HYDROGEOLOGICAL SITE ASSESSMENT FOR SOUTHWOOD 3 AND SOUTHWOOD 4 RESIDENTIAL SUBDIVISION 1143 LISTOWEL ROAD, ELMIRA, ONTARIO for BIRDLAND DEVELOPMENTS LIMITED c/o WALTERFEDY PETO MACCALLUM LTD. 16 FRANKLIN STREET SOUTH KITCHENER, ONTARIO N2C 1R4 PHONE: (519) 893-7500 FAX: (519) 893-0654 EMAIL: [email protected]Distribution: PML Ref.: 12KF071 10 cc: WalterFedy (+email) Report: 3 1 cc: PML Kitchener April 11, 2014
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HYDROGEOLOGICAL SITE ASSESSMENT FOR SOUTHWOOD 3 AND SOUTHWOOD 4 RESIDENTIAL SUBDIVISION 1143 LISTOWEL ROAD, ELMIRA, ONTARIO
for
BIRDLAND DEVELOPMENTS LIMITED c/o WALTERFEDY PETO MACCALLUM LTD. 16 FRANKLIN STREET SOUTH KITCHENER, ONTARIO N2C 1R4 PHONE: (519) 893-7500 FAX: (519) 893-0654 EMAIL: [email protected] Distribution: PML Ref.: 12KF071 10 cc: WalterFedy (+email) Report: 3 1 cc: PML Kitchener April 11, 2014
Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page TOC 1 of 2
T0 = the basic time lag in seconds (time at 37% recovery)
A record of the field permeability testing and K-value calculation is included in Appendix C. Please
note that in practice, the length of sand pack in the monitoring well is sometimes used for “L” in
the K-value calculation.
As presented in Table 3, the calculated K values are primarily in the range of 10-6
to 10-7
cm/s
(except one at 10-5
cm/s).
Grain Size Method
Grain size analysis was conducted on eleven soil samples collected from the Site, and the results
of particle size distribution were used to estimate the hydraulic conductivity of the soil analyzed.
The particle size distribution charts for the soil samples are presented on Figure 4 to Figure 14.
Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 18
For sandy soils or cohesionless soils, the Hazen equation was applied (Geotechnical engineering:
Principles and Practice, D.P. Coduto, Prentice-Hall Inc., 1999).
2
10DCK in cm/s
where D10 = Effective grain size in cm (Figures 4 to 14), and
C = 100 for sandy soils (a parameter related to grain-size uniformity)
For the cohesive soils which contain substantial clay particles (in excess of 10%), the hydraulic
conductivity K-value of the soil samples was estimated using Puckett’s Method (“Ground Water
and Vadose Zone Monitoring”, ASTM, STP1053, 1990) in which the percentage of clay was taken
from the particle size distribution charts.
K = 4.36 x 10-3
x e (-0.1975 x % clay
)
where
K = hydraulic conductivity (cm/s)
%clay = percentage of the total soil sample finer than 0.002 mm by weight
As presented in Table 3, the calculated K values based on grain size method are primarily in the
range of 10-5
to 10-6
cm/s (except one at 10-4
cm/s).
4.6 Tap Water Sample Chemical Test Results
The laboratory certificates of chemical analyses carried out by AGAT on the tap water samples
from 1143 and 1303 Listowel Road, in accordance with the chain-of-custody record and the
protocol described in Section 3.3 are included in Appendix D.
Based on the chemical results, the quality of the tap water sampled from 1143 and 1303 Listowel
Road did not comply with the PWQO. The water tested from 1143 Listowel Road exhibited
copper and zinc exceedances (13.6 and 62.4 µg/L compared to the standards of 5 and 30 µg/L
respectively. The water tested from 1303 Listowel Road exhibited copper, iron and zinc
exceedances (11.6, 334 and 115 µg/L compared to the standards of 5, 300 and 30 µg/L
respectively.
Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 19
4.7 Ground Water Sample Chemical Test Results
Eight ground water samples were analyzed in the laboratory. The laboratory certificates of
chemical analyses carried out by AGAT Laboratories on the ground water samples, in accordance
with the chain-of-custody records and the protocols described in Section 3.3 are included in
Appendix E.
Based on the analytical results, the concentrations of the parameters analyzed in eight ground
water samples were either below the method detection limits or below the Regional Municipality of
Waterloo storm and sanitary sewer use by-law criteria. However, exceedances of Provincial Water
Quality Objectives (PWQO) guidelines were found in all the eight ground water samples for the
parameters including cobalt, copper, iron, lead, total phosphorus or zinc. The exceedances are
presented in the table below.
Sample ID Parameter Concentration
(mg/L)
Criteria (mg/L)
(1)
PWQO Waterloo
Storm Sewer
Waterloo Sanitary or combined
Sewer
BH2A
Cobalt 0.0048 0.0009 - 5
Copper 0.006 0.005 1 3
Iron 1.63 0.3 - 50
Lead 0.0053 0.005 0.05 5
Total Phosphorus 0.278 0.03 - 10
BH6 Iron 0.458 0.3 - 50
Total Phosphorus 0.138 0.03 - 10
BH11A
Cobalt 0.0043 0.0009 - 5
Copper 0.007 0.005 1 3
Iron 1.68 0.3 - 50
Lead 0.0074 0.005 0.05 5
Total Phosphorus 0.144 0.03 - 10
BH12 Total Phosphorus 0.91 0.03 - 10
BH14A Total Phosphorus 1.99 0.03 - 10
Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 20
Sample ID Parameter Concentration
(mg/L)
Criteria (mg/L)
(1)
PWQO Waterloo
Storm Sewer
Waterloo Sanitary or combined
Sewer
Bh15A
Cobalt 0.0025 0.0009 - 5
Iron 1.16 0.3 - 50
Total Phosphorus 0.53 0.03 - 10
BH19
Cobalt 0.0026 0.0009 - 5
Copper 0.021 0.005 1 3
Iron 2.4 0.3 - 50
Total Phosphorus 1.11 0.03 - 10
Zinc 0.036 0.03 0.5 3
BH20A
Cobalt 0.0039 0.0009 - 5
Copper 0.006 0.005 1 3
Iron 1.81 0.3 - 50
Total Phosphorus 0.83 0.03 - 10
(1) Underlined criteria values have been exceeded by the sample concentration. (-) no criteria exist.
It should be noted that as per PWQO, non-filtered samples were analyzed, and thus the reported
concentrations generally indicate the sum of dissolved and non-dissolved analytes in the water
samples.
5. HYDROGEOLOGICAL CONCEPTUAL SITE MODEL
Based on the subsurface investigation carried out at the Site, a hydrogeological conceptual site
model (CSM) has been prepared for the Site to demonstrate the current Site conditions. The
conceptual site model consists of Figures 1 to 14, Drawings 1, 2, 3A and 3B, and Log of Borehole
sheets, and depicts the Site condition, soil stratigraphy and ground water conditions.
The Site is located on the north side of Listowel Road, south of Whippoorwill Drive, and to the
northwest of the intersection of Arthur Street South and Listowel Road in Elmira, Ontario.
Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 21
The Site, with a municipal address of 1143 Listowel Road, comprises a total land area of
approximately 41.9 ha, and is currently occupied by a residence (farm) house, agricultural lands
and a small portion of forested area, and is neighboured with residential houses, buildings and
agricultural lands.
The Site is located within a general physiographic region known as the Waterloo Hills, within an
extensive area of alluvial terraces / drumlinized till plains. The Site is situated in Stratford Till
Plain, where the soils are characterized by silty, clay-rich deposits. The bedrock in the Site area is
comprised of Salina Formation of Upper Silurian, and consists of limestone, dolostone, shale,
shalestone with gypsum and salt, and is anticipated to be encountered about 45 to 65 m below
ground surface.
The Site gently slopes from northeast to southwest, with a geodetic elevation of approximately
359.0 m to 367.0 m. A small watercourse or drainage ditch, located near the western Site
boundary and flowing from north to south, drains the Site and discharges to Canagagigue Creek,
which eventually discharges into Grand River, about 4.5 km east of the Site.
The stratigraphy at the Site typically consisted of topsoil overlying a thin discontinuous silty sand
layer or a layer of silty clay over the glacial till deposits of silty clay, clayey silt or silt. The hydraulic
conductivity in the soil was tested in the field to be primarily in the range of 10-6
to 10-7
cm/s.
Ground water was found in both shallow (< 7 m deep) and deep (>10 m deep) monitoring wells.
The shallow ground water levels were recorded at depths from 0.53 mbgs to 5.60 mbgs, and
elevations ranged from 365.86 m to 357.30 m. The monitored water level variations in the shallow
ground water ranged from 0.00 m to 1.54 m. Shallow ground water was inferred to be generally in
a southwestern direction, flowing to the drainage ditch or creek or controlled by the topography of the
Site. The hydraulic gradient of shallow ground water was estimated to be in the range of
approximately 3% to 21%.
Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 22
The deep ground water levels were measured at depths from 6.06 mbgs to 13.65 mbgs, and
elevations ranged from 359.98 m to 349.09 m. The monitored water level variations in deep
ground water ranged from 0.01 m to 1.79 m. The deep ground water was inferred to be generally
in a south to southeastern direction, similar to the regional ground water flow direction. The
hydraulic gradient of the major flow deep ground water was estimated to be approximately 8%.
Ground water at the Site appears to be flowing downgradient, i.e., from shallow ground water to
deep ground water. According to the water level data obtained from shallow and deep twin
monitoring wells, the vertical hydraulic gradient was estimated to be in the range of 0.6 ~1.2 m/m.
6. CONSTRUCTION DEWATERING REQUIREMENTS AND POTENTIAL IMPACTS
The construction dewatering and its potential impacts on the surrounding environment depend on
the proposed development features to be constructed and the Site and surrounding
hydrogeological conditions such as existing ground water level and flow regime, drawdown levels
required and dewatering discharge rates needed to achieve the required drawdown levels for
maintaining dry working conditions and stable excavation bottom and slopes.
As shown on Drawing 1, the developments will take place in three zones: Zone 1, Zone 2 and
Zone 3. It should be noted that Zone 2 and Zone 3 are partially overlapped.
The construction dewatering needs for carrying out the proposed developments and the potential
impacts due to the construction are described in the following sections.
6.1 Construction Dewatering Requirements
6.1.1 Regulatory Requirements
In-construction dewatering, like other water takings in Ontario, is government by the Ontario
Water Resources Act and the Water Taking and Transfer Regulation 387/04 (a regulation under
the Ontario Water Resources Act).
Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 23
In accordance with the above noted regulatory requirements, and in compliance with the MOE’s
Permit-To-Take-Water Manual (April 2005), an application should be filed with the MOE for the
subject project construction dewatering Permit-To-Take-Water, where the construction dewatering
discharge will be greater than 50,000 L/day.
6.1.2 Assumptions and Dewatering Volume Calculation
Assumptions
Construction dewatering tends to lower the water table in the proposed excavation area in order to
ensure a “dry” working condition at the bottom of excavation and keep stable excavated slopes.
The location and size of excavation, the characteristics of soils to be excavated or hydraulic
conductivity of the soil, and the water levels in the excavation area are major factors which affect
the estimation of dewatering volume.
It is anticipated that utility structures, such as storm sewers, sanitary sewers and their associated
manholes, will be constructed during the residential developments. However, the complete
design, including plan views, profiles and the proposed utilities / structures invert elevations, is not
available at the time of preparing this hydrogeological site assessment report. As a result, we
have made the following assumptions in the calculation of dewatering volumes:
1) The dewatering volume calculation will be conducted in three zones based on the
development stages.
2) The length of excavation is the length of the street to be designed. The maximum
excavation length is assumed to be 100 m per day.
3) The maximum excavation is assumed to be 4.8 m below existing ground surface (note:
this number was provided by WalterFedy), and the diameter of sewer pipe is 0.4 m. It
should be noted that a preliminary design of storm water management pond is provided,
and the information on the proposed excavation will be used accordingly.
4) The ground water level in the excavation area will be lowered to 1.0 m below the bottom of
excavation.
Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 24
5) As discussed previously, hydraulic conductivity (K) of the soils at the Site was estimated to
be in the range of 10-5
to 10-7
cm/s. We use K = 1.0 x 10-6
cm/s in the calculation of
dewatering discharge rates. In addition, considering the relative consistency in soil texture
across the Site, this value is used for all the three zones (Zone 1, Zone 2 and Zone 3).
6) The average elevations and shallow ground water levels were used in calculation for each
calculation zone or street.
7) The radius of influence or zone of influence (Ro) due to dewatering will be estimated in the
equation (Department of the Army, The Navy, and The Air Force, USA, 1983):
KhR 30
where: R0 = radius of influence (m)
h = drawdown, or the difference between the average ground water
level and the expected ground water level (m)
K = hydraulic conductivity (in 10-4
cm/s)
8) The dewatering volume (Q) will be calculated according to the equation below (C.W.
Fetter, 2001).
AiKQ
where: Q = discharge rate (m3/s)
K = hydraulic conductivity (m/s)
i = 0/ Rh gradient
A = seepage area (m2), and A = (seepage length) x (excavation
length). The seepage length is calculated according to the wetted length in excavation, and the excavation width (i.e., pipe diameter and working width allowance).
Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 25
Dewatering Volume Calculation
Zone 1: as shown on Drawing 1, Zone 1 refers to the residential development depicted as DP-1
which includes the installation of storm or sanitary sewers along Streets ‘A’, ‘B’ and ‘C’.
Based on the information obtained, the estimation of dewatering discharge rate for Zone 1 was
completed and the results are included in Table 5. A summary of the calculation is made as
below:
1) The ground water will be lowered to the range of about 4.3 to 4.5 m.
2) The zone of influence to achieve the required drawdowns during trench excavation was
expected to be approximately between 1.3 ~ 1.4 m.
3) The dewatering discharge rate in Zone 1 was estimated to be approximately 2,350 L/day
(based on a maximum excavation length of 100 m per day).
Zone 2: as shown on Drawing 1, Zone 2 refers to the residential development depicted as DP-2
which includes the installation of storm or sanitary sewers along Streets ‘A’ to ‘F’ and on South
Parkwood Boulevard. In addition, an expansion of the storm water management (SWM) pond will
be included in DP-2 development (we have assumed the excavation will be 5.5 m).
Based on the information obtained, the estimation of dewatering discharge rate for Zone 2 was
completed and the results are included in Table 5. A summary of the calculation is made as
below:
1) The ground water will be lowered to the range of about 3.2 to 5.1 m.
2) The zone of influence to achieve the required drawdowns during trench excavation was
expected to be approximately between 1.0 and 1.6 m.
Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 26
3) The dewatering discharge rate in Zone 2 was estimated to be approximately 1,840 L/day
(based on a maximum excavation length of 100 m per day and without SWM pond
expansion).
Zone 3: as shown on Drawing 1, Zone 3 refers to the areas of the Southwood 3 storm water
management pond and connection ditch/trench from Zone 1 to the pond.
As per the drawing for Southwood 3 Conceptual Grading, Drawing C-300 (WalterFedy, 2014), the
bottom of the pond will be below 357.0 m, and the elevation of existing ground surface in that area
is at approximately 362.5 m. As a result, the excavation depth will be up to 5.5 m. In addition, the
excavation of the connection ditch/trench will be approximately 4.0 m deep.
It is understood that the SWM Trench will not be excavated until the SWM pond is constructed
and that any ground water encountered during the excavation of the trench will be drained through
the SWM pond.
Based on the information obtained, the estimation of dewatering discharge rate for Zone 3 was
completed and the results are included in Table 5. A summary of the calculation is made as
below:
1) The ground water will be lowered to approximately 3.5 m
2) The estimated zone of influence to achieve the required drawdowns during the excavation
is expected to be approximately 1.1 m.
3) The maximum total discharge rate per day in Zone 3 is approximately 24,000 L/day.
6.1.3 Permit-to-Take-Water (PTTW)
According to MOE regulation, construction dewatering over 50,000L/day should not commence
until a PTTW is obtained. The application for PTTW shall be completed in accordance with the
Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 27
MOE’s Permit-To-Take-Water (PTTW) Manual, dated April 2005 and submitted to the MOE
together with supporting documents.
Based on the results discussed above, the estimated dewatering discharge rates for Zone 1, Zone
2 and Zone 3 are less than 50,000 L/day. Therefore, given a maximum excavation length of
100 m per day, no PTTW is required for the construction dewatering in any of the zones.
6.2 Construction Dewatering Potential Impacts
The following potential impacts were postulated as the result of construction dewatering for
residential developments, and the construction and operation of storm water management pond:
1) Potential ground water level fluctuation in the existing (functional) water wells
2) Baseflow and water quality in surface water flow adjacent to the subject Site
3) Induced movement of contaminant plume
4) Potential ground subsidence in the adjacent building
6.2.1 Potential Impacts on Water Wells
During the data review, the closest municipal well (E10) was noted to be approximately 1250 m
from the Site. Well E10 was constructed in 1990, and is screened from 44.8 to 53.3 m below
ground surface in a coarse-grained sand and gravel overburden aquifer. It is currently inactive and
is planned to be used only in emergencies.
During the water well survey, responses were obtained from 1143 and 1303 Listowel Road,
Elmira. It should be noted that the house at 1143 Listowel Road has the same address as the
subject Site and is close to the planned storm water management pond area. The house at 1303
Listowel Road is approximately 400 m from the subject Site. The responses indicated that they
had drilled wells on their properties within pump intake depths of between 23.8 and 30.5 m below
grade, and that the wells were used for domestic, livestock or agricultural purposes.
Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 28
It is apparent that the existing water wells were installed in overburden aquifer. Based on the
Grand River Watershed Water Management Plan, the till units high of silt and clay content work
as aquitards for the underlying overburden and bedrock aquifers in Grand River Watershed area.
Given the distance from the Site, the location and depth of construction dewatering and the
estimated zone of influence, there is very little or no possibility of any adverse impacts on the
municipal well (E10) and domestic wells due to the construction dewatering. The proposed storm
water management pond is to be excavated to approximately 5 m below existing ground surface
and will be situated in the fine-textured soils of silty clay and or sill till. Considering the low
hydraulic conductivity in the soil and the distance to the noted water wells, there is little or no
possibility of any impacts due to the accumulated water in the storm water management pond.
6.2.2 Potential Impacts on Surface Water Flow
It is noted that there is a watercourse, which appeared to be an intermittent drainage ditch, near or
along the western property boundary, and this watercourse discharges to Canagagigue Creek
which eventually discharges into the Grand River, to the southeast of the Site. It is also noted that
the storm water management pond is designed to outlet into the drainage ditch.
According to a review of the topography of the Site area, this drainage ditch drains runoff from the
Site. Therefore, the discharge of the pond water into the drainage ditch may not create a
significant increase in the baseflow of the watercourse.
However, based on the analytical results of ground water samples, the ground water did not meet
the PWQO guidelines for a number of parameters including cobalt, copper, iron, lead, total
phosphorus or zinc. However, the analyzed ground water samples were not filtered, and the
reported concentrations generally indicate the sum of dissolved and non-dissolved analytes in the
water samples. Adequate settlement of the water samples may reduce the detected amount of
non-dissolved analytes in the samples.
It is apparent that the discharge of the pond water (as it is designed) into the drainage ditch may
increase an issue of reducing the water quality in the creek and eventually in Grand River
Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 29
Watershed. Therefore, monitoring and adequate treatment of the pond water is necessary prior to
discharge into the ditch.
6.2.3 Potential Induced Movement of Contamination
An Esso gas station was noted about 450 m southwest to the subject Site. According to Ontario
Regulation 153/04 (as amended), the operation of gas station is one of the potentially
contaminating activities. However, this gas station is located at the downgradient of the subject
Site. Considering the location and the distance from the Site, there is little or no possibility of any
environmental impact on the Site due to the noted Esso gas station.
Based on the results of ground water samples analyzed for the Site, exceedances of PWQO
guidelines were noted. The concentrations of cobalt in ground water were noted to be close to or
marginally above the MOE’s Table 2 standards - “Soil, Ground Water and Sediment Standards for
Use Under part XV.1 of the Environmental Protection Act” Full Depth Generic Site Condition
Standards in a potable ground water condition (MOE Table 2 Standards). However, the ground
water samples analyzed were not filtered, and the MOE Table 2 Standards are used for assessing
the filtered water samples. Therefore, the detected metals in ground water samples were most
likely from the native soil, and no contamination in ground water was found.
As a result, there is no possibility of potential induced movement of contamination that may take
place due to the developmental construction.
6.2.4 Potential Ground Subsidence in the adjacent buildings
Residential buildings and houses were noted in the neighbouring properties. However, the
excavation and construction dewatering will take place at shallow depths within the fine-grained
soils. Given the distance and the very small zones of influence estimated, there is little or no
possibility of potential ground subsidence in the adjacent buildings that may take place due to the
developmental construction.
Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 30
7. CONCLUDING REMARKS AND RECOMMENDATIONS
A hydrogeological site assessment, consisting of borehole drilling, well installation, soil and
ground water sampling and testing, has been completed for the purpose of supporting the draft
plan approval and/or for supporting the PTTW application for at the Site. Based on this
hydrogeological site assessment, a hydrogeological site conceptual model was constructed for the
subject Site. In addition, construction dewatering requirements and potential impacts were
assessed.
Based on our understanding of the proposed residential developments at the Site, and the
findings of hydrogeological site assessment, we would like to make the following
recommendations in relation to the development and construction at the Site.
7.1 Ground Water Monitoring
According to Township of Woolwich guidelines, water levels from all monitoring wells, and
possibly adjacent domestic wells depending on site condition, will be measured on a minimum of
a quarterly basis for at least one year prior to draft approval. Monitoring is required for a minimum
of another year following draft approval with the knowledge that any changes in hydrogeological
conditions in the second year of monitoring could affect aspects of development design.
Since the installation of monitoring wells at the Site in January 2013, ground water level
monitoring has been conducted in the available monitoring wells periodically. The monitoring shall
be maintained as required at least on a quarterly basis.
7.2 PTTW Application and Supporting HSA Report
Based on the results of this hydrogeological site assessment, no PTTW is required for
construction dewatering for the proposed residential development.
Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 31
However, if the total construction dewatering exceeds 50,000 L/day due to likely extended
excavation, a PTTW shall be obtained through MOE’s application procedures. The application for
PTTW will be completed in accordance with the MOE’s Permit-To-Take-Water (PTTW) Manual,
dated April 2005 and submitted to the MOE together with the payment of application fees and
supporting documents. When required, this hydrogeological site assessment report can be used
as the supporting document in applying for the PTTW.
7.3 Excess Soil Disposal and Imported Fill Soil
The handling of excess soil excavated due to the construction and any imported soils used for
elevation or foundation filling shall be assessed according to the MOE applicable standards -
“Soil, Ground Water and Sediment Standards for Use Under part XV.1 of the Environmental
Protection Act” (MOE 153/04 amended).
Should excess soil be disposed of to a landfill site, the soil shall be assessed as per the
requirements of that landfill site.
7.4 Construction Dewatering Activities
It is important to note that the design and installation of a construction dewatering system is
usually the responsibility of the construction contractor. The contractor should verify the
information presented in this report. This may be done by examining the hydrogeological
conditions in a test pit (and a full-range pumping test by the dewatering subcontractor).
Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 32
It is likely that sump pumps placed within the excavations will be adequate for temporary ground
water level lowering during trench bedding, pipe laying and backfilling activities. The contractor
should be aware that the purpose of the dewatering system is to maintain stable slopes and dry
working conditions.
The extent and details of the dewatering scheme (well size, spacing, pump level, screen size and
wick gradation) are left solely to the contractor’s discretion to achieve the performance objectives
for stable slopes and dry working conditions and will be based on his/her own analysis /
interpretation of site conditions, equipment, experience and plant efficiency. The contractor
should also appreciate that additional dewatering means and modifications may be required as
variations in site conditions are encountered. The handling and discharge of the water generated
due to the construction dewatering shall be based on the results of chemical analysis of the water
samples.
The construction dewatering plan that should be prepared by the contractor prior to
commencement of the construction and the construction dewatering activities as well as
abandoning of the wells after the completion of construction should be reviewed and inspected by
PML’s technical staff to verify the appropriate implementation of our recommendations presented
in this report and adequate lowering of the ground water during construction in conjunction with
our in-construction geotechnical inspection and testing services.
7.5 Decommissioning of Monitoring Wells
All the monitoring wells installed at the Site either for Site assessment or for monitoring purposes
should be abandoned in accordance with the Ontario Regulation 903, amended to O.Reg. 128/03
once these monitoring wells are considered not to be used any more.
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hern
De
ve
lopm
ent
and
Min
es
1991
3
Be
dro
ck T
opog
rap
hy S
erie
s,
Co
ne
sto
ga A
rea (
Ma
p P
. 1
67
) O
nta
rio
Div
isio
n o
f M
ines
1975
4
Gra
nd R
ive
r W
ate
rsh
ed C
hara
cte
riza
tion
Rep
ort
D
rin
kin
g
Wate
r S
ourc
e P
rote
ctio
n
Lake E
rie
So
urc
e P
rote
ctio
n R
eg
ion
Ja
nu
ary
200
8
5
MO
E W
ate
r W
ell
Re
cord
s
MO
E G
roun
dw
ate
r In
form
ation
Netw
ork
2014
6
Tim
e L
ag
and S
oil
Pe
rme
ab
ility
in
Gro
un
dw
ate
r O
bserv
ation
Hvo
rsle
v,
M.J
.
1951
7
AS
TM
ST
P 1
05
3, G
round
Wate
r a
nd
Va
do
se Z
one
Mo
nito
ring
A
ST
M,
D.
Nie
lse
n a
nd A
. Jo
hn
son
,
edito
rs
1990
8
Perm
it T
o T
ake W
ate
r (P
TT
W)
Ma
nu
al
On
tario
Min
istr
y o
f th
e E
nviro
nm
ent
A
pril 2
00
5
9
Re
gio
na
l O
ffic
ial P
lan
Re
gio
n o
f W
ate
rlo
o
De
cem
ber
201
0
10
G
rand R
ive
r W
ate
rsh
ed V
iew
er
(On-lin
e d
ata
) G
rand R
ive
r
Co
nse
rva
tion
Au
tho
rity
Ma
rch
25,
201
4 (
On
-
line)
Hyd
rog
eo
log
ica
l S
ite
Assessm
en
t, S
ou
thw
oo
d 3
an
d S
ou
thw
oo
d 4
Re
sid
en
tia
l S
ub
div
isio
n
PM
L R
ef.
: 1
2K
F0
71,
Rep
ort
: 3
A
pri
l 11
, 20
14
Ta
ble
1,
Pag
e 2
of
3
TA
BL
E 1
LIS
T O
F R
EP
OR
TS
AN
D R
EF
ER
EN
CE
S R
EV
IEW
ED
ITE
M
TIT
LE
S
OU
RC
E
DA
TE
11
G
uid
elin
es f
or
Hyd
rog
eolo
gic
al S
tudie
s f
or
Pro
po
se
d
Re
sid
en
tial D
eve
lopm
ents
(dra
ft)
To
wn
ship
of W
oo
lwic
h
(not d
ate
d)
12
S
oil,
Gro
un
d W
ate
r a
nd S
edim
ent
Sta
nd
ard
s f
or
Use
Und
er
part
XV
.1 o
f th
e E
nviro
nm
enta
l P
rote
ctio
n A
ct
Min
istr
y o
f th
e E
nviro
nm
ent
Ap
ril 1
5,
201
1
13
Wate
r M
ana
ge
me
nt
Po
licie
s, G
uid
elin
es,
Pro
vin
cia
l W
ate
r
Qu
alit
y O
bje
ctive
s (
PW
QO
) of
the
Min
istr
y o
f E
nviro
nm
ent a
nd
En
erg
y
Min
istr
y o
f E
nviro
nm
ent a
nd
En
erg
y
Ju
ly 1
99
4
14
R
eg
ion o
f W
ate
rlo
o T
ier
Th
ree W
ate
r B
udg
et
Loca
l A
rea R
isk
Asse
ssm
ent fo
r R
ura
l We
ll F
ield
s D
raft
Re
po
rt
Aq
ua R
esourc
es
Octo
ber
201
1
15
W
ate
r S
upp
ly P
roje
ct, E
lmira
Aq
uifer
Syste
m, V
olu
me
2
CH
2M
Hill
F
eb
rua
ry 1
99
1
16
2
01
1 A
nnu
al M
onito
ring
Re
po
rt C
hem
tura
Can
ada
Co./ C
IE
Co
ne
sto
ga
-Ro
ve
rs &
Asso
cia
tes
Feb
rua
ry 2
01
2
17
G
rand R
ive
r W
ate
rsh
ed W
ate
r M
ana
ge
me
nt
Pla
n
Gra
nd R
ive
r C
onse
rva
tion
Au
tho
rity
M
arc
h 2
01
3
18
B
y-L
aw
Nu
mb
er
50-9
2 o
f th
e R
eg
iona
l M
unic
ipalit
y o
f W
ate
rloo
T
he R
eg
iona
l M
unic
ipalit
y o
f W
ate
rloo
Ma
y 2
9,
199
2
19
Ge
ote
chn
ica
l e
ng
ineerin
g:
Prin
cip
les a
nd P
ractice
D
.P.
Co
duto
, P
rentice
-Ha
ll In
c.
1999
20
D
ew
ate
rin
g a
nd
Gro
un
d W
ate
r C
ontr
ol
De
pa
rtm
en
t of
the A
rmy, T
he N
avy,
and
Th
e A
ir F
orc
e, U
SA
N
ove
mb
er
198
3
Hyd
rog
eo
log
ica
l S
ite
Assessm
en
t, S
ou
thw
oo
d 3
an
d S
ou
thw
oo
d 4
Re
sid
en
tia
l S
ub
div
isio
n
PM
L R
ef.
: 1
2K
F0
71,
Rep
ort
: 3
A
pri
l 11
, 20
14
Ta
ble
1,
Pag
e 3
of
3
TA
BL
E 1
LIS
T O
F R
EP
OR
TS
AN
D R
EF
ER
EN
CE
S R
EV
IEW
ED
ITE
M
TIT
LE
S
OU
RC
E
DA
TE
21
A
pplie
d H
yd
rog
eolo
gy 4
th E
ditio
n
C.W
. F
ette
r, P
rentice-H
all
Inc.,
2001
22
S
outh
wo
od
3 D
raft
Pla
n o
f S
ubd
ivis
ion,
Dra
win
g D
P-1
S
tante
c
De
cem
ber
13, 2
01
3
23
S
outh
wo
od
4 D
raft
Pla
n o
f S
ubd
ivis
ion,
Dra
win
g D
P-2
S
tante
c
De
cem
ber
2, 2
01
3
24
S
outh
wo
od
3 C
once
ptu
al G
radin
g,
Dra
win
g C
-300
Walte
rFe
dy
Ja
nu
ary
7,
201
4
Hyd
roge
olog
ical
Site
Ass
essm
ent,
Sout
hwoo
d 3
and
Sout
hwoo
d 4
Res
iden
tial S
ubdi
visi
on
PM
L R
ef.:
12K
F071
, Rep
ort:
3
Apr
il 11
, 201
4
Tabl
e 2,
Pag
e 1
of 1
TAB
LE 2
SI
TE S
ENSI
TIVI
TY A
NA
LYSI
S SI
TE C
ON
DIT
ION
STA
ND
AR
DS,
EN
VIR
ON
MEN
TALL
Y SE
NSI
TIVE
AR
EAS
SEC
TIO
N 4
1, O
NTA
RIO
REG
ULA
TIO
N 1
53/0
4, A
S A
MEN
DED
Crit
eria
D
ecis
ion
for t
he
Subj
ect S
ite
41.
(1) T
his
sect
ion
appl
ies
in re
latio
n to
a p
rope
rty if
, (a
) th
e pr
oper
ty is
with
in a
n ar
ea o
f nat
ural
sig
nific
ance
, inc
lude
s or
is a
djac
ent t
o an
are
a of
nat
ural
sig
nific
ance
or p
art o
f su
ch an
are
a, o
r inc
lude
s la
nd th
at is
with
in 3
0 m
of a
n ar
ea o
f nat
ural
sig
nific
ance
or p
art o
f suc
h ar
ea;
No
(b)
the
soil
at th
e pr
oper
ty h
as a
pH
val
ue a
s fo
llow
s:
(i)
for
sur
face
soi
l, le
ss th
an 5
or g
reat
er th
an 9
,
(ii)
for s
ubsu
rface
soi
l, le
ss th
an 5
or g
reat
er th
an 1
1;
No
(c) a
nd (d
) – R
evok
ed: O
. Reg
. 511
/09,
s. 1
8(3)
-
(e)
a q
ualif
ied
pers
on is
of
the
opin
ion
that
, gi
ven
the
char
acte
ristic
s of
the
pro
perty
and
the
cer
tific
atio
ns t
he q
ualif
ied
pe
rson
wou
ld b
e re
quire
d to
mak
e in
a re
cord
of s
ite c
ondi
tion
in re
latio
n to
the
prop
erty
as
spec
ified
in S
ched
ule
A, i
t
is a
ppro
pria
te to
app
ly th
is s
ectio
n to
the
prop
erty
. N
o
In S
ectio
n (1
) (a)
abo
ve, "
area
of n
atur
al s
igni
fican
ce" m
eans
any
of t
he fo
llow
ing:
1.
A
n ar
ea re
serv
ed o
r set
apa
rt as
a p
rovi
ncia
l par
k or
con
serv
atio
n re
serv
e un
der t
he P
rovi
ncia
l Par
ks a
nd C
onse
rvat
ion
Res
erve
s A
ct, 2
006.
2.
A
n ar
ea o
f nat
ural
and
sci
entif
ic in
tere
st (l
ife s
cien
ce o
r ear
th s
cien
ce) i
dent
ified
by
the
Min
istry
of N
atur
al R
esou
rces
as
havi
ng p
rovi
ncia
l sig
nific
ance
3.
A
wet
land
iden
tifie
d by
the
Min
istry
of N
atur
al R
esou
rces
as
havi
ng p
rovi
ncia
l sig
nific
ance
. 4.
A
n ar
ea
desi
gnat
ed
by
a m
unic
ipal
ity
in
its
offic
ial
plan
as
en
viro
nmen
tally
si
gnifi
cant
, ho
wev
er
expr
esse
d,
incl
udin
g de
sign
atio
ns
of
area
s as
envi
ronm
enta
lly s
ensi
tive,
as
bein
g of
env
ironm
enta
l con
cern
and
as
bein
g ec
olog
ical
ly s
igni
fican
t. 5.
An
are
a de
sign
ated
as
an e
scar
pmen
t na
tura
l ar
ea o
r an
esc
arpm
ent
prot
ectio
n ar
ea b
y th
e N
iaga
ra E
scar
pmen
t Pl
an u
nder
the
Nia
gara
Esc
arpm
ent
P
lann
ing
and
Dev
elop
men
t Act
. 6.
A
n ar
ea id
entif
ied
by th
e M
inis
try o
f Nat
ural
Res
ourc
es a
s si
gnifi
cant
hab
itat o
f a th
reat
ened
or e
ndan
gere
d sp
ecie
s.
7.
An
area
whi
ch is
hab
itat o
f a s
peci
es th
at is
cla
ssifi
ed u
nder
sec
tion
7 of
the
End
ange
red
Spe
cies
Act
, 200
7 as
a th
reat
ened
or e
ndan
gere
d sp
ecie
s 8.
Pr
oper
ty w
ithin
an
area
des
igna
ted
as a
nat
ural
cor
e ar
ea o
r nat
ural
link
age
area
with
in th
e ar
ea to
whi
ch th
e O
ak R
idge
s M
orai
ne C
onse
rvat
ion
Pla
n un
der t
he
O
ak R
idge
s M
orai
ne C
onse
rvat
ion
Act
, 200
1 ap
plie
s.
9.
An
area
set
apa
rt as
a w
ilder
ness
are
a un
der W
ilder
ness
Are
a A
ct.
Ther
efor
e, th
e S
ite is
not
con
side
red
as a
n en
viro
nmen
tally
sen
sitiv
e ar
ea.
Hyd
rog
eo
log
ica
l S
ite
Assessm
en
t, S
ou
thw
oo
d 3
an
d S
ou
thw
oo
d 4
Re
sid
en
tia
l S
ub
div
isio
n
PM
L R
ef.
: 1
2K
F0
71,
Rep
ort
: 3
A
pri
l 11
, 20
14
Table
3,
Pa
ge 1
of
3
TA
BL
E 3
ES
TIM
AT
ED
HY
DR
AU
LIC
CO
ND
UC
TIV
ITY
K-V
AL
UE
S
BA
SE
D O
N S
OIL
SA
MP
LE
GR
AD
AT
ION
TE
ST
RE
SU
LT
S A
ND
BO
RE
HO
LE
PE
RM
EA
BIL
ITY
TE
ST
ING
BO
RE
HO
LE
/M
ON
ITO
RIN
G
WE
LL
NO
.
SO
IL T
YP
E (1
) (S
AM
PL
E N
O.)
SA
MP
LE
A
VE
RA
GE
D
EP
TH
(m
)
D10(2
) (c
m)
or
% C
lay
ES
ITM
AT
ED
K-V
AL
UE
S(3
) B
AS
ED
ON
GR
AIN
SIZ
E
DIS
TR
IBU
TIO
N T
ES
T
RE
SU
LT
S (
SE
E F
IGU
RE
S
4 T
HR
OU
GH
14
) (c
m/s
)
MO
NIT
OR
ING
W
EL
L S
CR
EE
N
MID
-PO
INT
E
LE
VA
TIO
N
(DE
PT
H)
(m)
ES
TIM
AT
ED
B
AS
IC T
IME
L
AG
(s)
ES
TIM
AT
ED
K-
VA
LU
ES
BA
SE
D O
N
BO
RE
HO
LE
P
ER
ME
AB
ILIT
Y
TE
ST
ING
(S
EE
AP
PE
ND
IX C
) (c
m/s
)
BH
2
Silt
y C
lay
(SS
4)
2.5
3
9%
cla
y
2.0
x 1
0-6
(b)
--
--
--
BH
2A
S
ilty C
lay
--
--
--
36
3.1
(2
.3)
49
00
0.0
9
.5 x
10
-7
BH
5
Silt
y C
lay,
so
me
sa
nd
(SS
5)
3.2
3
6%
cla
y
3.6
x 1
0-6
(b)
--
--
--
BH
6
Silt
Till
, som
e
gra
ve
l (S
S1
0)
10
.9
18
% c
lay
1.3
x 1
0-4
(b)
--
--
--
Silt
Till
--
--
--
3
55
.9
(13
.7)
61
50
.0
9.2
x 1
0-6
BH
9
Silt
Till
--
--
--
3
53
.3
(13
.7)
63
50
00
.0
1.0
x 1
0-7
BH
10
C
laye
y S
ilt
(SS
4)
2.5
2
2%
cla
y
5.7
x 1
0-5
(b)
--
--
--
Hyd
rog
eo
log
ica
l S
ite
Assessm
en
t, S
ou
thw
oo
d 3
an
d S
ou
thw
oo
d 4
Re
sid
en
tia
l S
ub
div
isio
n
PM
L R
ef.
: 1
2K
F0
71,
Rep
ort
: 3
A
pri
l 11
, 20
14
Table
3,
Pa
ge 2
of
3
TA
BL
E 3
ES
TIM
AT
ED
HY
DR
AU
LIC
CO
ND
UC
TIV
ITY
K-V
AL
UE
S
BA
SE
D O
N S
OIL
SA
MP
LE
GR
AD
AT
ION
TE
ST
RE
SU
LT
S A
ND
BO
RE
HO
LE
PE
RM
EA
BIL
ITY
TE
ST
ING
BO
RE
HO
LE
/M
ON
ITO
RIN
G
WE
LL
NO
.
SO
IL T
YP
E (1
) (S
AM
PL
E N
O.)
SA
MP
LE
A
VE
RA
GE
D
EP
TH
(m
)
D10(2
) (c
m)
or
% C
lay
ES
ITM
AT
ED
K-V
AL
UE
S(3
) B
AS
ED
ON
GR
AIN
SIZ
E
DIS
TR
IBU
TIO
N T
ES
T
RE
SU
LT
S (
SE
E F
IGU
RE
S
4 T
HR
OU
GH
14
) (c
m/s
)
MO
NIT
OR
ING
W
EL
L S
CR
EE
N
MID
-PO
INT
E
LE
VA
TIO
N
(DE
PT
H)
(m)
ES
TIM
AT
ED
B
AS
IC T
IME
L
AG
(s)
ES
TIM
AT
ED
K-
VA
LU
ES
BA
SE
D O
N
BO
RE
HO
LE
P
ER
ME
AB
ILIT
Y
TE
ST
ING
(S
EE
AP
PE
ND
IX C
) (c
m/s
)
BH
11
S
an
dy S
ilt T
ill
(SS
7)
6.3
0
.00
01
7
2.9
x 1
0-6
(a)
--
--
--
BH
11
A
Cla
ye
y S
ilt
--
--
--
36
1.0
(2
.2)
52
50
.0
8.8
x 1
0-6
BH
12
C
laye
y S
ilt T
ill,
so
me
sa
nd
(SS
7)
7.8
1
9%
cla
y
10
.2 x
10
-5(b
)
BH
12
C
laye
y S
ilt T
ill
--
--
--
35
0.4
(1
0.0
) 2
85
00.0
1
.6 x
10
-6
BH
13
S
ilty C
lay
(SS
3)
2.5
3
7%
cla
y
2.9
x 1
0-6
(b)
--
--
--
BH
14
A
Cla
ye
y S
ilt T
ill
--
--
--
36
3.0
(2
.2)
63
0.0
9
.0 x
10
-5
BH
15
S
ilty C
lay
(SS
3)
2.5
3
8%
cla
y
2.4
x 1
0-6
(b)
--
--
--
Hyd
rog
eo
log
ica
l S
ite
Assessm
en
t, S
ou
thw
oo
d 3
an
d S
ou
thw
oo
d 4
Re
sid
en
tia
l S
ub
div
isio
n
PM
L R
ef.
: 1
2K
F0
71,
Rep
ort
: 3
A
pri
l 11
, 20
14
Table
3,
Pa
ge 3
of
3
TA
BL
E 3
ES
TIM
AT
ED
HY
DR
AU
LIC
CO
ND
UC
TIV
ITY
K-V
AL
UE
S
BA
SE
D O
N S
OIL
SA
MP
LE
GR
AD
AT
ION
TE
ST
RE
SU
LT
S A
ND
BO
RE
HO
LE
PE
RM
EA
BIL
ITY
TE
ST
ING
BO
RE
HO
LE
/M
ON
ITO
RIN
G
WE
LL
NO
.
SO
IL T
YP
E (1
) (S
AM
PL
E N
O.)
SA
MP
LE
A
VE
RA
GE
D
EP
TH
(m
)
D10(2
) (c
m)
or
% C
lay
ES
ITM
AT
ED
K-V
AL
UE
S(3
) B
AS
ED
ON
GR
AIN
SIZ
E
DIS
TR
IBU
TIO
N T
ES
T
RE
SU
LT
S (
SE
E F
IGU
RE
S
4 T
HR
OU
GH
14
) (c
m/s
)
MO
NIT
OR
ING
W
EL
L S
CR
EE
N
MID
-PO
INT
E
LE
VA
TIO
N
(DE
PT
H)
(m)
ES
TIM
AT
ED
B
AS
IC T
IME
L
AG
(s)
ES
TIM
AT
ED
K-
VA
LU
ES
BA
SE
D O
N
BO
RE
HO
LE
P
ER
ME
AB
ILIT
Y
TE
ST
ING
(S
EE
AP
PE
ND
IX C
) (c
m/s
)
BH
15
A
Silt
y C
lay
--
--
--
36
2.0
5
(2.2
) 6
00
00.0
8
.5 x
10
-7
BH
19
S
an
dy S
ilt T
ill
(SS
10
) 1
2.4
0
.00
01
9
3.6
x 1
0-6
(a)
--
--
--
BH
19
S
an
dy S
ilt T
ill
--
--
--
35
0.9
(11
.5)
59
00
0.0
9
.6 x
10
-7
BH
20
S
an
dy S
ilt T
ill
(SS
7)
6.3
0
.00
01
4
2.0
x 1
0-6
(a)
--
--
--
BH
20
A
Silt
y C
lay
--
--
--
35
7.7
5
(2.2
) 1
00
00.0
5
.7 x
10
-6
No
tes
:
(1)
S
ee
Log
of
Bo
reh
ole
Sh
ee
ts f
or
scre
en
so
il sa
mple
s d
escrip
tio
n
(2)
D
10:
dia
me
ter
of 1
0%
passin
g s
oil
pa
rtic
les
(3)
U
sin
g: (a
) H
aze
n’s
Equ
atio
n o
r (b
) P
ucke
tt E
qu
ation
(se
e R
ep
ort
Te
xt)
Hyd
roge
olog
ical
Site
Ass
essm
ent,
Sout
hwoo
d 3
and
Sout
hwoo
d 4
Res
iden
tial S
ubdi
visi
on
PM
L R
ef.:
12K
F071
, Rep
ort:
3
Apr
il 11
, 201
4
Tabl
e 4,
Pag
e 1
of 4
TAB
LE 4
G
RO
UN
D W
ATE
R E
LEVA
TIO
N M
ON
ITO
RIN
G
Mon
itorin
g W
ell N
o.
Gro
und
Surf
ace
Elev
atio
n (m
)
Scre
en
Dep
th
(mbg
s)
Mid
-Sc
reen
El
evat
ion
(m) a
nd
(Dep
th)
(mbg
s)
Gro
und
Wat
er E
leva
tion
/ Dep
th
Initial
16/01/2013
02/05/2013
20/06/2013
18/07/2013
19/08/2013
24/10/2013
05/11/2013
04/12/2013
10/01/2014
30/01/2014
21-28/02/2014
25/03/2014
1 36
3.75
5.
3 ~
6.8
357.
65
<356
.95
<356
.95
358.
25
358.
55
358.
65
358.
74
358.
59
358.
62
358.
80
358.
56
358.
55
358.
42
358.
15
6.1
--
--
5.50
5.
20
5.10
5.
01
5.16
5.
13
4.95
5.
19
5.20
5.
33
5.60
1A
363.
95
1.5
~ 3.
0 36
1.75
<3
60.9
536
1.72
36
3.15
36
2.12
36
2.85
36
2.65
36
2.89
36
3.37
36
3.10
36
2.95
36
2.85
36
2.62
36
2.65
2.2
--
2.23
0.
80
1.83
1.
10
1.30
1.
06
0.58
0.
85
1.00
1.
10
1.33
1.
30
2 36
5.30
10
.7 ~
12
.2
353.
90
<353
.10
<353
.10
<353
.10
<353
.10
<353
.10
<353
.10
<353
.10
<353
.10
353.
30
<353
.10
<353
.10
353.
24
353.
12
11.4
--
--
--
--
--
--
--
--
12
.00
--
--
12.0
6 12
.18
2A
365.
25
1.5
~ 3.
0 36
3.05
<3
62.2
536
2.56
36
4.43
36
4.37
36
4.10
36
3.75
36
3.70
36
4.45
36
4.30
36
4.08
36
4.11
36
4.05
36
4.25
2.2
--
2.69
0.
82
0.88
1.
15
1.50
1.
55
0.80
0.
95
1.17
1.
14
1.20
1.
00
6 36
6.60
10
.7 ~
12
.2
355.
20
354.
87
356.
67
359.
32
359.
68
359.
65
359.
25
358.
66
359.
20
359.
68
359.
71
359.
80
359.
98
359.
77
11.4
--
9.
93
7.28
6.
92
6.95
7.
35
7.94
7.
40
6.92
6.
89
6.80
6.
62
6.83
6A
366.
60
1.5
~ 3.
0 36
4.40
<3
63.6
036
4.73
36
5.70
36
5.63
36
5.40
36
5.00
36
5.59
36
5.86
36
5.55
36
5.47
36
5.35
36
5.37
36
5.48
2.2
--
1.87
0.
90
0.97
1.
20
1.60
1.
01
0.74
1.
05
1.13
1.
25
1.23
1.
12
7 36
6.10
9.
8 ~
11.3
35
5.60
<3
54.8
0<3
54.8
035
5.11
35
5.70
35
6.00
35
6.28
35
6.33
35
6.20
35
6.45
35
6.71
35
6.85
35
6.90
35
6.80
10.5
--
--
10
.99
10.4
0 10
.10
9.82
9.
77
9.90
9.
65
9.39
9.
25
9.20
9.
30
7A
366.
00
2.3
~ 3.
8 36
3.00
<3
62.2
0<3
62.2
036
3.32
36
3.78
36
3.95
36
3.92
36
3.78
36
3.94
36
3.85
36
3.58
36
3.72
36
3.68
36
3.56
3.0
--
--
2.68
2.
22
2.05
2.
08
2.22
2.
06
2.15
2.
42
2.28
2.
32
2.44
8 36
5.20
5.
4 ~
6.9
359.
10
359.
05
<357
.9
362.
37
362.
37
362.
40
362.
26
361.
86
363.
40
362.
50
362.
41
362.
35
362.
32
361.
95
6.1
6.15
--
2.
83
2.83
2.
80
2.94
3.
34
1.80
2.
70
2.79
2.
85
2.88
3.
25
Hyd
roge
olog
ical
Site
Ass
essm
ent,
Sout
hwoo
d 3
and
Sout
hwoo
d 4
Res
iden
tial S
ubdi
visi
on
PM
L R
ef.:
12K
F071
, Rep
ort:
3
Apr
il 11
, 201
4
Tabl
e 4,
Pag
e 2
of 4
TAB
LE 4
G
RO
UN
D W
ATE
R E
LEVA
TIO
N M
ON
ITO
RIN
G
Mon
itorin
g W
ell N
o.
Gro
und
Surf
ace
Elev
atio
n (m
)
Scre
en
Dep
th
(mbg
s)
Mid
-Sc
reen
El
evat
ion
(m) a
nd
(Dep
th)
(mbg
s)
Gro
und
Wat
er E
leva
tion
/ Dep
th
Initial
16/01/2013
02/05/2013
20/06/2013
18/07/2013
19/08/2013
24/10/2013
05/11/2013
04/12/2013
10/01/2014
30/01/2014
21-28/02/2014
25/03/2014
8A
365.
25
1.5
~ 3.
0 36
3.05
36
3.00
36
3.01
36
4.24
36
4.23
36
4.05
36
3.57
36
3.81
36
4.40
36
4.15
36
4.09
3.
64.0
9 36
3.95
36
4.11
2.2
2.25
2.
24
1.01
1.
02
1.20
1.
68
1.44
0.
85
1.10
1.
16
1.16
1.
30
1.14
9 36
4.0
10.7
~
12.2
35
2.60
35
4.35
35
2.15
<3
51.8
0<3
51.8
035
2.40
35
2.37
35
2.45
35
2.75
35
3.00
<3
51.8
035
3.22
35
2.85
35
2.42
11.4
9.
65
11.8
5 --
--
11
.60
11.6
3 11
.55
11.2
5 11
.00
--
10.7
8 11
.15
11.5
8
9A
363.
95
1.5
~ 3.
0 36
1.75
36
1.72
36
2.20
36
3.20
36
2.88
36
2.45
36
2.80
36
3.30
36
3.40
36
3.10
36
3.00
36
2.93
36
2.85
36
3.27
2.2
2.23
1.
75
0.75
1.
07
1.50
1.
15
0.65
0.
55
0.85
0.
95
1.02
1.
10
0.68
11
363.
15
10.7
~
12.3
35
1.75
<3
50.8
5<3
50.8
535
0.93
35
0.97
35
0.95
35
1.01
35
1.01
35
1.00
<3
50.8
535
0.91
<3
50.8
535
0.90
35
0.88
11.4
--
--
12
.22
12.1
8 12
.20
12.1
4 12
.14
12.1
5 --
12
.24
--
12.2
5 12
.27
11A
36
3.20
1.
5 ~
3.0
361.
00
<360
.20
361.
40
362.
38
362.
22
362.
00
361.
55
361.
52
362.
55
362.
25
362.
13
361.
92
361.
82
361.
83
2.2
--
1.80
0.
82
0.98
1.
20
1.65
1.
68
0.65
0.
95
1.07
1.
28
1.38
1.
37
12
362.
32
9.2
~10.
7 35
2.42
<3
51.4
0--
--
--
--
--
--
35
6.03
35
6.26
35
5.94
35
5.88
35
5.89
35
5.64
9.9
--
--
--
--
--
--
--
6.29
6.
06
6.38
6.
44
6.43
6.
68
12A
36
2.32
1.
5 ~
3.0
360.
12
<359
.32
--
--
--
--
--
--
<359
.32
359.
52
359.
83
360.
15
360.
50
360.
60
2.2
--
--
--
--
--
--
--
--
2.80
2.
49
2.17
1.
82
1.72
13
365.
13
1.5
~ 3.
0 36
2.93
<3
62.1
3--
--
--
--
--
--
36
4.03
36
3.68
36
3.67
36
3.68
36
3.54
36
3.76
2.2
--
--
--
--
--
--
--
1.1
1.45
1.
46
1.45
1.
59
1.37
14
365.
25
4.6
~ 6.
1 35
9.45
36
0.03
--
--
--
--
--
--
36
4.17
36
3.88
36
3.79
36
3.73
36
3.56
36
3.99
5.8
5.22
--
--
--
--
--
--
1.
08
1.37
1.
46
1.52
1.
69
1.26
Hyd
roge
olog
ical
Site
Ass
essm
ent,
Sout
hwoo
d 3
and
Sout
hwoo
d 4
Res
iden
tial S
ubdi
visi
on
PM
L R
ef.:
12K
F071
, Rep
ort:
3
Apr
il 11
, 201
4
Tabl
e 4,
Pag
e 3
of 4
TAB
LE 4
G
RO
UN
D W
ATE
R E
LEVA
TIO
N M
ON
ITO
RIN
G
Mon
itorin
g W
ell N
o.
Gro
und
Surf
ace
Elev
atio
n (m
)
Scre
en
Dep
th
(mbg
s)
Mid
-Sc
reen
El
evat
ion
(m) a
nd
(Dep
th)
(mbg
s)
Gro
und
Wat
er E
leva
tion
/ Dep
th
Initial
16/01/2013
02/05/2013
20/06/2013
18/07/2013
19/08/2013
24/10/2013
05/11/2013
04/12/2013
10/01/2014
30/01/2014
21-28/02/2014
25/03/2014
14A
36
5.20
1.
5 ~
3.0
363.
00
362.
40
--
--
--
--
--
--
364.
67
364.
25
364.
08
364.
12
363.
95
364.
35
2.2
2.80
--
--
--
--
--
--
0.
53
0.95
1.
12
1.08
1.
25
0.85
15
364.
25
12.2
~
13.7
35
1.25
--
--
--
--
--
--
--
--
--
--
350.
60
<350
.55
13.0
--
--
--
--
--
--
--
--
--
--
13.6
5 --
15A
36
4.25
1.
5 ~
3.0
362.
05
--
--
--
--
--
--
--
--
--
--
36
1.48
36
2.70
2.2
--
--
--
--
--
--
--
--
--
--
2.
77
1.55
16
361.
20
10.7
~
12.2
34
9.8
--
--
--
--
--
--
--
--
--
--
34
9.10
34
9.09
11.4
--
--
--
--
--
--
--
--
--
--
12.1
0 12
.11
16A
36
1.20
1.
5 ~
3.0
359.
0
--
--
--
--
--
--
--
--
--
--
358.
20
358.
20
2.2
--
--
--
--
--
--
--
--
--
--
3.
00
3.00
19
362.
40
10.7
~
12.2
35
1.0
--
--
--
--
--
--
--
--
--
--
35
3.95
35
4.42
11.4
--
--
--
--
--
--
--
--
--
--
8.45
7.
98
19A
36
2.35
1.
5 ~
3.0
360.
15
--
--
--
--
--
--
--
--
--
--
35
9.27
35
9.30
2.2
--
--
--
--
--
--
--
--
--
--
3.
08
3.05
20
360.
00
6.1
~ 7.
6 35
3.1
--
--
--
--
--
--
--
--
--
--
<3
52.4
<3
52.4
6.9
--
--
--
--
--
--
--
--
--
--
--
--
20A
35
9.95
1.
5 ~
3.0
357.
75
--
--
--
--
--
--
--
--
--
--
35
8.26
35
9.20
2.2
--
--
--
--
--
--
--
--
--
--
1.
69
0.75
Hyd
roge
olog
ical
Site
Ass
essm
ent,
Sout
hwoo
d 3
and
Sout
hwoo
d 4
Res
iden
tial S
ubdi
visi
on
PM
L R
ef.:
12K
F071
, Rep
ort:
3
Apr
il 11
, 201
4
Tabl
e 4,
Pag
e 4
of 4
TAB
LE 4
G
RO
UN
D W
ATE
R E
LEVA
TIO
N M
ON
ITO
RIN
G
Mon
itorin
g W
ell N
o.
Gro
und
Surf
ace
Elev
atio
n (m
)
Scre
en
Dep
th
(mbg
s)
Mid
-Sc
reen
El
evat
ion
(m) a
nd
(Dep
th)
(mbg
s)
Gro
und
Wat
er E
leva
tion
/ Dep
th
Initial
16/01/2013
02/05/2013
20/06/2013
18/07/2013
19/08/2013
24/10/2013
05/11/2013
04/12/2013
10/01/2014
30/01/2014
21-28/02/2014
25/03/2014
22
359.
55
6.1
~ 7.
6 35
2.65
--
--
--
--
--
--
--
--
--
--
--
35
7.30
35
8.25
6.9
--
--
--
--
--
--
--
--
--
--
--
2.25
1.
30
22A
35
9.50
1.
5 ~
3.0
357.
3 --
--
--
--
--
--
--
--
--
--
--
35
7.53
35
8.42
2.2
--
--
--
--
--
--
--
--
--
--
--
1.97
1.
08
Not
e: m
= g
eode
tic e
leva
tion,
and
mbg
s =
met
re b
elow
gro
und
surfa
ce (v
alue
s in
Ital
ic)
Hyd
rog
eo
log
ica
l S
ite
Assessm
en
t, S
ou
thw
oo
d 3
an
d S
ou
thw
oo
d 4
Re
sid
en
tia
l S
ub
div
isio
n
PM
L R
ef.
: 1
2K
F0
71,
Rep
ort
: 3
A
pri
l 11
, 20
14
Ta
ble
5, P
age 1
of 2
TA
BL
E 5
SU
MM
AR
IZE
D A
PP
RO
XIM
AT
E T
YP
ICA
L C
AL
CU
LA
TIO
NS
OF
ES
TIM
AT
ED
DE
WA
TE
RIN
G D
ISC
HA
RG
E R
AT
E A
ND
ZO
NE
OF
IN
FU
LE
NC
E
PR
OP
OS
ED
CO
NS
TR
UC
TIO
N
ZO
NE
S A
ND
FE
AT
UR
ES
EX
IST
ING
G
RO
UN
D
SU
RF
AC
E
EL
EV
AT
ION
(1
)
LO
WE
ST
P
RO
PO
SE
D
ST
RU
CT
UR
E
INV
ER
T
EL
EV
AT
ION
(D
EP
TH
OF
E
XC
AV
AT
ION
m)
LO
WE
RE
D
GR
OU
ND
W
AT
ER
LE
VE
L
EL
EV
AT
ION
(D
EP
TH
m)
(2)
CL
OS
ES
T
MO
NIT
OR
ING
W
EL
LS
OR
B
OR
EH
OL
ES
(3
)
HY
DR
OS
TA
TIC
G
RO
UN
D W
AT
ER
L
EV
EL
E
LE
VA
TIO
N
(DE
PT
H m
)
DR
AW
-DO
WN
R
EQ
UIR
ED
S
o (
m)
(5)
SO
IL T
YP
E
(6)
ES
TIM
AT
ED
Z
ON
E O
F
INF
LU
EN
CE
R
o (
m)
(7)
ES
TIM
AT
ED
DE
WA
TE
RIN
G D
ISC
HA
RG
E R
AT
E
(Q =
KiA
)
Se
gm
en
t L
en
gth
(m
)
K
(m/s
) I
(%)
A
(m2)
Q
(L/d
ay)
(8)
Zo
ne
1:
Sa
nitary
S
ew
ers
(S
ou
thw
oo
d 3
)
Str
ee
t A
3
65
.8
36
1.0
(4
.8)
36
0.0
(5
.8)
BH
2 -
BH
7
36
4.3
(1
.5)
4.3
S
ilty c
lay
/cla
ye
y s
ilt
1.3
0
92
4
1.0
0E
-0
8
33
3%
7
,42
6
21
,38
7
Str
ee
t B
3
65
.3
36
0.5
(4
.8)
35
9.5
(5
.8)
BH
2,
BH
8
36
4.0
(1
.3)
4.5
S
ilty c
lay
/cla
ye
y s
ilt
1.3
5
19
2
1.0
0E
-0
8
33
3%
1
,62
6
4,6
84
Str
ee
t C
3
65
.3
36
0.5
(4
.8)
35
9.5
(5
.8)
BH
8
36
4.0
(1
.3)
4.5
S
ilty c
lay
/cla
ye
y s
ilt
1.3
5
95
1
.00
E-
08
3
33
%
80
8
2,3
26
TO
TA
L Z
ON
E 1
DE
WA
TE
RIN
G D
ISC
HA
RG
E R
AT
E:
28
,39
7 L
/Da
y
TO
TA
L Z
ON
E 1
DW
AT
ER
ING
DIS
CH
AR
GE
RA
TE
PE
R 1
00
m O
F T
RE
NC
H:
2,3
45
L/D
ay /
10
0 m
Tre
nc
h
Zo
ne
2:
Sa
nitary
S
ew
ers
(S
ou
thw
oo
d 4
)
Str
ee
t A
3
63
.5
35
8.7
(4
.8)
35
7.7
(5
.8)
BH
9 –
BH
12
, B
H14
3
62
.2
(1.3
) 4
.5
Silt
y c
lay
/cla
ye
y s
ilt
1.3
5
88
0
1.0
0E
-0
8
33
3%
7
,43
9
21
,42
4
Str
ee
t B
3
64
.2
35
9.4
(4
.8)
35
8.4
(5
.8)
BH
7,
BH
12
3
61
.6
(2.6
) 3
.2
Silt
y c
lay
/cla
ye
y s
ilt
0.9
5
15
0
1.0
0E
-0
8
33
3%
8
82
2,5
41
Str
ee
t C
3
64
.6
35
9.8
(4
.8)
35
8.8
(5
.8)
BH
8,
BH
9
36
3.4
(1
.2)
4.6
S
ilty c
lay
/cla
ye
y s
ilt
1.4
0
11
3
1.0
0E
-0
8
33
3%
9
91
2,8
54
Str
ee
t D
3
63
.4
35
8.6
(4
.8)
35
7.6
(5
.8)
BH
1,
BH
10
3
62
.8
(0.7
) 5
.1
Silt
y c
lay
/cla
ye
y s
ilt
1.5
5
31
1
1.0
0E
-0
8
33
3%
3
,01
9
8,6
95
Str
ee
t E
3
63
.5
35
8.7
(4
.8)
35
7.7
(5
.8)
BH
2,
BH
18
, B
H19
3
62
.0
(1.5
) 4
.3
Silt
y c
lay
/cla
ye
y s
ilt
1.3
0
37
4
1.0
0E
-0
8
33
3%
3
,00
1
8,6
44
Str
ee
t F
3
63
.5
35
8.7
(4
.8)
35
7.7
(5
.8)
BH
2,
BH
18
, B
H19
3
62
.0
(1.5
) 4
.3
Silt
y c
lay
/cla
ye
y s
ilt
1.3
0
45
3
1.0
0E
-0
8
33
3%
3
,63
3
10
,46
4
So
uth
P
ark
wo
od
B
lvd
. 3
64
.6
35
9.8
(4
.8)
35
8.8
(5
.8)
BH
2,
BH
9
36
3.5
(1
.1)
4.7
S
ilty c
lay
/cla
ye
y s
ilt
1.4
0
34
0
1.0
0E
-0
8
33
3%
2
,96
8
8,5
48
So
uth
wo
od
4
SW
M P
on
d
Exp
an
sio
n
36
1.5
3
56
.09
(5.5
) 3
55
.0
(6.5
)
BH
11
, B
H16
, B
H17
, B
H18
, B
H22
36
0.0
(1
.5)
5.0
S
ilty c
lay
/cla
ye
y s
ilt
1.5
0
81
4
1.0
0E
-0
8
33
3%
2
9,2
56
84
,25
7
TO
TA
L Z
ON
E 2
DE
WA
TE
RIN
G D
ISC
HA
RG
E R
AT
E:
14
7,4
27
L/D
ay (
wit
h S
WM
Po
nd
Ex
pa
ns
ion
)
Hyd
rog
eo
log
ica
l S
ite
Assessm
en
t, S
ou
thw
oo
d 3
an
d S
ou
thw
oo
d 4
Re
sid
en
tia
l S
ub
div
isio
n
PM
L R
ef.
: 1
2K
F0
71,
Rep
ort
: 3
A
pri
l 11
, 20
14
Ta
ble
5, P
age 2
of 2
TA
BL
E 5
SU
MM
AR
IZE
D A
PP
RO
XIM
AT
E T
YP
ICA
L C
AL
CU
LA
TIO
NS
OF
ES
TIM
AT
ED
DE
WA
TE
RIN
G D
ISC
HA
RG
E R
AT
E A
ND
ZO
NE
OF
IN
FU
LE
NC
E
PR
OP
OS
ED
CO
NS
TR
UC
TIO
N
ZO
NE
S A
ND
FE
AT
UR
ES
EX
IST
ING
G
RO
UN
D
SU
RF
AC
E
EL
EV
AT
ION
(1
)
LO
WE
ST
P
RO
PO
SE
D
ST
RU
CT
UR
E
INV
ER
T
EL
EV
AT
ION
(D
EP
TH
OF
E
XC
AV
AT
ION
m)
LO
WE
RE
D
GR
OU
ND
W
AT
ER
LE
VE
L
EL
EV
AT
ION
(D
EP
TH
m)
(2)
CL
OS
ES
T
MO
NIT
OR
ING
W
EL
LS
OR
B
OR
EH
OL
ES
(3
)
HY
DR
OS
TA
TIC
G
RO
UN
D W
AT
ER
L
EV
EL
E
LE
VA
TIO
N
(DE
PT
H m
)
DR
AW
-DO
WN
R
EQ
UIR
ED
S
o (
m)
(5)
SO
IL T
YP
E
(6)
ES
TIM
AT
ED
Z
ON
E O
F
INF
LU
EN
CE
R
o (
m)
(7)
ES
TIM
AT
ED
DE
WA
TE
RIN
G D
ISC
HA
RG
E R
AT
E
(Q =
KiA
)
Se
gm
en
t L
en
gth
(m
)
K
(m/s
) I
(%)
A
(m2)
Q
(L/d
ay)
(8)
ZO
NE
2 D
EW
AT
ER
ING
DIS
CH
AR
GE
RA
TE
: 6
3,1
70
L/D
ay (
wit
ho
ut
SW
M P
on
d E
xp
an
sio
n)
TO
TA
L Z
ON
E 2
DW
AT
ER
ING
DIS
CH
AR
GE
RA
TE
PE
R 1
00
m O
F T
RE
NC
H:
1,8
40
L/D
ay /
10
0 m
Tre
nc
h (
wit
ho
ut
SW
M P
on
d E
xp
an
sio
n)
Zo
ne
3:
Sto
rm W
ate
r M
an
ag
em
en
t
So
uth
wo
od
3
SW
M P
on
d
36
2.0
3
56
.5
(5.5
) 3
55
.5
(6.5
) B
H18
, B
H19
, B
H22
3
59
.0
(3.0
) 3
.5
Silt
y c
lay
/cla
ye
y s
ilt
1.0
5
44
4
1.0
0E
-0
8
33
3%
8
,31
5
23
,94
7
So
uth
wo
od
3
SW
M t
ren
ch
(t
em
p)
36
3.5
3
59
.5
(4.0
) 3
58
.5
(5.0
) B
H2,
BH
18
, B
H19
3
62
.0
(1.5
) 3
.5
Silt
y c
lay
/cla
ye
y s
ilt
1.0
5
65
2
1.0
0E
-0
8
33
3%
8
,76
3
25
,23
7
TO
TA
L Z
ON
E 3
DE
WA
TE
RIN
G D
ISC
HA
RG
E R
AT
E (
DP
-1):
49
,18
4 L
/Da
y (
inc
lud
ing
SW
M t
ren
ch
)
TO
TA
L Z
ON
E 3
DE
WA
TE
RIN
G D
ISC
HA
RG
E R
AT
E (
DP
-1):
23
,94
7 L
/Da
y (
wit
ho
ut
SW
M t
ren
ch
)10
No
tes
:
1)
Th
e e
xis
tin
g g
roun
d s
urf
ace
ele
va
tio
ns a
t b
ore
ho
le a
nd
mo
nitori
ng
we
ll lo
ca
tion
s w
ere
su
rve
ye
d a
nd
are
ge
od
etic;
the
utilit
ies in
vert
ele
va
tion
s a
nd
se
gm
en
t le
ng
ths w
ere
no
t p
rovid
ed a
t th
e tim
e o
f th
is r
ep
ort
. 2
) L
ow
ere
d g
rou
nd
wa
ter
level is
assu
me
d t
o b
e 1
.0 m
be
low
th
e e
xca
va
tio
n in
vert
. 3
) S
ee
Dra
win
g 1
for
ap
pro
xim
ate
lo
ca
tio
ns o
f bo
reh
ole
s a
nd
mo
nito
ring
we
lls.
4)
Gro
un
d w
ate
r h
yd
rosta
tic level m
ea
su
red
aft
er
co
mp
letion
of
dri
llin
g.
5)
Diffe
ren
ce
be
twe
en
gro
und
wa
ter
hyd
rosta
tic le
ve
l a
nd
lo
we
red
gro
un
d w
ate
r ele
va
tio
n.
6)
Se
e L
og
of
Bo
reh
ole
Sh
ee
ts f
or
so
il d
escri
ption
. 7
) E
stim
ate
d f
rom
tre
nch
/ e
xca
va
tio
n c
on
fig
ura
tion
: R
o =
30
00
SoK
1/2
, L
in
m,
So in
m a
nd
K in
m/s
. 8
) Q
= K
iA,
wh
ere
K:
hyd
raulic
con
du
ctivity, i: h
yd
raulic
gra
die
nt (S
o/R
o)
an
d A
: se
ep
ag
e c
ross-s
ectio
n in
th
e e
ntire
exca
va
tio
n s
eg
me
nt
9)
So
uth
wo
od
4 S
WM
Po
nd
de
pth
of
exca
va
tio
n a
ssu
me
d b
ase
d o
n S
ou
thw
oo
d 3
SW
M P
on
d d
ep
th o
f e
xca
va
tio
n. V
alu
e s
ho
uld
be
co
nfirm
ed
du
rin
g fin
al d
esig
n.
10
) It
is u
nd
ers
too
d th
at
the t
ren
ch
will
be
exca
va
ted
aft
er
the
con
str
uction
of
the
SW
M P
on
d a
nd
th
at
gro
un
d w
ate
r en
co
un
tere
d d
uri
ng
th
e S
WM
Po
nd e
xca
va
tion
will
be
dir
ecte
d in
to th
e S
WM
Po
nd
.
1000 m600 m 800 m400 m200 m
SCALE
0 m
SITE
DRAWN
CHECKED
APPROVED
K. HANES
K. HANES
M. ALAM
DATE SCALE PML REF. FIG. NO.
APRIL 2014 AS SHOWN 12KF071 1
BIRDLAND DEVELOPMENTS LTD.
c/o WATERFEDY
HYDROGEOLOGICAL SITE ASSESSMENT FOR SOUTHWOOD 3 AND
SOUTHWOOD 4 RESIDENTIAL SUBDIVISION
1143 LISTOWEL ROAD
ELMIRA, ONTARIO
KEY PLAN
1000 m600 m 800 m400 m200 m
SCALE
0 m
SITE
DRAWN
CHECKED
APPROVED
K. HANES
K. HANES
M. ALAM
DATE SCALE PML REF. FIG. NO.
APRIL 2014 AS SHOWN 12KF071 2
BIRDLAND DEVELOPMENTS LTD.
c/o WATERFEDY
HYDROGEOLOGICAL SITE ASSESSMENT FOR SOUTHWOOD 3 AND
SOUTHWOOD 4 RESIDENTIAL SUBDIVISION
1143 LISTOWEL ROAD
ELMIRA, ONTARIO
2010 AERIAL PHOTOGRAPH
SO
U
TH
PA
R
K
W
O
O
D
B
LV
D
B
U
TT
ER
N
U
T P
LA
C
E
BU
RL
W
OO
D D
RIV
E
(L
IS
TO
W
E
L R
O
A
D
)
W
H
IPP
O
O
R
W
ILL
D
R
IVE
H
IG
H
W
A
Y
86
A
R
TH
U
R
S
TR
EE
T
N
IG
H
TH
A
W
K
L
A
N
E
4825500
4825000
4826000
535500
1015
1001
1002
1004
1003
1005
1008
1009
1016
1012
1014
1011
1013
534000
1017
1018
1019
1020
1021
1022
1023
1024
1025
1026
1027
1028
1029
346.00
345.00
343.00
344.00
342.00
1.0 km600 m 800 m400 m200 m
SCALE
0 m
MUNICIPAL WELL (NOT IN USE)
LEGEND:
NOTE:
REFERENCE:
THE INFERRED STRATIGRAPHY REFERRED TO IN THE REPORT IS BASED ON THE DATA
FROM THESE BOREHOLES SUPPLEMENTED BY GEOLOGICAL EVIDENCE. THE ACTUAL
STRATIGRAPHY BETWEEN THE BOREHOLES MAY VARY.
PLAN REPRODUCED FROM DRAWING SUPPLIED BY CLIENT.
DRAWN
CHECKED
APPROVED
D. BRICE
K. HANES
M. ALAM
DATE SCALE PML REF. FIG. NO.
APRIL 2014 AS SHOWN 12KF071 3
BIRDLAND DEVELOPMENTS LTD. c/o WALTERFEDY
HYDROGEOLOGICAL SITE ASSESSMENT FOR SOUTHWOOD 3 AND
SOUTHWOOD 4 RESIDENTIAL SUBDIVISION
1143 LISTOWEL ROAD
ELMIRA, ONTARIO
MOE WATER WELL LOCATIONS AND GROUND
WATER CONTOUR PLAN
GROUND WATER CONTOURS WITH ELEVATIONS
M.O.E WELL LOCATION
INFERRED GROUND WATER FLOW DIRECTION
CO
ARSE
MED
IUM
MED
IUM
MED
IUM
433
315
FIG
UR
E N
O.
CO
B
BLE
SFI
NE
MED
IUM
GR
AVEL
GR
AVEL
GR
AVEL
CO
BB
LES
12K
F071
SILT
& C
LAY
SAN
D
VER
Y FI
NE
FIN
E
SAN
D
UN
IFIE
D
RE
MA
RK
SBo
reho
le 2
, Sam
ple
SS4,
Dep
th 2
.30
- 2.7
5 m
SILT
Y C
LAY,
TR
ACE
SAN
D, T
RAC
E G
RAV
EL
M.I.
T.
U.S
. BU
RE
AU
CO
ARSE
SAN
DC
LAY
CLA
Y
PM
L R
EF.
SA
MP
LE N
O.:
PA
RTI
CLE
SIZ
E D
ISTR
IBU
TIO
N C
HA
RT
SILT
FIN
EC
OAR
SESI
LTC
OAR
SEFI
NE
0102030405060708090100 0.
001
0.01
00.
100
1.00
010
.000
100.
000
CUMULATIVE PERCENT PASSING
GR
AIN
SIZ
E IN
MIL
LIM
ETE
RS
U.S
. STA
ND
AR
D S
IEV
E S
IZE
SH
YD
RO
ME
TER
270
20
0
140
10
0 8
0
60
40
20
16
14
10
8
4
1/4"
3/
8"
1/2"
3/4"
1
"
1-1
/2"
2"
3"
0.00
1
0.
005
0.0
1
0.
05
0.1
0.5
1
.0
5.0
10
.0
50
.0
1
00.0
CO
ARSE
MED
IUM
PM
L R
EF.
SA
MP
LE N
O.:
PA
RTI
CLE
SIZ
E D
ISTR
IBU
TIO
N C
HA
RT
SILT
FIN
EC
OAR
SESI
LTC
OAR
SEFI
NE
UN
IFIE
D
RE
MA
RK
SBo
reho
le 5
, Sam
ple
SS5,
Dep
th 3
.0 -
3.45
mSI
LTY
CLA
Y, S
OM
E SA
ND
, TR
ACE
GR
AVEL
M.I.
T.
U.S
. BU
RE
AU
CO
ARSE
SAN
DC
LAY
CLA
YG
RAV
EL
GR
AVEL
CO
BB
LES
12K
F071
SILT
& C
LAY
SAN
D
VER
Y FI
NE
FIN
E
SAN
DM
EDIU
M
MED
IUM
533
316
FIG
UR
E N
O.
CO
B
BLE
SFI
NE
MED
IUM
GR
AVEL
0102030405060708090100 0.
001
0.01
00.
100
1.00
010
.000
100.
000
CUMULATIVE PERCENT PASSING
GR
AIN
SIZ
E IN
MIL
LIM
ETE
RS
U.S
. STA
ND
AR
D S
IEV
E S
IZE
SH
YD
RO
ME
TER
270
20
0
140
10
0 8
0
60
40
20
16
14
10
8
4
1/4"
3/
8"
1/2"
3/4"
1
"
1-1
/2"
2"
3"
0.00
1
0.
005
0.0
1
0.
05
0.1
0.5
1
.0
5.0
10
.0
50
.0
1
00.0
CO
ARSE
MED
IUM
PM
L R
EF.
SA
MP
LE N
O.:
PA
RTI
CLE
SIZ
E D
ISTR
IBU
TIO
N C
HA
RT
SILT
FIN
EC
OAR
SESI
LTC
OAR
SEFI
NE
UN
IFIE
D
RE
MA
RK
SBo
reho
le 6
, Sam
ple
SS10
, Dep
th 1
0.70
- 11
.15
mSI
LT T
ILL,
SO
ME
GR
AVEL
, TR
ACE
SAN
D
M.I.
T.
U.S
. BU
RE
AU
CO
ARSE
SAN
DC
LAY
CLA
YG
RAV
EL
GR
AVEL
CO
BB
LES
12K
F071
SILT
& C
LAY
SAN
D
VER
Y FI
NE
FIN
E
SAN
DM
EDIU
M
MED
IUM
633
317
FIG
UR
E N
O.
CO
B
BLE
SFI
NE
MED
IUM
GR
AVEL
0102030405060708090100 0.
001
0.01
00.
100
1.00
010
.000
100.
000
CUMULATIVE PERCENT PASSING
GR
AIN
SIZ
E IN
MIL
LIM
ETE
RS
U.S
. STA
ND
AR
D S
IEV
E S
IZE
SH
YD
RO
ME
TER
270
20
0
140
10
0 8
0
60
40
20
16
14
10
8
4
1/4"
3/
8"
1/2"
3/4"
1
"
1-1
/2"
2"
3"
0.00
1
0.
005
0.0
1
0.
05
0.1
0.5
1
.0
5.0
10
.0
50
.0
1
00.0
CO
ARSE
MED
IUM
PM
L R
EF.
SA
MP
LE N
O.:
PA
RTI
CLE
SIZ
E D
ISTR
IBU
TIO
N C
HA
RT
SILT
FIN
EC
OAR
SESI
LTC
OAR
SEFI
NE
UN
IFIE
D
RE
MA
RK
SBo
reho
le 1
0, S
ampl
e SS
4. D
epth
2.3
0 - 2
.75
mC
LAYE
Y SI
LT, T
RAC
E SA
ND
, TR
ACE
GR
AVEL
M.I.
T.
U.S
. BU
RE
AU
CO
ARSE
SAN
DC
LAY
CLA
YG
RAV
EL
GR
AVEL
CO
BB
LES
12K
F071
SILT
& C
LAY
SAN
D
VER
Y FI
NE
FIN
E
SAN
DM
EDIU
M
MED
IUM
733
318
FIG
UR
E N
O.
CO
B
BLE
SFI
NE
MED
IUM
GR
AVEL
0102030405060708090100 0.
001
0.01
00.
100
1.00
010
.000
100.
000
CUMULATIVE PERCENT PASSING
GR
AIN
SIZ
E IN
MIL
LIM
ETE
RS
U.S
. STA
ND
AR
D S
IEV
E S
IZE
SH
YD
RO
ME
TER
270
20
0
140
10
0 8
0
60
40
20
16
14
10
8
4
1/4"
3/
8"
1/2"
3/4"
1
"
1-1
/2"
2"
3"
0.00
1
0.
005
0.0
1
0.
05
0.1
0.5
1
.0
5.0
10
.0
50
.0
1
00.0
CO
ARSE
MED
IUM
MED
IUM
MED
IUM
833
319
FIG
UR
E N
O.
CO
B
BLE
SFI
NE
MED
IUM
GR
AVEL
GR
AVEL
GR
AVEL
CO
BB
LES
12K
F071
SILT
& C
LAY
SAN
D
VER
Y FI
NE
FIN
E
SAN
D
UN
IFIE
D
RE
MA
RK
SBo
reho
le 1
1, S
ampl
e SS
7, D
epth
6.1
0 - 6
.55
mSA
ND
Y SI
LT T
ILL,
TR
ACE
GR
AVEL
M.I.
T.
U.S
. BU
RE
AU
CO
ARSE
SAN
DC
LAY
CLA
Y
PM
L R
EF.
SA
MP
LE N
O.:
PA
RTI
CLE
SIZ
E D
ISTR
IBU
TIO
N C
HA
RT
SILT
FIN
EC
OAR
SESI
LTC
OAR
SEFI
NE
0102030405060708090100 0.
001
0.01
00.
100
1.00
010
.000
100.
000
CUMULATIVE PERCENT PASSING
GR
AIN
SIZ
E IN
MIL
LIM
ETE
RS
U.S
. STA
ND
AR
D S
IEV
E S
IZE
SH
YD
RO
ME
TER
270
20
0
140
10
0 8
0
60
40
20
16
14
10
8
4
1/4"
3/
8"
1/2"
3/4"
1
"
1-1
/2"
2"
3"
0.00
1
0.
005
0.0
1
0.
05
0.1
0.5
1
.0
5.0
10
.0
50
.0
1
00.0
CO
ARSE
MED
IUM
PM
L R
EF.
SA
MP
LE N
O.:
PA
RTI
CLE
SIZ
E D
ISTR
IBU
TIO
N C
HA
RT
SILT
FIN
EC
OAR
SESI
LTC
OAR
SEFI
NE
UN
IFIE
D
RE
MA
RK
SBo
reho
le 1
2, S
ampl
e SS
7, D
epth
7.6
0 to
8.1
0 m
CLA
YEY
SILT
TIL
L, S
OM
E SA
ND
, TR
ACE
GR
AVEL
M.I.
T.
U.S
. BU
RE
AU
CO
ARSE
SAN
DC
LAY
CLA
YG
RAV
EL
GR
AVEL
CO
BB
LES
12K
F071
SILT
& C
LAY
SAN
D
VER
Y FI
NE
FIN
E
SAN
DM
EDIU
M
MED
IUM
9 3534
8FI
GU
RE
NO
.
CO
B
BLE
SFI
NE
MED
IUM
GR
AVEL
0102030405060708090100 0.
001
0.01
00.
100
1.00
010
.000
100.
000
CUMULATIVE PERCENT PASSING
GR
AIN
SIZ
E IN
MIL
LIM
ETE
RS
U.S
. STA
ND
AR
D S
IEV
E S
IZE
SH
YD
RO
ME
TER
270
20
0
140
10
0 8
0
60
40
20
16
14
10
8
4
1/4"
3/
8"
1/2"
3/4"
1
"
1-1
/2"
2"
3"
0.00
1
0.
005
0.0
1
0.
05
0.1
0.5
1
.0
5.0
10
.0
50
.0
1
00.0
CO
ARSE
MED
IUM
MED
IUM
MED
IUM
10 3534
9FI
GU
RE
NO
.
CO
B
BLE
SFI
NE
MED
IUM
GR
AVEL
GR
AVEL
GR
AVEL
CO
BB
LES
12K
F071
SILT
& C
LAY
SAN
D
VER
Y FI
NE
FIN
E
SAN
D
UN
IFIE
D
RE
MA
RK
SBo
reho
le 1
3, S
ampl
e SS
3, D
epth
2.3
0 to
2.7
0 m
SILT
Y C
LAY,
TR
ACE
SAN
D, T
RAC
E G
RAV
EL
M.I.
T.
U.S
. BU
RE
AU
CO
ARSE
SAN
DC
LAY
CLA
Y
PM
L R
EF.
SA
MP
LE N
O.:
PA
RTI
CLE
SIZ
E D
ISTR
IBU
TIO
N C
HA
RT
SILT
FIN
EC
OAR
SESI
LTC
OAR
SEFI
NE
0102030405060708090100 0.
001
0.01
00.
100
1.00
010
.000
100.
000
CUMULATIVE PERCENT PASSING
GR
AIN
SIZ
E IN
MIL
LIM
ETE
RS
U.S
. STA
ND
AR
D S
IEV
E S
IZE
SH
YD
RO
ME
TER
270
20
0
140
10
0 8
0
60
40
20
16
14
10
8
4
1/4"
3/
8"
1/2"
3/4"
1
"
1-1
/2"
2"
3"
0.00
1
0.
005
0.0
1
0.
05
0.1
0.5
1
.0
5.0
10
.0
50
.0
1
00.0
CO
ARSE
MED
IUM
PM
L R
EF.
PA
RTI
CLE
SIZ
E D
ISTR
IBU
TIO
N C
HA
RT
SILT
FIN
EC
OAR
SESI
LTC
OAR
SEFI
NE
UN
IFIE
D
RE
MA
RK
SBo
reho
le 1
5, S
ampl
e SS
3, D
epth
2.3
0 - 2
.75
mSI
LTY
CLA
Y, S
OM
E SA
ND
, TR
ACE
GR
AVEL
M.I.
T.
U.S
. BU
RE
AU
CO
ARSE
SAN
DC
LAY
CLA
YG
RAV
EL
GR
AVEL
CO
BB
LES
12K
F071
SILT
& C
LAY
SAN
D
VER
Y FI
NE
FIN
E
SAN
DM
EDIU
M
MED
IUM
11FI
GU
RE
NO
.
CO
B
BLE
SFI
NE
MED
IUM
GR
AVEL
0102030405060708090100 0.
001
0.01
00.
100
1.00
010
.000
100.
000
CUMULATIVE PERCENT PASSING
GR
AIN
SIZ
E IN
MIL
LIM
ETE
RS
U.S
. STA
ND
AR
D S
IEV
E S
IZE
SH
YD
RO
ME
TER
270
20
0
140
10
0 8
0
60
40
20
16
14
10
8
4
1/4"
3/
8"
1/2"
3/4"
1
"
1-1
/2"
2"
3"
0.00
1
0.
005
0.0
1
0.
05
0.1
0.5
1
.0
5.0
10
.0
50
.0
1
00.0
CO
ARSE
MED
IUM
PM
L R
EF.
PA
RTI
CLE
SIZ
E D
ISTR
IBU
TIO
N C
HA
RT
SILT
FIN
EC
OAR
SESI
LTC
OAR
SEFI
NE
UN
IFIE
D
RE
MA
RK
SBo
reho
le 1
9, S
ampl
e SS
10, D
epth
12.
20 -
12.6
5 m
SAN
DY
SILT
TIL
L, T
RAC
E C
LAY,
TR
ACE
GR
AVEL
M.I.
T.
U.S
. BU
RE
AU
CO
ARSE
SAN
DC
LAY
CLA
YG
RAV
EL
GR
AVEL
CO
BB
LES
12K
F071
SILT
& C
LAY
SAN
D
VER
Y FI
NE
FIN
E
SAN
DM
EDIU
M
MED
IUM
12FI
GU
RE
NO
.
CO
B
BLE
SFI
NE
MED
IUM
GR
AVEL
0102030405060708090100 0.
001
0.01
00.
100
1.00
010
.000
100.
000
CUMULATIVE PERCENT PASSING
GR
AIN
SIZ
E IN
MIL
LIM
ETE
RS
U.S
. STA
ND
AR
D S
IEV
E S
IZE
SH
YD
RO
ME
TER
270
20
0
140
10
0 8
0
60
40
20
16
14
10
8
4
1/4"
3/
8"
1/2"
3/4"
1
"
1-1
/2"
2"
3"
0.00
1
0.
005
0.0
1
0.
05
0.1
0.5
1
.0
5.0
10
.0
50
.0
1
00.0
CO
ARSE
MED
IUM
PM
L R
EF.
PA
RTI
CLE
SIZ
E D
ISTR
IBU
TIO
N C
HA
RT
SILT
FIN
EC
OAR
SESI
LTC
OAR
SEFI
NE
UN
IFIE
D
RE
MA
RK
SBo
reho
le 2
0, S
ampl
e SS
7, D
epth
6.1
0 - 6
.55
mSA
ND
Y SI
LT T
ILL,
TR
ACE
CLA
Y, T
RAC
E G
RAV
EL
M.I.
T.
U.S
. BU
RE
AU
CO
ARSE
SAN
DC
LAY
CLA
YG
RAV
EL
GR
AVEL
CO
BB
LES
12K
F071
SILT
& C
LAY
SAN
D
VER
Y FI
NE
FIN
E
SAN
DM
EDIU
M
MED
IUM
13FI
GU
RE
NO
.
CO
B
BLE
SFI
NE
MED
IUM
GR
AVEL
0102030405060708090100 0.
001
0.01
00.
100
1.00
010
.000
100.
000
CUMULATIVE PERCENT PASSING
GR
AIN
SIZ
E IN
MIL
LIM
ETE
RS
U.S
. STA
ND
AR
D S
IEV
E S
IZE
SH
YD
RO
ME
TER
270
20
0
140
10
0 8
0
60
40
20
16
14
10
8
4
1/4"
3/
8"
1/2"
3/4"
1
"
1-1
/2"
2"
3"
0.00
1
0.
005
0.0
1
0.
05
0.1
0.5
1
.0
5.0
10
.0
50
.0
1
00.0
CO
ARSE
MED
IUM
PM
L R
EF.
PA
RTI
CLE
SIZ
E D
ISTR
IBU
TIO
N C
HA
RT
SILT
FIN
EC
OAR
SESI
LTC
OAR
SEFI
NE
UN
IFIE
D
RE
MA
RK
SBo
reho
le 2
2, S
ampl
e SS
7, D
epth
6.1
0 - 6
.55
mSA
ND
Y SI
LT T
ILL,
TR
ACE
CLA
Y, T
RAC
E G
RAV
EL
M.I.
T.
U.S
. BU
RE
AU
CO
ARSE
SAN
DC
LAY
CLA
YG
RAV
EL
GR
AVEL
CO
BB
LES
12K
F071
SILT
& C
LAY
SAN
D
VER
Y FI
NE
FIN
E
SAN
DM
EDIU
M
MED
IUM
14FI
GU
RE
NO
.
CO
B
BLE
SFI
NE
MED
IUM
GR
AVEL
0102030405060708090100 0.
001
0.01
00.
100
1.00
010
.000
100.
000
CUMULATIVE PERCENT PASSING
GR
AIN
SIZ
E IN
MIL
LIM
ETE
RS
U.S
. STA
ND
AR
D S
IEV
E S
IZE
SH
YD
RO
ME
TER
270
20
0
140
10
0 8
0
60
40
20
16
14
10
8
4
1/4"
3/
8"
1/2"
3/4"
1
"
1-1
/2"
2"
3"
0.00
1
0.
005
0.0
1
0.
05
0.1
0.5
1
.0
5.0
10
.0
50
.0
1
00.0
200 m120 m 160 m80 m40 m
SCALE
0 m
SO
UT
H P
AR
KW
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D B
LV
D
B
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TT
ER
N
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LA
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BU
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(L
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TO
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W
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86
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A
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4825500
4825000
53
55
00
ST
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ET
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ST
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ET
'B'
ST
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ET
'C
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TO
W
NH
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CK
98
TO
W
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US
ES
BL
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CK
99
TO
W
N
H
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U
SE
S
BL
O
CK
100
TO
W
NH
O
US
ES
BL
O
CK
101
TO
W
N
H
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U
SE
S
BL
O
CK
102
TO
W
N
H
O
U
SE
S
BL
O
CK
103
TO
W
NH
O
US
ES
BL
O
CK
97
PA
RK
BL
O
CK
104
5.3
54h
a
ST
O
RM
W
AT
ER
M
AN
AG
EM
EN
T
BL
O
CK
106
1.2
48h
a
A
A'
B
B'
ST
RE
ET
'A'
SO
UT
H P
AR
KW
O
O
D B
O
UL
EV
AR
D
ST
RE
ET
'D'
ST
RE
ET
'C'
ST
RE
ET
'B'
ST
RE
ET
'F
'
ST
RE
ET
'A
'
53
40
00
BH 14
EL. 365.25
BH 14A
EL. 365.20
BH 13A
EL. 365.13
BH 12
EL. 362.32
BH 12A
EL. 362.32
BH 9
EL. 364.00
BH 8
EL. 365.20
BH 1
EL. 363.75
BH 16A
EL. 361.20
BH 20A
EL. 359.95
BH 20
EL. 360.00
BH 22A
EL. 359.50
BH 8A
EL. 365.25
BH 22
EL. 359.55
BH 19
EL. 362.40
BH 19A
EL. 362.35
BH 6A
EL. 366.60
BH 11A
EL. 363.95
BH 16
EL. 361.20
BH 7
EL. 366.10
BH 2A
EL. 365.25
BH 15
EL. 364.25
BH 21
EL. 358.60
BH 15A
EL. 364.25
BH 2
EL. 365.30
BH 3
EL. 364.90
BH 10
EL. 362.90
BH 13
EL. 365.13
BH 18
EL. 362.85
BH 17
EL. 362.40
DRAWN
CHECKED
APPROVED
DATE SCALE PML REF. DWG. NO.D. BRICE
K. HANES
M. ALAM
APRIL 2014 AS SHOWN 12KF071
REPORT 3
DRAWING 1
BIRDLAND DEVELOPMENTS LTD. c/o WALTERFEDY
HYDROGEOLOGICAL SITE ASSESSMENT FOR SOUTHWOOD 3 AND
SOUTHWOOD 4 RESIDENTIAL SUBDIVISION
1143 LISTOWEL ROAD, ELMIRA, ONTARIO
BOREHOLE AND MONITORING WELL LOCATION PLAN
LEGEND:
PROPOSED SOUTHWOOD 4
REFERENCE:
BOREHOLE LOCATION PLAN REPRODUCED FROM DRAWING SUPPLIED BY CLIENT.
NOTE:
THE INFERRED STRATIGRAPHY REFERRED TO IN THE REPORT IS BASED ON THE DATA FROM THESE BOREHOLES SUPPLEMENTED BY GEOLOGICAL
EVIDENCE. THE ACTUAL STRATIGRAPHY BETWEEN THE BOREHOLES MAY VARY.
SOUTHWOOD 3
MONITORING WELL LOCATION
BOREHOLE LOCATIONPROPOSED SOUTHWOOD 3 STORM WATER POND
ZONE 1
ZONE 2
ZONE 3
200 m120 m 160 m80 m40 m
SCALE
0 m
368
366
364
362
360
358
356
354
352
350
348
C/L W
HIPP
OORW
ILL D
R
C/L S
OUTH
PAR
KWOO
D BL
VD
C/L S
TREE
T 'D
'
C/L S
TREE
T 'A
'
LEGEND:
GROUNDWATER LEVEL MEASURED AFTER
DRILLING AND DATE
MONITORING WELL TIP
N VALUES BLOWS / 0.30m
EXISTING GROUND SURFACE
BOREHOLE
HYDROGEOLOGICAL MONITORING WELL
GROUNDWATER LEVEL FIRST ENCOUNTERED
DURING DRILLING AND DATE RECORDED
368
366
364
362
360
358
356
354
352
350
C/L S
TREE
T 'A
'
C/L S
TREE
T 'C
'
C/L S
TREE
T 'A
'
C/L S
TREE
T 'A
'
PROFILE A-A'
PROFILE B-B'
PROP
ERTY
LINE
PROP
ERTY
LINE
368
366
364
362
360
358
356
354
352
350
368
366
364
362
360
358
356
354
352
350
348
PROP
ERTY
LINE
PROP
ERTY
LINE
C/L L
ISTO
WEL
RD
SOUT
HWOO
D 4
SOUT
HWOO
D 4
SOUT
HWOO
D 4
SOUT
HWOO
D 4
SOUT
HWOO
D 3
SOUT
HWOO
D 3
SOUT
HWOO
D 3
C/L S
TREE
T 'A
'SO
UTHW
OOD
4
PROPOSED SWM POND (SOUTHWOOD 3)
LEGEND:
NOTES:
REFERENCE:
THE INFERRED STRATIGRAPHY REFERRED TO IN THE REPORT IS BASED ON THE DATA
FROM THESE BOREHOLES SUPPLEMENTED BY GEOLOGICAL EVIDENCE. THE ACTUAL
STRATIGRAPHY BETWEEN THE BOREHOLES MAY VARY.
SEE DRAWING 1 FOR LOCATION OF PROFILES
PROFILE REPRODUCED FROM DRAWING SUPPLIED BY CLIENT.
DRAWN
CHECKED
APPROVED
D. BRICE
K. HANES
M. ALAM
DATE SCALE PML REF. DWG. NO.
APRIL 2014 AS SHOWN 12KF071
REPORT 3
DWG 2
BIRDLAND DEVELOPMENTS LTD. c/o WALTERFEDY
HYDROGEOLOGICAL SITE ASSESSMENT FOR SOUTHWOOD 3 AND
SOUTHWOOD 4 RESIDENTIAL SUBDIVISION
1143 LISTOWEL ROAD
ELMIRA, ONTARIO
HYDROGEOLOGICAL PROFILES
SILT/SANDY SILT
TOPSOIL
SAND/SILTY SAND/GRAVELLY SAND
SANDY SILT TILL/SILTY SAND TILL
CLAYEY SILT / SILTY CLAY
CLAYEY SILT TILL / SILTY CLAY TILL
200 m120 m 160 m80 m40 m
SCALE
0 m
SO
U
TH
PA
R
K
W
O
O
D
B
LV
D
B
U
TT
ER
N
U
T P
LA
C
E
BU
RL
W
OO
D D
RIV
E
(L
IS
TO
W
E
L R
O
A
D
)
W
H
IP
PO
O
R
W
IL
L D
R
IV
E
H
IG
H
W
A
Y
86
A
R
TH
U
R
S
TR
EE
T
N
IG
H
TH
A
W
K
L
A
N
E
BH 14
EL. 365.25
BH 14A
EL. 365.20
BH 13A
EL. 365.13
BH 12
EL. 362.32
BH 12A
EL. 362.32
BH 9
EL. 364.00
BH 8
EL. 365.20
BH 1
EL. 363.75
BH 16A
EL. 361.20
BH 20A
EL. 359.95
BH 20
EL. 360.00
BH 22A
EL. 359.50
BH 8A
EL. 365.25
BH 22
EL. 359.55
BH 19
EL. 362.40
BH 19A
EL. 362.35
BH 6A
EL. 366.60
BH 11A
EL. 363.95
BH 16
EL. 361.20
BH 7
EL. 366.10
BH 2A
EL. 365.25
BH 15
EL. 364.25
BH 21
EL. 358.60
BH 15A
EL. 364.25
BH 2
EL. 365.30
BH 3
EL. 364.90
BH 10
EL. 362.90
BH 13
EL. 365.13
BH 18
EL. 362.85
BH 17
EL. 362.40
365.00
363.00
361.00
359.00
359.00
364.00
362.00
360.00
358.00
358.00
LEGEND:
NOTE:
REFERENCE:
THE INFERRED STRATIGRAPHY REFERRED TO IN THE REPORT IS BASED ON THE DATA
FROM THESE BOREHOLES SUPPLEMENTED BY GEOLOGICAL EVIDENCE. THE ACTUAL
STRATIGRAPHY BETWEEN THE BOREHOLES MAY VARY.
MONITORING PLAN REPRODUCED FROM DRAWING SUPPLIED BY CLIENT.
DRAWN
CHECKED
APPROVED
D. BRICE
K. HANES
M. ALAM
DATE SCALE PML REF. DWG. NO.
APRIL 2014 AS SHOWN 12KF071
REPORT 3
DRAWING 3A
BIRDLAND DEVELOPMENTS LTD. c/o WALTERFEDY
HYDROGEOLOGICAL SITE ASSESSMENT FOR SOUTHWOOD 3 AND
SOUTHWOOD 4 RESIDENTIAL SUBDIVISION
1143 LISTOWEL ROAD
ELMIRA, ONTARIO
(SHALLOW) GROUND WATER CONTOURS AND
FLOW DIRECTION
GROUND WATER CONTOUR WITH ELEVATIONS
(DATA BASED ON MEASUREMENTS TAKEN MARCH 25, 2014)
INFERRED GROUND WATER FLOW DIRECTION
200 m120 m 160 m80 m40 m
SCALE
0 m
SO
U
TH
PA
R
K
W
O
O
D
B
LV
D
B
U
TT
ER
N
U
T P
LA
C
E
BU
RL
W
OO
D D
RIV
E
(L
IS
TO
W
E
L R
O
A
D
)
W
H
IP
PO
O
R
W
IL
L D
R
IV
E
H
IG
H
W
A
Y
86
A
R
TH
U
R
S
TR
EE
T
N
IG
H
TH
A
W
K
L
A
N
E
BH 14
EL. 365.25
BH 14A
EL. 365.20
BH 13A
EL. 365.13
BH 12
EL. 362.32
BH 12A
EL. 362.32
BH 9
EL. 364.00
BH 8
EL. 365.20
BH 1
EL. 363.75
BH 16A
EL. 361.20
BH 20A
EL. 359.95
BH 20
EL. 360.00
BH 22A
EL. 359.50
BH 8A
EL. 365.25
BH 22
EL. 359.55
BH 19
EL. 362.40
BH 19A
EL. 362.35
BH 6A
EL. 366.60
BH 11A
EL. 363.95
BH 16
EL. 361.20
BH 7
EL. 366.10
BH 2A
EL. 365.25
BH 15
EL. 364.25
BH 21
EL. 358.60
BH 15A
EL. 364.25
BH 2
EL. 365.30
BH 3
EL. 364.90
BH 10
EL. 362.90
BH 13
EL. 365.13
BH 18
EL. 362.85
BH 17
EL. 362.40
360.00
355.00
350.00
357.50
352.50
LEGEND:
NOTE:
REFERENCE:
THE INFERRED STRATIGRAPHY REFERRED TO IN THE REPORT IS BASED ON THE DATA
FROM THESE BOREHOLES SUPPLEMENTED BY GEOLOGICAL EVIDENCE. THE ACTUAL
STRATIGRAPHY BETWEEN THE BOREHOLES MAY VARY.
MONITORING PLAN REPRODUCED FROM DRAWING SUPPLIED BY CLIENT.
DRAWN
CHECKED
APPROVED
D. BRICE
K. HANES
M. ALAM
DATE SCALE PML REF. DWG. NO.
APRIL 2014 AS SHOWN 12KF071
REPORT 3
DRAWING 3B
BIRDLAND DEVELOPMENTS LTD. c/o WALTERFEDY
HYDROGEOLOGICAL SITE ASSESSMENT FOR SOUTHWOOD 3 AND
SOUTHWOOD 4 RESIDENTIAL SUBDIVISION
1143 LISTOWEL ROAD
ELMIRA, ONTARIO
(DEEP) GROUND WATER CONTOURS AND FLOW
DIRECTION
GROUND WATER CONTOUR WITH ELEVATIONS
(DATA BASED ON MEASUREMENTS TAKEN MARCH 25, 2014)
INFERRED GROUND WATER FLOW DIRECTION
Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014
APPENDIX A
MOE Water Well Record and Water Well Response Forms
Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014
Appendix A, Page 1 of 2
M.O.E. WATER WELL RECORDS REFERENCE TABLE
PML WELL IDENTIFICATION
M.O.E. WELL IDENTIFICATION
MEASURED WATER DEPTH
(m)
1001 6509311 337.5
1002 6502832 344.4
1003 6507008 --
1004 6508370 343.2
1005 6502766 350.8
1006 6506897 --
1007 6506898 --
1008 6507007 --
1009 6502781 340.8
1010 6506869 339.9
1011 6506927 --
1012 6506983 --
1013 6502831 346.0
1014 6506539 --
1015 6504365 349.3
1016 6502780 339.9
1017 6508506 343.3
1018 6506593 343.5
1019 6504253 341.4
1020 6502834 343.8
1021 6503284 342.6
1022 6502705 342.6
1023 6502776 345.8
1024 6502782 345.6
Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014
Appendix A, Page 2 of 2
M.O.E. WATER WELL RECORDS REFERENCE TABLE
PML WELL IDENTIFICATION
M.O.E. WELL IDENTIFICATION
MEASURED WATER DEPTH
(m)
1025 6502764 342.9
1026 6504583 342.9
1027 6502760 338.5
1028 6508715 345.5
1029 6502979 343.2
Water Well
Identity : ca.on.waterWell.6509311External identity : ca.on.waterWell.6509311Source : Ontario Ministry of EnvironmentOnline resource : http://www.ene.gov.on.ca/environment/en/subject/wells/index.htmLength : 35.66mElevation : NaNmWater level : 26.52mWater yield : 45.46lpmWater use : DomesticWell status : Water SupplyWell type : UnknownSealing components : From 0.00 to 6.10m; From 6.10 to 35.66m.Screen components : From 34.7472 to 35.66m.
Well Log
Depthfrom(m)
Depthto (m)
GIN Lithology Original Lithology Porosity* HydraulicConductivity*
*Note: Porosity and hydraulic conductivity values are NOT measured but are derived from tablesshowing statistical averages for lithologies
Water Well
Identity : ca.on.waterWell.6507008External identity : ca.on.waterWell.6507008Source : Ontario Ministry of EnvironmentOnline resource : http://www.ene.gov.on.ca/environment/en/subject/wells/index.htmLength : 54.86mElevation : 363.93mWater use : Not UsedWell status : Observation WellsWell type : UnknownSealing components : From 35.66 to 54.86m.Screen components : From 34.7472 to 40.84m.
Well Log
Depthfrom(m)
Depthto (m)
GIN Lithology Original Lithology Porosity* HydraulicConductivity*
*Note: Porosity and hydraulic conductivity values are NOT measured but are derived from tablesshowing statistical averages for lithologies
Water Well
Identity : ca.on.waterWell.6506897External identity : ca.on.waterWell.6506897Source : Ontario Ministry of EnvironmentOnline resource : http://www.ene.gov.on.ca/environment/en/subject/wells/index.htmLength : 21.34mElevation : 363.02mWater use : Not UsedWell status : Observation WellsWell type : UnknownSealing components : From 19.81 to 21.34m.Screen components : From 15.24 to 19.81m.
Well Log
Depthfrom(m)
Depthto (m)
GIN Lithology Original Lithology Porosity* HydraulicConductivity*
0.00 0.30 Soil TOPSOIL
0.30 1.83 Sand
Silt
Unknown material
SAND SILT SOFT [26,53]%[34,61]%
[2E-7,6E-3]m.s-1[1E-9,2E-5]m.s-1
1.83 4.27 Clay
Unknown material
CLAY SOFT [34,57]% [1E-11,4.7E-9]m.s-1
4.27 13.11 Clay
Silt
Unknown material
CLAY SILT SOFT [34,57]%[34,61]%
[1E-11,4.7E-9]m.s-1[1E-9,2E-5]m.s-1
13.11 18.59 Sand
Gravel
Unknown material
SAND GRAVELSOFT
[26,53]%[24,44]%
[2E-7,6E-3]m.s-1[3E-4,3E-2]m.s-1
18.59 21.34 Gravel
Gravel
Unknown material
GRAVELBOULDERS HARD
[24,44]%[24,44]%
[3E-4,3E-2]m.s-1[3E-4,3E-2]m.s-1
*Note: Porosity and hydraulic conductivity values are NOT measured but are derived from tablesshowing statistical averages for lithologies
Water Well
Identity : ca.on.waterWell.6506898External identity : ca.on.waterWell.6506898Source : Ontario Ministry of EnvironmentOnline resource : http://www.ene.gov.on.ca/environment/en/subject/wells/index.htmLength : 53.34mElevation : 363.02mWater use : Not UsedWell status : Observation WellsWell type : UnknownSealing components : From 50.29 to 53.34m.Screen components : From 45.72 to 50.29m.
Well Log
Depthfrom(m)
Depthto (m)
GIN Lithology Original Lithology Porosity* HydraulicConductivity*
0.00 0.30 Soil TOPSOIL
0.30 1.83 Sand
Silt
Unknown material
SAND SILT SOFT [26,53]%[34,61]%
[2E-7,6E-3]m.s-1[1E-9,2E-5]m.s-1
1.83 4.27 Clay
Unknown material
CLAY SOFT [34,57]% [1E-11,4.7E-9]m.s-1
4.27 13.11 Clay
Silt
Unknown material
CLAY SILT HARD [34,57]%[34,61]%
[1E-11,4.7E-9]m.s-1[1E-9,2E-5]m.s-1
13.11 18.59 Sand
Gravel
Unknown material
SAND GRAVELSOFT
[26,53]%[24,44]%
[2E-7,6E-3]m.s-1[3E-4,3E-2]m.s-1
18.59 23.77 Gravel
Gravel
Unknown material
GRAVELBOULDERS HARD
[24,44]%[24,44]%
[3E-4,3E-2]m.s-1[3E-4,3E-2]m.s-1
23.77 27.74 Clay
Silt
Unknown material
CLAY SILT SOFT [34,57]%[34,61]%
[1E-11,4.7E-9]m.s-1[1E-9,2E-5]m.s-1
27.74 37.49 Sand
Gravel
SAND GRAVELSOFT
[26,53]%[24,44]%
[2E-7,6E-3]m.s-1[3E-4,3E-2]m.s-1
Water Well
Identity : ca.on.waterWell.6507007External identity : ca.on.waterWell.6507007Source : Ontario Ministry of EnvironmentOnline resource : http://www.ene.gov.on.ca/environment/en/subject/wells/index.htmLength : 62.18mElevation : 360.88mWater use : Not UsedWell status : Observation WellsWell type : UnknownSealing components : From 51.82 to 62.18m.Screen components : From 47.244 to 51.82m; From 32.004 to 36.58m.
Well Log
Depthfrom(m)
Depthto (m)
GIN Lithology Original Lithology Porosity* HydraulicConductivity*
0.00 0.30 Soil
Unknown material
TOPSOIL SOFT
0.30 2.44 Clay
Unknown material
CLAY SOFT [34,57]% [1E-11,4.7E-9]m.s-1
2.44 9.45 Till
Gravel
Unknown material
TILL STONESHARD
[24,44]% [1E-12,2E-6]m.s-1[3E-4,3E-2]m.s-1
9.45 10.67 Till
Gravel
Unknown material
TILL GRAVEL HARD[24,44]% [1E-12,2E-6]m.s-1[3E-4,3E-2]m.s-1
10.67 12.50 Gravel
Unknown material
GRAVEL SOFT [24,44]% [3E-4,3E-2]m.s-1
12.50 21.95 Sand
Silt
Unknown material
SAND SILT SOFT [26,53]%[34,61]%
[2E-7,6E-3]m.s-1[1E-9,2E-5]m.s-1
21.95 22.86 Clay
Silt
Unknown material
CLAY SILT SOFT [34,57]%[34,61]%
[1E-11,4.7E-9]m.s-1[1E-9,2E-5]m.s-1
22.86 39.93 Sand
Gravel
SAND GRAVELSOFT
[26,53]%[24,44]%
[2E-7,6E-3]m.s-1[3E-4,3E-2]m.s-1
Water Well
Identity : ca.on.waterWell.6502781External identity : ca.on.waterWell.6502781Source : Ontario Ministry of EnvironmentOnline resource : http://www.ene.gov.on.ca/environment/en/subject/wells/index.htmLength : 32.00mElevation : 358.14mWater level : 19.20mWater use : DomesticWell status : Water SupplyWell type : Unknown
Well Log
Depthfrom(m)
Depthto (m)
GIN Lithology Original Lithology Porosity* HydraulicConductivity*
*Note: Porosity and hydraulic conductivity values are NOT measured but are derived from tablesshowing statistical averages for lithologies
Water Well
Identity : ca.on.waterWell.6506869External identity : ca.on.waterWell.6506869Source : Ontario Ministry of EnvironmentOnline resource : http://www.ene.gov.on.ca/environment/en/subject/wells/index.htmLength : 67.36mElevation : 367.89mWater use : Not UsedWell status : Observation WellsWell type : UnknownSealing components : From 54.86 to 67.36m.Screen components : From 45.72 to 54.86m; From 27.432 to 33.53m.
Well Log
Depthfrom(m)
Depthto (m)
GIN Lithology Original Lithology Porosity* HydraulicConductivity*
0.00 4.57 Clay
Unknown material
Unknown material
CLAY LOOSE SOFT [34,57]% [1E-11,4.7E-9]m.s-1
4.57 57.61 Clay
Gravel
Unknown material
CLAY STONESHARD
[34,57]%[24,44]%
[1E-11,4.7E-9]m.s-1[3E-4,3E-2]m.s-1
57.61 65.23 Clay
Unknown material
CLAY SOFT [34,57]% [1E-11,4.7E-9]m.s-1
65.23 67.36 Shale
Bedrock
Unknown material
SHALE ROCKHARD
[1,10]% [1E-13,2E-9]m.s-1
*Note: Porosity and hydraulic conductivity values are NOT measured but are derived from tablesshowing statistical averages for lithologies
Water Well
Identity : ca.on.waterWell.6506927External identity : ca.on.waterWell.6506927Source : Ontario Ministry of EnvironmentOnline resource : http://www.ene.gov.on.ca/environment/en/subject/wells/index.htmLength : 70.10mElevation : 366.98mWater use : Not UsedWell status : Observation WellsWell type : UnknownSealing components : From 53.34 to 70.10m.
Well Log
Depthfrom(m)
Depthto (m)
GIN Lithology Original Lithology Porosity* HydraulicConductivity*
0.00 0.30 Soil TOPSOIL
0.30 1.83 Clay
Unknown material
CLAY SOFT [34,57]% [1E-11,4.7E-9]m.s-1
1.83 8.23 Clay
Unknown material
CLAY SOFT [34,57]% [1E-11,4.7E-9]m.s-1
8.23 15.85 Till
Gravel
Unknown material
TILL STONESHARD
[24,44]% [1E-12,2E-6]m.s-1[3E-4,3E-2]m.s-1
15.85 17.68 Clay
Unknown material
CLAY SOFT [34,57]% [1E-11,4.7E-9]m.s-1
17.68 28.35 Clay
Silt
Unknown material
CLAY SILT SOFT [34,57]%[34,61]%
[1E-11,4.7E-9]m.s-1[1E-9,2E-5]m.s-1
28.35 34.44 Gravel
Unknown material
GRAVEL SOFT [24,44]% [3E-4,3E-2]m.s-1
34.44 50.29 Till
Gravel
Unknown material
TILL STONES SOFT[24,44]% [1E-12,2E-6]m.s-1[3E-4,3E-2]m.s-1
50.29 65.84 Gravel
Gravel
Unknown material
GRAVEL STONESHARD
[24,44]%[24,44]%
[3E-4,3E-2]m.s-1[3E-4,3E-2]m.s-1
Water Well
Identity : ca.on.waterWell.6506983External identity : ca.on.waterWell.6506983Source : Ontario Ministry of EnvironmentOnline resource : http://www.ene.gov.on.ca/environment/en/subject/wells/index.htmLength : 70.71mElevation : 366.06mWater use : Not UsedWell status : Observation WellsWell type : UnknownSealing components : From 56.39 to 70.71m.
Well Log
Depthfrom(m)
Depthto (m)
GIN Lithology Original Lithology Porosity* HydraulicConductivity*
0.00 1.83 Silt
Sand
Unknown material
SILT SAND SOFT [34,61]%[26,53]%
[1E-9,2E-5]m.s-1[2E-7,6E-3]m.s-1
1.83 3.35 Clay
Unknown material
CLAY SOFT [34,57]% [1E-11,4.7E-9]m.s-1
3.35 12.80 Clay
Till
Unknown material
CLAY TILL SOFT [34,57]% [1E-11,4.7E-9]m.s-1[1E-12,2E-6]m.s-1
12.80 18.90 Clay
Till
Unknown material
CLAY TILL HARD [34,57]% [1E-11,4.7E-9]m.s-1[1E-12,2E-6]m.s-1
18.90 21.64 Clay
Unknown material
CLAY SOFT [34,57]% [1E-11,4.7E-9]m.s-1
21.64 24.99 Clay
Unknown material
CLAY SOFT [34,57]% [1E-11,4.7E-9]m.s-1
24.99 30.48 Sand
Gravel
Unknown material
SAND GRAVELHARD
[26,53]%[24,44]%
[2E-7,6E-3]m.s-1[3E-4,3E-2]m.s-1
30.48 36.58 Clay
Sand
Unknown material
CLAY SAND HARD [34,57]%[26,53]%
[1E-11,4.7E-9]m.s-1[2E-7,6E-3]m.s-1
Water Well
Identity : ca.on.waterWell.6502831External identity : ca.on.waterWell.6502831Source : Ontario Ministry of EnvironmentOnline resource : http://www.ene.gov.on.ca/environment/en/subject/wells/index.htmLength : 44.81mElevation : 370.33mWater level : 24.38mWater use : LivestockWell status : Water SupplyWell type : Unknown
Well Log
Depthfrom(m)
Depthto (m)
GIN Lithology Original Lithology Porosity* HydraulicConductivity*
0.00 0.91 Soil TOPSOIL
0.91 1.83 Clay
Sand
CLAY MEDIUMSAND
[34,57]%[26,53]%
[1E-11,4.7E-9]m.s-1[2E-7,6E-3]m.s-1
1.83 8.84 Clay CLAY [34,57]% [1E-11,4.7E-9]m.s-1
8.84 14.94 Clay
Gravel
CLAY STONES [34,57]%[24,44]%
[1E-11,4.7E-9]m.s-1[3E-4,3E-2]m.s-1
14.94 15.24 Sand MEDIUM SAND [26,53]% [2E-7,6E-3]m.s-1
Qcu Consolidated Undrained Triaxial C Consolidation
Qd Drained Triaxial PML-GEO-508A Rev. 2009-04
1
2
3
4
5
6
7
8
SS
SS
SS
SS
SS
SS
SS
SS
3
9
23
20
26
18
25
77/250 mm
Stick up withJ-Plug
50 mm PlasticRiser
Bentonite Seal
Filter Sand
50 mm SlottedScreen
Water Levels:Date Depth(m) Elev.10/01/2013 Dry16/01/2013 Dry02/05/2013 5.5 358.25
0.23
0.50 363.25
0.95 362.80
3.0360.8
4.5359.3
7.0
7.3356.5
TOPSOIL: Dark brown clayey silt, trace,gravel, rootlets, moist to wetSILTY SAND: Very loose brown silty sand,trace clay, moist to wetCLAYEY SILT TILL: Firm brown and greymottled clayey silt, trace sand, APLbecoming very stiff, brown, trace gravel,DTPL
becoming grey, occasional silt seams
no seams
SILT TILL: Very dense grey silt, somegravel, dampBOREHOLE TERMINATED AT 7.3 m
(kPa)
kN/m3
UN
IT W
EIG
HT
LE
GE
ND
LIQUID LIMIT
NU
MB
ER
CHECKED BY
GROUND ELEVATION
PLASTIC LIMIT
South Parkwood Boulevard, Elmira, Ontario
WL
LOCATION
Southwood 3 Residential Subdivision
W
D. Brice
363.75
kh
BORING DATE:
REMOLDED FIELD VANEWATER LEVEL OBSERVED DURING /UPON COMPLETION OF DRILLING
Water Levels:Date Depth(m) Elev.09/01/2013 Dry16/01/2013 Dry02/05/2013 Dry
0.250.40
364.90
2.3363.0
4.6360.7
6.2359.1
7.6357.7
9.1356.2
10.7354.6
12.8352.5
TOPSOIL: Dark brown clayey silt, tracegravel, rootlets, APLSILTY SAND: Very loose brown silty sand,moist to wetSILTY CLAY: Firm grey and brown mottledsilty clay, trace sand, APL, occasionalmoist to wet sand seams
becoming brown, trace gravel, no seams,DTPL
SILT TILL: Very dense grey silt, somesand, trace gravel, damp
CLAYEY SILT TILL: Hard grey clayey silt,trace gravel, DTPL
SILT TILL: Very dense grey silt, somegravel, trace sand, damp
occasional sand seams
no seams
BOREHOLE TERMINATED AT 12.8 m
(kPa)
kN/m3
UN
IT W
EIG
HT
LE
GE
ND
LIQUID LIMIT
NU
MB
ER
CHECKED BY
GROUND ELEVATION
PLASTIC LIMIT
South Parkwood Boulevard, Elmira, Ontario
WL
LOCATION
Southwood 3 Residential Subdivision
W
D. Brice
365.30
kh
BORING DATE:
REMOLDED FIELD VANEWATER LEVEL OBSERVED DURING /UPON COMPLETION OF DRILLING
Upon completion ofdrilling borehole open withno free water
0.200.40
364.50
3.1361.8
4.6360.3
6.1358.8
7.3357.6
TOPSOIL: Dark brown clayey silt, tracegravel, rootlets, APLSILTY SAND: Very loose brown silty sand,trace clay, very moistSILTY CLAY: Firm to very stiff brown siltyclay, trace gravel, DTPL, occasional siltlayers
becoming hard
becoming very stiff
SILT TILL: Very dense grey silt, somesand, damp
BOREHOLE TERMINATED AT 7.3 m
(kPa)
kN/m3
UN
IT W
EIG
HT
LE
GE
ND
LIQUID LIMIT
NU
MB
ER
CHECKED BY
GRAIN SIZEDISTRIBUTION (%)
GROUND ELEVATION
PLASTIC LIMIT
SA SI&CL
South Parkwood Boulevard, Elmira, Ontario
WL
LOCATION
Southwood 3 Residential Subdivision
W
D. Brice
364.90
kh
BORING DATE:
REMOLDED FIELD VANEWATER LEVEL OBSERVED DURING /UPON COMPLETION OF DRILLING
Upon completion ofdrilling borehole was openwith no free water
0.38 365.62
2.3363.7
4.7361.3
6.6359.4
TOPSOIL: Dark brown clayey silt, tracegravel, rootlets, very moistSILTY CLAY: Firm brown and grey mottledsilty clay, trace sand, APL, occasionalmoist to wet silt seams
becoming very stiff, brown, trace gravel,DTPL
SILT TILL: Very dense grey silt, somegravel, damp
BOREHOLE TERMINATED AT 6.6 m
(kPa)
kN/m3
UN
IT W
EIG
HT
LE
GE
ND
LIQUID LIMIT
NU
MB
ER
CHECKED BY
GRAIN SIZEDISTRIBUTION (%)
GROUND ELEVATION
PLASTIC LIMIT
SA SI&CL
South Parkwood Boulevard, Elmira, Ontario
WL
LOCATION
Southwood 3 Residential Subdivision
W
D. Brice
366.00
kh
BORING DATE:
REMOLDED FIELD VANEWATER LEVEL OBSERVED DURING /UPON COMPLETION OF DRILLING
Water Levels:Date Depth(m) Elev.07/01/2013 11.73 354.8716/01/2013 8.74 357.8602/05/2013 7.28 359.32
0.230.33
366.27
4.6362.0
7.6359.0
12.3354.3
TOPSOIL: Dark brown clayey silt, tracegravel, rootlets very moistSILTY SAND: Loose brown silty sand,moist to wetSILTY CLAY: Stiff to very stiff brown siltyclay, trace gravel, DTPL, occasional moistto wet silt layers
SILT TILL: Dense to very dense grey silt,some gravel, some sand, damp
occasional sand seams, moist to wet
BOREHOLE TERMINATED AT 12.3 m
(kPa)
kN/m3
UN
IT W
EIG
HT
LE
GE
ND
LIQUID LIMIT
NU
MB
ER
CHECKED BY
GROUND ELEVATION
PLASTIC LIMIT
South Parkwood Boulevard, Elmira, Ontario
WL
LOCATION
Southwood 3 Residential Subdivision
W
D. Brice
366.60
kh
BORING DATE:
REMOLDED FIELD VANEWATER LEVEL OBSERVED DURING /UPON COMPLETION OF DRILLING
Water Levels:Date Depth(m) Elev.08/01/2013 Dry16/01/2013 Dry02/05/2013 10.99 355.11
0.35 365.75
0.86 365.24
3.1363.0
4.6361.5
6.1360.0
12.4353.7
TOPSOIL: Dark brown clayey silt, trace,gravel, rootlets, very moistSILTY SAND: Loose brown silty sand,trace clay, very moistCLAYEY SILT TILL: Very stiff brown clayeysilt, trace gravel, DTPL
becoming grey
becoming stiff, APL
SILT TILL: Very dense grey silt, tracegravel, trace sand, damp
BOREHOLE TERMINATED AT 12.4 m
(kPa)
kN/m3
UN
IT W
EIG
HT
LE
GE
ND
LIQUID LIMIT
NU
MB
ER
CHECKED BY
GROUND ELEVATION
PLASTIC LIMIT
South Parkwood Boulevard, Elmira, Ontario
WL
LOCATION
Southwood 3 Residential Subdivision
W
D. Brice
366.10
kh
BORING DATE:
REMOLDED FIELD VANEWATER LEVEL OBSERVED DURING /UPON COMPLETION OF DRILLING