the proposed approximate average 0.2 ha lot size to below
drinking water limits; deep water supply aquifers are isolated from the potential nitrate
loading associated with the proposed development; and, site specific investigations
indicate that potential nitrate impacts are expected to flow within the shallow system
primarily toward the wetlands and municipal drain (and not toward local private wells), a
nitrate attenuation analysis has been completed to confirm nitrate within the
downgradient shallow flow sytem will remain below the current Ontario drinking water
standard in Ontario for nitrate of 10 mg/L. The nitrate loading analysis takes the form of
a mass balance calculation. The assumptions used in the following analysis is based on
pre-consultation with the Region. Calculation summaries are provided in Appendix G.
Upgradient lands are outside of the settlement boundary, and are not expected to be
developed in the foreseeable future. Based on the minimum observed gradient (low water
table conditions) of 0.026 between BH2 and BH5; upgradient flow boundary 350 m long;
aquifer thickness of 9.4 m (saturated flow thickness at BH2 above the Zettel Municipal
Drain elevation); and, an estimated soil K of approximately 1.77 x 10-5 m/s for the till
unit, approximately 110,720 L/d flows onto the site within the shallow system. This water
is expected to move to wetland WE2 and the Zettel Municipal Drain.
The total nitrate mass loading for the site is calculated using the standard 40 mg/L nitrateN septic effluent concentration and 1,000 L/d/lot septic volume. With 38 lots proposed,
the total septic nitrate mass at the site is estimated to be 1,520,000 mg/day. Based on an
average nitrate-N concentration of 3.2 mg/L within the groundwater flowing on-site an
additional nitrate mass of 354,306 mg/day enters the site.
Attenuation (dilution) is estimated using the estimated on-site post development recharge
of 70,313 L/day (accounting for impervious area), 38,000 L/day of municipal water via
the septic beds, and, 110,720 L/day groundwater flow onto the site. Total water volume
mixing with the nitrate mass is 219,034 L/day. The resulting average nitrate-N
concentration at the downgradient site boundary is calculated to be 8.6 mg/L.
For comparison, if 10 lots (approx. 25%) utilize tertiary treatment achieving an effluent
nitrate-N concentration of 10 mg/L to allow for backyard amenities (through reduced
septic bed sizing), a nitrate-N concentration of 7.2 mg/L is achieved at the site boundary.
Allowing for expected groundwater flow from owned lands north of WE2 toward the
Zettel Municipal Drain (aquifer width 420 m, thickness of 9.4 m, assuming similar
gradient and K values results in total groundwater flow volume of 155,009 L/d with a
nitrate-N concentration of 3.2 mg/L), and mixing at drain, final nitrate-N concentration at
WE2 and the drain would be approximately 5.5 mg/L.
The assessment is conservative in that it examines only the local shallow flow system
from the site that contributes to wetland and drain system. Including the surrounding
shallow flow system and/or potential intermediate to regional flow systems (and
volumes) would reduce the nitrate-N concentration further. The assessment also includes
no allowance for denitrification. Given the setting, including recharge conditions at WE1
and likely anaerobic carbon rich environment both below WE1 and at WE2, significant
denitrification can also be expected prior to reaching the wetland or drain.
18
8.3
October 4, 2013
MONITORING PLAN
Based on the analysis, no significant groundwater impacts are projected at the site.
However, in order to ensure impacts do not occur, a basic groundwater monitoring
program is recommended, as follows:
1. Water level measurements shall be obtained at the existing on-site monitoring
locations(as accessible) on a quarterly basis, and water quality samples obtained
on an annual basis during the first three years after site build-out.
2. At the end of three years of monitoring the data shall be summarized in a report
provided to the Region of Waterloo, Township of Woolwich and Grand River
Conservation Authority. The monitoring program shall be discontinued if no
groundwater impacts are observed after 3 years.
19
Propossed Subdivision
9.0
October 4, 20113
CONCL
LUSIONS
This report has characterizeed the site groundwater
g
r conditionss in accordaance with thhe
on of Wateerloo and Township of
o Woolwicch guidelines. The nittrate loadinng
Regio
assessment has shown
s
that th
he proposed
d 38 resident
ntial lots cann be developped at the sitte
whilee remaining within
w
accep
ptable criteriia.
All of which is reespectfully submitted,
Andrrew Pentney,, P.Geo.
Senio
or Hydrogeo
ologist
Grou
undwater Science Corp.
Ground
dwater Science Corp.
C
220
Figures
348
BH2
BH3
BH4
BH5
DP1 SW
DP2 GW
DP3 GW
346
Water Level Elevation (mAMSL)
344
342
340
338
336
334
Nov‐12
Dec‐12
Jan‐13
Sunset Hills Estates Proposed Subdivision
Maryhill, Ontario
Feb‐13
Mar‐13
Apr‐13
May‐13
Figure 5: Hydrograph
Jun‐13
Jul‐13
Aug‐13
Sep‐13
Oct‐13
355
NW
TP6
BH1
SE
topsoil
topsoil
350
clay silt till
sand silt till
sand, gravel
Sand, Gravel
Sand
340
sand
topsoil
sand
sand silt till
BH5
topsoil
Till
clay silt till
TP2
BH4
Elevation (mAMSL)
345
topsoil
sand silt till
sand silt till
335
Till
Legend
ground surface
330
borehole interval
screen interval
reported static level
reported depth of
geologic contact
325
0
100
200
300
400
500
600
Distance Along Section (m)
Proposed Sunset Hills Estates Subdivision
Maryhill, Ontario
Figure 7: Section A
355
SW
TP4
350
topsoil
topsoil
BH2
silty sand
Sand, Gravel
topsoil
clay silt
sand, gravel
sand, gravel
sand
sand
340
topsoil
clayey silt
WE1
topsoil
Till
DP1
Sand
BH3
BH4
sand silt till
345
clay silt till
sand silt till
Till
WE2
clay silt till
DP3
Elevation (mAMSL)
TP5
NE
335
Zettel Drain
pipe elevation
Till
330
325
0
100
200
300
400
500
600
Distance Along Section (m)
Maryhill, Ontario
Figure 8: Section B
From:
GSP Group, Draft Plan of Subdivision, Sunset Hills Estates Subdivision
October 1, 2013
Date October 2013
scale: not to scale
Groundwater
Science Corp.
FIGURE 11: Proposed Lot Layout
Maryhill, Ontario
Appendix A
Background Information
Regional Municipality of Waterloo
modified from: Region of Waterloo Online Mapping, GIS Locator
http://maps.region.waterloo.on.ca/locator/locator.htm
Other Lands within
Ownership Parcel
SITE
(approx.)
Proposed Sunset Hills Estates Subdivision Location
Modified From:
Grand River Source Protection Area
Map 2-3:
Approved Assessment Report
Grand River Subwatershed Boundaries
Proposed Sunset Hills
Estates Subdivision
Location (approx.)
August 16, 2012
2-8
Study Area (approx.)
modified from:
Stantec Consulting Ltd., December 2005:
Water Supply Upgrades and GUIDI Study,
Maryhill Village Heights Water Supply System,
Quaternary Geology Mapping
modified from:
Regional Hydrogeologic Sequence
modified from:
Regional Groundwater Flow Map
Appendix B
Water Well Record Information
6506384
7176540
7173484
6509454
6505218
6505924
6504752
6504082
6501519
6501522
6503028
6501521
6504327
7113220
6507803
6504139
6508387
6501523
6508792
6502965
6506328
6508333
6508381
6504796
6503239
6504203
6507804
6501520
6509651
6507659
6503612
6503192
6508093
6501524
6503707
6508099
6503027
6508285
6504636
6503707
6504758
6504756
6506681
6504757
Reported Water Well Record Locations and Numbers
From: MOE Water Well Interactive Mapping Website
Development Area (approximate)
6506681
Deep drilled well
6504757
Shallow (dug, bored or drilled) well
Proposed Sunset Hills Estates Development
6508314
Water Well Record Summary
Record No.
6501519
6501520
6501521
6501522
6501523
6501524
6502965
6503027
6503028
6503192
6503239
6503612
6503707
6504082
6504139
6504203
6504327
6504752
6504756
6504757
6504758
6504796
6505218
6505924
6506328
6506384
6506681
6507659
6507803
6507804
6508093
6508099
6508285
6508314
6508333
6508381
6508387
6508792
6509454
6509651
6510440
7113220
7176540
Well Type
bored
bored
bored
bored
bored
bored
bored
bored
bored
bored
drilled
drilled
drilled
drilled
drilled
drilled
drilled
drilled
bored
bored
bored
bored
drilled
drilled
drilled
drilled
drilled
drilled
drilled
drilled
drilled
drilled
drilled
drilled
drilled
drilled
drilled
drilled
drilled
‐
‐
0
‐
shallow
shallow
shallow
shallow
shallow
shallow
shallow
shallow
shallow
shallow
deep
deep
deep
deep
deep
deep
deep
deep
shallow
shallow
shallow
shallow
deep
deep
deep
deep
deep
deep
deep
deep
deep
deep
deep
deep
deep
deep
deep
deep
deep
‐
‐
deep
‐
Well Depth
(mBSG)
12.2
6.7
6.7
18.3
12.8
12.2
9.1
6.7
9.1
9.1
53.3
48.8
30.5
43.6
47.2
47.5
44.8
47.2
9.1
9.4
10.4
9.1
45.7
48.8
47.5
57.3
39.0
24.1
39.6
25.0
44.8
23.2
24.1
21.3
73.2
72.5
44.5
51.8
29.9
‐
‐
100.6
‐
Interpreted
unit
Aquifer 1
Aquitard 1
Aquitard 1
Aquitard 1
Aquifer 1
Aquifer 1
Aquitard 1
Aquitard 1
Aquifer 1
Aquitard 1
Bedrock
Aquifer 2
Aquifer 2
Bedrock
Bedrock
Bedrock
Bedrock
Bedrock
Aquifer 1
Aquitard 1
Aquitard 1
Aquifer 1
Bedrock
Aquifer 2
Bedrock
Bedrock
Aquifer 2
Aquifer 2
Aquifer 2
Aquifer 2
Aquifer 2
Aquifer 2
Aquifer 2
Aquifer 2
Bedrock
Bedrock
Bedrock
Bedrock
Aquifer 2
‐
‐
Bedrock
‐
Static Water Level
(mBSG)
5.2
3.0
2.1
12.2
2.1
1.5
2.4
3.0
3.0
3.0
13.7
27.4
7.0
11.0
15.8
14.9
14.9
10.1
2.1
not reported
2.4
4.6
22.9
16.8
24.7
9.8
15.2
6.1
22.6
7.9
25.0
6.1
6.1
6.1
24.7
22.3
19.5
19.8
12.5
‐
‐
25.3
‐
Comment
not used
not used
not used
not used
abandoned well
abandoned well
commercial use
no information
Appendix C
Private Water Well Survey
And Sampling Results
Survey House No.
No.
Street
1
148 St Charles Street West
2
3
4
5
6
7
Formal Reply?
no
no
no
yes
no
no
yes
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
69
66
63
62
58
57
54
52
51
48
46
44
43
40
39
38
35
33
29
St Charles Street West
no
no
no
yes
no
no
no
no
no
no
no
no
yes
no
no
no
no
yes
yes
27
28
29
30
31
32
33
34
35
36
37
38
26
25
24
23
22
20
16
15
12
9
5
3
no
no
yes
no
no
no
no
no
yes
no
no
no
39
40
9 St Charles Street East
13 St Charles Street East
Reported Well Type
Note / Information Collected During House Visit
drilled
depth not reported, MOE #6503612?
dug
dug
two wells, depths not known, no sampling access
dug
12.2 m deep, sampled
drilled well observed
drilled
29.0 m deep
drilled
drilled
dug
29.0 m deep
24.1 m deep, use for house, sampled
4.6 m deep, used for garden, sampled
drilled
45.7 m deep
10.7 m deep dug well reported
drilled
dug well reported
18.3 m deep
yes
yes
sand point 5.6 m deep
Lots east of 13 St Charles Street East serviced with Town water
Private Well Survey Results Summary
Maryhill
Survey House No.
No.
Street
41 1272 Maryhill Road
1354 Maryhill Road
1357 Maryhill Road
1367 Maryhill Road
1394 Maryhill Road
64
65
66
67
6
12
18
24
Homestead Drive
Homestead Drive
Homestead Drive
Homestead Drive
Formal Reply?
no
yes
no
no
no
no
no
no
no
no
yes
no
no
no
no
no
Reported Well Type
yes
dug
no
yes
no
drilled
bored
drilled
Note / Information Collected During House Visit
drilled well reported
Dealership
B&B, drilled well reported
Tavern, drilled well reported
Maryhill Historical Society
St. Boniface School
6.7 m deep, Church Rectory
St. Boniface Church
Nursing Care Facility
22.9 m deep
cemetery property
cemetery property
no
no
no
no
yes
no
yes
house under construction, drilled well
drilled
48.8 m deep, no sample access
drilled
68
6 Zingervilla Place
no
69
7 Zingervilla Place
no
6.7 m deep dug well reported, not used for drinking
70
10 Zingervilla Place
no
dug well reported, not used for drinking
71
no
72
no
73
yes
drilled
74
no
75
no
76
yes
drilled
77
no
78
yes
drilled
79
yes
drilled
Notes: ‐ information regarding water use, concerns, treatment or quality results kept on‐file,
not summarized above due to privacy concerns
‐ some reported information based on conversation with resident at time of survey
Private Well Survey Results Summary
Maryhill
Approx. 500 m
Survey Radius
SITE
Reported or Observed Deep Drilled Well
Reported or Observed Shallow Well
Private Well Survey
Summary of Reported Well Construction
Groundwater
Science Corp.
24 Erb Street East,
Waterloo, ON N2J 1L6
Phone: (519) 746-6916
Fax: (519) 884-5996
May 8, 2013
RE:
Private Water Well Survey
Proposed Sunset Hills Subdivision Area, Maryhill.
Dear Resident:
Groundwater Science Corp. is completing a baseline survey of private water wells in the area of a
proposed new residential subdivision on behalf of Sunset Hills Estates. The development property is
located within Part Lot 80, German Company Tract, Township of Woolwich, Regional Municipality of
Waterloo. The development site is east of Homestead Drive and Zingervilla Place. The subdivision
would be within the existing Maryhill settlement boundary as defined by the Township of Woolwich
Official Plan.
The baseline private water well survey includes properties along Homestead Drive, Zingervilla Place,
Maryhill Road, St. Charles Street East and St. Charles Street West. Your residence is in the survey area.
The baseline survey is being completed according to technical standards for development studies that
are set by the Township of Woolwich and Region of Waterloo. The survey includes the completion of a
water well information form to assist in identifying local water well locations, construction, depth, etc.
The results will be considered within the technical assessments prepared for the proposed development
and will provide baseline (pre-construction) information for the area.
Participation in the private water well survey program is voluntary; this letter is to inform you of the
survey and to request your participation. A representative of Groundwater Science Corp. will be going
door-to-door this week during business hours to complete the survey. A copy of this letter will be
provided to each residence in the survey area. If no one is at home at the time of the survey, the survey
package will be left in the mailbox or at the door.
Attached to this letter is a survey response form. If you are interested in participating please complete
and return the survey form (only) in the self-addressed stamped envelope. Completed forms can also be
sent by FAX to our office at 519-884-5996. If you have any questions or require assistance with the
survey form, please call Andrew Pentney at 519-746-6916 (Waterloo). We would like to have the
survey completed by May 24, 2013.
Thank-you in advance for your consideration in this matter.
Sincerely,
Andrew Pentney, P.Geo.
Hydrogeologist.
Providing Professional Services
Water Well Survey Sheet
Project: Sunset Hills Estates, Maryhill
Date:
Some personal information (name, address and phone number) is collected as part of this survey for the sole
purpose of identifying and communicating with the respondent. There will be no electronic copy made of this
personal information and it will not be disclosed to third parties or referenced in the environmental study report.
I consent to the collection and use of the following personal information for the above stated purpose.
Respondent:
Mailing Address:
Emergency Locate (Road) No.:
Telephone No.:
1. How old is the house?
3. Water Use:
Domestic
2. How old is the well?
Pool
Livestock
Garden
other:
Well Water Treatment (filter, softener, etc.):
4. Alternative Water Sources Used:
Bottled
Cistern
Bulk Delivery
other:
5. Well Water Quality and Quantity Comments:
Quality (colour, odour, taste, staining, etc.)
Quantity (does the well go dry?)
Has the well ever been tested for quality or quantity?
Test Results:
6. Water Well Record:
Do you have a copy of the MOE Water Well Record?
Wh d
Who
drilled
ill d th
the well?
ll?
yes (include copy)
no
7. Sketch Map of Well Location (show road, driveway, house, well, septic bed and north arrow)
8. Well Construction:
Well Type
Drilled
Dug
Describe well access (easy / not easy):
9. Pump Details:
Type:
jet
submersible
Well Casing
other
Cement Tile
Steel
Well Depth:
intake setting:
Buried
Diameter:
Date Received: 03-SEP-13
Report Date:
11-SEP-13 08:53 (MT)
Version:
FINAL
GROUNDWATER SCIENCE
ATTN: ANDREW PENTNEY
328 Daleview Place
WATERLOO ON N2L 5M5
Client Phone: 519-746-6916
Certificate of Analysis
Lab Work Order #:
L1357003
Project P.O. #:
NOT SUBMITTED
SUNSET HILLS DEVELOPMENT
Job Reference:
C of C Numbers:
Legal Site Desc:
143216
____________________________________________
Austin Paterson
Account Manager
[This report shall not be reproduced except in full without the written authority of the Laboratory.]
ADDRESS: 60 Northland Road, Unit 1, Waterloo, ON N2V 2B8 Canada | Phone: +1 519 886 6910 | Fax: +1 519 886 9047
ALS CANADA LTD
Part of the ALS Group
A Campbell Brothers Limited Company
CRITERIA REPORT
L1357003 CONTD....
Sample Details/Parameters
L1357003-1
Sampled By:
Matrix:
Page 2 of 9
11-SEP-13 08:54:15
Result
Qualifier
D.L.
Units
Criteria Specific Limits
Analyzed
Batch
29 ST.CHARLES ST. DRILLED
A.PENTNEY on 03-SEP-13 @ 10:30
GUIDELINES
STANDARDS
WATER
Individual Analytes
Anion Scan (IC)
Chloride
Bromide
Fluoride
Nitrite-N
Nitrate-N
Sulphate
Total Metals in Water by ICPMS
Aluminum (Al)-Total
Antimony (Sb)-Total
Arsenic (As)-Total
Barium (Ba)-Total
Beryllium (Be)-Total
Bismuth (Bi)-Total
Boron (B)-Total
Cadmium (Cd)-Total
Calcium (Ca)-Total
Chromium (Cr)-Total
Cobalt (Co)-Total
Copper (Cu)-Total
Iron (Fe)-Total
Lead (Pb)-Total
Lithium (Li)-Total
Magnesium (Mg)-Total
Manganese (Mn)-Total
Molybdenum (Mo)-Total
Nickel (Ni)-Total
Phosphorus (P)-Total
Potassium (K)-Total
Selenium (Se)-Total
Silicon (Si)-Total
Silver (Ag)-Total
Sodium (Na)-Total
Strontium (Sr)-Total
Thallium (Tl)-Total
Tin (Sn)-Total
Titanium (Ti)-Total
Tungsten (W)-Total
Uranium (U)-Total
Vanadium (V)-Total
Zinc (Zn)-Total
Zirconium (Zr)-Total
L1357003-2
Sampled By:
Matrix:
83.5
<0.10
0.22
<0.10
<0.10
33.3
2.0
0.10
0.10
0.10
0.10
2.0
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
<0.010
<0.00050
0.0023
0.0496
<0.00050
<0.0010
0.048
<0.000090
85.7
<0.00050
<0.00050
0.0041
2.32
0.00084
<0.10
32.1
0.126
0.00188
<0.0010
<0.050
1.2
<0.00040
7.6
<0.00010
48.3
0.619
<0.00030
<0.0010
<0.0020
<0.010
<0.0010
<0.00050
0.0191
<0.0040
0.010
0.00050
0.0010
0.0020
0.00050
0.0010
0.010
0.000090
0.50
0.00050
0.00050
0.0010
0.050
0.00050
0.10
0.50
0.0010
0.00050
0.0010
0.050
1.0
0.00040
1.0
0.00010
5.0
0.0010
0.00030
0.0010
0.0020
0.010
0.0010
0.00050
0.0030
0.0040
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
DLM
250
1.5
1
10
500
0.1
0.006
0.025
1
5
0.005
0.05
**
1
0.3
**
0.05
0.01
0.01
**
20
200
0.02
5
29 ST.CHARLES ST. DUG
STANDARDS
WATER
Individual Analytes
* Detection Limit for result exceeds Criteria Specific Limit. Assessment against Criteria Limit cannot be made.
** Analytical result for this parameter exceeds Criteria Specific Limit listed on this report.
Ontario DW Std O.Reg 169/03 JUNE 2007
GUIDELINES
06-SEP-13
06-SEP-13
06-SEP-13
06-SEP-13
06-SEP-13
06-SEP-13
R2688784
R2688784
R2688784
R2688784
R2688784
R2688784
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
CRITERIA REPORT
L1357003 CONTD....
L1357003-2
Sampled By:
Matrix:
Page 3 of 9
11-SEP-13 08:54:15
Result
Qualifier
D.L.
Units
Analyzed
Batch
29 ST.CHARLES ST. DUG
STANDARDS
WATER
GUIDELINES
Individual Analytes
Anion Scan (IC)
Chloride
Bromide
Fluoride
Nitrite-N
Nitrate-N
Sulphate
Aluminum (Al)-Total
Antimony (Sb)-Total
Arsenic (As)-Total
Barium (Ba)-Total
Bismuth (Bi)-Total
Boron (B)-Total
Cadmium (Cd)-Total
Calcium (Ca)-Total
Chromium (Cr)-Total
Cobalt (Co)-Total
Copper (Cu)-Total
Iron (Fe)-Total
Lead (Pb)-Total
Lithium (Li)-Total
Nickel (Ni)-Total
Potassium (K)-Total
Selenium (Se)-Total
Silicon (Si)-Total
Silver (Ag)-Total
Sodium (Na)-Total
Thallium (Tl)-Total
Tin (Sn)-Total
Titanium (Ti)-Total
Tungsten (W)-Total
Uranium (U)-Total
Vanadium (V)-Total
Zinc (Zn)-Total
L1357003-3
Sampled By:
Matrix:
161
<0.10
<0.10
<0.10
1.33
37.3
2.0
0.10
0.10
0.10
0.10
2.0
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
<0.010
<0.00050
<0.0010
0.0530
<0.00050
<0.0010
0.031
<0.000090
105
<0.00050
<0.00050
0.0026
0.238
0.00098
<0.10
29.3
0.0323
<0.00050
0.0011
<0.050
2.3
<0.00040
5.2
<0.00010
122
0.162
<0.00030
<0.0010
<0.0020
<0.010
<0.0010
<0.00050
0.703
<0.0040
0.010
0.00050
0.0010
0.0020
0.00050
0.0010
0.010
0.000090
0.50
0.00050
0.00050
0.0010
0.050
0.00050
0.10
0.50
0.0010
0.00050
0.0010
0.050
1.0
0.00040
1.0
0.00010
5.0
0.0010
0.00030
0.0010
0.0020
0.010
0.0010
0.00050
0.0030
0.0040
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
DLM
250
1.5
1
10
500
0.1
0.006
0.025
1
5
0.005
0.05
1
0.3
0.01
0.05
0.01
**
20
200
0.02
5
62 ST.CHARLES ST.
STANDARDS
WATER
Individual Analytes
GUIDELINES
06-SEP-13
06-SEP-13
06-SEP-13
06-SEP-13
06-SEP-13
06-SEP-13
R2688784
R2688784
R2688784
R2688784
R2688784
R2688784
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
CRITERIA REPORT
L1357003 CONTD....
L1357003-3
Sampled By:
Matrix:
Page 4 of 9
11-SEP-13 08:54:15
Result
Qualifier
D.L.
Units
Analyzed
Batch
62 ST.CHARLES ST.
STANDARDS
WATER
GUIDELINES
Individual Analytes
Anion Scan (IC)
Chloride
Bromide
Fluoride
Nitrite-N
Nitrate-N
Sulphate
Aluminum (Al)-Total
Antimony (Sb)-Total
Arsenic (As)-Total
Barium (Ba)-Total
Bismuth (Bi)-Total
Boron (B)-Total
Cadmium (Cd)-Total
Calcium (Ca)-Total
Chromium (Cr)-Total
Cobalt (Co)-Total
Copper (Cu)-Total
Iron (Fe)-Total
Lead (Pb)-Total
Lithium (Li)-Total
Nickel (Ni)-Total
Potassium (K)-Total
Selenium (Se)-Total
Silicon (Si)-Total
Silver (Ag)-Total
Sodium (Na)-Total
Thallium (Tl)-Total
Tin (Sn)-Total
Titanium (Ti)-Total
Tungsten (W)-Total
Uranium (U)-Total
Vanadium (V)-Total
Zinc (Zn)-Total
L1357003-4
Sampled By:
Matrix:
32.1
<0.10
<0.10
<0.10
<0.10
20.5
2.0
0.10
0.10
0.10
0.10
2.0
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
<0.010
<0.00050
<0.0010
0.0319
<0.00050
<0.0010
0.027
<0.000090
120
<0.00050
<0.00050
0.248
0.164
0.00206
<0.10
31.5
0.0037
<0.00050
<0.0010
<0.050
<1.0
<0.00040
5.4
<0.00010
8.44
0.157
<0.00030
<0.0010
<0.0020
<0.010
<0.0010
<0.00050
0.0126
<0.0040
0.010
0.00050
0.0010
0.0020
0.00050
0.0010
0.010
0.000090
0.50
0.00050
0.00050
0.0010
0.050
0.00050
0.10
0.50
0.0010
0.00050
0.0010
0.050
1.0
0.00040
1.0
0.00010
0.50
0.0010
0.00030
0.0010
0.0020
0.010
0.0010
0.00050
0.0030
0.0040
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
250
1.5
1
10
500
0.1
0.006
0.025
1
5
0.005
0.05
1
0.3
0.01
0.05
0.01
20
200
0.02
5
1277 MARYHILL RD
STANDARDS
WATER
Individual Analytes
GUIDELINES
06-SEP-13
06-SEP-13
06-SEP-13
06-SEP-13
06-SEP-13
06-SEP-13
R2688784
R2688784
R2688784
R2688784
R2688784
R2688784
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
CRITERIA REPORT
L1357003 CONTD....
L1357003-4
Sampled By:
Matrix:
Page 5 of 9
11-SEP-13 08:54:15
Result
Qualifier
D.L.
Units
Analyzed
Batch
1277 MARYHILL RD
STANDARDS
WATER
GUIDELINES
Individual Analytes
Anion Scan (IC)
Chloride
Bromide
Fluoride
Nitrite-N
Nitrate-N
Sulphate
Aluminum (Al)-Total
Antimony (Sb)-Total
Arsenic (As)-Total
Barium (Ba)-Total
Bismuth (Bi)-Total
Boron (B)-Total
Cadmium (Cd)-Total
Calcium (Ca)-Total
Chromium (Cr)-Total
Cobalt (Co)-Total
Copper (Cu)-Total
Iron (Fe)-Total
Lead (Pb)-Total
Lithium (Li)-Total
Nickel (Ni)-Total
Potassium (K)-Total
Selenium (Se)-Total
Silicon (Si)-Total
Silver (Ag)-Total
Sodium (Na)-Total
Thallium (Tl)-Total
Tin (Sn)-Total
Titanium (Ti)-Total
Tungsten (W)-Total
Uranium (U)-Total
Vanadium (V)-Total
Zinc (Zn)-Total
L1357003-5
Sampled By:
Matrix:
189
<0.10
0.29
<0.10
<0.10
52.8
2.0
0.10
0.10
0.10
0.10
2.0
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
<0.010
<0.00050
0.0013
0.0957
<0.00050
<0.0010
0.087
<0.000090
98.1
<0.00050
<0.00050
0.0046
<0.050
<0.00050
<0.10
36.7
0.0088
0.00169
<0.0010
<0.050
1.8
<0.00040
8.0
<0.00010
94.8
1.31
<0.00030
<0.0010
<0.0020
<0.010
0.0012
<0.00050
0.0178
<0.0040
0.010
0.00050
0.0010
0.0020
0.00050
0.0010
0.010
0.000090
0.50
0.00050
0.00050
0.0010
0.050
0.00050
0.10
0.50
0.0010
0.00050
0.0010
0.050
1.0
0.00040
1.0
0.00010
5.0
0.0010
0.00030
0.0010
0.0020
0.010
0.0010
0.00050
0.0030
0.0040
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
DLM
250
1.5
1
10
500
0.1
0.006
0.025
1
5
0.005
0.05
1
0.3
0.01
0.05
0.01
**
20
200
0.02
5
1320 MARYHILL RD
STANDARDS
WATER
Individual Analytes
GUIDELINES
06-SEP-13
06-SEP-13
06-SEP-13
06-SEP-13
06-SEP-13
06-SEP-13
R2688784
R2688784
R2688784
R2688784
R2688784
R2688784
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
CRITERIA REPORT
L1357003 CONTD....
L1357003-5
Sampled By:
Matrix:
Page 6 of 9
11-SEP-13 08:54:15
Result
Qualifier
D.L.
Units
Analyzed
Batch
1320 MARYHILL RD
GUIDELINES
STANDARDS
WATER
Individual Analytes
Anion Scan (IC)
Chloride
Bromide
Fluoride
Nitrite-N
Nitrate-N
Sulphate
Aluminum (Al)-Total
Antimony (Sb)-Total
Arsenic (As)-Total
Barium (Ba)-Total
Bismuth (Bi)-Total
Boron (B)-Total
Cadmium (Cd)-Total
Calcium (Ca)-Total
Chromium (Cr)-Total
Cobalt (Co)-Total
Copper (Cu)-Total
Iron (Fe)-Total
Lead (Pb)-Total
Lithium (Li)-Total
Nickel (Ni)-Total
Potassium (K)-Total
Selenium (Se)-Total
Silicon (Si)-Total
Silver (Ag)-Total
Sodium (Na)-Total
Thallium (Tl)-Total
Tin (Sn)-Total
Titanium (Ti)-Total
Tungsten (W)-Total
Uranium (U)-Total
Vanadium (V)-Total
Zinc (Zn)-Total
L1357003-6
Sampled By:
Matrix:
159
<0.10
0.26
<0.10
<0.10
44.2
2.0
0.10
0.10
0.10
0.10
2.0
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
<0.010
<0.00050
0.0017
0.0684
<0.00050
<0.0010
0.068
<0.000090
94.8
0.00054
<0.00050
0.0021
2.22
<0.00050
<0.10
38.7
0.105
0.00236
<0.0010
<0.050
1.3
<0.00040
7.2
<0.00010
68.5
0.809
<0.00030
<0.0010
<0.0020
<0.010
<0.0010
<0.00050
0.0074
<0.0040
0.010
0.00050
0.0010
0.0020
0.00050
0.0010
0.010
0.000090
0.50
0.00050
0.00050
0.0010
0.050
0.00050
0.10
0.50
0.0010
0.00050
0.0010
0.050
1.0
0.00040
1.0
0.00010
5.0
0.0010
0.00030
0.0010
0.0020
0.010
0.0010
0.00050
0.0030
0.0040
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
DLM
250
1.5
1
10
500
0.1
0.006
0.025
1
5
0.005
0.05
**
1
0.3
**
0.05
0.01
0.01
**
20
200
0.02
5
39 ZINGERVILLA
STANDARDS
WATER
Individual Analytes
GUIDELINES
06-SEP-13
06-SEP-13
06-SEP-13
06-SEP-13
06-SEP-13
06-SEP-13
R2688784
R2688784
R2688784
R2688784
R2688784
R2688784
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
CRITERIA REPORT
L1357003 CONTD....
L1357003-6
Sampled By:
Matrix:
Page 7 of 9
11-SEP-13 08:54:15
Result
Qualifier
D.L.
Units
Analyzed
Batch
39 ZINGERVILLA
GUIDELINES
STANDARDS
WATER
Individual Analytes
Anion Scan (IC)
Chloride
Bromide
Fluoride
Nitrite-N
Nitrate-N
Sulphate
Aluminum (Al)-Total
Antimony (Sb)-Total
Arsenic (As)-Total
Barium (Ba)-Total
Bismuth (Bi)-Total
Boron (B)-Total
Cadmium (Cd)-Total
Calcium (Ca)-Total
Chromium (Cr)-Total
Cobalt (Co)-Total
Copper (Cu)-Total
Iron (Fe)-Total
Lead (Pb)-Total
Lithium (Li)-Total
Nickel (Ni)-Total
Potassium (K)-Total
Selenium (Se)-Total
Silicon (Si)-Total
Silver (Ag)-Total
Sodium (Na)-Total
Thallium (Tl)-Total
Tin (Sn)-Total
Titanium (Ti)-Total
Tungsten (W)-Total
Uranium (U)-Total
Vanadium (V)-Total
Zinc (Zn)-Total
L1357003-7
Sampled By:
Matrix:
41.1
<0.10
0.24
<0.10
<0.10
32.0
2.0
0.10
0.10
0.10
0.10
2.0
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
<0.010
<0.00050
<0.0010
0.0525
<0.00050
<0.0010
0.056
<0.000090
59.5
0.00050
<0.00050
0.0011
0.573
<0.00050
<0.10
27.2
0.182
0.00225
<0.0010
<0.050
1.4
<0.00040
6.6
<0.00010
27.4
0.469
<0.00030
<0.0010
<0.0020
<0.010
<0.0010
<0.00050
0.0196
<0.0040
0.010
0.00050
0.0010
0.0020
0.00050
0.0010
0.010
0.000090
0.50
0.00050
0.00050
0.0010
0.050
0.00050
0.10
0.50
0.0010
0.00050
0.0010
0.050
1.0
0.00040
1.0
0.00010
0.50
0.0010
0.00030
0.0010
0.0020
0.010
0.0010
0.00050
0.0030
0.0040
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
250
1.5
1
10
500
0.1
0.006
0.025
1
5
0.005
0.05
**
1
0.3
**
0.05
0.01
0.01
**
20
200
0.02
5
41 ZINGERVILLA
STANDARDS
WATER
Individual Analytes
GUIDELINES
06-SEP-13
06-SEP-13
06-SEP-13
06-SEP-13
06-SEP-13
06-SEP-13
R2688784
R2688784
R2688784
R2688784
R2688784
R2688784
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
CRITERIA REPORT
L1357003 CONTD....
L1357003-7
Sampled By:
Matrix:
Page 8 of 9
11-SEP-13 08:54:15
Result
Qualifier
D.L.
Units
Analyzed
Batch
41 ZINGERVILLA
GUIDELINES
STANDARDS
WATER
Individual Analytes
Anion Scan (IC)
Chloride
Bromide
Fluoride
Nitrite-N
Nitrate-N
Sulphate
Aluminum (Al)-Total
Antimony (Sb)-Total
Arsenic (As)-Total
Barium (Ba)-Total
Bismuth (Bi)-Total
Boron (B)-Total
Cadmium (Cd)-Total
Calcium (Ca)-Total
Chromium (Cr)-Total
Cobalt (Co)-Total
Copper (Cu)-Total
Iron (Fe)-Total
Lead (Pb)-Total
Lithium (Li)-Total
Nickel (Ni)-Total
Potassium (K)-Total
Selenium (Se)-Total
Silicon (Si)-Total
Silver (Ag)-Total
Sodium (Na)-Total
Thallium (Tl)-Total
Tin (Sn)-Total
Titanium (Ti)-Total
Tungsten (W)-Total
Uranium (U)-Total
Vanadium (V)-Total
Zinc (Zn)-Total
7.6
<0.10
0.45
<0.10
<0.10
62.7
2.0
0.10
0.10
0.10
0.10
2.0
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
<0.010
<0.00050
<0.0010
0.0410
<0.00050
<0.0010
0.088
<0.000090
51.8
<0.00050
<0.00050
0.0020
0.924
<0.00050
<0.10
19.5
0.0182
0.00343
<0.0010
<0.050
1.0
<0.00040
6.1
<0.00010
34.8
0.657
<0.00030
<0.0010
<0.0020
<0.010
<0.0010
<0.00050
0.0075
<0.0040
0.010
0.00050
0.0010
0.0020
0.00050
0.0010
0.010
0.000090
0.50
0.00050
0.00050
0.0010
0.050
0.00050
0.10
0.50
0.0010
0.00050
0.0010
0.050
1.0
0.00040
1.0
0.00010
5.0
0.0010
0.00030
0.0010
0.0020
0.010
0.0010
0.00050
0.0030
0.0040
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
DLM
250
1.5
1
10
500
0.1
0.006
0.025
1
5
0.005
0.05
**
1
0.3
0.01
0.05
0.01
**
20
200
0.02
5
06-SEP-13
06-SEP-13
06-SEP-13
06-SEP-13
06-SEP-13
06-SEP-13
R2688784
R2688784
R2688784
R2688784
R2688784
R2688784
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
05-SEP-13
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
R2687787
Reference Information
L1357003 CONTD....
Page 9 of 9
11-SEP-13 08:54:15
Qualifiers for Sample Submission Listed:
Qualifier
Description
CINT
Cooling initiated. Samples were packaged with ice or ice packs upon receipt.
Sample Parameter Qualifier key listed:
Qualifier
Description
DLM
Detection Limit Adjusted For Sample Matrix Effects
Methods Listed (if applicable):
Preparation Method Reference(Based On) Analytical Method Reference(Based On)
ALS Test Code
Matrix
Test Description
ANIONS-WT
Water
Anion Scan (IC)
EPA 300.0 (IC)
MET-T-MS-WT
Water
EPA 200.8
The concentration of metals is determined on an unfiltered aqueous sample. The sample is digested with nitric acid and then analyzed directly by ICPMS.
Laboratory Methods employed follow in-house procedures, which are
generally based on nationally or internationally accepted methodologies.
Chain of Custody numbers:
143216
The last two letters of the above test code(s) indicate the laboratory that performed analytical analysis for that test. Refer to the list below:
Laboratory Definition Code
WT
Laboratory Location
Laboratory Location
ALS ENVIRONMENTAL - WATERLOO,
ONTARIO, CANADA
GLOSSARY OF REPORT TERMS
Surrogates are compounds that are similar in behaviour to target analyte(s), but that do not normally occur in environmental samples. For
applicable tests, surrogates are added to samples prior to analysis as a check on recovery. In reports that display the D.L. column, laboratory
objectives for surrogates are listed there.
mg/kg - milligrams per kilogram based on dry weight of sample
mg/kg wwt - milligrams per kilogram based on wet weight of sample
mg/kg lwt - milligrams per kilogram based on lipid-adjusted weight
mg/L - unit of concentration based on volume, parts per million.
< - Less than.
D.L. - The reporting limit.
N/A - Result not available. Refer to qualifier code and definition for explanation.
Test results reported relate only to the samples as received by the laboratory.
UNLESS OTHERWISE STATED, ALL SAMPLES WERE RECEIVED IN ACCEPTABLE CONDITION.
Analytical results in unsigned test reports with the DRAFT watermark are subject to change, pending final QC review.
Application of criteria limits is provided as is without warranty of any kind, either expressed or implied, including, but not limited to fitness for a
particular purpose, or non-infringement. ALS assumes no responsibility for errors or omissions in the information.
Appendix D
Test Pit and Borehole Logs
Sunset Hills Estates Subdivision Test Pit Summary Test Pits Completed June 25, 2012 TP1 Total Depth: 3.0 mBGS Water: dry to 3.0 mBGS, no water encountered Estimated Ground Surface Elevation: 340.5 mAMSL Water Table Elevation: <337.5 mAMSL Depth (mBGS) Soil Description 0 – 0.6 Topsoil / Subsoil – sandy 0.6 – 1.3 Fine sand – tan to light grey, clean 1.3 – 3.0 Sandy Silt Till – brown, very dense and compact, with some gravel and stones TP2 Total Depth: 2.4 mBGS Water: dry to 2.4 mBGS, no water encountered Estimated Ground Surface Elevation: 340.5 mAMSL Water Table Elevation: <338.1 mAMSL Depth (mBGS) Soil Description 0 – 0.6 Topsoil / Subsoil – sandy 0.6 – 1.2 Fine sand – tan to light grey, clean, occasional silt layer 1.2 – 2.4 Sandy Silt Till – brown, very dense and compact, with some gravel and stones TP3 Total Depth: 3.8 mBGS Water: dry to 3.8 mBGS, no water encountered Estimated Ground Surface Elevation: 348.0mAMSL Water Table Elevation: <344.2 mAMSL Depth (mBGS) Soil Description 0 – 0.2 Topsoil – sandy 0.2 – 3.8 Sand, Gravel, Stones – grey, some silt, ranges medium sand to cobble sizes, dense below 2.0 m, less silt and increasing sand content with depth TP4 Total Depth: 3.4 mBGS Water: dry to 3.4 mBGS, no water encountered Estimated Ground Surface Elevation: 349.5 mAMSL Water Table Elevation: <346.1 mAMSL Depth (mBGS) Soil Description 0 – 0.1 Topsoil – sandy 0.1 – 1.5 Silty Sand, Gravel, Stones – grey, medium sand to cobble sizes 1.5 – 3.4 Sand, Gravel, Stones – grey, clean, medium sand to cobble sizes TP5 Total Depth: 3.3 mBGS Water: dry to 3.3 mBGS, no water encountered Estimated Ground Surface Elevation: 350.0 mAMSL Water Table Elevation: <346.7 mAMSL Depth (mBGS) Soil Description 0 – 0.2 Topsoil – sandy 0.2 – 3.0 Sand, Gravel, Stones – grey, medium sand to cobble sizes, with 0.2 m thick brown silty clay lens on west pit wall at 2.0 m depth 3.0 – 3.3 Fine Sand – grey, clean TP6 Total Depth: 3.2 mBGS Water: dry to 3.2 mBGS, no water encountered Estimated Ground Surface Elevation: 350.0 mAMSL Water Table Elevation: <346.8 mAMSL Depth (mBGS) Soil Description 0 – 0.2 Topsoil – sandy 0.2 – 3.2 Sand, Gravel, Stones – grey, clean, medium sand to cobble sizes TP7 Total Depth: 3.0 mBGS Water: dry to 3.0 mBGS, no water encountered Estimated Ground Surface Elevation: 341.5 mAMSL Water Table Elevation: <338.5 mAMSL Depth (mBGS) Soil Description 0 – 0.4 Topsoil / Subsoil – silty, sandy 0.4 – 1.1 Silt Till – brown, dense, with some fine gravel and sand 1.1 – 3.0 Sand, Gravel, Stones – grey, clean, medium sand to cobble sizes LOG OF BOREHOLE NO. 1
LOCATION Maryhill, Ontario
BORING DATE: 11/17/2012
BORING METHOD Continuous Flight Hollow Stem Augers
0.0
0.18
349.82
1.0
2.0
2.1
347.9
3.0
350
TOPSOIL: Dark brown clayey silt, trace
gravel, rootlets, moist
SILT TILL: Very stiff light brown clayey silt,
trace sand, trace gravel, DTPL
1
SS
24
2
SS
24
6.0
SHEAR STRENGTH Cu (kPa)
50
100 150 200
DYNAMIC CONE PENETRATION
STANDARD PENETRATION TEST
20
BLOWS/0.3M
40
60
80
LIQUID LIMIT
WL
PLASTIC LIMIT
WP
WATER CONTENT W
WP
W
WL
WATER CONTENT %
10
20
30
12KF065
R. Agahzadeh
TECHNICIAN
D. Brice
GROUND WATER
OBSERVATIONS
AND REMARKS
GRAIN SIZE
DISTRIBUTION (%)
GR SA SI&CL
3
kN/m
349
348
becoming dense to very dense brown
sandy silt, trace gravel, trace clay, moist
contains wet / saturated sand seams (50 to
150 mm thick)
3
SS
45
4
SS
55
347
4.0
5.0
ELEVATION
SCALE
GROUND ELEVATION
N - VALUES
METRES
BLOWS/0.3m
in
TYPE
DESCRIPTION
NUMBER
DEPTH
SAMPLES
LEGEND
SOIL PROFILE
PML REF.:
ENGINEER
UNIT WEIGHT
PROJECT Proposed Subdivision
346
4.5
345.5
5.0
345.0
becoming hard / dense dark brown to grey
clayey silt with interbedded layers / seams
of sandy silt, trace to some gravel, DTPL /
moist
contains wet / saturated sand seams
saturated silty fine sand layer (1.2 m thick)
6.2
343.8
5
SS
33
6
SS
38
345
344
7.0
343
8.0
7
SS
44
8
SS
31
9.0
342
341
10.0
340
9
11.0
SS
52
12.0
339
338
10
SS
40
13.0
337
11
14.0
SS
37
15.0
336
335
334.5
BOREHOLE TERMINATED AT 15.5 m
12
SS
32
Upon completion of
drilling, borehole open
with free water at 14 m
16.0
17.0
NOTES:
WATER LEVEL OBSERVED DURING /
UPON COMPLETION OF DRILLING
WATER LEVEL MEASURED IN
MONITORING WELL
UNDISTURBED FIELD VANE
REMOLDED FIELD VANE
LAB SHEAR TEST
POCKET PENETROMETER
POCKET TORVANE
CHECKED BY
LOG OF BOREHOLE REV. 08/2012 12KF065 BOREHOLE LOGS.GPJ PETOMAC.GDT 2012 12 18
RA
LOG OF BOREHOLE NO. 2
0.23
347.77
1.0
1.4
346.6
2.0
2.1
345.9
348
TOPSOIL: Dark brown clayey silt, some
sand, some gravel, rootlets, moist
SILT: Firm brown clayey silt, trace sand,
trace gravel, APL
1
SS
7
SILT TILL: Compact brown sandy silt,
some gravel, trace clay, moist
2
SS
10
becoming very stiff brown clayey silt, some
gravel, trace sand, APL
3
SS
15
4
SS
20
3.0
4.0
4.7
343.3
saturated sand with gravel layer
(1.2. m thick)
becoming hard / dense grey clayey silt,
with interbedded layers / seams of sandy
silt, trace to some gravel, DTPL / moist
20
BLOWS/0.3M
40
60
80
WATER CONTENT %
10
20
30
D. Brice
GROUND WATER
OBSERVATIONS
AND REMARKS
3
kN/m
Stick up with
J-Plug
Concrete
347
Bentonite Seal
346
50 mm PVC Riser
Filter Sand
Slotted Screen
5
SS
31
6
SS
47
7
SS
43
8
SS
44
9
SS
37
343
342
7.0
8.0
9.0
341
340
339
10.0
338
11.0
337
12.0
336
10
SS
Bentonite Seal
13
13.0
335
13.7
334.3
becoming very dense
334
15.0
16.0
LIQUID LIMIT
WL
PLASTIC LIMIT
WP
WATER CONTENT W
WP
W
WL
R. Agahzadeh
TECHNICIAN
344
6.0
14.0
50
100 150 200
12KF065
345
3.5
344.5
5.0
ELEVATION
SCALE
GROUND ELEVATION
N - VALUES
METRES
0.0
BLOWS/0.3m
in
TYPE
DESCRIPTION
NUMBER
DEPTH
SAMPLES
LEGEND
SOIL PROFILE
PML REF.:
ENGINEER
UNIT WEIGHT
333
15.7
332.3
11
SS 50-75 mm
Water Level Readings:
2012/11/17
Depth: 3.70 m
Elev.: 344.3
17.0
NOTES:
MONITORING WELL
REMOLDED FIELD VANE
LAB SHEAR TEST
POCKET PENETROMETER
POCKET TORVANE
CHECKED BY
RA
CONTINUED FROM PREVIOUS PAGE
ELEVATION
SCALE
333.0
N - VALUES
METRES
BLOWS/0.3m
in
TYPE
DESCRIPTION
NUMBER
DEPTH
SAMPLES
LEGEND
SOIL PROFILE
50
100 150 200
20
BLOWS/0.3M
40
60
80
LIQUID LIMIT
WL
PLASTIC LIMIT
WP
WATER CONTENT W
WP
W
WL
WATER CONTENT %
10
20
30
18.0
PML REF.:
12KF065
ENGINEER
R. Agahzadeh
TECHNICIAN
D. Brice
UNIT WEIGHT
GROUND WATER
OBSERVATIONS
AND REMARKS
3
kN/m
2012/11/22
Depth: 2.98 m
Elev.: 345.0
2012/11/29
Depth 2.97 m
Elev.: 345.0
19.0
20.0
21.0
22.0
23.0
24.0
25.0
26.0
27.0
28.0
29.0
30.0
31.0
32.0
33.0
34.0
NOTES:
MONITORING WELL
REMOLDED FIELD VANE
LAB SHEAR TEST
POCKET PENETROMETER
POCKET TORVANE
CHECKED BY
RA
1.0
341
TOPSOIL: Dark brown clayey silt, some
gravel, rootlets, moist
SILT: Firm brown clayey silt, trace sand,
1.00 DTPL, occasional silt zones
340.00 SILT TILL: Very stiff to hard brown clayey
silt, some gravel, trace sand, DTPL
20
BLOWS/0.3M
40
60
80
LIQUID LIMIT
WL
PLASTIC LIMIT
WP
WATER CONTENT W
WP
W
WL
WATER CONTENT %
10
20
30
1
SS
6
2
SS
24
12KF065
R. Agahzadeh
TECHNICIAN
D. Brice
GROUND WATER
OBSERVATIONS
AND REMARKS
3
kN/m
Stick up with
J-Plug
Concrete
50 mm PVC Riser
340
Bentonite Seal
339
2.9
338.1
3.4
337.6
4.0
Saturated sand with gravel layer
(500 mm thick)
becoming very stiff / compact grey clayey
silt with interbedded layers / seams of
sandy silt trace to some gravel, APL to
DTPL / moist
contains wet / saturated sand seams.
5.0
6.0
50
100 150 200
0.20
340.80
2.0
3.0
ELEVATION
SCALE
GROUND ELEVATION
N - VALUES
METRES
0.0
BLOWS/0.3m
in
TYPE
DESCRIPTION
NUMBER
DEPTH
SAMPLES
LEGEND
SOIL PROFILE
PML REF.:
ENGINEER
UNIT WEIGHT
5.9
335.1
3
SS
30
4
SS
30
5
SS
16
6
SS
19
7
SS
20
Filter Sand
338
Slotted Screen
337
336
Sloughed Native
2012/11/17
Depth: 3.20 m
Elev.: 337.8
7.0
2012/11/22
Depth: 3.09 m
Elev.: 337.9
8.0
2012/11/29
Depth: 3.17 m
Elev.: 337.8
9.0
10.0
11.0
12.0
13.0
14.0
15.0
16.0
17.0
NOTES:
MONITORING WELL
REMOLDED FIELD VANE
LAB SHEAR TEST
POCKET PENETROMETER
POCKET TORVANE
CHECKED BY
RA
1.0
2.1
337.9
3.0
becoming compact
1
SS
8
2
SS
12
ELEVATION
SCALE
340
TOPSOIL: Dark brown clayey silt, trace
0.40 gravel, rootlets, moist
339.60
SAND: Loose reddish brown to light brown
sand, trace silt, moist
1.4
338.6
2.0
GROUND ELEVATION
N - VALUES
METRES
0.0
BLOWS/0.3m
in
TYPE
DESCRIPTION
NUMBER
DEPTH
SAMPLES
LEGEND
SOIL PROFILE
50
100 150 200
20
BLOWS/0.3M
40
60
80
LIQUID LIMIT
WL
PLASTIC LIMIT
WP
WATER CONTENT W
WP
W
WL
WATER CONTENT %
10
20
30
PML REF.:
12KF065
ENGINEER
R. Agahzadeh
TECHNICIAN
D. Brice
UNIT WEIGHT
GROUND WATER
OBSERVATIONS
AND REMARKS
3
kN/m
Stick up with
J-Plug
Concrete
50 mm PVC Riser
339
Bentonite Seal
338
SILT TILL: Compact / very stiff brown
sandy silt with interbedded layers / seams
of clayey silt, some gravel, moist / DTPL to
APL
Contains wet / saturated sand seams
4.0
3
SS
20
4
SS
20
5
SS
19
6
SS
29
7
SS
10
337
Filter Sand
336
Slotted Screen
5.0
6.0
5.2
334.8
saturated sand layer / deposit
5.9
334.1
335
Sloughed Native
2012/11/17
Depth: 3.40 m
Elev.: 336.6
7.0
2012/11/22
Depth: 3.73 m
Elev.: 336.3
8.0
2012/11/17
Depth: 3.77 m
Elev.: 336.2
9.0
10.0
11.0
12.0
13.0
14.0
15.0
16.0
17.0
NOTES:
MONITORING WELL
REMOLDED FIELD VANE
LAB SHEAR TEST
POCKET PENETROMETER
POCKET TORVANE
CHECKED BY
RA
1.0
340
0.33 TOPSOIL: Dark brown clayey silt, some
339.67 gravel, rootlets, moist
SILTY SAND: Compact brown silty sand,
some gravel, moist
1.2
338.8
2.0
SILT TILL: Compact to dense / very stiff to
hard brown sandy silt with interbedded
layers / seams of clayey silt, some gravel,
moist / DTPL
3.0
1
SS
12
2
SS
28
ELEVATION
SCALE
GROUND ELEVATION
N - VALUES
METRES
0.0
BLOWS/0.3m
in
TYPE
DESCRIPTION
NUMBER
DEPTH
SAMPLES
LEGEND
SOIL PROFILE
50
100 150 200
20
BLOWS/0.3M
40
60
80
LIQUID LIMIT
WL
PLASTIC LIMIT
WP
WATER CONTENT W
WP
W
WL
WATER CONTENT %
10
20
30
SS
29
4
SS
30
5
SS
29
6
SS
31
7
SS
24
12KF065
R. Agahzadeh
TECHNICIAN
D. Brice
GROUND WATER
OBSERVATIONS
AND REMARKS
3
kN/m
Stick up with
J-Plug
Concrete
50 mm PVC Riser
339
Bentonite Seal
338
3
PML REF.:
ENGINEER
UNIT WEIGHT
337
Filter Sand
4.0
336
Slotted Screen
5.0
6.0
5.9
334.1
335
Sloughed Native
2012/11/17
Depth: 4.50 m
Elev.: 335.5
7.0
2012/11/22
Depth: 2.00 m
Elev.: 338.0
8.0
2012/11/29
Depth: 2.06 m
Elev.: 337.9
9.0
10.0
11.0
12.0
13.0
14.0
15.0
16.0
17.0
NOTES:
MONITORING WELL
REMOLDED FIELD VANE
LAB SHEAR TEST
POCKET PENETROMETER
POCKET TORVANE
CHECKED BY
RA
Appendix E
Response Test Analysis
Displacement (m)
1.
0.1
0.01
0.
60.
120.
180.
240.
300.
Time (sec)
PROJECT INFORMATION
Company: Groundwater Science Corp.
Client: Sunset Hills
Location: Maryhill
Test Well: BH2
AQUIFER DATA
Saturated Thickness: 2.88 m
Anisotropy Ratio (Kz/Kr): 1.
WELL DATA (BH2 Falling Head)
Initial Displacement: 0.13 m
Total Well Penetration Depth: 2.66 m
Casing Radius: 0.0254 m
Static Water Column Height: 2.66 m
Screen Length: 1.5 m
Well Radius: 0.1016 m
SOLUTION
Aquifer Model: Unconfined
Solution Method: Bouwer-Rice
K = 3.799E-6 m/sec
y0 = 0.1292 m
Displacement (m)
1.
0.1
0.01
0.
80.
160.
240.
320.
400.
Time (sec)
PROJECT INFORMATION
Location: Maryhill
Test Well: BH2
AQUIFER DATA
WELL DATA (BH2 Rising Head)
SOLUTION
K = 2.573E-6 m/sec
y0 = 0.1315 m
Displacement (m)
0.1
0.01
0.001
0.
4.
8.
12.
16.
20.
Time (sec)
PROJECT INFORMATION
Location: Maryhill
Test Well: BH2
AQUIFER DATA
SOLUTION
K = 0.0001186 m/sec
y0 = 0.1341 m
Displacement (m)
0.1
0.01
0.001
0.
6.
12.
18.
24.
30.
Time (sec)
PROJECT INFORMATION
Location: Maryhill
Test Well: BH2
AQUIFER DATA
SOLUTION
K = 4.403E-5 m/sec
y0 = 0.07543 m
Displacement (m)
0.1
0.01
0.001
0.
6.
12.
18.
24.
30.
Time (sec)
PROJECT INFORMATION
Location: Maryhill
Test Well: BH2
AQUIFER DATA
SOLUTION
K = 3.797E-5 m/sec
y0 = 0.08934 m
Displacement (m)
0.1
0.01
0.001
0.
6.
12.
18.
24.
30.
Time (sec)
PROJECT INFORMATION
Location: Maryhill
Test Well: BH2
AQUIFER DATA
SOLUTION
K = 5.407E-5 m/sec
y0 = 0.1275 m
Displacement (m)
1.
0.1
0.01
0.
18.
36.
54.
72.
90.
Time (sec)
PROJECT INFORMATION
Location: Maryhill
Test Well: BH2
AQUIFER DATA
SOLUTION
K = 1.102E-5 m/sec
y0 = 0.109 m
Displacement (m)
1.
0.1
0.01
0.
16.
32.
48.
64.
80.
Time (sec)
PROJECT INFORMATION
Location: Maryhill
Test Well: BH2
AQUIFER DATA
SOLUTION
K = 8.301E-6 m/sec
y0 = 0.1149 m
Appendix F
On-Site Water Quality Sampling
Results
Date Received: 21-FEB-13
Report Date:
27-FEB-13 14:44 (MT)
Version:
FINAL
GROUNDWATER SCIENCE
4-590 BEARINGER RD
WATERLOO ON N2L 6C4
Lab Work Order #:
L1271059
Project P.O. #:
NOT SUBMITTED
MARYHILL
Job Reference:
C of C Numbers:
Legal Site Desc:
134615
____________________________________________
Lindsay D. Zuiker
Account Manager
ALS CANADA LTD
MARYHILL
L1271059 CONTD....
ALS ENVIRONMENTAL ANALYTICAL REPORT
L1271059-1
Sampled By:
Matrix:
Result
Qualifier*
D.L.
Units
Extracted
PAGE 2 of 3
Version: FINAL
Analyzed
Batch
BH2
ANDREW PENTNEY on 21-FEB-13
WATER
Anions and Nutrients
Bromide
<0.10
0.10
mg/L
26-FEB-13 R2544328
Chloride
16.3
2.0
mg/L
26-FEB-13 R2544328
Fluoride
<0.10
0.10
mg/L
26-FEB-13 R2544328
Nitrate-N
<0.10
0.10
mg/L
26-FEB-13 R2544328
Nitrite-N
<0.10
0.10
mg/L
26-FEB-13 R2544328
Sulphate
6.4
2.0
mg/L
26-FEB-13 R2544328
<0.10
0.10
mg/L
26-FEB-13 R2544328
L1271059-2
Sampled By:
Matrix:
BH3
WATER
Bromide
Chloride
2.5
2.0
mg/L
26-FEB-13 R2544328
Fluoride
<0.10
0.10
mg/L
26-FEB-13 R2544328
Nitrate-N
5.15
0.10
mg/L
26-FEB-13 R2544328
Nitrite-N
<0.10
0.10
mg/L
26-FEB-13 R2544328
21.4
2.0
mg/L
26-FEB-13 R2544328
Bromide
<0.10
0.10
mg/L
26-FEB-13 R2544328
Chloride
7.4
2.0
mg/L
26-FEB-13 R2544328
Fluoride
<0.10
0.10
mg/L
26-FEB-13 R2544328
Nitrate-N
2.77
0.10
mg/L
26-FEB-13 R2544328
Nitrite-N
<0.10
0.10
mg/L
26-FEB-13 R2544328
Sulphate
20.7
2.0
mg/L
26-FEB-13 R2544328
<0.10
0.10
mg/L
26-FEB-13 R2544328
26-FEB-13 R2544328
Sulphate
L1271059-3
Sampled By:
Matrix:
BH4
WATER
L1271059-4
Sampled By:
Matrix:
BH5
WATER
Bromide
Chloride
15.9
2.0
mg/L
Fluoride
<0.10
0.10
mg/L
26-FEB-13 R2544328
26-FEB-13 R2544328
Nitrate-N
4.11
0.10
mg/L
Nitrite-N
<0.10
0.10
mg/L
26-FEB-13 R2544328
2.0
mg/L
26-FEB-13 R2544328
Sulphate
39.5
* Refer to Referenced Information for Qualifiers (if any) and Methodology.
MARYHILL
L1271059 CONTD....
PAGE 3 of 3
Version: FINAL
Test Method References:
ALS Test Code
Matrix
Test Description
Method Reference**
ANIONS-WT
Water
Anion Scan (IC)
EPA 300.0 (IC)
** ALS test methods may incorporate modifications from specified reference methods to improve performance.
Laboratory Location
WT
ALS ENVIRONMENTAL - WATERLOO, ONTARIO, CANADA
Chain of Custody Numbers:
134615
mg/kg lwt - milligrams per kilogram based on lipid weight of sample
< - Less than.
Date Received: 03-SEP-13
Report Date:
11-SEP-13 09:02 (MT)
Version:
FINAL
GROUNDWATER SCIENCE
328 Daleview Place
WATERLOO ON N2L 5M5
Lab Work Order #:
L1357005
Project P.O. #:
NOT SUBMITTED
Job Reference:
C of C Numbers:
Legal Site Desc:
143215
____________________________________________
Austin Paterson
Account Manager
ALS CANADA LTD
L1357005 CONTD....
L1357005-1
Sampled By:
Matrix:
Result
Qualifier*
D.L.
Units
Extracted
PAGE 2 of 7
Version: FINAL
Analyzed
Batch
BH2
A.PENTNEY on 03-SEP-13
WATER
Bromide
<0.10
0.10
mg/L
06-SEP-13 R2688784
Chloride
12.7
2.0
mg/L
06-SEP-13 R2688784
Fluoride
<0.10
0.10
mg/L
06-SEP-13 R2688784
Nitrate-N
1.82
0.10
mg/L
06-SEP-13 R2688784
Nitrite-N
<0.10
0.10
mg/L
06-SEP-13 R2688784
Sulphate
5.4
2.0
mg/L
06-SEP-13 R2688784
Dissolved Metals
Dissolved Metals Filtration Location
04-SEP-13 R2686095
LAB
Aluminum (Al)-Dissolved
<0.010
0.010
mg/L
04-SEP-13
04-SEP-13 R2686962
Antimony (Sb)-Dissolved
<0.00050
0.00050
mg/L
04-SEP-13
04-SEP-13 R2686962
0.0038
0.0010
mg/L
04-SEP-13
04-SEP-13 R2686962
Arsenic (As)-Dissolved
Barium (Ba)-Dissolved
0.0299
0.0020
mg/L
04-SEP-13
04-SEP-13 R2686962
Beryllium (Be)-Dissolved
<0.00050
0.00050
mg/L
04-SEP-13
04-SEP-13 R2686962
Bismuth (Bi)-Dissolved
<0.0010
0.0010
mg/L
04-SEP-13
04-SEP-13 R2686962
0.015
0.010
mg/L
04-SEP-13
04-SEP-13 R2686962
<0.000090
0.000090
mg/L
04-SEP-13
04-SEP-13 R2686962
108
0.50
mg/L
04-SEP-13
04-SEP-13 R2686962
Chromium (Cr)-Dissolved
0.00207
0.00050
mg/L
04-SEP-13
04-SEP-13 R2686962
Cobalt (Co)-Dissolved
0.00389
0.00050
mg/L
04-SEP-13
04-SEP-13 R2686962
Copper (Cu)-Dissolved
<0.0010
0.0010
mg/L
04-SEP-13
04-SEP-13 R2686962
Iron (Fe)-Dissolved
<0.050
0.050
mg/L
04-SEP-13
04-SEP-13 R2686962
Lead (Pb)-Dissolved
<0.00050
0.00050
mg/L
04-SEP-13
04-SEP-13 R2686962
Lithium (Li)-Dissolved
<0.10
0.10
mg/L
04-SEP-13
04-SEP-13 R2686962
Magnesium (Mg)-Dissolved
36.5
0.50
mg/L
04-SEP-13
04-SEP-13 R2686962
Manganese (Mn)-Dissolved
1.12
0.0010
mg/L
04-SEP-13
04-SEP-13 R2686962
Molybdenum (Mo)-Dissolved
0.00085
0.00050
mg/L
04-SEP-13
04-SEP-13 R2686962
Nickel (Ni)-Dissolved
0.0013
0.0010
mg/L
04-SEP-13
04-SEP-13 R2686962
Phosphorus (P)-Dissolved
Boron (B)-Dissolved
Cadmium (Cd)-Dissolved
Calcium (Ca)-Dissolved
<0.050
0.050
mg/L
04-SEP-13
04-SEP-13 R2686962
Potassium (K)-Dissolved
1.8
1.0
mg/L
04-SEP-13
04-SEP-13 R2686962
Selenium (Se)-Dissolved
<0.00040
0.00040
mg/L
04-SEP-13
04-SEP-13 R2686962
Silicon (Si)-Dissolved
11.0
1.0
mg/L
04-SEP-13
04-SEP-13 R2686962
Silver (Ag)-Dissolved
<0.00010
0.00010
mg/L
04-SEP-13
04-SEP-13 R2686962
4.13
0.50
mg/L
04-SEP-13
04-SEP-13 R2686962
Sodium (Na)-Dissolved
Strontium (Sr)-Dissolved
0.134
0.0010
mg/L
04-SEP-13
04-SEP-13 R2686962
Thallium (Tl)-Dissolved
<0.00030
0.00030
mg/L
04-SEP-13
04-SEP-13 R2686962
Tin (Sn)-Dissolved
<0.0010
0.0010
mg/L
04-SEP-13
04-SEP-13 R2686962
Titanium (Ti)-Dissolved
<0.0020
0.0020
mg/L
04-SEP-13
04-SEP-13 R2686962
Tungsten (W)-Dissolved
<0.010
0.010
mg/L
04-SEP-13
04-SEP-13 R2686962
Uranium (U)-Dissolved
<0.0010
0.0010
mg/L
04-SEP-13
04-SEP-13 R2686962
Vanadium (V)-Dissolved
0.00059
0.00050
mg/L
04-SEP-13
04-SEP-13 R2686962
Zinc (Zn)-Dissolved
<0.0030
0.0030
mg/L
04-SEP-13
04-SEP-13 R2686962
L1357005 CONTD....
D.L.
Units
Extracted
<0.0040
0.0040
mg/L
04-SEP-13
Bromide
<0.10
0.10
mg/L
06-SEP-13 R2688784
Chloride
<2.0
2.0
mg/L
06-SEP-13 R2688784
Fluoride
<0.10
0.10
mg/L
06-SEP-13 R2688784
Nitrate-N
5.47
0.10
mg/L
06-SEP-13 R2688784
Nitrite-N
<0.10
0.10
mg/L
06-SEP-13 R2688784
Sulphate
16.8
2.0
mg/L
06-SEP-13 R2688784
L1357005-1
Sampled By:
Matrix:
Result
Qualifier*
PAGE 3 of 7
Version: FINAL
Analyzed
Batch
BH2
WATER
Dissolved Metals
Zirconium (Zr)-Dissolved
L1357005-2
Sampled By:
Matrix:
04-SEP-13 R2686962
BH3
WATER
Dissolved Metals
04-SEP-13 R2686095
LAB
<0.010
0.010
mg/L
04-SEP-13
04-SEP-13 R2686962
<0.00050
0.00050
mg/L
04-SEP-13
04-SEP-13 R2686962
<0.0010
0.0010
mg/L
04-SEP-13
04-SEP-13 R2686962
0.0593
0.0020
mg/L
04-SEP-13
04-SEP-13 R2686962
<0.00050
0.00050
mg/L
04-SEP-13
04-SEP-13 R2686962
<0.0010
0.0010
mg/L
04-SEP-13
04-SEP-13 R2686962
Boron (B)-Dissolved
<0.010
0.010
mg/L
04-SEP-13
04-SEP-13 R2686962
<0.000090
0.000090
mg/L
04-SEP-13
04-SEP-13 R2686962
73.5
0.50
mg/L
04-SEP-13
04-SEP-13 R2686962
0.00133
0.00050
mg/L
04-SEP-13
04-SEP-13 R2686962
<0.00050
0.00050
mg/L
04-SEP-13
04-SEP-13 R2686962
<0.0010
0.0010
mg/L
04-SEP-13
04-SEP-13 R2686962
Iron (Fe)-Dissolved
<0.050
0.050
mg/L
04-SEP-13
04-SEP-13 R2686962
Lead (Pb)-Dissolved
<0.00050
0.00050
mg/L
04-SEP-13
04-SEP-13 R2686962
<0.10
0.10
mg/L
04-SEP-13
04-SEP-13 R2686962
26.4
0.50
mg/L
04-SEP-13
04-SEP-13 R2686962
0.0012
0.0010
mg/L
04-SEP-13
04-SEP-13 R2686962
<0.00050
0.00050
mg/L
04-SEP-13
04-SEP-13 R2686962
<0.0010
0.0010
mg/L
04-SEP-13
04-SEP-13 R2686962
<0.050
0.050
mg/L
04-SEP-13
04-SEP-13 R2686962
1.1
1.0
mg/L
04-SEP-13
04-SEP-13 R2686962
0.00042
0.00040
mg/L
04-SEP-13
04-SEP-13 R2686962
6.9
1.0
mg/L
04-SEP-13
04-SEP-13 R2686962
<0.00010
0.00010
mg/L
04-SEP-13
04-SEP-13 R2686962
2.99
0.50
mg/L
04-SEP-13
04-SEP-13 R2686962
0.150
0.0010
mg/L
04-SEP-13
04-SEP-13 R2686962
<0.00030
0.00030
mg/L
04-SEP-13
04-SEP-13 R2686962
Tin (Sn)-Dissolved
<0.0010
0.0010
mg/L
04-SEP-13
04-SEP-13 R2686962
<0.0020
0.0020
mg/L
04-SEP-13
04-SEP-13 R2686962
L1357005 CONTD....
L1357005-2
Sampled By:
Matrix:
Result
Qualifier*
D.L.
Units
Extracted
PAGE 4 of 7
Version: FINAL
Analyzed
Batch
BH3
WATER
Dissolved Metals
<0.010
0.010
mg/L
04-SEP-13
04-SEP-13 R2686962
<0.0010
0.0010
mg/L
04-SEP-13
04-SEP-13 R2686962
<0.00050
0.00050
mg/L
04-SEP-13
04-SEP-13 R2686962
Zinc (Zn)-Dissolved
<0.0030
0.0030
mg/L
04-SEP-13
04-SEP-13 R2686962
<0.0040
0.0040
mg/L
04-SEP-13
04-SEP-13 R2686962
Bromide
<0.10
0.10
mg/L
06-SEP-13 R2688784
Chloride
7.7
2.0
mg/L
06-SEP-13 R2688784
Fluoride
<0.10
0.10
mg/L
06-SEP-13 R2688784
Nitrate-N
2.75
0.10
mg/L
06-SEP-13 R2688784
Nitrite-N
<0.10
0.10
mg/L
06-SEP-13 R2688784
Sulphate
24.6
2.0
mg/L
06-SEP-13 R2688784
L1357005-3
Sampled By:
Matrix:
BH4
WATER
Dissolved Metals
04-SEP-13 R2686095
LAB
<0.010
0.010
mg/L
04-SEP-13
04-SEP-13 R2686962
<0.00050
0.00050
mg/L
04-SEP-13
04-SEP-13 R2686962
<0.0010
0.0010
mg/L
04-SEP-13
04-SEP-13 R2686962
0.0560
0.0020
mg/L
04-SEP-13
04-SEP-13 R2686962
<0.00050
0.00050
mg/L
04-SEP-13
04-SEP-13 R2686962
<0.0010
0.0010
mg/L
04-SEP-13
04-SEP-13 R2686962
0.023
0.010
mg/L
04-SEP-13
04-SEP-13 R2686962
<0.000090
0.000090
mg/L
04-SEP-13
04-SEP-13 R2686962
129
0.50
mg/L
04-SEP-13
04-SEP-13 R2686962
0.00293
0.00050
mg/L
04-SEP-13
04-SEP-13 R2686962
<0.00050
0.00050
mg/L
04-SEP-13
04-SEP-13 R2686962
<0.0010
0.0010
mg/L
04-SEP-13
04-SEP-13 R2686962
Iron (Fe)-Dissolved
<0.050
0.050
mg/L
04-SEP-13
04-SEP-13 R2686962
Lead (Pb)-Dissolved
<0.00050
0.00050
mg/L
04-SEP-13
04-SEP-13 R2686962
<0.10
0.10
mg/L
04-SEP-13
04-SEP-13 R2686962
Boron (B)-Dissolved
32.8
0.50
mg/L
04-SEP-13
04-SEP-13 R2686962
<0.0010
0.0010
mg/L
04-SEP-13
04-SEP-13 R2686962
<0.00050
0.00050
mg/L
04-SEP-13
04-SEP-13 R2686962
<0.0010
0.0010
mg/L
04-SEP-13
04-SEP-13 R2686962
<0.050
0.050
mg/L
04-SEP-13
04-SEP-13 R2686962
2.6
1.0
mg/L
04-SEP-13
04-SEP-13 R2686962
0.00130
0.00040
mg/L
04-SEP-13
04-SEP-13 R2686962
11.2
1.0
mg/L
04-SEP-13
04-SEP-13 R2686962
<0.00010
0.00010
mg/L
04-SEP-13
04-SEP-13 R2686962
12.5
0.50
mg/L
04-SEP-13
04-SEP-13 R2686962
L1357005 CONTD....
L1357005-3
Sampled By:
Matrix:
Result
Qualifier*
D.L.
Units
Extracted
PAGE 5 of 7
Version: FINAL
Analyzed
Batch
BH4
WATER
Dissolved Metals
0.165
0.0010
mg/L
04-SEP-13
04-SEP-13 R2686962
<0.00030
0.00030
mg/L
04-SEP-13
04-SEP-13 R2686962
Tin (Sn)-Dissolved
<0.0010
0.0010
mg/L
04-SEP-13
04-SEP-13 R2686962
<0.0020
0.0020
mg/L
04-SEP-13
04-SEP-13 R2686962
<0.010
0.010
mg/L
04-SEP-13
04-SEP-13 R2686962
<0.0010
0.0010
mg/L
04-SEP-13
04-SEP-13 R2686962
<0.00050
0.00050
mg/L
04-SEP-13
04-SEP-13 R2686962
Zinc (Zn)-Dissolved
<0.0030
0.0030
mg/L
04-SEP-13
04-SEP-13 R2686962
<0.0040
0.0040
mg/L
04-SEP-13
04-SEP-13 R2686962
Bromide
<0.10
0.10
mg/L
06-SEP-13 R2688784
Chloride
11.8
2.0
mg/L
06-SEP-13 R2688784
Fluoride
<0.10
0.10
mg/L
06-SEP-13 R2688784
Nitrate-N
3.24
0.10
mg/L
06-SEP-13 R2688784
Nitrite-N
<0.10
0.10
mg/L
06-SEP-13 R2688784
Sulphate
40.4
2.0
mg/L
06-SEP-13 R2688784
L1357005-4
Sampled By:
Matrix:
BH5
WATER
Dissolved Metals
04-SEP-13 R2686095
LAB
<0.010
0.010
mg/L
04-SEP-13
04-SEP-13 R2686962
<0.00050
0.00050
mg/L
04-SEP-13
04-SEP-13 R2686962
<0.0010
0.0010
mg/L
04-SEP-13
04-SEP-13 R2686962
0.0641
0.0020
mg/L
04-SEP-13
04-SEP-13 R2686962
<0.00050
0.00050
mg/L
04-SEP-13
04-SEP-13 R2686962
<0.0010
0.0010
mg/L
04-SEP-13
04-SEP-13 R2686962
Boron (B)-Dissolved
<0.010
0.010
mg/L
04-SEP-13
04-SEP-13 R2686962
<0.000090
0.000090
mg/L
04-SEP-13
04-SEP-13 R2686962
92.8
0.50
mg/L
04-SEP-13
04-SEP-13 R2686962
0.00157
0.00050
mg/L
04-SEP-13
04-SEP-13 R2686962
<0.00050
0.00050
mg/L
04-SEP-13
04-SEP-13 R2686962
<0.0010
0.0010
mg/L
04-SEP-13
04-SEP-13 R2686962
Iron (Fe)-Dissolved
<0.050
0.050
mg/L
04-SEP-13
04-SEP-13 R2686962
Lead (Pb)-Dissolved
<0.00050
0.00050
mg/L
04-SEP-13
04-SEP-13 R2686962
<0.10
0.10
mg/L
04-SEP-13
04-SEP-13 R2686962
32.2
0.50
mg/L
04-SEP-13
04-SEP-13 R2686962
0.0085
0.0010
mg/L
04-SEP-13
04-SEP-13 R2686962
0.00093
0.00050
mg/L
04-SEP-13
04-SEP-13 R2686962
<0.0010
0.0010
mg/L
04-SEP-13
04-SEP-13 R2686962
<0.050
0.050
mg/L
04-SEP-13
04-SEP-13 R2686962
2.5
1.0
mg/L
04-SEP-13
04-SEP-13 R2686962
L1357005 CONTD....
L1357005-4
Sampled By:
Matrix:
Result
Qualifier*
D.L.
Units
Extracted
PAGE 6 of 7
Version: FINAL
Analyzed
Batch
BH5
WATER
Dissolved Metals
0.00099
0.00040
mg/L
04-SEP-13
04-SEP-13 R2686962
8.7
1.0
mg/L
04-SEP-13
04-SEP-13 R2686962
<0.00010
0.00010
mg/L
04-SEP-13
04-SEP-13 R2686962
6.53
0.50
mg/L
04-SEP-13
04-SEP-13 R2686962
0.143
0.0010
mg/L
04-SEP-13
04-SEP-13 R2686962
<0.00030
0.00030
mg/L
04-SEP-13
04-SEP-13 R2686962
Tin (Sn)-Dissolved
<0.0010
0.0010
mg/L
04-SEP-13
04-SEP-13 R2686962
<0.0020
0.0020
mg/L
04-SEP-13
04-SEP-13 R2686962
<0.010
0.010
mg/L
04-SEP-13
04-SEP-13 R2686962
<0.0010
0.0010
mg/L
04-SEP-13
04-SEP-13 R2686962
<0.00050
0.00050
mg/L
04-SEP-13
04-SEP-13 R2686962
Zinc (Zn)-Dissolved
<0.0030
0.0030
mg/L
04-SEP-13
04-SEP-13 R2686962
<0.0040
0.0040
mg/L
04-SEP-13
04-SEP-13 R2686962
L1357005 CONTD....
PAGE 7 of 7
Version: FINAL
QC Samples with Qualifiers & Comments:
QC Type Description
Parameter
Qualifier
Applies to Sample Number(s)
Duplicate
DLM
L1357005-1, -2, -3, -4
Matrix Spike
MS-B
L1357005-1, -2, -3, -4
Matrix Spike
MS-B
L1357005-1, -2, -3, -4
Matrix Spike
MS-B
L1357005-1, -2, -3, -4
Matrix Spike
MS-B
L1357005-1, -2, -3, -4
Matrix Spike
MS-B
L1357005-1, -2, -3, -4
Matrix Spike
Zinc (Zn)-Dissolved
MS-B
L1357005-1, -2, -3, -4
Sample Parameter Qualifier key listed:
Qualifier
Description
DLM
Detection Limit Adjusted For Sample Matrix Effects
MS-B
Matrix Spike recovery could not be accurately calculated due to high analyte background in sample.
Test Method References:
ALS Test Code
Matrix
Test Description
Method Reference**
ANIONS-WT
Water
Anion Scan (IC)
EPA 300.0 (IC)
MET-D-MS-WT
Dissolved Metals in Water by
EPA 200.8
Water
The metal constituents of a non-acidifiedICPMS
sample that pass through a membrane filter prior to ICP/MS analysis.
Analysis conducted in accordance with the Protocol for Analytical Methods Used in the Assessment of Properties under Part XV.1 of the Environmental
Protection Act (July 1, 2011).
** ALS test methods may incorporate modifications from specified reference methods to improve performance.
Laboratory Location
WT
ALS ENVIRONMENTAL - WATERLOO, ONTARIO, CANADA
Chain of Custody Numbers:
143215
mg/kg lwt - milligrams per kilogram based on lipid weight of sample
< - Less than.
Appendix G
Water Balance and Nitrate Loading
Calculations
Existing Recharge ‐ using MOE detailed method
Avg. Annual Precip.
Thornthwaite Actual ET
Surplus
Pond Evaporation
916.48
570.71
345.77
692.79
mm/yr
mm/yr
mm/yr
mm/yr
Infiltration Factor for runoff areas ‐ Sandy Silt Till
topography
0.2 rolling
soil
0.2 medium clay and loam
cover
0.1 cultivated
factor
0.5
rate
172.89 mm/yr
Recharge Volumes
Site Area
12.92 ha
Enclosed Drainage
Pond Area
Precip Volume
AET Volume
Pond Evaporation Volume
Recharge
90,025
7,264
82,506
51,378
5,033
26,095
Runoff Area
Recharge 2
39,175 m
3
6,773 m /yr
Total Site Recharge
Equiv. Recharge Rate
3
32,868 m /yr
0.27 m/yr
Total Daily Site Recharge
90,050 L/d
m2
m2
m3/yr
m3/yr
m3/yr
m3/yr
Climate Normals and Thornthwaite/Mather Evapotranspiration Calculation Results
1981 to 2002 Normals ‐ Waterloo Wellington Airport
Moderately deep rooted crops + fine sand soil = 200 mm soil moisture retention
PET = Potential EvapoTranspiration
AET = Actual EvapoTranspiration
Month
1
2
3
4
5
6
7
8
9
10
11
12
Annual:
Average Monthly
Precip
Temp
(mm)
(Celsius)
65.24
‐6.47
54.92
‐5.46
61.04
‐1
74.54
6.15
82.31
12.47
82.39
17.56
98.55
20.03
83.92
18.89
87.79
14.54
67.44
8.24
87.1
2.48
71.24
‐3.33
916.48
Calculated
PET
(mm)
0
0
0
33.6
75.6
111.36
131.58
115.2
74.88
37.05
9.72
0
588.99
AET
(mm)
0
0
0
33.6
75.6
109.39
125.55
104.92
74.88
37.05
9.72
0
570.71
Cross‐Flow Volume Onto Site
Water Table Unit Hydraulic Conductivity
Location
Slug Test K Estimate (m/s)
Falling Head Rising Head
BH2
3.78E‐06
2.57E‐06
BH3
1.19E‐04
4.40E‐05
BH4
3.80E‐05
5.41E‐05
BH5
1.10E‐05
8.30E‐06
geometric mean value
1.77E‐05 m/s
Gradient BH2 Water Table elev.
BH4 Water Table elev.
Head Difference
Distance BH2 to BH4
Gradient (i)
344.1
337.7
6.4
249
0.026
Saturated Thickness of Flow System
Zettel Drain elevation
Saturated Thickness
334.7 mASML
9.4 m
Cross‐Flow Volume (Onto Site From West)
Aquifer Thickness
9.4
Aquifer (site) Width
300
i
0.026
K
1.76801E‐05
Q = KiA
0.001281487
110,720
mASML
mASML
m
m
m
m
m/s
m3/s
L/d
Cross‐Flow Volume Calculation
Maryhill, Ontario
Nitrate Loading Calculation
Proposal
Number of lots
38
Effluent Loading ‐ Conventional Systems Only
Effluent Nitrate Mass
effluent volume per lot
nitrate concentration
nitrate mass per lot
total effluent mass
total effluent water volume
1000
40
40000
1,520,000
38,000
Cross‐flow Nitrate Mass
cross flow volume
cross flow mass
3.2 mg/L
110,720 L/d
354,306 mg/d
L/d
mg/L
mg/d
mg/d
L/d
Concentration at Site Boundary
total water volume
219,034 L/d (recharge, cross flow and effluent water volumes)
total nitrate mass
1,874,306 mg/d (effluent and cross flow mass)
8.6 mg/L
Maryhill, Ontario
Nitrate Loading Calculations
Additional Nitrate Loading Calculations
Proposal
Number of lots
25 % with tertiary treatment
75 % conventional
38
10
28
Effluent Loading ‐ Conventional and Tertiary Systems
Effluent Nitrate Mass
effluent volume per lot
1000 L/d
conventional nitrate concentration
conventional nitrate mass per lot
40 mg/L
40000 mg/d
tertiary nitrate concentration
tertiary nitrate mass per lot
10 mg/L
10000 mg/d
total effluent mass
total effluent water volume
1,220,000 mg/d
38,000 L/d
Cross‐flow Nitrate Mass
cross flow volume
cross flow mass
3.2 mg/L
110,720 L/d
354,306 mg/d
Concentration at Site Boundary
total water volume
total nitrate mass
219,034 L/d
1,574,306 mg/d
7.2 mg/L
Additional Dilution at Drain From Groundwater Inflow North Of Subdivision Site
Aquifer Width of flow
420 m
3
Q = KiA
0.001794082 m /s
155,009 L/d
nitrate concentration in groundwater
3.2 mg/L
additional nitrate mass in groundwater flow
496,028 mg/d
total water volume
total nitrate mass
374,042 L/d
2,070,333 mg/d
5.5 mg/L
Additional Nitrate Dilution Calculations
Maryhill, Ontario

Hyrdogeological Assessment - October 4, 2013

Transcription

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