HomeMy WebLinkAbout[07a] Wellhead Protection Plan Part 1 AdoptionPart I Wellhead Protection Plan
(Overall Plan APPENDIX II)
WHPA and DWSMA Delineations and
Vulnerability Assessments
City of St. Joseph, Minnesota
SEH No. ASTJOE0303.00
April 2010
Table of Contents
Table of Contents
Page
1.0 Public Water Supply Profile ......................................................................................1
1.1 Wellhead Protection Manager ............................................................................. 1
1.2 Wellhead Protection Plan Consultant ................................................................. 1
2.0 Introduction ................................................................................................................1
2.1 Data Elements .................................................................................................... 2
2.2 Geological Setting ............................................................................................... 5
2.3 Hydrogeologic Setting ......................................................................................... 6
3.0 Delineation of the Wellhead Protection Area ..........................................................8
3.1 Criteria Used to Delineate the Wellhead Protection Area ................................... 8
3.2 Method Used to Delineate the Wellhead Protection Area ................................. 10
3.3 Results of Model Calibration and Sensitivity Analysis ...................................... 10
4.0 Delineation of the Drinking Water Supply Management Area .............................13
5.0 Vulnerability Assessments .....................................................................................13
5.1 Assessment of Well Vulnerability ...................................................................... 13
5.2 Vulnerability Assessment for the Drinking Water Supply Management Area ... 14
6.0 Recommendations ...................................................................................................14
7.0 Standard of Care ......................................................................................................16
8.0 References ...............................................................................................................16
SEH is a registered trademark of Short Elliott Hendrickson Inc.
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City of Saint Joseph, Minnesota Page i
Table of Contents (Continued)
List of Tables
Table 1 – Municipal Well Details
Table 2 – Municipal Well Production and Use
Table 3 – Local and Regional High Capacity Wells
Table 4 – Precipitation Data
Table 5 – Regional Aquifer Pumping Test Results – Sand and Gravel
Table 6 – Groundwater Flow Model Parameters
List of Figures
Figure 1 – WHPA and DWSMA
Figure 2 – Surficial Geology
Figure 3 – Bedrock Geology
Figure 4 – Typical Geologic Cross-Section (NW to SE)
Figure 5 – Typical Geologic Cross-Section (NE to SW)
Figure 6 – Existing Landuse Map
Figure 7 – SSURGO Soils Map
Figure 8 – Groundwater Flow Model Features
Figure 9 – Calculated Groundwater Flow Model Head
Figure 10 – Calibration Points
Figure 11 – Test 20 Calibration Plot
Figure 12 – Test 20 Calibration HistogramTitle
List of Appendices
Appendix A Aquifer Pump Test Report
Appendix B MLAEM Model Datasets
Appendix C GIS Files
Appendix D Well Vulnerability Assessment Worksheets
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City of Saint Joseph, Minnesota Page ii
April 2010
Part I Wellhead Protection Plan (Overall Plan
APPENDIX II)
WHPA and DWSMA Delineations and Vulnerability Assessments
Prepared for the City of St. Joseph, Minnesota
1.0 Public Water Supply Profile
The following persons are the contacts for the St. Joseph Wellhead Protection Plan.
1.1 Wellhead Protection Manager
Terry Thene
Public Works Director
City of St. Joseph Public Works
25 College Avenue North
St. Joseph, Minnesota 56374
Telephone: 320.363.7201
Fax: 320.363.0342
Email: tthene@cityofstjoseph.com
1.2 Wellhead Protection Plan Consultant
Erik J. Tomlinson, PG
SEH Inc.
3535 Vadnais Center Drive
St. Paul, Minnesota 55110
Telephone: 651.490.2022
Fax: 651.490.2150
Email: etomlinson@sehinc.com
2.0 Introduction
This appendix presents the technical discussion of the delineation of the Wellhead Protecion
Area (WHPA) and Drinking Water Supply Management Area (DWSMA) and the
assessments of well and DWSMA vulnerability. This work was performed by Short Elliott
Hendrickson, Inc. (SEH) at the request of the City of St. Joseph (the City) and meets WHP
planning requirements that are specified in Minnesota Rules 4720.5100-4720.5590.
A computer groundwater modeling method termed Multi-Layer Analytic Element Model
(MLAEM) was used to calculate the subsurface capture area for the primary water supply
Table 1
well(s) used by the City of St. Joseph. Municipal well details are provided in .
Discussion of the WHPA delineation is presented in Section 2 of this appendix.
Part I Wellhead Protection Plan (Overall Plan APPENDIX II) - WHPA and DWSMA Delineations and Vulnerability
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City of Saint Joseph, Minnesota
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Figure 1
The DWSMA boundaries () were determined using geographic features, such as
roads, fence lines, or property boundaries that the public can visualize. The actual features
that were used and the process for defining the DWSMA boundaries are discussed in
Section 3 of this appendix.
The well(s) used by the Public Water Supplier were assessed for their intrinsic vulnerability.
The methodology for conducting the well vulnerability assessment(s) is presented in Section
4 of this appendix, as is the methodology that was used to determine the DWSMA
vulnerability.
2.1 Data Elements
In accordance with Minnesota Rule Chapter 4720.5400 and the June 19, 2007 Minnesota
Department of Health (MDH) Scoping Decision Notice No. 1, the following section discusses
the required data elements for this Plan. In summary, the required data elements included all
or portions of: geologic conditions, water resources, land use, public utility services, surface
water quantity, groundwater quantity, and groundwater quality.
Precipitation
: The average annual precipitation for the area around the Public Water
Supplier during the five-year period from 2004-2008 was obtained from Minnesota
Climatology Working Group, which is a joint effort between the University of Minnesota and
the Minnesota Department of Natural Resources (DNR).
The average precipitation amount was used in conjunction with the interpretation of
subsurface geological conditions and water chemistry data to assign recharge to the aquifer
that is used by the Public Water Supplier. A recent United States Geological Survey (USGS)
report (Delin 2009) regarding infiltration/recharge was also reviewed and used to guide the
calculation of recharge rates to the sand and gravel aquifer as well as the till material.
Soils
: Soils information was obtained from the Stearns County soil survey that was prepared
by the U.S. Natural Resource Soil Conservation Service (USDA 1985). Soils information
was used to refine the understanding of the surficial geology and used in conjunction with
other geologic and groundwater quality data to define the DWSMA vulnerability.
The sand and gravel source water aquifer utilized by the City exhibits unconfined
hydrogeologic conditions. Much of the surficial aquifer is confined in the surrounding area,
however in the vicinity of the City’s existing wells, the confining layer is absent and is
therefore in direct hydrologic connection with the land surface or surface waters.
Geological Information:
The local and regional geologic and hydrogeologic conditions
influence the delineation of the WHPAs for the public water supply wells. By characterizing
these conditions, the geometry, location and magnitude of groundwater recharge and
discharge areas, and the groundwater flow direction of the source water aquifer could be
determined or estimated.
Existing geological maps, reports, and studies that were used are listed in the References
section of the plan. Through the use of public-domain well records and local and regional
geologic studies and publications, the geology and hydrogeology of the area have been
evaluated and reviewed to aid in the WHPA delineations and vulnerability assessments.
These resources were provided by the City, the MDH, the Minnesota Geological Survey
(MGS), and the USGS.
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City of Saint Joseph, Minnesota Page 2
These resources provided the basis for defining local geologic and hydrologic conditions but
this interpretation was refined using soils data, exposures of geological materials, and the
records of wells, borings, exploration test holes, and excavations. The City has no additional
geologic information from logs or borehole geophysical records of wells, borings, or
exploration test holes, nor additional information from surface geophysical studies.
Figure 2
Specifically, a surficial geologic map () was prepared to define the lateral extent of
the aquifer and its relationship to non-aquifer materials. A bedrock geologic map is presented
Figure 3
as. Well records and other subsurface data that are housed in the MDH County
Figures 45
Well Index (CWI) were used to prepare cross sections ( and ) that show 1) vertical
and lateral variations in subsurface geological conditions and 2) hydraulic relationships
between the aquifer used by the Public Water Supplier and surface hydrologic features.
All of this geological information was used to define hydrogeologic boundaries that were
incorporated into the delineation of the WHPA and used to assess DWSMA vulnerability.
Also, the construction information about the public water supply wells was used in
conjunction with groundwater quality data to assess well vulnerability.
Water Resources Information
: Existing maps of major and minor watershed boundaries and
wetlands were used in conjunction with water levels obtained from well records that are in
CWI to identify areas where possible groundwater flow divides occur within the aquifer that
is used by the Public Water Supplier.
The regional influence on the source water aquifer of major rivers in the area (e.g. the Sauk
River and Watab River) and larger, deeper lakes (e.g. Kraemer Lake) has been accounted for
in the groundwater flow modeling when delineating the WHPAs.
The City of St. Joseph and its municipal water wells are located within the Watab River
watershed. The Watab River watershed is large, covering approximately 61,000 acres in
Stearns County of primarily agricultural land with scattered areas of forested and residential
Figure 6
land uses (). In the upstream portion of the watershed the land is characterized by
rolling hills which give way to wide alluvial valleys near the mouth.
Several secondary small lakes, wetlands, and intermittent streams surrounding St. Joseph are
not assumed to directly influence the WHPAs and DWSMAs of the municipal wells. These
features were assumed to be hydraulically independent of the sand and gravel aquifer as they
are located in clay rich areas that likely have little hydraulic interaction with the aquifer
below. Therefore, these secondary water bodies were not reviewed and studied as part of the
WHPA and DWSMA delineations and vulnerability assessments.
Land Use Information
: Parcel boundaries and fence lines, political boundaries, U.S. Public
Land Survey coordinates, the center lines of highways, streets, roads, public drainage ditches,
or railroad rights-of-way, as well as, public utility service lines were used to define the
boundaries of the DWSMA.
Figures have been included in this Plan showing parcel and political boundaries, as well as
public land surveys including township, range, and section boundaries. This information was
primarily used to delineate the DWSMA and determine whether the limits of the DWSMA
cross political boundaries. Specific land uses and zoning within and adjacent to the DWSMA
will be reviewed, evaluated, assessed, and presented in Part II of the Plan.
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City of Saint Joseph, Minnesota Page 3
Figures have been included in this Plan depicting the major transportation routes and
corridors within the St. Joseph area. However, sanitary and storm sewer coverage and
presence of large-scale pipelines within the DWSMA will be examined in Part II of the Plan.
Water Quantity Information
: Since other wells in the St. Joseph area influence the
groundwater flow field of the source water aquifer, private and public wells were evaluated
and assessed in detail during the delineations of the WHPAs for the City’s public water
supply wells. In addition, specific information related to the construction, maintenance, and
Table 1
use of the municipal wells has been compiled, utilized, and presented in the Plan ().
This information was also used in delineating the WHPAs and completing the vulnerability
assessments.
Groundwater pumping information from high capacity wells was obtained from the State
Water Use Data System (SWUDS) that is maintained by the DNR. The annual pumping
reported by the Public Water Supplier was used in determining the daily volume of water that
Table 2
is discussed in Section 2 of this appendix (). Furthermore, SWUDS data, combined
with well construction records in CWI, was used to identify other high capacity wells that
needed to be included in delineating the WHPA because they constitute a flow boundary
Table 3
().
The St. Joseph public water supply system currently uses and relies upon one source water
aquifer – the Surficial Sand and Gravel Aquifer. All six active municipal wells (Wells 3, 4, 5,
6, 7, and 8) are open to this aquifer. The sand and gravel aquifer appears adequate to meet the
City’s current and future water demand. The City has no immediate plans to replace or add
municipal wells, or utilize any other source of water supply.
The City has provided the 2005-2009 water use and pumping volume records presented in
this Plan to determine an appropriate discharge rate for the wells in delineating the WHPAs.
In addition, the City has estimated is projected increase in groundwater use for 2014.
Currently, there are no known, significant, groundwater-use conflicts between the City and
other parties.
Water Quality Information:
The sand and gravel source water aquifer appears to be in
direct hydrologic connection with surface waters or the land surface. Groundwater quality
information available to use to characterize the rate of recharge to the aquifer used by the
Public Water Supplier, the degree of hydraulic connection between it and surface hydrologic
features, and to assess DWSMA vulnerability. It is suggested that this information in
conjunction with surface water quality data be utilized when updating the City’s WHPP.
Also, groundwater and surface water quality information will be able to be used to update
well vulnerability.
The quality of the groundwater in the source water aquifer, and in the St. Joseph area
specifically, must be evaluated and assessed for this Plan. Groundwater contamination and
undesirable groundwater quality will directly impact the public water supply system. Certain
naturally-occurring constituents in the groundwater also provide information that can be used
to determine the vulnerability of the source water aquifer. The City publishes an annual
consumer confidence report that contains water quality data collected over the course of the
year.
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City of Saint Joseph, Minnesota Page 4
Due to a lack of fine-grained, clay-rich deposits in the area, specifically overlying the two
shallowest aquifers, the water table aquifer and the buried sand and gravel aquifer are highly
or very highly sensitive to pollution from land surface activities. This indicates that
contaminants released at the land surface would reach the aquifers within weeks to years, or
hours to months respectively. Generally, the quality of the groundwater in the buried sand
and gravel aquifer is quite hard. According to the DNR, dissolved solids, total hardness, iron,
and manganese concentrations range from 300 to 400 mg/L, 200 to 300 mg/L, 0.30 to 4 mg/L
(median equal to 0.91 mg/L), and 0.05 to 1.0 mg/L (median equal to 0.16 mg/L) respectively
(DNR 1998).
Water samples from the public water supply system are routinely collected and analyzed by
the MDH as required under the Minnesota Public Water Supply Program and the federal Safe
Drinking Water Act. The samples are tested for microorganisms, inorganic compounds,
organic chemicals, pesticides and herbicides, and radioactive contaminants.
2.2 Geological Setting
The Public Water Supplier is located in southeastern Stearns County within the Watab River
watershed along a buried sand and gravel channel. The physiographic and geological
conditions of the area impact the yield and vulnerability of the aquifer used by the Public
Water Supplier.
The Watab River watershed is large, covering approximately 61,000 acres in Stearns County
of primarily agricultural land with scattered areas of forested and residential land uses
Figure 6
().
Topography
The upstream portion of the Watab River watershed the land is characterized by rolling hills.
The topography in the area of the new municipal wellfield is generally hummocky, sloping
gradually from the west at topographic highs of 1200 feet msl east, to the South Fork of the
Watab River. The new wellfield is located south of I-94 southeast of town. The City of St.
Joseph sits on a relatively flat portion of the remnant Sauk River Floodplain. The older
wellfield is located within the City limits. The South Fork of the Watab River near Kraemer
Lake is a pretty low gradient reach of the river with a relatively wide floodplain. The Sauk
and Watab Rivers cross the quaternary sequences in the modeled area. There are also major
and minor lakes that were modeled within the vicinity of the City wells. Surface water
drains, in the area of the wells, to the South Fork of the Watab River, and buried gravel
channel and flows to the northeast eventually discharging to the Mississippi River in Sartell,
MN.
Soils
Figure 7
Soil in the St. Joseph area () generally consists of Estherville-Hawick Association
consisting of dark colored, somewhat excessively drained, nearly level and undulating soils
formed in loamy and sand outwash materials. The majority of the St. Joseph area is covered
with soils specifically of Estherville sandy loam. Soils of this type are characterized as nearly
level, somewhat excessively-drained soils on broad flats and low, convex rises on outwash
plains and stream terraces. Soils of this series have a low available water capacity (USDA
1985).
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City of Saint Joseph, Minnesota Page 5
Surficial Geology
The Quaternary glacial deposits in the St. Joseph area consist of Des Moines Lobe outwash
Figure 2
and Superior Lobe till and ice contact deposits (). Outwash deposits consist of sand
and gravel deposited by the meltwater of the Des Moines Lobe margin. Outwash deposits
cover the majority of the City. Superior Lobe till is present to the northwest, northeast,
southwest, and southeast. Till is pitted supraglacial till and subglacial till consisting of
reddish brown to yellowish brown, sandy loam textured, unsorted sediment (MGS 1995). The
Quaternary deposits are relatively thin (typically approximately 50 feet, not within the buried
bedrock valley) in the area (CWI 2010). At the surface the deposits are described as sand,
gravelly, sand, and cobbly gravel (see soil description below).
Bedrock Geology
The bedrock geology of Stearns County consists of Precambrian bedrock of Archean and
Proterozoic age. In a large portion of the county, the Precambrian bedrock is overlain by a
thin veneer of Cretaceous shale and siltstone. These Cretaceous deposits are variable in
thickness and extent due to the erosional surface at the base and subsequent glacial erosion at
the top of the unit.
The uppermost bedrock underlying St. Joseph and the surrounding area consists of
Cretaceous poorly lithified rocks including sandstone, siltstone, shale, and rare marl
Figure 3
(unconsolidated earthy deposits of clay and calcium carbonate () (MGS 1998). The
uppermost bedrock elevation in St. Joseph exists as a ridge like structure running from the
western side of the City to Kraemer Lake and is approximately 1,050 feet above mean sea
level (msl), at a depth of approximately 50 feet below ground surface (bgs). A buried bedrock
valley exists on the southwest portion of the City (corresponding with the Sauk River) in
which the upper most bedrock elevation is approximately 900 feet msl, at a depth of
approximately 150 feet bgs (CWI 2010).
Well records and other subsurface data that are housed in the County Well Index (CWI) were
Figures 45
used to prepare cross sections ( and ) that show 1) vertical and lateral variations in
subsurface geological conditions and 2) hydraulic relationships between the aquifer used by
the Public Water Supplier and surface hydrologic features.
Precipitation
The average annual precipitation for the area around the Public Water Supplier during the
five-year period from 2004 to 2008 was obtained from Minnesota Climatology Working
Group, which is a joint effort between the University of Minnesota and the DNR. The
average annual precipitation of 31.1 inches for this time period was calculated from
observations recorded at a weather station that is located about 4 miles from St. Joseph, MN
Table 4
in Collegeville, MN ().
2.3 Hydrogeologic Setting
Municipal Wells 3, 4 and 5 are located in Section 9 and Municipal Wells 6, 7, and 8 are
located in Section 16 of Township 124 North, Range 29 West. Well construction is
Table 1.
summarized in The aquifer utilized by the City’s wells is generally composed of
sands and gravels and exhibits the following characteristics within the WHPA:
Is approximately 75 feet thick;
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City of Saint Joseph, Minnesota Page 6
Has a base elevation of approximately 1025 feet above sea level;
Has a stratigraphic top elevation of approximately 1110 feet above sea level;
According to Part A of the Stearns County Geologic Atlas (MGS 1995) consists
primarily of a sand and gravel channel cut through sandier till material that lies east
of a bedrock topographic high.
The aquifer exhibits unconfined hydraulic conditions, as determined by
Analysis of the aquifer test data obtained from city wells 6, 7, and 8 (Unique nos.
737006, 737007, and 737008 respectively) indicates unconfined conditions, and
produced a storage coefficient ranging from 3.45e-4 to 1.1e-2 that supports this
interpretation.
Four aquifers exist in Stearns County: a Precambrian bedrock aquifer, a Cretaceous aquifer, a
confined Quaternary aquifer “buried drift”, and an unconfined Quaternary aquifer “water-
table”.
In most locations, the Precambrian bedrock does not qualify as an aquifer due to its low
primary porosity and permeability. For the unit to act as an aquifer, fractures in the rocks or
weathered zones at the top of the basement rock must be present. Water yields of wells
finished in Precambrian bedrock are typically very low (1 to 15 gpm). Therefore, the aquifer
is used primarily for domestic wells. The potentiometric surface elevation for the
Precambrian aquifer in the St. Joseph area is approximately 1,100 feet msl and groundwater
movement is to the east.
Overlying Precambrian bedrock in some locations within Stearns County is the Cretaceous
Figure 3
aquifer, although it is of limited extent and varying thickness (). There are two
separate Cretaceous aquifers in the county: a southern aquifer and a northern aquifer which
includes St. Joseph. The potentiometric surface elevation for the Cretaceous aquifer in the St.
Joseph area is approximately 1,100 feet amsl and groundwater movement is to the east (MGS
1998). In St. Joseph, the Cretaceous aquifer is a more important water source than in other
parts of the county where it is generally not considered a major aquifer. The Cretaceous
aquifer is of greater importance due to the lack of confined quaternary aquifers in the area
(MGS 1998). Potential yield capacities of wells completed in the Cretaceous aquifer (less
than 50 gal/min up to 200 gal/min) are greater than the Precambrian aquifer, but generally
lower than buried drift aquifer wells in the county. Therefore, this aquifer is also typically
used for domestic wells.
Although buried drift sand and gravel deposits are the most widely used aquifers in Stearns
County, sand and gravel lenses greater than ten feet thick are less common in the St. Joseph
area (MGS 1995).
The water-table aquifer is an important water supply in the southeastern portion of Stearns
County and along the Mississippi and Sauk Rivers. Except locally, the groundwater yield
potential in the Sauk River Valley is low relative to other major surficial sand and gravel
deposits in the county. Fewer wells are drilled in this area than other areas, of which most are
used for domestic or agricultural purposes. In the St. Joseph area, the potential yield of the
aquifer is approximately 100 to 500 gpm. The water-table elevation in the St. Joseph area is
approximately 1,100 feet amsl, with a general groundwater flow direction to the east (DNR
1998).
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City of Saint Joseph, Minnesota Page 7
Water chemistry data indicate that groundwater in Stearns County is of calcium-magnesium-
bicarbonate type. Water chemistry for lakes and water-table, buried drift, Cretaceous, and
Precambrian bedrock aquifers were analyzed by the Minnesota Geological Survey for water
chemistry throughout Stearns County (DNR 1998). Most samples in Stearns County had
calcium and magnesium greater than 200 mg/L. The calcium concentrations appear highest in
the water-table aquifer and magnesium appears greatest in the buried drift aquifer. Iron
concentrations were also elevated in the county, appearing greatest in Quaternary and
Cretaceous samples. Some water samples from the Cretaceous and Precambrian aquifers
exceeded the secondary drinking water standard for sulfate. Manganese mostly exceeded the
secondary drinking water standard throughout most of the county with highest levels found in
the water-table aquifer. The Precambrian bedrock aquifer and lakes tended to have lower
levels of manganese.
The groundwater sensitivity and susceptibility (estimated vertical travel time for water-borne
surface contaminants to reach 50 feet below the land surface) for the St. Joseph area is high to
very high, with travel time ranging from hours to years. The chemistry of the water-table
aquifer in the county shows that it is commonly impacted by agricultural and other land use
pollutants.
3.0 Delineation of the Wellhead Protection Area
3.1 Criteria Used to Delineate the Wellhead Protection Area
The criteria for delineating the WHPA, as required in Minnesota Rules 4720.5510, were
addressed as follows.
Time of Travel
A 10-year time of travel was used to characterize groundwater movement in the aquifer that
is used by the community water supply wells. Also, a one-year time of travel was used to
define the emergency response area, as specified under Minnesota Rules 4720.5250. The 1-
Figure 1.
and 10-year capture zone boundaries are shown in
Daily Volume of Water Pumped
Information provided by the Public Water Supplier was used to determine the maximum
Table 2
discharge from each well. The results presented in reflect the total number of gallons
pumped annually by each well and reported to the DNR under Groundwater Appropriations
Permit No.1989-3101 for the years 2005 to 2009.
The maximum annual volume pumped by each well over the time period from 2005 to 2009
(projected amount over the next 5 years) was used to calculate the daily volume of discharge
that was used in the groundwater flow model. The greatest annual pumping volume was
divided by 365 days to calculate daily discharge. Gallons were converted to cubic meters to
reflect groundwater model input requirements.
The historical (2005-2009) and projected (2014) pumping volumes for each of the public
Table 2
water supply wells are summarized in . The historical data was provided by the City,
and the projected volumes were based on City estimates and historical water use trends. The
highest volumes for each well are highlighted in the table. These volumes were converted to
pumping rates and used in the groundwater flow modeling and fixed radius calculations to
delineate the WHPAs.
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City of Saint Joseph, Minnesota Page 8
Groundwater Flow Field
Generally, groundwater flows toward the city wells from the southeast along the buried
gravel channel aquifer with a hydraulic gradient of 0.0043. Geologic boundaries between the
aquifer and surrounding geologic materials affect the orientation of the flow field and the
corresponding subsurface capture area for the city wells. This interpretation of the flow field
was used to calibrate the flow field that was calculated using the MLAEM groundwater flow
model.
The information provided and presented in the Stearns County Geologic Atlas (DNR 1998),
prepared by the Minnesota Geological Survey, was relied upon to define the local and
regional groundwater flow field of the unconfined sand and gravel aquifer. Based on Plate 8
of this document, the flow direction of the unconfined sand and gravel area in the St. Joseph
area is southwest to northeast, and has an estimated potentiometric surface elevation of 1100
feet above mean sea level.
Flow Boundaries
The following flow boundaries were identified that had to be incorporated into the delineation
of the WHPA:
Geological boundaries between the channelized sand and gravel aquifer and adjacent
till material (till was represented as inhomogeneities),
Surface hydrologic features that provide recharge to the aquifer and/or impact aquifer
water quality. The Watab and Sauk Rivers were included in the model as well as
Kraemer Lake and other smaller lakes. All of the above mentioned hydrologic
features were represented as a curvilinear head elements. Resistance values were
also assigned to Kraemer Lake as well as the portion of the South Fork of the Watab
River that is located above the sand and gravel aquifer.
Table 3
The high-capacity wells identified in , in addition to those operated by the
Public Water Supplier may impact WHPA the boundaries.
Aquifer Transmissivity
Two aquifer pumping tests were conducted for the City on the buried sand and gravel source
water aquifer at the new wellfield. The test was performed in accordance with the Minnesota
Wellhead Protection Rules (MN Rules Chapter 4720.5320 and 4720.5520), and the Aquifer
Test Plan submitted to the Minnesota Department of Health (MDH) staff in February 2006.
Appendix A
The aquifer pumping test reports for the St. Joseph’s tests are provided in .
The aquifer transmissivities and permeabilities derived from these tests were utilized in
developing and refining the groundwater flow model used to delineate the WHPAs for the
sand and gravel source water aquifer. The regional aquifer pumping test results are presented
Table 5
in. The representative, average transmissivity, storativity, and permeability values
2
for the aquifer are estimated to be 92,000 ft/day, 0.00123, and 1,230 ft/day, respectively.
However, to address uncertainties inherently related to the pumping tests and the aquifer, a
range of transmissivities and permeabilities were used in the groundwater flow modeling.
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3.2 Method Used to Delineate the Wellhead Protection Area
A computer-generated, steady state, groundwater flow model was developed to delineate the
WHPA for the unconfined sand and gravel aquifer. The one-layer model represented only the
sand and gravel aquifer which is hydrologically connected to the land surface and bounded
below by the undifferentiated Cretaceous bedrock. The following sections describe in detail
the method, construction, development, refinement, calibration, and results of the St. Joseph
groundwater flow model.
The WHPA for the Public Water Supplier was determined using the Multi-Layer Analytic
Element Method (MLAEM) groundwater modeling software (Version 5.02). The general
conceptual framework for this model consisted of a single layer model. The Cretaceous
Figure 8
bedrock was not represented in this groundwater simulation model. shows the
layout of analytic elements used to represent natural features in the model. Model files are
Appendix B
provided as .
Global model attributes represented the sand and gravel aquifer with a base elevation of 312
meters above mean sea level (m AMSL), had an aquifer thickness of 200 meters, a porosity
of 0.30, and a permeability of 550 meters per day (m/d). A global recharge value of 0.000696
m/d was assigned over the entire model domain. The recharge values assigned to this model
Table 6
fall within the ranges of percent precipitation as outlined by the Delin (USGS 2009).
identifies the model parameters.
Non-aquifer inhomogeneities were represented using polygons to represent the glacial till
within the model domain. A base elevation of 312 m AMSL, porosity of 0.30, and a
thickness of 200 m were also assigned to the inhomogeneities. Net recharge to the
inhomogeneities was assigned a value of 0.000418 m/d.
Major surface water hydrologic features that may influence groundwater flow were
represented with curvilinear elements in the model. Four lakes (Big Fish, Kraemer, and two
unnamed lakes) and two rivers (Sauk and Watab Rivers) were represented in the model.
Head values were applied to all elements based upon stage data taken from topographic maps.
The City’s wells were represented by point elements with a negative flow based upon the
average daily pumping volume. Six additional high capacity wells were identified within the
model domain that require a DNR water appropriations permit. To be conservative, the
permitted volume for each well was used rather than the volume reported to the DNR as
reported volumes were close to zero for many of the wells in recent years. Discharges for the
Table 3
wells can be found in .
Also, although not included in this report, in updates to this report, the watershed that drains
directly into the Watab River should be designated to address the surface water signature of
water pumped at the City’s wells. The 7.5-minute topographic map coverage for the area and
local watershed maps should be used, along with local knowledge of drainage patterns, to
define the surface water contribution areas.
3.3 Results of Model Calibration and Sensitivity Analysis
Model calibration
is a procedure that compares the results of a model that are based on
estimated input values to measured or “known” values. It is used to define model validity
over a range of input values, or the confidence with which model results may be used. As a
matter of practice, groundwater flow models are usually calibrated using water elevation or
flux.
Part I Wellhead Protection Plan (Overall Plan APPENDIX II) - WHPA and DWSMA Delineations and Vulnerability
Assessments
City of Saint Joseph, Minnesota Page 10
The St. Joseph WHPP model was calibrated to hydraulic head by referencing modeled head
results to the static water elevations in 131 wells that were selected from CWI. Each well
was completed in the aquifer used by the Public Water Supplier wells and evaluated whether
Figure 9
the reported static water level generally reflects the flow field (). The calculated
versus observed static water level elevations for each well were compared after each
calibration run to determine how varying recharge and hydraulic conductivity produced the
best match.
The best calibration results were obtained by modifying recharge rates and the hydraulic
conductivities of the inhomogeneities. The best model calibration to measured heads in
wells, however produced unrealistic discharges in the elements representing the Watab River.
The results showed that the lower reaches had discharges less than the upper reaches,
representing a drying of the river. This was improved by lowering the hydraulic conductivity
in the inhomogeneities, lowering the effective recharge rate in the inhomogeneities, and
adding a resistance value of 60 to the bottom of the Watab River. Model calibration was
achieved by using 1) a global hydraulic conductivity value of 250 m/day compared to that
obtained from the aquifer test plan (550 m/day) and 2) global recharge values that were
higher than the original estimate by 0.2% or 0.000124 m/day. However the recharge rates
for the aquifer inhomogeneities were decreased by 0.000278 m/day from the original global
parameters described above. A hydraulic conductivity value of 5.5 m/day was used for the
aquifer inhomogeneities in the model. The calibration results for this best fit are presented in
Figure 10
and the resulting potentiometric surface depicts groundwater flow direction and
gradient. The calibration targets in the southwestern portion of the model were calibrated to
the pre-pumping heads as those levels were measured prior to the installation of Wells 5, 6
Figures 1112
and 7. and show the calculated vs. measured heads plots and calibration
histogram respectively.
Model sensitivity
is the amount of change in model results caused by the variation of a
specific input parameter while keeping the others constant. Using computer models to
simulate groundwater flow involves representing a complicated natural system in a more
simplified manner. Local geologic conditions likely vary within the capture area of the
well(s), but existing information for the area around the Public Water Supplier is not
sufficiently detailed to define this. As a result, the St. Joseph WHPP model cannot represent
the natural flow system exactly, but the results are valid when they are based upon a
reasonable variation of input parameters. This is accomplished by performing an uncertainty
analysis to evaluate uncertainties in the hydrogeologic data that may affect the size and shape
of the capture zone for each well.
The following discussion identifies the model input parameters that have the most significant
impacts on the well capture zone analyses direction and extent of the modeled capture zone
may be sensitive to any of the input parameters but the:
Pumping Rate directly affects the volume of the aquifer that contributes water to the
well. An increase in pumping rate leads to an equivalent increase in the volume of
aquifer within the capture zone, proportional to the porosity of the aquifer materials.
Results -
The pumping rate is defined by WHP rule requirements and is based on the
Tables 2 and 3
results presented in .Therefore, it is not a variable that will influence
the delineation of the WHPA.
Part I Wellhead Protection Plan (Overall Plan APPENDIX II) - WHPA and DWSMA Delineations and Vulnerability
Assessments
City of Saint Joseph, Minnesota Page 11
Thedirection of groundwater flow determines the orientation of the capture zone.
Variations in the direction of groundwater flow will not affect the size of the capture
zone but are important for defining the areas that are contributing water to the well.
Results
- The potentiometric map that is produced by the St. Joseph WHPP model
closely matches that generated by contouring static water level data . Therefore, the
direction of groundwater flow should not have a significant affect on the WHPA
delineation given the current knowledge of hydraulic head distribution in the aquifer.
t
Ahydraulic gradien of zero produces a circular capture zone, centered on the well.
As the hydraulic gradient increases, the capture zone changes into an elliptical shape,
with the well centered on the downgradient focal point. The hydraulic gradient was
determined by using water level elevations that were taken from wells that have
verified locations. This hand contoured elevations were compared to and generally
reflected groundwater elevations provided in the Stearns County Geologic Atlas, Part
B, Plate 8. Generally, the accuracy of the hydraulic gradient determination is directly
proportional to the availability of water level observations that are used to define the
flow field.
Results
–A hydraulic gradient of 0.0032 was measured directly up gradient of the
wells versus a value of 0.0043 as determined by hand contouring static water level
data that was obtained from wells. The difference between these two values is not
sufficient to affect the WHPA delineation.
Aquifer transmissivity has a significant impact on the WHPA delineation because
existing data indicate that local variability in aquifer composition may cause it to
vary by as much as a factor of 10.
Results
–To account for this possible variability, a sensitivity analysis was performed
by varying the transmissivity over a range of plus and minus a factor of 10 of the
calibrated value. As expected, the capture zone is sensitive to changes in hydraulic
conductivity with larger values producing more elongated capture zones than lower
values.
hasan impact on the WHPA delineation because the aquifer exhibits
Recharge
unconfined hydraulic conditions and is susceptible to rapid changes in saturated
thickness caused by seasonal or annual variability in precipitation amounts.
Results
–Varying recharge to the model affects the length and shape of the capture
zone to the extent that a composite of capture zones was determined by using 7
inches per year to reflect dry conditions versus 10 inches per year to reflect wet
conditions. Also, the degree to which the aquifer is in hydraulic connection with the
Watab River and Kraemer Lake greatly influences whether it contributes a significant
amount of water to Wells 6, 7, and 8 (Unique Numbers 737006, 737007, 737008,
respectively).
of the aquifer have little influence the size and shape of
Thethickness and porosity
the capture zone because of the high hydraulic conductivity of the surficial aquifer in
the vicinity of the municipal wells.
Results
– Decreasing either thickness or porosity causes a nominal linear,
proportional increase in the areal extent of the capture zones.
Part I Wellhead Protection Plan (Overall Plan APPENDIX II) - WHPA and DWSMA Delineations and Vulnerability
Assessments
City of Saint Joseph, Minnesota Page 12
Addressing Model Sensitivity -
A composite of the results obtained by varying hydraulic
conductivity and recharge was used to delineate the capture zones for the wells used by the
Figure 1
City of St. Joseph (). This provides a conservative approach to addressing model
sensitivity and produces capture zones that will most likely be most protective of public
health.
4.0 Delineation of the Drinking Water Supply Management Area
Figure 1
illustrates the Drinking Water Supply Management Area (DWSMA), which is the
area surrounding the capture zone(s) that can be identified by recognizable landmarks. The
boundaries of the DWSMA were determined with the assistance of the public water supplier
and use:
Center-lines of highways, streets, roads, or railroad rights-of-ways;
Public Land Survey coordinates;
Property or fence lines;
Center-lines of public drainage systems;
Public utility service lines, and
Political boundaries.
Appendix C
GIS shapefiles of the DWSMA are provided in .
5.0 Vulnerability Assessments
The vulnerability assessments for the public water supply wells and the DWSMA are used to
determine the scope of the inventory of potential contamination sources and to assign
priorities for managing potential contamination sources within the DWSMA.
Generally, the information provided on the MDH scoring sheets appears accurate and the
City does not have additional or updated information to challenge the scoring. There is no
indication from the well construction records to suggest that the St. Joseph municipal wells
were not properly constructed and grouted.
5.1 Assessment of Well Vulnerability
Minnesota Rule 4720.5210 requires a vulnerability assessment of the wells used by the public
water supplier. The protocol for determining well vulnerability is described in the MDH
document entitled Methodology for Phasing Wells into Minnesota’s Wellhead Protection
Program (1993), which was approved by the US Environmental Protection Agency (EPA) as
part of its review of Minnesota’s wellhead protection program description. The MDH uses
the protocol to maintain a database defining the potential vulnerability of community and
noncommunity public water supply wells. A score is calculated for each well using
1) construction criteria defined in the State Well Code, 2) geologic sensitivity, and 3) the
results of water quality monitoring conducted by the MDH. A numeric score is assigned to
each well based on the results of the three areas of evaluation. A cutoff score is used to
define wells that are most likely to be vulnerable based on their construction, geologic
setting, and sampling history. The printout(s) of the vulnerability ratings for the wells used
Appendix D
by the Public Water Supplier is presented in .
Part I Wellhead Protection Plan (Overall Plan APPENDIX II) - WHPA and DWSMA Delineations and Vulnerability
Assessments
City of Saint Joseph, Minnesota Page 13
The DNR has developed a procedure for determining geologic sensitivity that is based on an
“L” score. The “L” score increases 1 point for every 10 feet of clay overlying the aquifer. If
the “L score” is 0 and the static water level is 20 feet or less, the geologic sensitivity is very
high and vertical recharge to the aquifer likely occurs within hours to months. If the “L
score” is 0 and the static water level is greater than 20 feet, the geologic sensitivity is high
and vertical recharge is likely to occur within weeks to years. If the “L score is 0, but there
are 20 or more feet of silty or sandy shale or silty or sandy clay overlying the aquifer, the
geologic sensitivity is moderate and vertical recharge is likely to occur within years to
decades. An “L” score of 1 to 4 indicates that the aquifer exhibits a low geologic sensitivity
vertical recharge likely occurs over decades to a century. An “L” score of 5 or greater
indicates that the aquifer exhibits a very low geologic sensitivity and vertical recharge likely
takes over a century to occur.
The well(s) used by the Public Water Supplier exhibit the following conditions:
All of the St. Joseph Municipal Wells exhibit “L” scores of 0 and is considered potentially
highly vulnerable because of the subsurface geologic conditions at the well site. Even though
well construction meets State Well Code construction standards, the aquifer is considered to
be geologically sensitive and potentially vulnerable to contamination. In addition, the water
level in the aquifer occurs within 20 feet of the land surface and the well is considered to
exhibit a very high vulnerability.
Results of the well vulnerability analysis -
The wells used by the Public Water Supplier
is/are considered to be vulnerable and exhibit a high well vulnerability. DWSMA.
5.2 Vulnerability Assessment for the Drinking Water Supply Management Area
Generally, the information provided on the MDH scoring sheets appears accurate and the
City does not have additional or updated information to challenge the scoring. There is no
indication from the well construction records to suggest that the St. Joseph municipal wells
were not properly constructed and grouted. The fact that the wells are completed in an
unconfined sand and gravel aquifer implies that the City’s six wells are vulnerable to
contamination from land surface uses or activities. Therefore, for wellhead and source water
protection efforts, St. Joseph’s Wells 3, 4, 5, 6, 7, and 8 have been classified as vulnerable.
The entire DWSMA for the City’s municiapal wells is assigned a very high vulnerability that
is based upon the following information:
Portions of the aquifer exhibits high, and others very high geologic sensitivity in at
least part of the DWSMA indicating that it likely receives direct vertical recharge of
surface water or precipitation in these areas; and
Analysis of aquifer test data indicates that the aquifer exhibits unconfined hydraulic
conditions.
6.0 Recommendations
SEH makes the following recommendations for plan implementation action items that the
Public Water Supplier should consider. Each recommendation is referenced to the plan
implementation category under which it can be incorporated.
Part I Wellhead Protection Plan (Overall Plan APPENDIX II) - WHPA and DWSMA Delineations and Vulnerability
Assessments
City of Saint Joseph, Minnesota Page 14
Plan Implementation Category – Data Collection
Item 1 - Addressing deficiencies in the distribution and quality of subsurface geologic and
hydrologic information.
The direction of groundwater flow and the hydraulic gradient used to determine the
capture zones for the water supply wells are based on information from a limited
number of water well, observation well, and well sealing records. The direction of
groundwater flow determines the orientation of the capture zone and the hydraulic
gradient affects the length of the capture zone. Generally, the accuracy of the flow
direction and hydraulic gradient determination are directly proportional to the amount
and quality of subsurface information. The MDH and the Public Water Supplier
should continue to verify the locations of wells, sealed wells, and other borings that
are constructed within a two-mile radius of the DWSMA as part of the process for
amending the WHP plan. SEH can assist the City to compile copies of the records
for newly constructed wells, sealed wells, observation wells, and test holes and send
them to the Public Water Supplier on the eighth year of plan implementation. SEH
recommends that the Public Water Supplier verify the locations of these records and
SEH can assist with this if requested. This work should be conducted at least by the
ninth year of plan implementation. Additional subsurface information will provide
insight into whether modifications to the delineation of the WHPA and the
assessment of DWSMA vulnerability are warranted under the plan amendment
process.
Item 2 - Addressing the uncertainty in the interconnectivity between the aquifer and the
Watab River and Kraemer Lake.
The amount of connection between the Watab River and the aquifer as well as
Kraemer Lake and the surficial aquifer is uncertain. During the simulation modeling
a resistance value was added to the bottom of the Watab River. SEH recommends
that an isotope analysis be done by collecting stable isotope samples and comparing
the isotope data from each of the water bodies to that of samples collected from each
of the municipal wells. This will provide information that will help determine the
interconnectivity of the water bodies and the source aquifer.
Plan Implementation Category – Contingency Planning
Item 3 - Addressing the potential movement of contamination toward the community well(s).
The MDH recommends that if contaminants are detected, the Public Water Supplier
contact the MDH hydrologist so that the MDH can perform an evaluation of whether
to continue pumping the impacted well(s). Turning off a well may alter the
movement of contamination to other pumping wells and compound the problem.
Therefore, it is very important to include this recommendation in the contingency
plan. This sampling should be performed by the seventh year of plan implementation.
Plan Implementation Category – Contaminant Source Management
Item 4 - Assessing the risks that leaking fuel tank sites and existing feedlots may present to
the community water supply.
Part I Wellhead Protection Plan (Overall Plan APPENDIX II) - WHPA and DWSMA Delineations and Vulnerability
Assessments
City of Saint Joseph, Minnesota Page 15
There are several sites where underground fuel storage tanks have leaked and the
presence of feedlots may present a risk to the community’s drinking water. The
MDH recommends that the reports of investigation for above mentioned sites be
reviewed to identify whether remaining fuel or fuel breakdown products may move
toward the City wells. SEH staff can assist the Public Water Supplier with this
evaluation and it should be performed by the third year of plan implementation. The
results of the evaluation will identify whether additional investigation of any site is
warranted by the Minnesota Pollution Control Agency to address uncertainty about
contaminant movement toward the community wells.
7.0 Standard of Care
The interpretations presented in this report are based on local data collected during this study
and previous studies, such as current and historical pumping tests and regional data collected
from governmental agencies. Data collected and analyzed by others and used in this report
may not be precise or accurate. This Plan does not account for any variations that may occur
between points of exploration; geologic and hydrogeologic conditions likely differ across the
study area. Also, it must be noted that seasonal and cyclical fluctuations in the hydrogeologic
characteristics and properties of the aquifer(s) will occur.
The scope of this report and the corresponding groundwater flow model and calculations is
limited to the delineation of capture zones for the City of St. Joseph municipal wells. Use of
the groundwater flow model by other parties or for other purposes is not advised. Use or
modification of the model for purposes other than the delineation of capture zones must be
done with caution and a full understanding of the inherent assumptions and limitations of the
data.
This Plan represents our understanding of the significant aspects of the local geologic and
hydrogeologic conditions; the conclusions are based on our hydrogeologic and engineering
judgement, understanding and perspective, and represent our professional opinions. These
opinions were arrived at in accordance with the currently accepted standard of care for
geologic and engineering practices at this time and location. No warranty is implied or
intended.
8.0 References
MGS, 1995, Stearns County Geologic Atlas (C-10), Part A, Gary N. Meyer, Project Manager,
MN Geological Survey, University of Minnesota.
DNR, 1998, Stearns County Geologic Atlas (C-10), Part B, Jan Faltisek, Editor and Project
Supervisor, MN DNR Waters.
Delin, G.N. and J.D. Falteisek, 2007, Groundwater Recharge in Minnesota, Fact Sheet 2007-
3002, US Dept. of the Interior, US Geological Survey.
USDA, 1985, Soils Survey of Stearns County Minnesota, Soil Conservation Service, MN.
Part I Wellhead Protection Plan (Overall Plan APPENDIX II) - WHPA and DWSMA Delineations and Vulnerability
Assessments
City of Saint Joseph, Minnesota Page 16
List of Tables
Table 1 – Municipal Well Details
Table 2 – Municipal Well Production and Use
Table 3 – Local and Regional High Capacity Wells
Table 4 – Precipitation Data
Table 5 – Regional Aquifer Pumping Test Results – Sand and Gravel
Table 6 – Groundwater Flow Model Parameters
Table 4
Precipitation Data
Precipitation
Year
(inches)
200932.13
31.45
2008
29.41
2007
24.81
2006
36.59
2005
32.12
2004
Average31.09
Source: State Climatology Office Website
http://climate.umn.edu/hidradius/radius.asp
Collegeville St. John Station 211691
List of Figures
Figure 1 – WHPA and DWSMA
Figure 2 – Surficial Geology
Figure 3 – Bedrock Geology
Figure 4 – Typical Geologic Cross-Section (NW to SE)
Figure 5 – Typical Geologic Cross-Section (NE to SW)
Figure 6 – Existing Landuse Map
Figure 7 – SSURGO Soils Map
Figure 8 – Groundwater Flow Model Features
Figure 9 – Calculated Groundwater Flow Model Head
Figure 10 – Calibration Points
Figure 11 – Test 20 Calibration Plot
Figure 12 – Test 20 Calibration HistogramTitle
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Appendix A
Aquifer Pump Test Report
Appendix B
MLAEM Model Data Sets (CD)
Appendix C
GIS Files (CD)
Appendix D
Well Vulnerability Analysis Worksheets
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å÷ðð îûï÷å×ÐÐ çîóëç÷ å÷ðð
ùíçîèãéÈ×ÛÊÎÉèíåîéôóì îçïú÷êêûîõ÷é÷ùèóíîëçûêè÷êé
ùêóè÷êóûø÷éùêóìèóíîìíóîèé
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ð éÙÍÊ×
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ð éÙÍÊ×
õ×ÍÐÍÕÓÙ øÛÈÛ öÊÍÏ å×ÐÐ ê×ÙÍÊØ
ã×ÛÊ ùÍÎÉÈÊÇÙÈ×Ø
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øÊÓÐÐ×Ø
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å×ÐÐ ø×ÌÈÔ
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ù×Ï×ÎÈ ÕÊÍÇÈ Ú×ÈÅ××Î ÙÛÉÓÎÕÉýîÍÈ ÛÌÌÐÓÙÛÚÐ×
ûÐÐ ÙÛÉÓÎÕÉ ×ÄÈ×ÎØ ÈÍ ÐÛÎØ ÉÇÊÖÛÙ×ýã×É
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åÍÍØ ÍÊ ÏÛÉÍÎÊà ÙÛÉÓÎÕýîÍ
ôÍÐ×É ÍÊ ÙÊÛÙÑÉ ÓÎ ÙÛÉÓÎÕýîÍ
óÉÍÐÛÈÓÍÎ ØÓÉÈÛÎÙ× ÆÓÍÐÛÈÓÍÎÉý
ìÇÏÌÓÎÕ êÛÈ×
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éÇÊÖÛÙ× åÛÈ×Ê ùÔÛÊÛÙÈ×ÊÓÉÈÓÙÉý
ïÛÄÓÏÇÏ ÎÓÈÊÛÈ× Ø×È×ÙÈ×Ø
çÎÑÎÍÅÎ
ïÛÄÓÏÇÏ ÈÊÓÈÓÇÏ Ø×È×ÙÈ×Øæçðî÷êûúð÷
îÍÎèôïé æíùÉ Ø×È×ÙÈ×Øý
ì×ÉÈÓÙÓØ×É Ø×È×ÙÈ×Øý
ùÛÊÚÍÎ ÛÕ×
çÎÑÎÍÅÎ
å×ÐÐÔ×ÛØ ìÊÍÈ×ÙÈÓÍÎ éÙÍÊ×
å×ÐÐÔ×ÛØ ìÊÍÈ×ÙÈÓÍÎ æÇÐÎ×ÊÛÚÓÐÓÈà êÛÈÓÎÕ æçðî÷êûúð÷
æÇÐÎ×ÊÛÚÓÐÓÈà íÆ×ÊÊÓØØ×Î
ùíïï÷îèé
ØÊÓÐÐ×Ø Ø×ÌÈÔ ÓÉ Ö××È ÙÍÏÌÐ×È×Ø Ø×ÌÈÔ ÓÉ Ö××È
øÛÈ× ê×ÌÍÊÈ õ×Î×ÊÛÈ×ØìÛÕ×
Table 4
Precipitation Data
Precipitation
Year
(inches)
200932.13
31.45
2008
29.41
2007
24.81
2006
36.59
2005
32.12
2004
Average31.09
Source: State Climatology Office Website
http://climate.umn.edu/hidradius/radius.asp
Collegeville St. John Station 211691
3/29/2010 -- 10:39:12 AM
Map Document: (S:\PT\S\Stjoe\030300\GIS\Maps\Part I WHPP\Fig01_WHPAandDWSMA.mxd)
3/29/2010 -- 10:42:20 AM
Map Document: (S:\PT\S\Stjoe\030300\GIS\Maps\Part I WHPP\Fig02_SurficialGeologyConditions.mxd)
3/29/2010 -- 10:43:47 AM
Map Document: (S:\PT\S\Stjoe\030300\GIS\Maps\Part I WHPP\Fig03_BedrockGeologyConditions.mxd)
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3/29/2010 -- 10:48:22 AM
Map Document: (S:\PT\S\Stjoe\030300\GIS\Maps\Part I WHPP\Fig07_SoilsMap.mxd)
3/29/2010 -- 10:49:33 AM
Map Document: (S:\PT\S\Stjoe\030300\GIS\Maps\Part I WHPP\Fig08_GroundwaterFlowModelFeatures.mxd)
3/29/2010 -- 10:51:04 AM
Map Document: (S:\PT\S\Stjoe\030300\GIS\Maps\Part I WHPP\Fig09_CalculatedGroundwaterFlowModelHead.mxd)
3/29/2010 -- 10:52:13 AM
Map Document: (S:\PT\S\Stjoe\030300\GIS\Maps\Part I WHPP\Fig10_CalibrationPoints.mxd)
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2,È4
2-È4
2.È4
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20È4
21È4
22È4
23È4
24È4
3+È4
3,È4
3-È4
3.È4
3/È4
30È4
31È4
32È4
33È4
34È4
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0È4
1È4
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3È4
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34È4
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3.È4
3-È4
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