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TRANSMITTAL
Mr. Mark T. Joseph, P.E. Community Water Supply Program Michigan Department of Environmental Quality 525 West Allegan Street Lansing, MI 48909
February 3, 2015
Re: Gratiot Area Water Authority Well No. 9 Project No. G120617HG FOR REVIEW FOR YOUR USE AS REQUESTED Sent By: Tim K. Patterson/tdk
COPIES DATE DESCRIPTION
1 02/02/2015 Hydrogeological Study Type I Public Water Supply Well, Gratiot Area Water Authority Well No. 9, Gratiot County, Michigan
1 CD containing aquifer performance test data included as Appendix 6 (Excel) of the Hydrogeological Study Type I Public Water Supply Well
By email and FedEx
cc/att: Kenneth G. Wiley, CPG - FTCH John A. Willemin, PE - FTCH
HYDROGEOLOGICAL STUDY
TYPE I PUBLIC WATER SUPPLY WELL
GRATIOT AREA WATER AUTHORITY
WELL NO. 9 GRATIOT COUNTY, MICHIGAN
FEBRUARY 2015 PROJECT NO. G120617HG
Fishbeck, Thompson, Carr & Huber, Inc. Engineers • Scientists • Architects • Constructors 1515 Arboretum Drive, SE, Grand Rapids, MI 49546 Telephone: 616-575-3824
TABLE OF CONTENTS
EXECUTIVE SUMMARY ............................................................................................................................................ 1
1.0 INTRODUCTION ............................................................................................................................................... 3 1.1 Background .......................................................................................................................................... 3
2.0 PHYSICAL CHARACTERISTICS OF STUDY AREA ........................................................................................ 5 2.1 Topography .......................................................................................................................................... 5 2.2 Surface Water ...................................................................................................................................... 5 2.3 Hydrogeological Characteristics .......................................................................................................... 5
2.3.1 Referances and Resources .................................................................................................... 5 2.3.2 Geology ................................................................................................................................... 6 2.3.3 Hydrogeology .......................................................................................................................... 8
2.3.3.1 Recharge ............................................................................................................. 8 2.3.3.2 Hydrostratigraphy and Hydraulic Boundaries ..................................................... 8 2.3.3.3 Estimates of Hydraulic Properties ....................................................................... 9 2.3.3.4 Regional Groundwater Flow ................................................................................ 9
3.0 TEST PRODUCTION WELL NO. 9 ................................................................................................................. 10 3.1 Test Production Well Construction .................................................................................................... 10 3.2 Observation Well Construction .......................................................................................................... 11
4.0 HYDRAULIC ANALYSIS OF AQUIFER .......................................................................................................... 12 4.1 Step-Drawdown Test ......................................................................................................................... 12 4.2 Background Groundwater Elevations ................................................................................................ 12 4.3 Aquifer Performance Test .................................................................................................................. 12 4.4 Determination of Aquifer Coefficients of Transmissivity, Hydraulic Conductivity, and Storage......... 13 4.5 Well Efficiency .................................................................................................................................... 15 4.6 Safe Yield Analysis ............................................................................................................................ 15
4.6.1 Drawdown Projections in Well No. 9 .................................................................................... 16 4.6.2 Long-Term Pumping Effects on Hydrologic Features, Nearby Wells and Nearby Sites of
Environmental Contamination............................................................................................... 16 4.6.2.1 Large Quantity Water Withdrawal Permit .......................................................... 17 4.6.2.2 Pumping Effects on Other Wells ....................................................................... 17 4.6.2.3 Capture Zone Delineation ................................................................................. 18
4.6.3 Safe Yield Recommendations .............................................................................................. 18
5.0 WATER QUALITY DATA ................................................................................................................................. 19
6.0 SUMMARY AND CONCLUSIONS .................................................................................................................. 20
7.0 MONITORING RECOMMENDATIONS ........................................................................................................... 21
8.0 REFERENCES ................................................................................................................................................ 22
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TABLE OF CONTENTS
LIST OF FIGURES Figure 1 Map of Study Area Figure 2 Site Map with Cross Section Locations Figure 3 Cross-Section A-A’ Figure 4 Cross-Section B-B’ Figure 5 Cross-Section C-C’ Figure 6 Cross-Section D-D’ Figure 7 Regional Potentiometric Surface Map Figure 8 Well No. 9 and Observation Well Location Map Figure 9 Model Predicted Groundwater Elevations Figure 10 Model Predicted 100-Day Drawdown Figure 11 Well No. 9 10-Year Capture Zone LIST OF TABLES Table 1 Summary of Well Location Information .............................................................................. 11 Table 2 Summary of Step-Drawdown Test Results ....................................................................... 12 Table 3 Summary of Aquifer Transmissivity and Storativity Data ................................................... 14 Table 4 Test Production Well Summary of Key Inorganic Water Quality........................................ 20 LIST OF APPENDICES Appendix 1 Location Coordinates and Top-of-Casing Elevations Appendix 2 MDEQ Test Production Well Approval Letter, December 10, 2008 Appendix 3 Federal Emergency Management Agency Flood Insurance Rate Map Appendix 4 Well No. 9 and Monitoring Wells FN-1, FN-2, FS-1, and FS-2 Soil Boring, and Well Construction Appendix 5 Graph of Step-Drawdown Test Data Appendix 6 Digital Aquifer Performance Test Data (Pretest, Pumping, and Recovery) Appendix 7 Hydrograph of Water Level Data – (Pretest, Pumping, and Recovery) Appendix 8 Graphs of Aquifer Performance Test Appendix 9 Assumptions and Equations used in Aquifer Performance Test Data Analyses Appendix 10 Large Quantity Water Withdrawal Permit Appendix 11 Groundwater Analytical Laboratory Data Sheets
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TABLE OF CONTENTS
LIST OF ABBREVIATIONS/ACRONYMS amsl above mean sea level bgs below ground surface FEMA Federal Emergency Management Agency FIRM Flood Insurance Rate Map FTCH Fishbeck, Thompson, Carr & Huber, Inc. ft2/day square feet per day GAWA Gratiot Area Water Authority gpd/ft gallons per day per foot gpm gallons per minute gpm/foot gallons per minute per foot MCL maximum contaminant level MDEQ Michigan Department of Environmental Quality MDNRE Michigan Department of Natural Resources and Environment mgd million gallons per day NAVD North American Vertical Datum RS&GIS Remote Sensing and Geographic Information Science S storativity Stearns Stearns Drilling T transmissivity USEPA U.S. Environmental Protection Agency USGS U.S. Geological Survey
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EXECUTIVE SUMMARY Fishbeck, Thompson, Carr & Huber, Inc. (FTCH) was retained by the Gratiot Area Water Authority (GAWA) to complete a hydrogeological study that included an evaluation of the geological and hydrogeological setting, and an aquifer pump test to evaluate an existing test production well (Well No. 9). This report presents the findings of the hydrogeological study for the proposed Type I Public Water Supply Well (Well No. 9). Well No. 9 is located in Arcada Township at 5400 North Luce Road, Section 4 (T11N R3W), Gratiot County, Michigan, approximately 2,150 feet north of Van Buren Road and 850 feet east of Luce Road. The Michigan Department of Environmental Quality (MDEQ) approved installation and testing of the test production well at this site in a letter dated December 10, 2008. Evaluation of available well logs, published reports, and information gained from test borings/wells in the study area indicate that the aquifer in which Well No. 9 is completed is aerially extensive throughout most of the study area. Based on this evaluation and other factors determined by the MDEQ, a large quantity withdrawal permit, including Well No. 9, was issued to GAWA by the MDEQ on July 31, 2014. This permit authorizes 3.56 million gallons per day in withdrawal capacity. The large quantity withdrawal permit, in part, is MDEQ’s determination that the surface water resources of the area of groundwater withdrawal will not be significantly impacted. Well No. 9 was installed March 2, 2009, by Stearns Drilling (Stearns), using mud rotary drilling methods. Well No. 9 was completed at a depth of 243 feet below ground surface (bgs), constructed of 12-inch diameter steel casing, and equipped with a 25-foot long, slot 30, stainless-steel screen. The annulus between the screen and borehole wall was filter packed from the base of the well screen up to a depth of approximately 201 feet bgs. The remaining borehole annulus was grouted with a neat cement grout from 201 feet bgs to ground surface. Well No. 9 was completed in a confined aquifer that is comprised of glacial outwash deposits. An aquifer performance test was performed by pumping Well No. 9. The test methods used comply with the requirements of the MDEQ Aquifer Test Policy ODWMA-399-003. Aquifer coefficients of transmissivity (T) and storativity (S) were calculated from the test results. The average aquifer coefficients of T and S were calculated to be 6,632 square feet per day (ft2/day) and 0.00042, respectively. The rated capacity of Well No. 9 was determined to be 625 gallons per minute (gpm). The rated capacity was determined based on well construction and pump design characteristics. The Theis solution with the average T and S from the aquifer test was used to solve for the drawdown in the test production well after 100 days of continuous pumping at 625 gpm. The resulting drawdown in Well No. 9 after 100 days of pumping at 625 gpm was calculated to be 75 feet, which is safely within the range of available drawdown due to well construction and pump design characteristics (93 feet). FTCH used a numerical groundwater flow model to predict local and regional drawdown and its effect on nearby wells and sites of environmental contamination. The groundwater modeling results indicate there will be additional long-term drawdown in the area of groundwater extraction that could have some effect on local private water supply wells. However, the drawdown analysis indicates any impact to be minimal
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and repairable, if necessary. The likelihood of contamination at the test production well from contaminants associated with sites identified within the 10-year time of travel is very low. Water samples were collected from the test production well and analyzed for the MDEQ required water quality parameters. Laboratory results indicate that water from the test production well meets all applicable federal water quality standards, with the exception of iron and sulfate, which exceeded the federal secondary drinking water standards. Based on the hydrogeological study, GAWA will seek MDEQ approval to convert the test production well to a Type I Public Supply Well, with a rated capacity of 625 gpm.
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1.0 INTRODUCTION
1.1 BACKGROUND
The cities of St. Louis and Alma formed a joint water authority, the GAWA, which will own and operate a
shared water supply system (wells, raw water transmission main, water plant, and booster pumping
stations). The formation of GAWA was driven by the City of St. Louis groundwater supply being
contaminated with para-chlorobenzene sulfonic acid.
GAWA plans to abandon and replace the entire existing St. Louis groundwater supply with a new
groundwater supply well system. The City of St. Louis currently operates six existing supply wells. The
St. Louis system will be replaced with new groundwater supply wells that have a combined total capacity
of 3.56 million gallons per day (mgd), and a firm capacity (capacity with largest well out of service) of
2.80 mgd.
The City of St. Louis recently purchased four new wells on two sites for the purpose of replacing the
existing St. Louis well system. The new wells were installed by a third party involved in a lawsuit involving
the Velsicol site (source of groundwater contamination) and the impact to the St. Louis well system. A
settlement was reached in the lawsuit and the City of St. Louis purchased the wells from the respective
landowners. The wells will become assets of the GAWA after the project is completed.
GAWA retained FTCH to complete a hydrogeological study for the purpose of identifying additional
potential groundwater supply sites and evaluating the four recently acquired test production wells.
Specific tasks included:
● Completing a preliminary evaluation of the geological and hydrogeological settings in the study area.
● Installing test borings and monitoring wells.
● Conducting an aquifer performance test at one of the purchased test production wells (Well No. 9).
● Determine drawdown effects on nearby wells; and determine potential for impact from other sites of
environmental contamination.
Rule 813 of the State of Michigan Public Act 399 (Safe Drinking Water Act) requires a supplier of water
from a Type I Public Water Supply to prepare a study of hydrogeological conditions for the determination
of an isolation area and the acceptability of the proposed location of the well. This report is the
hydrogeological study for the proposed Type I Public Water Supply Well No. 9. The study includes a
compilation and evaluation of data necessary to determine the isolation area, the acceptability of the well
location, and the availability of groundwater at that location.
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It is anticipated that Well No. 9 will be used to partially replace the total capacity of 3.56 mgd of the
existing City of St. Louis well system. Additional new supply wells will be required to replace the
remaining quantity of groundwater needed from abandonment of the St. Louis well system after
Well No. 9 is operational. Each new well will be tested and evaluated separately, and details will be
provided in separate reports. The overall effect of the entire new well system required to replace the St.
Louis water supply will be evaluated and discussed in a future report.
A numerical groundwater flow model was developed (Fleis & Vandenbrink, September 2012) as part of
the Wellhead Protection Program for the City of Alma. The groundwater flow model was calibrated to
groundwater levels collected throughout the study area, including the primary aquifer units in which all of
the existing St. Louis and Alma water supply wells are installed (including Well No. 9). FTCH utilized this
model to estimate groundwater flow conditions under various groundwater withdrawal scenarios.
FTCH tested the groundwater flow model against results from a long-term aquifer performance test
conducted at another well site (Peska South) in July 2014. There was good agreement between the
model results and the measured water levels collected during that aquifer performance test. The results
of the Peska South aquifer test and other regional study work conducted by FTCH has not been reported
as this work is ongoing. Based on preliminary findings, FTCH believes use of the model for predicting
drawdown in the localized area of groundwater withdrawal is sufficient for purposes of this report.
However, the groundwater model may have to be recalibrated and adjusted based on the new information
gained from the regional study currently in progress. Therefore, the currently developed model may have
to be revised for use in predicting long-term sustainability of the aquifer when evaluating the entire new
well system for GAWA in the future.
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2.0 PHYSICAL CHARACTERISTICS OF STUDY AREA
The study area considered in this hydrogeological study falls primarily within the City of Alma and Arcada
and Pine River Townships, Gratiot County, Michigan. The study area and locations of test production
wells, observation wells, and City of Alma Type I water supply wells in the study area are shown on
Figure 1.
The following physical characteristics are considered in this assessment:
• Topography
• Surface water
• Groundwater recharge
• Geology and hydrogeology
• Hydrostratigraphy and hydrogeologic boundaries
2.1 TOPOGRAPHY
The Alma area consists of gently rolling hills and level plains. According to the Alma South and Alma
North Quadrangle United States Geological Survey Topographic Maps, the land surface elevation in the
study area ranges from approximately 775 feet above mean sea level (amsl) to approximately 740 feet
amsl, with localized surface grades towards the Pine River. The topography of the study area is shown on
Figure 1.
2.2 SURFACE WATER
Several surface water features exist in the study area, most notably the Pine River. The Pine River is a
tributary to the Chippewa River and flows from the southwest to the northeast. The Pine River merges
with the Chippewa River which in turn merges with the Tittabawassee River, and ultimately drains into the
Saginaw Bay of Lake Huron. Several streams, wetlands, and small lakes are also located within the
study area.
2.3 HYDROGEOLOGICAL CHARACTERISTICS
2.3.1 REFERANCES AND RESOURCES
The hydrogeological characterization of the study area was achieved using a combination of existing and
readily available information (published studies conducted by others, data bases, and information
maintained by local units of government, and government agencies), and information and data gathered
by FTCH as part of the field investigative work performed for GAWA. The following are the primary
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resources with references to existing information used to support the hydrogeological characterization
presented in the section:
Apple, B.A. and Reeves, H.W., 2007, Summary of Hydrogeologic Conditions by County for the State of
Michigan, USGS Open-File Report 2007-1236
Farrand, W.R. and Bell, D.L., 1982, Quaternary Geology of Northern Michigan
Fleis & Vandenbrink, 2012, Wellhead Protection Area Delineation Report for the City of Alma
FTCH, 2002, Hydrogeological Study for a Type I Public Water Supply for the City of Alma
FTCH, 2009, Wellhead Protection Area Delineation Report for the City of St. Louis
Groundwater Inventory and Mapping Project, a cooperative effort between the Water Bureau - Michigan
Department of Environmental Quality, USGS - Michigan Water Science Center and Michigan State
University - Institute of Water Research, RS&GIS and Biosystems and Agricultural Engineering
(http://gwmap.rsgis.msu.edu/)
Vanlier, K.E., 1963, Geological Survey Water-Supply Paper 1619 Groundwater Resources of the Alma
Area Michigan
WELLOGIC database, Michigan Geographic Data Library
(http://www.mcgi.state.mi.us/mgdl/?rel=cext&action=Isabella)
Western Michigan University, 1981, Hydrogeological Atlas of Michigan, Department of Geology
Westjohn, D.B. and T.L. Weaver, 1998, Hydrogeologic Framework of the Michigan Basin Regional
Aquifer System: U.S. Geological Survey Professional Paper 1418, 47 p.
2.3.2 GEOLOGY
Unconsolidated glacial materials were deposited over the Alma area during several glacial episodes. The
glacial deposits consisted of layers of fine-grained glacial till and coarse-grained outwash. Thick deposits
of sand and gravel compose a buried outwash channel that is present under the central and western
portions of the City of Alma. This thick buried outwash channel nearly parallels the current Pine River
course. Thinner buried outwash deposits are also present in the area.
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A study of the groundwater resources of the Alma area was conducted by the United States Geological
Survey (USGS). Results of the study were published in a 1963 report titled Geological Survey
Water-Supply Paper 1619 Groundwater Resources of the Alma Area Michigan (Vanlier, 1963). Much of
the information known about the Alma area hydrogeology is provided in the USGS report. In the report
abstract, the following is stated by the author:
The consolidated rocks of the Alma area are mantled by Pleistocene glacial deposits, which are as much as 550 feet thick where preglacial valleys were eroded into the bedrock. The glacial deposits consist of till, glacial-lake deposits, and outwash. Till deposits are at the surface along the south-trending moraines that cross the area, and they underlie other types of glacial deposits throughout the area. The till deposits are of low permeability and are not a source of water to wells, though locally they include small lenses of permeable sand and gravel.
In the western part of the area, including much of the City of Alma, the glacial lake deposits consist primarily of sand and are a source of small supplies of water. In the northeastern part of the area, the deposits are predominantly clayey and low permeability. Sand and gravel outwash yields moderate and large supplies of water within the area. Outwash is present at the surface, along the West branch of the Pine River. A more extensive deposit of outwash buried by the lake deposit is the source of most of the groundwater pumped at Alma. The presence of an additional deposit of buried outwash west and southwest of the City is inferred from the glacial history of the area. Additional water supplies that may be developed from these deposits are probably adequate for anticipated population and industrial growth.
According to the Groundwater Inventory and Mapping Project, and the USGS Open-File Report
2007-1236 Summary of Hydrogeologic Conditions by County for the State of Michigan:
With the available information glacial lithologies cannot be regionally correlated in the subsurface. This is likely due to the lateral and vertical heterogeneity of glacial deposits that resulted from a complex depositional history (Westjohn and others, 1984). In the county, the thickness of the glacial deposits ranges from 51 to 600 ft (Western Michigan University, 1981). Glacial deposits in Gratiot County include lacustrine deposits, outwash, and till (Farand and Bell, 1982; Vanlier, 1963b). In general, lacustrine sand and gravel deposits dominate the southeastern portion of the county; while deposits in the central portion of the county are primarily lacustrine clay and silt. Outwash is composed of sand and gravel. In the Alma area, lenses of silt and clay are present in the outwash, and outwash deposits are capable of supplying moderate to large amounts of water to wells.
The glacial deposits in Gratiot County are underlain by bedrock of Jurassic and Pennsylvanian age. The
Pennsylvanian Saginaw formation is found beneath Alma and St. Louis. While the Saginaw Formation is
200 to 350 feet thick and yields moderate supplies of both fresh and saline water in Gratiot County, this
aquifer generally contains objectionable amounts of chloride in the Alma/St. Louis area, and is generally
not considered an adequate source of groundwater for municipal supplies (Vanlier, 1963).
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2.3.3 HYDROGEOLOGY
According to the Groundwater Inventory and Mapping Project and the USGS Open-File Report
2007-1236 Summary of Hydrogeologic Conditions by County for the State of Michigan:
According to the February 2005 Wellogic database, approximately 85% of the wells in Gratiot
County are completed in the glacial deposits, and 12% in the bedrock units. There is insufficient
information to make this distinction for 3% of the wells in the county.
Aquifers in glacial deposits consist largely of sands and gravels and vary regionally in thickness
and permeability. According to the Public Water Supply database, the estimated transmissivity
for glacial wells in Gratiot County ranges from approximately 1270 to 5050 ft2/day. In the Alma
area, shallow (0 to 30 ft in depth) lacustrine deposits are composed of sand and silt and may
yield small supplies of water. The water from the shallow lacustrine deposits is generally hard
and high in iron, and locally high in nitrate. Deeper lacustrine deposits in the Alma area also
include sandy and silty clay deposits that act as a partially confining layer. These deposits do
not supply water. The western portion of the Alma area is underlain with buried outwash, and
this is the main source of water for the city. Transmissivity values were estimated from the
coefficient of transmissibility for wells in buried outwash deposits using flow-net analysis and
pumping tests. These values range from 1,537 to 2,673 ft2/day and 1,604 to 4,411 ft2/day,
respectively.
2.3.3.1 RECHARGE
Recharge is the amount of water that infiltrates the subsurface and becomes part of the underlying
aquifer. Recent work using the baseflow separation method was used to complete recharge estimates
across Michigan (Groundwater Inventory and Mapping Project, a cooperative effort between the Water
Bureau - Michigan Department of Environmental Quality, USGS - Michigan Water Science Center and
Michigan State University - Institute of Water Research, RS&GIS, and Biosystems and Agricultural
Engineering). The estimates indicate that the recharge in the study area varies between 5 to 9
inches/year with an average value of 6.4 inches/year. According to the work, accuracy of the recharge
estimate is estimated to be ±2.44 inches/year in the study area.
2.3.3.2 HYDROSTRATIGRAPHY AND HYDRAULIC BOUNDARIES
FTCH developed four cross sections (A-A’ through D-D’) to aid in the visualization and understanding of
the site geology and hydrostratigraphic units. The cross-section locations are depicted on Figure 2 and
the cross-sections have been included as Figures 3 through 6. Cross-sections incorporated the results of
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the recent test borings, as well as agricultural wells, historical test borings, City of Alma water supply wells
and residential well records obtained from WELLOGIC. The two east-west (A-A’ and D-D’) and two
north-south (B-B’ and C-C’) cross-sections provide coverage to help define the glacial deposits and
geologic boundaries in the study area.
Based on these cross- sections, and according to the regional geology and observations made during the
characterization of the site geology, laterally continuous sand and gravel deposits form a confined aquifer
that extends throughout the majority of the study area. This aquifer is confined by an overlying clay-rich till
unit that acts as an aquitard and by an underlying assemblage of glacial till with discontinuous sequences
of sand and gravel that acts as a lower confining layer. These confining layers form hydrologic boundaries
that provide the upper and lower bounds of the glacial aquifer, which currently serves as the City of
Alma’s water supply source.
The City of Alma supply wells are completed in glacial sand and gravel deposits that are approximately
100 feet thick and extend to depths of approximately 160 feet bgs. The GAWA recently acquired four test
production wells (Fredrickson North [Well No. 9], Fredrickson South, Peska North and Peska South).
These test production wells are completed within glacial sand and gravel deposits that are approximately
200-feet thick and extend to depths of approximately 250 feet bgs on the former Fredrickson property and
approximately 280 feet bgs on the former Peska property.
Based on the results of the aquifer performance test completed at Well No.9 in December 2014, it was
apparent that observation wells FN-1, FN-2, FS-1, FS-2, and the Alma Supply Wells were screened in the
same formation as Well No. 9. Based on the cross-sections included as Figures 3 through 6 and the
regional geology, the confined aquifer that Well No. 9 is installed in is laterally continuous and extends
throughout the majority of the study area, and includes the aquifer in which the City of Alma wells (Well-1,
Well-7, and Well-8) are installed. The aquifer appears to extend predominantly west and south of the City
of Alma.
2.3.3.3 ESTIMATES OF HYDRAULIC PROPERTIES
Estimates of hydraulic properties were determined from the recent aquifer testing, and are summarized
and discussed in Section 4.4 of this report.
2.3.3.4 REGIONAL GROUNDWATER FLOW
Regional potentiometric surface contours were provided in the 2009 Wellhead Delineation Report for the
City of St. Louis. The potentiometric surface (Figure 7) indicates an overall easterly groundwater
flow direction.
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3.0 TEST PRODUCTION WELL NO. 9
Well No. 9 is located at 5400 North Luce Road in Section 4 (T14N R3W), Gratiot County, Michigan,
approximately 2,150 feet north of Van Buren Road, 850 feet east of Luce Road, and approximately 430
feet south of the Pine River, as shown on Figure 8. Figure 8 shows the locations of Well No. 9 and the
observation wells. The location coordinates and top-of-casing elevations for Well No. 9 and observation
wells are provided in Appendix 1 and summarized in Table 1. The MDEQ approved installation and
testing of the test production well at this site in a letter dated December 10, 2008. A copy of the letter is
provided in Appendix 2. FTCH conducted a 24-hour aquifer performance test by pumping Well No. 9, and
measuring drawdown and recovery from the test well and observation wells from December 3 through
December 5, 2014.
The test production well is located on a 78-acre parcel of undeveloped land. There are no known sources
of contamination within a 200-foot isolation distance of the test production well. FTCH reviewed state and
federal records regarding potential sources of significant contamination within a 2,000-foot isolation
distance of the test production well. No known significant sources of contamination were identified within
this search area.
FTCH reviewed the Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map (FIRM)
(Appendix 3) to determine if the test production well was within the 100-year flood plain. Based on this
map, Well No. 9 is in a Zone A (no base flood elevation has been determined) of a special flood hazard
area subject to inundation by the 1% annual chance of flood. The ground elevation at the test production
well is 744.89 (NAVD 88) feet amsl. A flood insurance study (FEMA, October 18, 2011) was completed
for Gratiot County. Per the flood insurance, the 1% annual chance of flood elevation was determined to
be 734.9 (NAVD88) feet amsl at cross-section AA (shown on the FIRM included in Appendix 3). This
location is approximately 500 feet east of Well No. 9. A copy of the Flood Insurance Study is included in
Appendix 3. A recent map amendment completed by FEMA for a property approximately 1,000 feet west
of Well No. 9 has indicated that the 1% annual chance flood elevation is 735.5 feet amsl. Based on this
information, there is no indication the test production Well No. 9 is located in an area prone to flooding.
3.1 TEST PRODUCTION WELL CONSTRUCTION
Well No. 9 was installed on March 2, 2009, by Stearns under Michigan Drillers License No. 41-1095,
using mud rotary drilling methods. The descriptive well log for Well No. 9 is included in Appendix 4.
An 18-inch diameter borehole was drilled to a depth of 243 feet for installation of the supply well. A
12-inch ID black steel welded casing, with a 12-inch pipe size, 25-foot long, slot 0.030”, Type 304 High
Flow stainless steel Johnson well screen was installed. The screen was set from 218 to 243 feet bgs. The
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screen has an intake capacity of 44.1 gallons per foot of screen. Therefore, the total transmitting capacity
of the screen is rated at 1,102 gpm.
After the well was installed, the borehole annulus was filter packed from 243 feet to 201 feet bgs. The
borehole annulus was grouted from a depth of approximately 201 feet bgs to the ground surface with
neat cement.
3.2 OBSERVATION WELL CONSTRUCTION
Observation wells FN-1, FN-2, FS-1, and FS-2 were also installed for the purpose of conducting an
aquifer performance test. Observation wells FN-1, FN-2, FS-1, and FS-2 were installed by Stearns in
2009 using mud rotary methods. These wells were constructed with 2-inch diameter galvanized steel
casing with 2-inch diameter, 10-foot long, slot 0.020″ (FN-1 used a slot 0.010″), stainless steel screens.
The wells were screened at the following intervals: FN-1 (233 to 243 feet bgs); FN-2 (228 to 238 feet
bgs); FS-1 (220 to 230 feet bgs); and FS-2 (230 to 240 feet bgs). These wells were grouted with neat
cement. Descriptive well logs for the monitoring wells FN-1, FN-2, FS-1, and FS-2 are included in
Appendix 4. The observation well location and top-of-casing information are summarized in Table 1.
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4.0 HYDRAULIC ANALYSIS OF AQUIFER
FTCH conducted a 6-hour step test at Well No. 9, an 8-day background groundwater level evaluation
study, a 24-hour pumping test, and a 16-hour recovery test starting on November 25 through December
5, 2014. The locations of Well No. 9 and the four observation wells (FN-1, FN-2, FS-1, and FS-2) are
shown on figure 8. The City of Alma supply Well 1 and Well 7 were pumped in on/off cycles during the
aquifer performance test; however, the effects of this pumping were reduced by starting the 24-hour
aquifer performance test on the evening of December 3, 2014, after these wells had finished the pumping
cycles for that day.
4.1 STEP-DRAWDOWN TEST
FTCH conducted a step-drawdown test at Well No. 9 on December 2, 2014, using a submersible pump.
The pumping rates for the step-drawdown test were 530, 768, and 1060 gpm. Each step lasted a duration
of 120 minutes. Water level elevations were measured in Well No. 9 using a water level indicator probe
with an accuracy of 0.01 feet. The step-drawdown data were plotted on a graph of time versus drawdown
(Appendix 5). A summary of the pump discharge rates, drawdown data, and the specific capacity
(gpm/foot of drawdown) for each step is included in Table 2.
4.2 BACKGROUND GROUNDWATER ELEVATIONS
FTCH monitored water levels and barometric pressure from several wells under non-pumping conditions
from November 25 to December 3, 2014. In-Situ Mini Troll pressure transducers were installed at the
following locations: FN-1, FN-2, FS-1, and FS-2; and an In-Situ Baro Troll barometer was installed at
FN-2. Water level and barometric pressure data were collected for a period of approximately 192 hours,
until the 24-hour pumping test was initiated on December 3, 2014, at 7:00 p.m.
This pretest data (groundwater elevation data and barometric pressure data) for each monitoring location
are provided in digital format in Appendix 6.
4.3 AQUIFER PERFORMANCE TEST
Aquifer performance testing is a requirement for Type I water supply wells operating at a flow rate of 70
gpm or greater. An aquifer performance test was conducted in accordance with the requirements of the
MDEQ Aquifer Test Policy ODWMA-399-003 (Aquifer Test Requirements for Public Water Supply Wells).
The aquifer performance test was conducted on December 3 and 4, 2014. A submersible pump was used
to pump water from Well No. 9 at a constant discharge rate of 854 gpm for a period of 24-hours. The
discharge rate was measured using an orifice weir. Following the 24-hour drawdown portion of the test,
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the pump was shut off, and water level recovery measurements were collected for a period of 16-hours.
Drawdown and recovery data were measured in Well No. 9 using an electric water level indicator, and at
the four observation wells (FN-1, FN-2, FS-1, and FS-2) using In-Situ Mini Trolls, equipped with pressure
transducers. Barometric pressure readings were also collected using an In-Situ Baro Troll during the test.
Discharge water was pumped onto the ground surface into a low-lying area located approximately 400
feet north of the well. The discharge water then flowed north following the surface topography toward the
Pine River. Based on the geological information on well logs from this area, approximately 50 feet of clay
is located above the aquifer that Well No. 9 was installed, and the discharge water from Well No. 9 is not
expected to infiltrate back into this aquifer during the testing period. Water level data collected during the
pumping test and recovery test are provided in a digital format in Appendix 6.
4.4 DETERMINATION OF AQUIFER COEFFICIENTS OF TRANSMISSIVITY, HYDRAULIC CONDUCTIVITY, AND STORAGE
Barometric pressure readings measured prior to and during the aquifer performance test, were reviewed
to determine if drawdown data was significantly affected by barometric pressure changes. Calculated
changes in water levels, due to barometric pressure changes, indicated barometric pressure changes had
no significant impact on measured water levels; therefore, corrections to measured water level data, due
to barometric pressure changes, were not necessary in order to analyze the aquifer performance test
data. Pretest data from the observation wells, along with barometric pressure data, are provided in digital
format in Appendix 6.
The aquifer coefficients of T and S were calculated using drawdown and recovery data collected from
observation wells FN-1, FN-2, FS-1, and FS-2. Based on correlation of the geological information and the
results of the aquifer test, it is apparent that these observation wells are screened in the same formation
as Well No. 9. A hydrograph of water level data for the observation wells for the testing period is provided
in Appendix 7. Drawdown data from observation wells are presented on graphs of time versus drawdown
and included as Appendix 8. Drawdown and recovery data from all observation wells are included in
digital format in Appendix 6.
The aquifer performance test data indicate the aquifer exhibited a confined aquifer response as expected
based on the hydrogeological conditions, i.e. a confining clay layer with measured artesian conditions. As
can be seen from the drawdown response curves from FN-1, FN-2, FS-1, and FS-2, a graphical slope
change is evident approximately 700 minutes into the pumping test. This is likely the result of the City of
Alma supply wells coming back online after evening shutdown. Based on information provided by the City
of Alma, supply Wells 1 and 7 were in operation on December 4, 2014, from 6:25 a.m. to 11:00 a.m. and
2:05 p.m. to 3:57 p.m. during the aquifer performance test, pumping at an average flow rate of
approximately 1805 gpm. The aquifer performance test began at 7:00 p.m. on December 3, 2014, and
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would not have been influenced by the pumping of the City wells until 6:25 a.m. on December 4, 2014,
approximately 700 minutes into the test, at which time additional drawdown was observed at the
monitoring wells.
Four methods were used to analyze the aquifer performance test data:
● Theis, 1935 (curve matching method for confined aquifers)
● Cooper and Jacob, 1946 (straight-line method)
● Thiem, 1906 (distance-drawdown method)
● Theis Recovery, 1935 (residual drawdown method)
The aquifer performance test analysis utilized AQTESOLV version 4.50 (AQTESOLV) software.
Assumptions and equations used in AQTESOLV for each of the analysis methods are included in
Appendix 9. Graphs of drawdown and recovery data for FN-1, FN-2, FS-1, and FS-2 for each of the four
analyses used, along with calculated results for T and S are included in Appendix 8. The calculated
coefficients of T and S values determined at FN-1, FN-2, FS-1, and FS-2 are summarized in Table 3.
The average calculated T values using data from FN-1, FN-2, FS-1, and FS-2 are 5,499 ft2/day, 5,162
ft2/day, 8,193 ft2/day, and 9,232 ft2/day, respectively. The T value calculated using the distance drawdown
analysis method was 5,075 ft2/day and was determined from data at 604 minutes into the aquifer
performance test at each observation well to avoid drawdown affects from the pumping of the City wells
which occurs at approximately 700 minutes into the test. The average calculated T value (calculated
using the average T at each location plus the distance drawdown T value) is approximately 6,632 ft2/day.
The average T value of 6,632 ft2/day was used in the calculation of safe yield.
The S values calculated from observation wells FN-2, FS-1, and FS-2 ranged between 0.00026 and
0.00064 with an average S of 0.00042. These values are consistent with a “non-leaky” confined aquifer.
The S values calculated from FN-1 ranged from a “leaky” confined aquifer value of 0.012 using the Theis
curve matching analysis to a “non-leaky” confined aquifer value of 0.000008 using the Cooper-Jacob
straight line analysis. Due to this variance in calculated S values at FN-1, the S values calculated at FN-1
were not used in calculation of the average S value. The average S value of 0.00042 calculated from
observation wells FN-2, FS-1, and FS-2 was used in the calculation of safe yield.
Natural hydraulic boundary conditions were not observed in the time drawdown data from the observation
wells. The deflection of the drawdown curves after 700 minutes appears to be the results of the Alma
supply wells coming online at that time. However, regional hydrogeological information suggests that
natural aquifer boundaries associated with thinning of the aquifer formation likely exist at greater
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4.5 WELL EFFICIENCY
The efficiency of a well can be expressed as the ratio of the actual specific capacity (Q/Sactual) and the
theoretical (calculated) specific capacity (Q/Stheoretical) of the well. Using the average transmissivity of
6,632 ft2/day (49,607 gpd/ft) determined from the 24-hour aquifer performance test and the modified
nonequilibrium equation, the true well efficiency is determined as follows:
% 𝐸 = � 𝑄/𝑆𝑎𝑐𝑡𝑢𝑎𝑙 𝑄/𝑆𝑡ℎ𝑒𝑜𝑟𝑒𝑡𝑖𝑐𝑎𝑙
� 𝑥 100
𝑄/𝑆𝑡ℎ𝑒𝑜𝑟𝑒𝑡𝑖𝑐𝑎𝑙 =𝑇
264 × log �0.3𝑇𝑡𝑆𝑟2 �
Where: T = transmissivity of the well, in gpd/ft
t = time of pumping, in days
r = radius of the well, in ft
S = storage coefficient of the aquifer
The theoretical specific capacity is 23.07 gpm/ft of drawdown:
𝑄/𝑆𝑡ℎ𝑒𝑜𝑟𝑒𝑡𝑖𝑐𝑎𝑙 =49,607 𝑔𝑝𝑑/𝑓𝑡
2,150.5
The actual 1-day specific capacity is 10.36 gpm/ft of drawdown:
𝑄/𝑆𝑎𝑐𝑡𝑢𝑎𝑙 = (854 𝑔𝑝𝑚)/(82.42 𝑓𝑡)
Where Q = Yield of the well, in gpm
S = Measured drawdown in the well, in ft
The well efficiency is 45%:
% 𝐸 = (10.36 23.07) × 100⁄ 4.6 SAFE YIELD ANALYSIS
The MDEQ Office of Drinking Water and Municipal Assistance policy and procedures number
ODWMA-399-003 requires a prediction on the effects of 100 days of pumping at the maximum pumping
rate of the permanent well. FTCH used the Theis solution method and a numerical groundwater model
obtained from the Wellhead Protection Area Delineation Report for the City of Alma (Fleis & Vandenbrink,
September 2012) to evaluate the safe yield of Well No. 9. The results are described in the
following section.
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4.6.1 DRAWDOWN PROJECTIONS IN WELL NO. 9
The well screen of Well No. 9 is set between 218 and 243 feet bgs. Due to well construction and pump
design limitations, it is anticipated that the pump intake will be positioned approximately 115 feet bgs and
the maximum average pumping rate for a 24-hour period will be 625 gpm. The static water level at Well
No. 9 is approximately 12 feet bgs. FTCH recommends that a maximum projected drawdown should be a
minimum of 10 feet above the pump intake; thus, the allowable drawdown water level at Well No. 9 would
be 105 feet bgs or a maximum total well drawdown of 93 feet. Using the Theis solution, with a pumping
rate of 625 gpm and well efficiency of 45% (which takes into account the drawdown at Well No. 9 caused
by the City of Alma wells operating), the projected drawdown after 100 days is calculated to be 75 feet
(87 feet bgs). Therefore, FTCH recommends a maximum safe withdrawal rate of 625 gpm. This would
conservatively allow approximately 18 feet of water above the pump intake as a safety measure.
4.6.2 LONG-TERM PUMPING EFFECTS ON HYDROLOGIC FEATURES, NEARBY WELLS AND NEARBY SITES OF ENVIRONMENTAL CONTAMINATION
The evaluation of safe yield of Well No. 9 should also consider Adverse Resource Impact (impact on
surface water), the impact of Well No. 9 operation on other wells (interference effects), and the potential
impact from nearby sites of environmental contamination.
In order to predict the regional effect of drawdown in the confined aquifer caused by the operation of Well
No. 9, a comparison of current day groundwater levels to predicted groundwater levels was made.
Current day groundwater elevation contours are shown in Figure 7. The groundwater model was used to
perform a simulation to predict groundwater elevation after Well No. 9 becomes operational. Figure 9
presents the model-predicted regional groundwater elevations after the City of St. Louis wells are shut
down and all pumping is shifted to the existing City of Alma water supply wells and Well No. 9. The
pumping conditions represented by Figure 9 includes Well No.9 pumping at 625 gpm for 100 days and
the existing City of Alma wells (1,7, and 8) pumping at the long-term average rate of 365 gpm each for a
total simulated pumping rate of 1,810 gpm. Figure 10 illustrates the net drawdown, in feet, caused solely
by Well No. 9 pumping at 625 gpm for 100 days while the existing City of Alma wells 1, 7, and 8 are each
pumping at a rate of 365 gpm.
The Theis method was also used to calculate the effects of Well No. 9 under current conditions if pumped
at 625 gpm using a T of 6,632 ft2/day and an S of 0.00042. The calculated drawdown at FN-2, FS-1, and
FS-2 at 100 days of pumping Well No. 9 at 625 gpm are as follows: FN-2 = 14.67 feet, FS-1 = 10.07 feet,
and FS-2 = 9.62 feet.
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The drawdown projections made from the Theis method are less than the drawdown predictions made
from the groundwater flow model; however, they are conservative estimates assuming Well No. 9 went
into operation under current conditions (without shutting down the City of St. Louis supply wells) and do
not account for the complexities of the hydrogeological system that have been included in the numerical
groundwater flow model. As with any groundwater model, certain simplifying assumptions were made
based on a limited number of data points. The best estimates of hydraulic parameters were used as
inputs for the groundwater model based on available data. The accuracy of the simulation results may be
limited by the accuracy of the input parameter estimates and the simplifying assumptions used to
construct the model. Despite these limitations, the groundwater flow model is considered the best
practical method to estimate the 100-day drawdown after The City of St. Louis wells are turned off and
Well No.9 is turned on.
4.6.2.1 LARGE QUANTITY WATER WITHDRAWAL PERMIT
Part 327, of the Natural Resources and Environmental Protection Act, 1994 PA 451, as amended,
requires the owner of property who proposes to make a new or increased water withdrawal on that
property that is more than 2,000,000 gallons per day capacity from the waters of the state to supply a
common distribution system apply for a permit prior to making the withdrawal. The GAWA submitted a
permit application to the MDEQ on March 7, 2014. Following technical review and public notification, a
water withdrawal permit for GAWA was issued on July 31, 2014. This permit authorizes 3.56 million
gallons per day in withdrawal capacity, restricted to the four wells on two sites purchased by the City of
St. Louis (including Well No. 9). A copy of the water withdrawal permit is included in Appendix 10.
4.6.2.2 PUMPING EFFECTS ON OTHER WELLS
Known wells in the area include residential/commercial wells and the City of Alma water supply wells.
Most local private water supply wells appear to be completed in the same confined aquifer that Well No. 9
and the City of Alma water supply wells are installed. Drawdown from the operation of Well No. 9 has the
potential to lower water levels in these wells. Those wells completed in shallower aquifers should not be
affected due to poor hydraulic connection with the confined aquifer. Water level changes will be greatest
near the pumping well and decrease with distance away from Well No. 9. In general, the further from the
pumping well, the less chance for impact.
FTCH utilized the groundwater flow model to predict the groundwater elevations caused when the City of
St. Louis supply wells are shut off; the City of Alma wells are pumping at the estimated daily flow rate of
1,186 gpm, and Well No. 9 is pumping at 625 gpm. The simulated groundwater elevations under these
conditions are shown as Figure 9.
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Based on the cross-sections provided in Figures 3 through 6, the approximate elevation of the top of the
confined aquifer (base of the upper confining clay) in the area of the model predicted 100-day drawdown
(Figure 10) was estimated to range from 610 to 695 feet amsl. The drawdown from the operation of Well
No. 9 is not projected to be below the top of the confined aquifer. Therefore, due to the artesian nature of
the confined aquifer, local private water supply wells should not go dry and become unusable. Pump
placement may be too high in some wells, and if so, may have to be lowered.
4.6.2.3 CAPTURE ZONE DELINEATION
In accordance with the groundwater source requirements R 325.10801 et. al. of the Safe Drinking Water
Act, as amended, FTCH completed a capture zone analysis of pumping at 625 gpm from Well No. 9. The
simulation was completed with pumping from all of the other high capacity wells within the model domain.
A steady state simulation was executed and a 10-year time of travel capture zone was created using
MODPATH to reverse track particles originating from Well No. 9. The 10 year time-of-travel capture zone
is included as Figure 11.
FTCH reviewed the locations of the MDEQ hazardous waste sites (Part 111), solid waste sites (Part 115),
sites of environmental contamination (Part 201), and leaking underground storage tank sites (Part 213)
obtained from an Environmental Data Resources, Inc (EDR) state data base search. According to the
available information, there are no sites of contamination in the 10 year travel time capture zone.
4.6.3 SAFE YIELD RECOMMENDATIONS
Based on the physical capabilities of Well No. 9, the evaluation of the aquifer performance test and the
hydrodogeological conditions, FTCH recommends a safe yield of 625 gpm for Well No. 9. This flow rate
can be sustained in the extreme case of continuous pumping for 100 days.
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5.0 WATER QUALITY DATA
On December 4, 2014, approximately 17 hours into the aquifer performance test, FTCH collected a water
sample from Well No. 9. The sample was collected in laboratory prepared bottles, placed in coolers
containing ice packs, and transported to the State of Michigan laboratories for analysis. The sample was
analyzed for a variety of inorganic and organic chemicals, as required by the MDEQ, for new water
supplies. A sample was also collected and analyzed for radionuclides (gross alpha, radium-226,
radium-228) at Eurofins Eaton Analytical, Inc., in South Bend Indiana; and total coliform and sulfate at
Prein & Newhof in Grand Rapids, Michigan. The resulting water quality data from all water quality tests
are provided in Appendix 11.
The water quality data collected from Well No. 9 meet all state and federal drinking water standards, with
the exception of iron and sulfate which exceed the federal secondary drinking water standard. There were
no detected carbamates, chlorinated acid herbicides, pesticides, or volatile organic compounds in the
sample and the measured radiological parameters were well below the maximum contaminant levels
(MCLs) set by the U.S. Environmental Protection Agency. All inorganic parameters were below MCLs. A
summary of key groundwater analytical data is provided in the following Table 4.
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6.0 SUMMARY AND CONCLUSIONS
A test production Well No. 9 has been evaluated in terms of safe yield and water quality for GAWA. The
well is a 12-inch diameter well equipped with a 25-foot long screen. The well is located in Arcada
Township at 5400 North Luce Road, Section 4 (T11N R3W), Gratiot County, Michigan, approximately
2,150 feet north of Van Buren Road and 850 feet east of Luce Road. The well is completed in a confined
aquifer. An aquifer performance test was conducted using Well No. 9. The test methods complied with the
MDEQ Aquifer Test Policy ODWMA-399-003 (Aquifer Test Requirements for Public Water Supply Wells).
Aquifer coefficients of T and S were determined to be 6,632 ft2/day and 0.00042, respectively. These
coefficients were used, along with other data, to determine the effects of 100 days of continuous
pumping. From the safe yield analysis, which included an examination of operation of the test production
well on hydrologic features, nearby wells, and nearby sites of environmental contamination, it is proposed
that the test production well be given a rated capacity of 625 gpm.
A water sample was collected from the test production well and analyzed for a variety of water quality
parameters. Laboratory results indicate water from the test production well meets all applicable federal
water quality standards, with the exception of iron, and sulfate which exceeded the federal secondary
drinking water standards.
.
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7.0 MONITORING RECOMMENDATIONS
It is recommended that the GAWA collect routine water level data from existing observation wells in the
vicinity of Well No. 9 prior to and during the supply well operation. The collection of water level data can
serve several purposes, including: (1) understand the aquifer behavior and confirm drawdown estimates
made in this report; (2) optimize well operation in order to minimize drawdown in the area; and (3) track
long-term water level trends.
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8.0 REFERENCES
Apple, B.A. and Reeves, H.W., 2007, Summary of Hydrogeologic Conditions by County for the State of Michigan, USGS Open-File Report 2007-1236 Cooper, H.H. and C.E. Jacob, 1946, A Generalized Graphical Method for Evaluating Formation Constants and Summarizing Well Field History, Am. Geophys. Union Trans. Vol. 27, pp 526-534. Driscoll, F.G., 1986, Groundwater and Wells, 2nd Edition, Johnson Filtration Systems Inc., St. Paul, Minnesota, p. 1021. Farrand, W.R. and Bell, D.L., 1982, Quaternary Geology of Northern Michigan Fleis & Vandenbrink, 2012, Wellhead Protection Area Delineation Report for the City of Alma FTCH, 2002, Hydrogeological Study for a Type I Public Water Supply for the City of Alma FTCH, 2009, Wellhead Protection Area Delineation Report for the City of St. Louis Groundwater Inventory and Mapping Project, a cooperative effort between the Water Bureau - Michigan Department of Environmental Quality, USGS - Michigan Water Science Center and Michigan State University - Institute of Water Research, RS&GIS and Biosystems and Agricultural Engineering (http://gwmap.rsgis.msu.edu/) Theis, C.V., 1935, The Relationship Between the Lowering of the Piezometric Surface and the Rate and Duration of Discharge of a Well Using Groundwater Storage, Trans. Amer. Geophys. Union, vol 16, pp 519-524. Thiem, G. 1906, Hydrolgische Methoden, Gebhardt, Leipzig, 56 pp. Vanlier, K.E., 1963, Geological Survey Water-Supply Paper 1619 Groundwater Resources of the Alma Area Michigan WELLOGIC database, Michigan Geographic Data Library (http://www.mcgi.state.mi.us/mgdl/?rel=cext&action=Isabella) Western Michigan University, 1981, Hydrogeological Atlas of Michigan, Department of Geology Westjohn, D.B. and T.L. Weaver, 1998, Hydrogeologic Framework of the Michigan Basin Regional Aquifer System: U.S. Geological Survey Professional Paper 1418, 47 p.
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07
03
30
31
06
08
32
29
05
17
20
32
29
2422 2321
06
19 2019
23 24222120
06
09 1007 11 07
178
08 08
LEGEND
&< Test Production Well
@A Observation Well
@? Test Boring Well
!( Alma City Well
Grati
ot Ar
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uthor
ityGr
atiot
Coun
ty, M
ichiga
nHy
drog
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ical S
tudy F
or a
Type
IPu
blic W
ater S
upply
Well
- Well
No.
9
G120617HG6
1FIGURE NO.
PROJECT NO.
©Copyright 2014All Rights ReservedPL
OT IN
FO: Z
:\201
2\120
617\C
AD\G
IS\M
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15 H
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MAP OFSTUDY AREA0 5,0002,500
FEETNORTH
engineers
architectsscientists
constructors
Hard copy isintended to be11"x17" when
plotted. Scale(s)indicated and
graphic quality maynot be accurate for
any other size.
fishbeck, thompson,carr & huber, inc.
"Ò)
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TW-6DTW-6S
Well No.9
Fred South
Peska North
Peska South
Sumner Township
Seville Township
Emerson Township
Bethany Township
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IR-2914
IR-2137
IR-2134
IR-1507
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Monroe
Harrison
State
Ely
Osbo
rn
Lincoln
Alger
Saint Charles
Jackson
Washington
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e
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r
Polk
Van Buren
Luce
Olive
Rich
Bego
le
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Fred Meijer Heartland
Fillmore
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Main
Michigan
Center
Wina
ns
Graft
on
Reid
Sand
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South
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Charl
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Bridg
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Cheesman
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Smith
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Warwick
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John
s
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Repu
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Gran
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Ithac
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Grati
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Frank
lin
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Wilso
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Mill
Euclid
Walnut
Heather
York
Williams
Hillcrest
Panther
Kali
Mary
Bank
son
Rock
ingha
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Tyrell
Fairla
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Beec
h
Hann
ah
Maple
Grov
e
Lynn
Yale
Falkirk
Seaver
Golfs
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Wildw
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Essex
Nelso
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Have
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Hazel
Arcada
Birmingham
Valle
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Allen
Devo
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Adam
s
Norton Gibbs
Cathe
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Pleas
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Hubb
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Downie
River
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Park
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side
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North
Highla
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Kates
Davis
Shirle
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Masonic
WestwindGa
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Virgin
ia
Meadow
Emerson
Gemstone
Spruce
Fox
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Butternut
Massachusetts
Whitney
Hampton
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iew
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Wina
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Pingre
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Ely
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Union
Linco
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RichOs
born
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Lincoln
River
Van Buren
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e
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River
Luce
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Park
Hoffman
Grant
Fillmore
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End
Graft
on
North
Park
Alger
Bliss
Graft
on
Rich
Wilson
Jackson
Bego
le
Warne
r
ArcadaSta
te
Polk
Warne
r
Ferris
Wina
ns
Ferris
Harrison
Center
Pingre
e
Olson
Tyrell
Van Buren
Luce
Pine
Fillmore
Mill
Alger
Euclid
River
1107
06
18
03
11
01
19
05
10
02
31
30
02
30
26
02
27
04
34
22
35 32
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27
28
17
02
35
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26
03
25
20
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29
14
10
35
27
13
35
32
15
33
2322
27
36
24 23
34
36
31
36
12
16
01
28
01
26
2825
21
04
28
33 36
21
33
29
25
04
03
34
05
14
31
26
30
16
09
04
19
25
24
12
13
05
06
01
18
07
03
30
31
06
08
32
29
05
17
20
32
29
2422 2321
06
1920
1923 24222120
06
09 1007 11 07
178
0299
IR-2091
08 08
LEGEND
&< Production Well
@A Observation Well
@? Test Well
!( Alma City Well
Household Well
"Ò) Irrigation Well
Lines of Cross-Section
Grati
ot Ar
ea W
ater A
uthor
ityGr
atiot
Coun
ty, M
ichiga
n
G120617HG6
2FIGURE NO.
PROJECT NO.
©Copyright 2014All Rights ReservedPL
OT IN
FO: Z
:\201
2\120
617\C
AD\G
IS\M
AP D
OC\20
15 H
ydrog
eo S
tudy\F
IG02
_Xse
ction
Loca
tion M
ap.m
xd D
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15 1:
54:11
PM U
ser: a
cs
SITE MAP WITHCROSS-SECTIONLOCATIONS0 5,0002,500
FEETNORTH
engineers
architectsscientists
constructors
Hard copy isintended to be11"x17" when
plotted. Scale(s)indicated and
graphic quality maynot be accurate for
any other size.
fishbeck, thompson,carr & huber, inc.
Hydr
ogeo
logica
l Stud
y For
a Ty
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Publi
c Wate
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ell N
o. 9
PE
SK
A
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UT
H
FR
ED
N
OR
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WE
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N
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IR
-1
95
1
AL
MA
W
EL
L #
1
AL
MA
W
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L #
8
IR
-1
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7
IR
-2
93
3
IR
-2
91
4
PIN
E R
IV
ER
WEST
A A'
EAST
TB
-0
2-0
3
TB
-0
2-0
1
PIN
E R
IV
ER
02
99
©Copyright 2015 All Rights Reserved
Hard copy is
intended to be
11"x17" when
plotted. Scale(s)
indicated and
graphic quality may
not be accurate for
any other size.
PLO
T IN
FO
: Z
:\2012\120617H
G\C
AD
\C
D\Z
001-120617H
G5.D
WG
LA
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: X
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AT
E: 1/30/2015
T
IM
E: 3:52:14 P
M U
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R: A
CS
fishbeck, thompson,
carr & huber, inc.
GEOLOGIC
CROSS-SECTION A-A'
Gratio
t A
rea W
ater A
uth
ority
Gra
tio
t C
ou
nty, M
ich
ig
an
Hyd
ro
geo
lo
gical S
tu
dy F
or a T
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e I
Pu
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up
ply W
ell - W
ell N
o. 9
G120617HG5
3
04
54
B
SOUTH
B'
NORTH
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SK
A
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IR
-3
30
8
25
59
TW
-3
TW
-1
PIN
E
RIV
ER
TW
-4
EXTENDS
TO 499'
©Copyright 2015 All Rights Reserved
Hard copy is
intended to be
11"x17" when
plotted. Scale(s)
indicated and
graphic quality may
not be accurate for
any other size.
PLO
T IN
FO
: Z
:\2012\120617H
G\C
AD
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001-120617H
G5.D
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E: 1/30/2015
T
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E: 3:05:47 P
M U
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R: A
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fishbeck, thompson,
carr & huber, inc.
GEOLOGIC
CROSS-SECTION B-B'
Gratio
t A
rea W
ater A
uth
ority
Gra
tio
t C
ou
nty, M
ich
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an
Hyd
ro
geo
lo
gical S
tu
dy F
or a T
yp
e I
Pu
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ater S
up
ply W
ell - W
ell N
o. 9
G120617HG5
4
04
67
C
SOUTH
08
47
IR
-2
92
3
IR
-2
13
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IR
-3
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4
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C'
NORTH
PIN
E R
IV
ER
AL
MA
W
EL
L #
1
TB
-0
2-0
1
BEDROCK EXTENDS TO 420' bgs
©Copyright 2015 All Rights Reserved
Hard copy is
intended to be
11"x17" when
plotted. Scale(s)
indicated and
graphic quality may
not be accurate for
any other size.
PLO
T IN
FO
: Z
:\2012\120617H
G\C
AD
\C
D\Z
001-120617H
G5.D
WG
LA
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C C
D
AT
E: 1/30/2015
T
IM
E: 3:06:42 P
M U
SE
R: A
CS
fishbeck, thompson,
carr & huber, inc.
GEOLOGIC
CROSS-SECTION C-C'
Gratio
t A
rea W
ater A
uth
ority
Gra
tio
t C
ou
nty, M
ich
ig
an
Hyd
ro
geo
lo
gical S
tu
dy F
or a T
yp
e I
Pu
blic W
ater S
up
ply W
ell - W
ell N
o. 9
G120617HG5
5
D
EAST
TW
-5
D'
EAST
IR
-2
92
3
27
61
20
90
04
29
PIN
E R
IV
ER
35
67
32
16
05
13
IR
-2
09
1
IR
-2
13
7
©Copyright 2015 All Rights Reserved
Hard copy is
intended to be
11"x17" when
plotted. Scale(s)
indicated and
graphic quality may
not be accurate for
any other size.
PLO
T IN
FO
: Z
:\2012\120617H
G\C
AD
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D\Z
001-120617H
G5.D
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LA
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T
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R: A
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fishbeck, thompson,
carr & huber, inc.
Gratio
t A
rea W
ater A
uth
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Gra
tio
t C
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nty, M
ich
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Hyd
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geo
lo
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tu
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or a T
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Pu
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TW-2
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PS-2PS-1
TW-6DTW-6S
Well No.9
Fred South
Peska North
Peska South
Sumner Township
Seville Township
Emerson Township
Bethany Township
£¤27
£¤27
£¤127B £¤127BPine River Township
Arcada Township
ALMA
ST. LOUIS
£¤127
£¤127
Tyler
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Bagle
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Crap
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Monroe
Harrison
State
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Saint Charles
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Van Buren
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Olive
Royc
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Rich
Madison
Fillmore
Graft
on
Main
Ennis
Superior
Clark
Elm
Fred Meijer Heartland
Michigan
Center
Wina
ns
Washington
Riversid
e
Dean
Wells
Reid
McGregor
Sand
Duffie
ld
Cros
well
Wrigh
t
Seaman
Gruett
Pine R
iver
South
Union
Olson
Charl
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Bridg
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Cheesman
Jeffe
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Grov
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Stafford
Pend
el
Pingre
e
NorthEa
st
Smith
PineWarwick
Hoffman
Shroyer
Court
Newark
Moye
r
Iowa End
Saginaw
Saint
John
s
Bush
Repu
blic
Alma
Berea
Gran
t
Riverv
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Marshall
Frank
linBarber
Wilso
nMi
ll
Euclid
Walnut
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Cheesman
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Ely
Lincoln
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e
Union
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in
Graft
on
State
Dean
Luce
Croswell
Washington
River
Ely
Monroe
Bagle
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Osbo
rn
Olson
Union
Jefferson
Warne
r
Union
Alger
Stafford
Alger
Union
Rich
Bego
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Olson
Park
Hoffman
State
Park
LuceBliss
Pingre
ePin
gree
Mill
Rich
Olive
Warne
r
Pingre
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Polk
Warne
r
Wina
ns
Pine
Wina
ns
Luce
Van Buren
Graft
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well
Polk
Baldw
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well
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03
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14
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28
27
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26
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29
33
25
06
20
34
28
16
33
29
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20
10
35
27
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13
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3132
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28
2322
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27
36
24 23
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36
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36
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16
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28
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28 25
21
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33 36 32
20 21
21
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07
24
18
23
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29
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25
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34
17
08
14
26
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09
25
30
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31
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13
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11 08 09 1010 1209 0711
0306
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35
26
05
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32
23
29
11
20
1417
17
26
35
02
20
23
1108
178
14
29
32
LEGEND
!( Alma City Well
&< Production Well
@A Observation Well
@? Test Well
Groundwater Contour (Feet amsl)
Grati
ot Ar
ea W
ater A
uthor
ityGr
atiot
Coun
ty, M
ichiga
nHy
drog
eolog
ical S
tudy F
or a
Type
IPu
blic W
ater S
upply
Well
- Well
No.
9
G120617HG6
7FIGURE NO.
PROJECT NO.
©Copyright 2014All Rights ReservedPL
OT IN
FO: Z
:\201
2\120
617\C
AD\G
IS\M
AP D
OC\20
15 H
ydrog
eo S
tudy\F
IG07
_Reg
ional
Poten
tiome
tric S
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e Map
.mxd
Date
: 1/30
/2015
2:13
:11 PM
Use
r: acs
REGIONALGROUNDWATERCONTOURS0 6,0003,000
FEETNORTH
engineers
architectsscientists
constructors
Hard copy isintended to be11"x17" when
plotted. Scale(s)indicated and
graphic quality maynot be accurate for
any other size.
fishbeck, thompson,carr & huber, inc.
SOURCE:FTC&H 2009 Wellhead ProtectionDelineation Report
FN-2
FN-1
FS-2
FS-1
Well #9
Fred South
N LU
CE R
DLu
ce
Van Buren
Canoe
Riverview
0405
0908Source: Esri, DigitalGlobe, GeoEye, i-cubed, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AEX,Getmapping, Aerogrid, IGN, IGP, swisstopo, and the GIS User Community, Esri, HERE, DeLorme, TomTom,MapmyIndia, © OpenStreetMap contributors, and the GIS user community
LEGEND
&< Production Well
@A Observation Well
@? Test Well
Grati
ot Ar
ea W
ater A
uthor
ityGr
atiot
Coun
ty, M
ichiga
n
G120617HG6
8FIGURE NO.
PROJECT NO.
©Copyright 2014All Rights ReservedPL
OT IN
FO: Z
:\201
2\120
617\C
AD\G
IS\M
AP D
OC\20
15 H
ydrog
eo S
tudy\F
IG08
_Well
No 9
and O
bserv
ation
Well
Loca
tion M
ap.m
xd D
ate: 1
/30/20
15 2:
33:38
PM
Use
r: acs
WELL NO. 9 AND OBSERVATION WELLLOCATION MAP0 300150
FEETNORTH
engineers
architectsscientists
constructors
Hard copy isintended to be11"x17" when
plotted. Scale(s)indicated and
graphic quality maynot be accurate for
any other size.
fishbeck, thompson,carr & huber, inc.
Hydr
ogeo
logica
l Stud
y For
a Ty
pe I
Publi
c Wate
r Sup
ply W
ell - W
ell N
o. 9
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Sumner Township
Seville Township
Emerson Township
Bethany Township
£¤27
£¤27
£¤127B £¤127BPine River Township
Arcada Township
ALMA
ST. LOUIS
£¤127
£¤127
760
765
755
725
750
735
730
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740
770
775
720
780
785
715
790795
710
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810
705
815
700 695
710
705
715
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FS-2FS-1
TW-5
TW-4
TW-3
TW-2
TW-1
PN-2PN-1
PS-2PS-1
TW-6DTW-6S
Well #9TB-02-04
TB-02-02TB-02-01
Fred SouthPeska NorthPeska South
Tyler
Bliss
Monroe
Harrison
State
Ely
Osbo
rn
Lincoln
Alger
Saint Charles
Jackson
Washington
Jerom
e
Warne
r
Polk
Van Buren
Luce
Olive
Rich
Bego
le
Elm
Fred Meijer Heartland
Fillmore
Superior
Main
Michigan
Center
Wina
ns
Graft
on
Reid
Sand
Duffie
ld
Wrigh
t
Pine R
iver
Seaman
Ferris
Pitt
South
Union
Olson
Charl
es
Bridg
e
Cheesman
Jeffe
ry
Grov
er
Pend
el
Pingre
e
East
Smith
Pine
Stafford
Warwick
Court
Newark
Saint
John
s
Hoffman
Ennis
Moye
r
Iowa End
Saginaw
Repu
blic
Alma
Gran
t
Ithac
a
Riverv
iew
Grati
ot
Frank
lin
Barber
Wilso
n
Mill
Euclid
Walnut
Heather
York
Williams
Hillcrest
Kali
Mary
Bank
son
Rock
ingha
m
Tyrell
Fairlane
Beec
h
Hann
ah
Maple
Grov
e
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Yale
Falkirk
Seaver
Wildw
ood Orchard
Essex
Nelso
n
Kilt
Have
n
Hazel
Arcada
Birmingham
Devo
n
Adam
s
Norton Gibbs
Penri
th Pleas
ant
Sanctuary
Hubb
ard
River
Elmwo
od
Cross
Park
Wolfe
Lake
side
Ceda
r
North
Highla
nd
Kates
Davis
Shirle
y
Masonic
WestwindGa
rfield
Virgin
ia
Mead
ow
Gemstone
Piper
Spruce
Fox
Vance
Butternut
Massachusetts
Whitney
Plaid
Fairv
iew
Aven
ue B
Union
Main
Cheesman
Van Buren
Warne
r
Ely
Polk
Osbo
rn
Bliss
Luce
AlgerEly
Pine
Fillmore
Jackson
Lincoln
Pine
Michigan
Hoffman
Wilson
Pingre
e
Ferris
Park
Mill
River
Tyrell
Park
Olson
Harrison
Grant
River
Polk
Wina
ns
Bego
le
Olson
Warne
r
Fillmore
Union
End
Pingre
e
North
Pingre
e
Wina
ns
Luce
Rich
Jerom
e
Graft
on
Ferris
Mill
Center
Graft
on
Maple
Linco
lnAlg
er
Luce
Main
Union
Euclid
Warne
r
Van Buren
Pingre
e
Rich Wi
nans
11 07
06
18
03
11
01
19
05
10
02
31
30
02
30
26
02
27
04
34
22
3532
15
27
28
17
02
35
09 08
26
03
25
20
34 33
29
14
10
35
27
13
35
32
15
33
2322
27
36
24 23
34
36
31
36
12
16
01
28
01
26
28 25
21
04
28
33 36
21
33
29
25
04
03
34
05
14
31
26
30
16
09
04
19
25
24
12
13
05
06
01
18
07
03
30
31
06
08
32
29
05
17
20
32
29
2422 2321
06
19 201923
242221
20
06
09 1007 11 07
695
08 08
LEGEND
&< Test Production Well
@A Observation Well
@? Test Boring Well
!H Test BoringModel Predicted Groundwater Elevation(feet amsl)
Grati
ot Ar
ea W
ater A
uthor
ityGr
atiot
Coun
ty, M
ichiga
nHy
drog
eolog
ical S
tudy F
or a
Type
IPu
blic W
ater S
upply
Well
- Well
No.
9
G120617HG6
9FIGURE NO.
PROJECT NO.
©Copyright 2014All Rights ReservedPL
OT IN
FO: Z
:\201
2\120
617\C
AD\G
IS\M
AP D
OC\20
15 H
ydrog
eo S
tudy\F
IG09
_Mod
el Pr
edict
ed G
round
water
Elev
ation
s.mxd
Date
: 1/30
/2015
2:52
:47 PM
Use
r: acs
MODEL PREDICTEDGROUNDWATERELEVATIONS0 5,0002,500
FEETNORTH
engineers
architectsscientists
constructors
Hard copy isintended to be11"x17" when
plotted. Scale(s)indicated and
graphic quality maynot be accurate for
any other size.
fishbeck, thompson,carr & huber, inc.
Drawdown caused by Well 9 pumping 625 gpmfor 100 days (St. Louis Wells off and Wells 1, 7 & 8set to 395 gpm each = current ave. day).
@A@A&<
@A@A&<
@?
@?
@?
@?
@?
@?@?
@A@A&<
@A@A&<
!H
!H
!H
Sumner Township
Seville Township
Emerson Township
Bethany Township
£¤27
£¤27
£¤127B £¤127BPine River Township
Arcada Township
ALMA
ST. LOUIS
£¤127
£¤127
2
4
6
8
10
0
12
14
16
18FN-2
FS-2FS-1
TW-5
TW-4
TW-3
TW-2
TW-1
PN-2PN-1
PS-2PS-1
TW-6DTW-6S
TB-02-04TB-02-02TB-02-01
Fred SouthPeska NorthPeska South
Tyler
Bliss
Monroe
Harrison
State
Ely
Osbo
rn
Lincoln
Alger
Saint Charles
Jackson
Washington
Jerom
e
Warne
r
Polk
Van Buren
Luce
Olive
Rich
Bego
le
Elm
Fred Meijer Heartland
Fillmore
Superior
Main
Michigan
Center
Wina
ns
Graft
on
Reid
Sand
Duffie
ld
Wrigh
t
Pine R
iver
Seaman
Ferris
Pitt
South
Union
Olson
Charl
es
Bridg
e
Cheesman
Jeffe
ry
Grov
er
Pend
el
Pingre
e
East
Smith
Pine
Stafford
Warwick
Court
Newark
Saint
John
s
Hoffman
Ennis
Moye
r
Iowa End
Saginaw
Repu
blic
Alma
Gran
t
Ithac
a
Riverv
iew
Grati
ot
Frank
lin
Barber
Wilso
n
Mill
Euclid
Walnut
Heather
York
Williams
Hillcrest
Panther
Kali
Mary
Bank
son
Elizabeth
Tyrell
Fairla
ne
Beec
h
Hann
ah
Maple
Grov
e
Lynn
Falkirk
Seaver
Golfs
ide
Wildw
ood Orchard
Essex
Nelso
n
Kilt
Have
n
Hazel
Arcada
Birmingham
Devo
n
Adam
s
Norton Gibbs
Cathe
rine
Penri
th Pleas
ant
Sanctuary
Hubb
ard
Downie
River
Elmwo
od
Flemi
ng
Cross
Park
Wolfe
Lake
side
North
Highla
nd
Kates
Lawn
Davis
Shirle
y
Masonic
WestwindGa
rfield
Virgin
ia
Meadow
Emerson
Gemstone
Piper
Spruce
Fox
Vance
Butternut
Massachusetts
Whitney
Plaid
Hampton
Fairv
iew
Aven
ue B
Fillmore
Olson
Warne
r
Rich
Rich
Mill
Union
Osbo
rn
Union
Van Buren
Warne
r
Linco
ln
Wina
ns
Ferris
Olson
Park
Main
Pingre
e
Ely
Wina
ns
Pingre
e
Alger
Hoffman
Grant
Luce
Ferris
Pingre
e
Polk
Lincoln
Luce
End
Jerom
e
North
Park
Pine
Pine
Bliss
Wilson
Jackson
Fillmore
Bego
le
ArcadaGr
afton
Ely
Warne
r
Union
Wina
ns
Harrison
Cheesman
Union
Tyrell
Polk
Luce
Pingre
e
Graft
on
Mill
Alger
Euclid
River
11 07
06
18
03
11
01
19
05
10
02
31
30
02
30
26
02
27
04
34
22
3532
15
27
28
17
02
35
09 08
26
03
25
20
34 33
29
14
10
35
27
13
35
32
15
33
2322
27
36
24 23
34
36
31
36
12
16
01
28
01
26
28 25
21
04
28
33 36
21
33
29
25
04
03
34
05
14
31
26
30
16
09
04
19
25
24
12
13
05
06
01
18
07
03
30
31
06
08
32
29
05
17
20
32
29
2422 2321
06
19 2019
23 24222120
06
09 1007 11 07
FN-1Well #9
08 08
LEGEND
&< Test Production Well
@A Observation Well
@? Test Boring Well
!H Test Boring
Well 9-Drawdown
Grati
ot Ar
ea W
ater A
uthor
ityGr
atiot
Coun
ty, M
ichiga
nHy
drog
eolog
ical S
tudy F
or a
Type
IPu
blic W
ater S
upply
Well
- Well
No.
9
G120617HG6
10FIGURE NO.
PROJECT NO.
©Copyright 2014All Rights ReservedPL
OT IN
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AD\G
IS\M
AP D
OC\20
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eo S
tudy\F
IG10
_Mod
el Pr
edict
ed 10
0-day
draw
down
.mxd
Date
: 1/30
/2015
2:42
:03 PM
Use
r: acs
MODEL PREDICTED100-DAY DRAWDOWN0 5,0002,500
FEETNORTH
engineers
architectsscientists
constructors
Hard copy isintended to be11"x17" when
plotted. Scale(s)indicated and
graphic quality maynot be accurate for
any other size.
fishbeck, thompson,carr & huber, inc.
Drawdown caused by Well 9 pumping 625 gpmfor 100 days (St. Louis Wells off and Wells 1, 7 & 8set to 395 gpm each = current ave. day).
@A@A&<
@A@A&<
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@?
@?
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@A@A&<
!H
!H
!H
Arcada Township
ALMA
FN-2FN-1
FS-2FS-1
TW-3
TW-2
TW-1
PN-2PN-1
PS-2PS-1
TW-6DTW-6S
Well #9TB-02-04
TB-02-02
TB-02-01
Fred South
Peska NorthPeska South
Rich
Harrison
Luce
Lincoln
Alger
SuperiorPine
Jackson
Wina
ns
Ely
Bego
le
Graft
on
Wrigh
t
Van Buren
Fred Meijer Heartland
Center
Bridg
e
Charl
es
Mill
Reid
Grov
er
River
Warwick
Court
Moye
r
Iowa End
Michigan
State
Repu
blic
Gran
t
Riverv
iew
Grati
ot
Marshall
Euclid
Walnut
Park
Wood
worth
Heather
Hillcrest
Panther
Mary
Rock
ingha
m
Mechanic
Elizabeth
Fairla
ne
Hann
ah
Grov
e
Yale
Eastward
Falkirk 2nd
Rosedale
Golfs
ide
Wildw
ood
Hill
Orchard
Purdy Ma
ple
Washington
Arcada
Birmingham
Elwell
Valle
y
Allen
Adam
s
HickoryHastings
Prosp
ect
Linwo
od
Crane
Haye
s
Liberty
Penri
th
Pleas
ant
Ferris
Sanctuary
Downie
Elmwo
od
Vassar
1st
Flemi
ng
Harva
rd
Canoe
Plum
3rd
Hubbell
Brown
Lawn
Hillsdale
Hawthorne
Woodmere
Maso
nic
Virginia
Garfie
ld
Faircrest
Dean
Glencoe
Slater
Phila
delph
ia
Chatterton
Gemstone
Blue Heron
Piper
Holiday
Oxfor
d
Westv
iewPin
eview
Ruby
Marquette
Willow Bend
Wind
sor
Ammi
Califo
rnia
Argyle
Gras
smere Sh
arrar
Franc
isco
Golf Ridge
Sunset
HawleyAustin
Elks
Willow Run
Whitewood
River
Pinev
iew
Allen
Court
Downie
Park
Linco
ln
Court
Washington
State
River
Luce
Riverview
Wina
ns
Marshall
Van Buren
Elwell
Van Buren
Linco
ln
Hillcrest
End
Riverview
Bego
le
Downie
07
0603
05
10
313432
08
33
04
09
1817 1516
11
35
02
14
36
01
12
2728
13
2930 2625LEGEND
10 Year Time-of-Travel
&< Test Production Well
@A Observation Well
@? Test Boring Well
!H Test Boring
Grati
ot Ar
ea W
ater A
uthor
ityGr
atiot
Coun
ty, M
ichiga
nHy
drog
eolog
ical S
tudy F
or a
Type
IPu
blic W
ater S
upply
Well
- Well
No.
9
G120617HG6
11FIGURE NO.
PROJECT NO.
©Copyright 2014All Rights ReservedPL
OT IN
FO: Z
:\201
2\120
617\C
AD\G
IS\M
AP D
OC\20
15 H
ydrog
eo S
tudy\F
IG11
_10-Y
EAR
TOT.m
xd D
ate: 1
/30/20
15 2:
44:26
PM
Use
r: acs
10 YEAR TIME-OF-TRAVELCAPTURE ZONE0 2,0001,000
FEETNORTH
engineers
architectsscientists
constructors
Hard copy isintended to be11"x17" when
plotted. Scale(s)indicated and
graphic quality maynot be accurate for
any other size.
fishbeck, thompson,carr & huber, inc.10-Year Time-of-Travel with
Well 9 pumping 625 gpm;Wells 1, 7 & 8 set to 586 gpm total.Steady-State
Tables
Page 1 of 1
Hydrogeologial Study
Gratiot Area Water Authority, Gratiot County, MI
Top of Casing
Elevation
Distance from
Well 9
(amsl) (feet)
Well 9 681738.62 13039293.77 747.06 0
FN‐1 681717.48 13039299.66 748.63 22
FN‐2 681587.65 13039040.64 746.98 295
FS‐1 680170.51 13039406.60 748.81 1,572
FS‐2 679921.06 13039651.73 759.31 1,853
Footnotes/abbreviations:
GPS Derived Data:
Base Station: Mt. Pleasant CORS (GLONASS)
Horizontal Datum: MSP South NAD83
Vertical Datum: NAVD88 (GPS)
amsl ‐ above mean sea level
Table 1 ‑ Summary of Well Location Information
Well No. Northing Easting
Z:\2012\120617HG\WORK\Rept\TBL01_WellLocation_2015_0121.xlsx 2/2/2015
Page 1 of 1
Table 2 ‑ Summary of Step‑Drawdown Test Results
Test Production Well No. 9 (December 2, 2014)
Hydrogeologial Study
Gratiot Area Water Authority, Gratiot County, MI
Duration of Test
Pumping Rate
DrawdownSpecific Capacity
(minutes) (gpm) (feet) (gpm/foot)
1 120 530 47.38 11.19
2 120 768 69.40 11.07
3 120 1,060 97.97 10.82
Footnotes/Abbreviations:
gpm ‐ gallons per minute
gpm/foot ‐ gallons per minute per foot
Step No.
Z:\2012\120617HG\WORK\Rept\TBL02_StepDrawdown_2015_0121.xlsx 2/2/2015
Page 1 of 1
Table 3 ‐ Summary of Aquifer Transmissivity and Storativity Data
Hydrogeologial Study
Gratiot Area Water Authority, Gratiot County, MI
Transmissivity Storativity
(Ft2/day) (unitless)
Theis 6,186 0.012
Cooper‑Jacob 5,875 0.000008
Theis Recovery 4,437 --
Theis 5,992 0.00026
Cooper‑Jacob 5,075 0.00039
Theis Recovery 4,421 --
Theis 8,557 0.00046
Cooper‑Jacob 10,160 0.00033
Theis Recovery 5,861 --
Theis 9,794 0.00064
Cooper‑Jacob 12,090 0.00045
Theis Recovery 5,813 --
FN-1, FN-2, FS-1, FS-2 Thiem (Distance Drawdown) 5,075 0.00039
Method of Analysis
FN-1
FN-2
FS-1
FS-2
Observation Well
Z:\2012\120617HG\WORK\Rept\TBL03_TransmissivityStorativity_2015_0121.xlsx 2/2/2015
Page 1 of 1
Table 4 – Summary of Key Inorganic Water Quality Parameters
Test Production Well No. 9
Hydrogeologial Study
Gratiot Area Water Authority, Gratiot County, MI
Arsenic mg/L 0.010 NA 0.004
Barium mg/L 2.0 NA 0.020
Chloride mg/L NA 250 12.0
Fluoride mg/L 4.0 2.0 0.25
Hardness mg/L NA NA 522
Iron mg/L NA 0.30 2.41
Manganese mg/L NA 0.050 0.050
Nickel mg/L 0.10 NA 0.01 U
Nitrate mg/L 10 NA 0.4 U
Nitrite mg/L 1.0 NA 0.05 U
Selenium mg/L 0.050 NA 0.001 U
Sodium mg/L NA NA 34.0
Sulfate mg/L NA 250 329
Zinc mg/L NA 5.0 0.010
Data Qualifiers:
U - Not detected above the given limit.
Footnotes/Abbreviations:
MCL ‐ maximum contaminant level
NA ‐ not applicable
Detected Inorganic Constituents
Well No. 9
12/04/14Units
Secondary Drinking Water
StandardEPA MCL
Z:\2012\120617HG\WORK\Rept\TBL04_InorganicSummary_2015_0121.xlsx 2/2/2015
Appendix 1
G120617HG3 GAWA/St louis-Alma Monitor Wells
Survey Northing Easting
Top/
Point Casing Elev
50001 677586.13 13035441.43 741.18
50005 677601.02 13035634.61 740.66
50003 677636.85 13035480.28 742.97
50007 678667.53 13035488.42 742.33
50011 678644.61 13035725.58 740.01
50008 678638.15 13035487.29 741.85
50015 690450.84 13034957.65 760.79
50019 674373.04 13038437.71 743.29
50013 687478.06 13032929.28 754.36
50017 698895.37 13033160.06 788.01
50025 668111.13 13029302.51 753.11
50021 672470.43 13027656.78 767.63
50022 672461.95 13027669.88 767.69
50030 680170.51 13039406.60 748.81
50027 679921.06 13039651.73 759.31
50029 680169.87 13039431.92 748.49
50034 681717.48 13039299.66 748.63
50033 681587.65 13039040.64 746.98
50037 681738.62 13039293.77 747.06
50039 683430.98 13043522.73 734.58
50040 682661.61 13043512.93 735.69
50043 681840.30 13041821.78 746.74
GPS Derived Data
Base Station: Mt. Pleasant CORS (GLONASS)
Hor Datum: MSP South NAD83
Vert Datum: NAVD88 (GPS)
gjc
C:\Users\sjc\D•sktop\ALMA·WELLS\GAWA_AimoMW_Survev.•lsx
Top of Ground Extension Elev
738.82
738.24 742.60
739.64 736.96 739.82
758.29 740.63
756.11 749.77 785.62 750.16 764.77 765.13
746.10 756.69
745.83
745.35 744.36
744.89
736.63 732.62 733.45
745.18
Page 1 of 1 7/22/2014
Well
PS-1 PS-2 PS-PRODUCTION MEASURE POINT
PN-1 PN-2 PN-PRODUCTION TOP CAP
TW-1 TW-2 TW-3 TW-4
TW-5 TW-6S
TW-60
FS-1 FS-2 FS-PRODUCTION TOP CAP
FN-1
FN-2 FN-PRODUCTION TOP CAP
TB-02-01 TB-02-02
TB-02-04
7/23/2014
Appendix 2
STATE OF MICHIGAN
DEPARTMENT OF ENVIRONMENTAL QUALITY LANSING DISTRICT OFFICE
JENNIFER M. GRANHOLM GOVERNOR
Mr. Greg Foote, CPG Malcolm Pirnie, Inc. 101 South Washington Square Suite 400 Lansing, Michigan 48933
Dear Mr. Foote:
SUBJECT: Proposed Test Wells
December 10, 2008
Section 4 and 5, Arcadia Township Gratiot County
Dl€\ STEVEN E. CHESTER
DIRECTOR
This letter is to confirm our site visits with you on Tuesday December 2, 2008. The site visits were scheduled to conduct test well site inspections at 4 locations. Also attending these site visits was Mr. David DeYoung from the Wellhead Protection Unit of the Michigan Department of Environmental Quality. We have looked at the proposed test well locations identified on the preliminary site plan (copy included) that we received December 9, 2008. You have permission from this office to proceed with well construction at each proposed location.
There are 4 test well site locations. Test wells (TW) 1 and 2 are located on the Peska farm in Section 8 of Arcadia Township. TW 3 and 4 are located on the Frederickson farm in Section 4 of Arcadia Township.
Your letter for approval of these test wells also requests a modification to the standard isolation area. The standard isolation area from potential sources of contamination for Type I wells is an area measured with a radius of 200 feet in all directions from the well. The request for modification is based on the soil borings completed at each location. These soil borings indicate a clay layer approximately 60 feet thick at the surface of both properties and that this should provide protection from potential minor sources of contamination to the underlying aquifer.
The DEQ will approve your request for a modification of the standard isolation area from potential sources of contamination based on the depth of clay overburden above the aquifer you reported in your letter. The radius of the standard isolation area measured from the well in all directions will be reduced from 200 to 100 feet. Please be aware that the standard isolation area could be increased based on the hydrogeological report submitted to the DEQ for review.
No potential sources of contamination such as sewer lines, septic fields, drain fields, seepage beds or surface waters can be located within the standard isolation area. The standard isolation area must also be owned by the supplier of water, located within the property boundaries, and outside easements or rights-of-way for roads, drains, and utilities. The top of the well casing must be at least 12 inches above the established ground surface or floor of the well room.
CONSTITUTION HALL • 525 WEST ALLEGAN STREET • P.O. BOX 30242 • LANSING, MICHIGAN 48909-7742
www.michlgan.gov • (517) 335-6010
Mr. Greg Foote 2 December 11,2008
The well shall not be located in an area subject to flooding. Ground surface shall be graded so that surface water is diverted away from the casing. Surface flooding shall not be allowed closer than 25 feet from the well. The top of the well casing shall be at least 2 feet above the 1 00-year floodplain or maximum flood elevation whichever is greater.
An aquifer test must be completed if you plan to convert a test well to a production well. The following information must be submitted to the DEQ for review:
1. Copies of the completed well log for the test wells and monitoring wells must be submitted for review. The well must be constructed with approved materials and grouted the entire length of the casing with neat cement. Any observation wells that are located within the well isolation area must also be grouted with neat cement.
2. A hydrogeological report must be submitted for review. The hydrogeological report must be based on the department's "Aquifer Test Requirements for Public Water Supply Wells" (copy enclosed).
3. Chemical analysis of the water must be performed. The analyses will have to be performed through a certified drinking water laboratory. The chemical analysis will include partial chemistry, cyanide, volatile organic compounds, carbamates, herbicides, pesticides, metals, and radiological (gross alpha, radium 226, radium 228). The metals analysis should include iron and manganese. These samples should be collected at the end of the aquifer test.
After the above items are completed and approved by the DEQ, the owner must obtain a permit to convert the test well to a production well. This will require the owner to submit a Permit Application for Water Supply System, plans, and specifications to the DEQ for review and approval prior to beginning construction.
If you should have any questions in regards to this correspondence, please contact me at the telephone number below or at this email address: josephm1 @michigan.gov.
mtj:smb
Enclosures
5
;""71;;] ~~Joseph,;/-Lansing District Office Field Operations Division Water Bureau 517-335-6349
cc: Mr. Bob Gouin, Mid-Michigan District Health Department, Clinton
Appendix 3
43° 22' 30"
0 H
MAP SCALE 1" = 500'
500 1000 !FEET
PANEL 0156C
FLOOD INSURANCE RATE MAP
GRATIOT COUNTY, MICHIGAN (ALL JURISDrCTIONS)
PANEL 156 OF 500 (SEE MAP INDEX FOR FIRM PANEL LAYOUT)
~ PANEL ~ 260063 0156
261461 0156
Notice to User: The Map Number shown below should be used when placing map orders; the Community Number shown above should be used on insurance applications for the subject community.
MAP NUMBER 26057C0156C
EFFECTIVE DATE OCTOBER 18, 2011
Emergency Management Agency
This is an official copy of a portion of the above referenced tlood map. It was extracted using F-MIT On-Line. This map does not reflect changes or amendments which may have been made subsequent to the date on the title block. For the latest product information about National Flood Insurance
flood check the FEMA Flood Store at
/
GRATIOT COUNTY, MICHIGAN (ALL JURISDICTIONS)
Community Name
Community Number
ALMA, CITY OF ARCADA, TOWNSHIP OF
*ASHLEY, VILLAGE OF BETHANY, TOWNSHIP OF
*BRECKENRIDGE, VILLAGE OF *ELBA, TOWNSHIP OF EMERSON, TOWNSHIP OF
*FULTON, TOWNSHIP OF *HAMILTON, TOWNSHIP OF ITHACA, CITY OF
*LAFAYETTE, TOWNSHIP OF
260083 261481 261468 261469 261486 261482 261470 261028 261471 260084 261472
*No Special Flood Hazard Areas Identified
GRATIOT COUNTY
Community Name
*NEW HAVEN, TOWNSHIP OF *NEWARK, TOWNSHIP OF *NORTH SHADE, TOWNSHIP OF NORTH STAR, TOWNSHIP OF
*PERRINTON, VILLAGE OF PINE RIVER, TOWNSHIP OF
*SEVILLE, TOWNSHIP OF ST. LOUIS, CITY OF SUMNER, TOWNSHIP OF
*WASHINGTON, TOWNSHIP OF *WHEELER, TOWNSHIP OF
Effective: October 18, 2011
Community Number
261473 261485 261474 261477 260634 261478 261479 260085 261483 261480 261484
Federal Emergency Management Agency
FLOOD INSURANCE STUDY NUMBER 26057CVOOOA
NOTICE TO FLOOD INSURANCE STUDY USERS
Communities participating in the National Flood Insurance Program have established repositories of flood hazard data for floodplain management and flood insurance purposes. This Flood Insurance Study (FIS) report may not contain all data available within the Community Map Repository. Please contact the Community Map Repository for any additional data.
The Federal Emergency Management Agency (FEMA) may revise and republish part or all of this FIS report at any time. In addition, FEMA may revise part of this FIS report by the Letter of Map Revision process, which does not involve republication or redistribution of the FIS report. Therefore, users should consult with community officials and check the Community Map Repository to obtain the most current FIS report components.
Selected Flood Insurance Rate Map panels for this community contain information that was previously shown separately on the corresponding Flood Boundary and Floodway Map panels (e.g., floodways, cross sections). In addition, former flood hazard zone designations have been changed as follows:
Old Zone(s)
Al through A30
B c
Initial Countywide FIS Effective Date:
New Zone
AE
X X
October 18, 2011
TABLE OF CONTENTS
1.0 INTRODUCTION .............................. ........... ........ .. .. .. ....................... .................................. 1
1.1 Purpose of Study ........................... ........................ ... .......... ........ ............ ... ...................... 1
1.2 Authority and Acknowledgements ................................................................................. 1
1.3 Coordination ................................. ......................................................... .. ....................... 3
2.0 AREA STUDIED .................................................................. ....................................... ......... 3
2.1 Scope of Study ............................... .. ............................................................................... 3
2.2 Community Description ........... ............... .... .................................................................... 4
2.3 Principal Flood Problems ......... ..................................................... ..... ............................. 5
2.4 Flood Protection Measures ....... ...................................................................................... 5
3.0 ENGINEERING METHODS ........ ........................... ............ ............................................... 6
3.1 Hydrologic Analyses ................. ... ...... ...... .. ........... ..... .. ................................................... 6
3.2 Hydraulic Analyses .................... .. ......... ............................ .......... ... .. ... ............................ 7
3.3 Vertical Datum ........................... .. ...... ............................................................................. 9
4.0 FLOODPLAIN MANAGEMENT APPLICATIONS .... ...................... ........................... lO
4.1 Floodplain Boundaries .......................... .................... .................................................... 11
4.2 Flood ways ......................................................... ......................................... ....... ...... .. .... 12
5.0 INSURANCE APPLICATIONS ....................................................................................... 15
6.0 FLOOD INSURANCE RATE MAP .......... ..................................................... ..... .. .. ......... 16
7.0 OTHER STUDIES .................................... .......................................................... ....... ......... 19
8.0 LOCATION OF DATA ............................... ....................................................................... 19
9.0 BIBLIOGRAPHY AND REFERENCES .................. ....................................................... 19
TABLE OF CONTENTS (Continued)
FIGURES
Figure 1 - Floodway Schematic .. ....... ..... .... ........ .. .......... ..... ..... ... .... ...... ..... ......... .... ... ... .. .......... ....... 15
TABLES
Table 1 - Summary of Discharges ... ...... .. ........ ....... .... .... ... .. ........... ... ...... .. ..... ............ ........ ... ........ ..... 7 Table 2 - Vertical Datum ........... ..... ...... .. .. .... ....... ..... ......... ... .............. ... .. ... .. .. ....... ... ..... ...... ....... ... ..... 9 Table 3 - Floodway Data ........ .... ........ ....... ........ ... ..... .... .. ....... .. ..... ..................... ...... .... ... .. .... ..... ... .... 13 Table 4 - Community Map History .... ........ .... .. ... ...... ..... .. ... .... ... ... .... .. ... ... .... ............. ........ .. .......... .. . 17
EXHIBITS
Exhibit 1 - Flood Profiles Pine River Lower Reach Pine River Upper Reach
Exhibit 2 - Flood Insurance Rate Map Index Flood Insurance Rate Map
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Panels 01P - 02P Panels 03P - 04P
FLOOD INSURANCE STUDY GRATIOT COUNTY, MI (ALL JURISDICTIONS)
1.0 INTRODUCTION
1.1 Purpose of Study
This Flood Insurance Study (FIS) revises and updates information on the existence and severity of flood hazards in the geographic area of Gratiot County, including the Cities 9f Alma, Ithaca, and St. Louis; the Townships of Arcada, Bethany, Elba, Emerson, Fulton, Hamilton, Lafayette, New Haven, Newark, North Shade, North Star, Pine River, Seville, Sumner, Washington, and Wheeler; and the Villages of Ashley, Breckenridge, and Perrinton (referred to collectively herein as Gratiot County), and aids in the administration of the National Flood Insurance Act of 1968 and the Flood Disaster Protection Act of 1973. This study has developed flood-risk data for various areas of the community that will be used to establish actuarial flood insurance rates and to assist the community in its efforts to promote sound floodplain management. Minimum floodplain management requirements for participation in the National Flood Insurance Program (NFIP) are set forth in the Code of Federal Regulations at 44 CFR, 60.3.
Please note that the Townships of Elba, Fulton, Hamilton, Lafayette, New Haven, Newark, North Shade, Seville, Washington, and Wheeler; and the Villages of Ashley, Breckenridge, and Perrinton have no mapped special flood hazard areas.
In some states or communities, floodplain management criteria or regulations may exist that are more restrictive or comprehensive than the minimum Federal requirements. In such cases, the more restrictive criteria take precedence and the State (or other jurisdictional agency) will be able to explain them.
The Digital Flood Insurance Rate Map (DFIRM) and FIS report for this countywide study have been produced in digital format. Flood hazard information was converted to meet the Federal Emergency Management Agency (FEMA) DFIRM database specifications and Geographic Information System (GIS) format requirements. The flood hazard information was created and is provided in a digital format so that it can be incorporated into a local GIS and be accessed more easily by the community.
1.2 Authority and Acknowledgments
The sources of authority for this FIS are the National Flood Insurance Act of 1968 and the Flood Disaster Protection Act of 1973.
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Precountywide Analyses
Information on the authority and acknowledgements for each jurisdiction included in this countywide FIS, as compiled from their previously printed FIS reports, is shown below:
Alma, City of:
St. Louis, City of:
The hydrologic and hydraulic analyses for the September 1, 1981 FIS report were performed by Gove Associates, for FEMA, under Contract No. H-4728. The work was completed in May 1980 (FEMA, 1981).
The hydrologic and hydraulic analyses for the January 18, 1989 FIS report were performed by the U.S. Geological Survey (USGS), for FEMA, under Interagency Agreement No. EMW-85-E-1823. The work was completed in December 1986 (FEMA, 1989).
The City of Ithaca, Townships of Arcada, Bethany, Elba, Emerson, Fulton, Hamilton, Lafayette, New Haven, Newark, North Shade, North Star, Pine River, Seville, Sumner, Washington, and Wheeler, and the Villages of Ashley, Breckenridge, and Perrinton have no previously printed FIS reports.
This Countywide FIS Report
The redelineation for the Pine River Lower Reach, from Chessman Road to approximately 3,430 feet upstream of Chessman Road, and Pine River Upper Reach, from approximately 4,050 feet upstream of State Street Dam to approximately 5,070 feet upstream of the State Street Dam, and the hydrologic and hydraulic analyses for all streams studied by approximate methods, except Brandy Creek Tributary 2.1 and Brandy Creek Tributary 2.2, were performed by Post, Buckley, Schuh, and Jernigan, Inc. (PBS&J), for FEMA, under Contract No. HSFE05-05-D-0023, Task Order No. 27. This work was completed in March 2009.
The hydrologic and hydraulic analysis for Brandy Creek Tributary 2.1 and Brandy Creek Tributary 2.2 were performed by Spicer Group, Inc. and revised by PBS&J for FEMA, under Contract No. HSFE05-05-D-0023, Task Order No. 27. This work was completed in September 2010.
Base map information shown on the Flood Insurance Rate Map (FIRM) was provided in digital format by the National Agriculture Imagery Program produced at a scale of 1:12,000, from aerial photography dated 2010 or later. The projection used in the preparation of this map is Universal Transverse Mercator Zone 16, and the horizontal datum used is the North American Datum of 1983 (NAD83).
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1.3 Coordination
Precountywide Analyses
An initial meeting is held with representatives from FEMA, the community, and the study contractor to explain the nature and purpose of a FIS, and to identify the streams to be studied or restudied. A final meeting is held with representatives from FEMA, the community, and the study contractor to review the results of the study.
The initial and final meeting dates for previous FIS reports for Gratiot County and its communities are listed in the following table:
Community Alma, City of
St. Louis, City of
*Data not available
FIS Date September 1, 1981 January 18, 1989
This Countywide FIS Report
Initial Meeting * *
Final Meeting March 31, 1981
January 25, 1988
An initial meeting is held with representatives from FEMA, the community, and the study contractor to explain the nature and purpose of a FIS, and to identify the streams to be studied or restudied. A final meeting is held with representatives from FEMA, the community, and the study contractor to review the results of the study.
The initial meeting was held on May 21, 2007, and attended by representatives of FEMA, PBS&J, and the communities.
The results of the study were reviewed at the final meeting held on January 6, 2010, and attended by representatives of FEMA, the Michigan Department of Natural Resources (MDNR), the Michigan Department of Environmental Quality (MDEQ), PBS&J, and the communities. All concerns and/or issues raised at that meeting have been addressed.
2.0 AREA STUDIED
2.1 Scope of Study
This FIS covers the geographic area of Gratiot County, Michigan, including the incorporated communities listed in Section 1.1. The areas studied by detailed methods were selected with priority given to all known flood hazards and areas of projected development or proposed construction through the time of the study.
Pine River, Upper and Lower Reach, was studied by detailed methods in this FIS report.
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The limits of detailed study are indicated on the Flood Profiles (Exhibit 1) and on the FIRM (Exhibit 2).
This Countywide FIS Report
All areas studied by approximate methods were either newly studied or revised based on updated hydrologic and hydraulic models.
For this countywide FIS, the FIS report and FIRM were converted to countywide format, and the flooding information for the entire county, including both incorporated and unincorporated areas, is shown. Also, the vertical datum was converted from the National Geodetic Vertical Datum of 1929 (NGVD) to the North American Vertical Datum of 1988 (NAVD). In addition, the Universal Transverse Mercator coordinates, previously referenced to the North American Datum of 1927, are now referenced to the NAD83.
Approximate analyses were used to study those areas having low development potential or minimal flood hazards. The scope and methods of study were proposed to and agreed upon by FEMA and Gratiot County.
The following tabulation presents Letters of Map Change (LOMCs) incorporated into this countywide study:
LOMC
LOMR
Case Number
06-05-BG67P
2.2 Community Description
Date Issued
April 27, 2006
Project Identifier
Alma Public Library Expansion Project
Gratiot County is located in the central section of Michigan's lower peninsula. The county is served by U.S. Highway 27, State Highway 46, and several railroad lines. It is approximately 125 miles northwest of Detroit. The 2000 population in Gratiot County was 42,285 (U.S. Census Bureau, 2008). The county seat is the City of Ithaca.
The Pine River flows northeastward through Gratiot County towards Saginaw Bay. The surrounding terrain is gently rolling farmland. There are scattered oil wells across the landscape, with soils varying from sandy loams to clay loams (USDA, undated). The climate is predominately continental in character.
The average daily minimum temperature reported by the Michigan Department of Agriculture (MDA) is 14.5 degrees Fahrenheit (°F) in the winter and the average daily maximum temperature is 84.1 op in the summer. Average annual snowfall is 38.9 inches each winter (MDA, 1971).
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Land use in the floodplain is a mixture of public park land and industrial, commercial, and residential uses.
2.3 Principal Flood Problems
Flooding occurs in the City of Alma when high runoff causes the Pine River to overflow its banks. The highest flood on record occurred in 1986 with a flow of 5,160 cubic feet per second (cfs). A discharge of 5,300 cfs would be expected to have a recurrence interval of approximately 1-percent-annual-chance flood event. In 1948, the second highest flood on record occurred with a flow of 4,400 cfs. This storm was approximately equivalent to the flow expected from a 2-percentannual-chance flood event.
A USGS river flow gage at Alma is located on the Pine River just downstream of the Superior Street Bridge (USGS, 2010). While estimated recurrence intervals are not available for these storms, the 1965, 1975, and 1997 floods are expected to have a recurrence interval of less than 10 years. The recorded flows and gage heights of historic high flows are listed in the following table.
Year Streamflow Gage Height (cfs)* (feet)
1986 5,160 12.82 1948 4,400 10.81 1938 4,070 10.43 1946 3,650 10.02 1935 3,560 9.50 1950 3,210 9.48 2009 2,790 9.34 1965 2,780 9.03 1997 2,740 9.27 1975 2,720 8.95
*cub1c feet per second
Flooding in the City of St. Louis is primarily caused by overflow of the Pine River. The potential for flood damage is limited by the steep banks of the Pine River and flood elevation regulation provided by the St. Louis Dam.
2.4 Flood Protection Measures
Due to the density of development in some areas, individual commercial and residential property owners have constructed low seawalls along the riverbanks. These structures primarily protect against erosion, but also provide some flooding protections from spring high water levels.
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The St. Louis Dam on the Pine River Lower Reach is regulated to prevent excessive flooding just upstream of the dam. No other permanent flood protection measures are known to exist in Gratiot County.
3.0 ENGINEERING METHODS
For the flooding sources studied by detailed methods in the community, standard hydrologic and hydraulic study methods were used to determine the flood hazard data required for this study. Flood events of a magnitude that are expected to be equaled or exceeded once on the average during any 10-, 50-, 100-, or 500-year period (recurrence interval) have been selected as having special significance for floodplain management and for flood insurance rates. These events, commonly termed the 10-, 50-, 100-, and 500-year floods, have a 10-, 2-, 1-, and 0.2-percent chance, respectively, of being equaled or exceeded during any year. Although the recurrence interval represents the long-term, average period between floods of a specific magnitude, rare floods could occur at short intervals or even within the same year. The risk of experiencing a rare flood increases when periods greater than 1 year are considered. For example, the risk of having a flood that equals or exceeds the 1-percent-annual-chance (100-year) flood in any 50-year period is approximately 40 percent (4 in 10); for any 90-year period, the risk increases to approximately 60 percent (6 in 10). The analyses reported herein reflect flooding potentials based on conditions existing in the community at the time of completion of this study. Maps and flood elevations will be amended periodically to reflect future changes.
3.1 Hydrologic Analyses
Hydrologic analyses were carried out to establish peak discharge-frequency relationships for each flooding source studied by detailed methods affecting the community.
Precountywide Analyses
Frequency relationships were determined for the Pine River Upper Reach by statistical methods using the log-Pearson Type III method outlined in Water Resources Council (WRC) Bulletin No. 17 (WRC, 1976). This analysis was based on the 46 years of flow records at the Alma gage.
This Countywide FIS Report
For the approximate analyses streams, peak discharges were estimated using the published USGS regional regression equations (USGS, 1997). Regression equations estimate peak discharges for ungaged streams based on characteristics of nearby gaged streams.
The flood-frequency relationship for Pine River Lower Reach was estimated from the statistical analysis of the annual peak discharges, 56 year period of record, observed at the USGS stream gage (04155000) at Alma, Michigan. The recorded
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annual peak discharges were statistically distributed following the guidelines presented in WRC Bulletin #17B (WRC, 1982) applying the log-Pearson Type III distribution. The discharge-frequency relationship at the gage was transferred to the Pine River Lower Reach using the ratio of the drainage area at the gage to the drainage of the ungaged reach. The drainage area ratio, raised to the power of the exponent on the drainage area parameter in the regional regression equation for the 1-percent-annual-chance discharge estimate, was multiplied times the 1-percent-annual-chance discharge estimate at the stream gage at Alma.
Peak discharge-drainage area relationships for the 100-year flood of each flooding source studied in detail are shown in Table 1.
Table 1 - Summary of Discharges
Peak Discharges (cubic feet per second)
Drainage Area 1 0-Percent- 2-Percent- 1-Percent- 0.2-Percent-Flooding Source and Location PINE RIVER LOWER REACH
Just downstream of Riverside Drive
(square miles\ Annual-Chance Annual-Chance Annual-Chance Annual-Chance
312 5,990 PINE RIVER UPPER REACH
Just downstream of East Superior Street 288 2,990 4,580 5,300 7,110
*Data not available
3.2 Hydraulic Analyses
Analyses of the hydraulic characteristics of flooding from the sources studied were carried out to provide estimates of the elevations of floods of the selected recurrence intervals. Users should be aware that flood elevations shown on the FIRM represent rounded whole-foot elevations and may not exactly reflect the elevations shown on the Flood Profiles or in the Floodway Data Table in the FIS report. Flood elevations shown on the FIRM are primarily intended for flood insurance rating purposes. For construction and/or floodplain management purposes, users are cautioned to use the flood elevation data presented in this FIS report in conjunction with the data shown on the FIRM.
Precountywide Analyses
Cross sections for the backwater analysis of the Pine River Upper Reach were obtained by field survey in April 1979. All bridges and dams were field checked to obtain elevation data and structural geometry. For Pine River Lower Reach, some of the cross sections were obtained from field survey and some were synthesized. The synthesized cross sections were estimated from adjacent surveyed sections and topographic maps (USGS, various dates). Structural geometry for the North Main Street bridge in the City of St. Louis and the North Main Street overflow section was also obtained from field survey.
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Roughness coefficients (Manning's "n") for the Pine River Upper Reach were estimated by field inspection at each cross section of the field measurements. These estimates were then compared with the descriptions in "Open-Channel Hydraulics" (Chow, 1959) to obtain the final values. The channel roughness values obtained by this process were further calibrated by matching calculated water elevations with those obtained from the rating curve of the USGS gage at Alma. The resulting roughness factors for the channel varied from 0.030 to 0.042 and in the overbank areas from 0.030 to 0.080. Expansion and contraction coefficients for the river were estimated from data obtained from the USACE Hydrologic Engineering Center (HEC) (HEC, 1974).
Channel roughness factors (Manning's "n") for the Pine River Lower Reach used in the hydraulic computations were chosen by engineering judgment and based on field observations of the floodplain areas. Roughness values average 0.047 for the channel and range from 0.042 to 0.110 for the overbank areas. The starting watersurface elevations (WSELs) for the Pine River was determined at a cross section located 1 mile downstream of the City of St. Louis northern corporate limits, based on high water data from the 1986 flood. WSELs for Pine River Lower Reach were computed using the Federal Highway Administration (FHW A) WSPRO, a step-backwater computer program (FHWA, 1986).
For Pine River Lower Reach upstream of the dam, flood profiles were determined primarily based on cross-section data and hydraulic analyses developed as a part of the FIS for the City of Alma, Michigan (FEMA, 1981). Supplemental data were obtained to describe flooding near the Mill Street bridge. The starting elevation upstream of the dam was determined using a series of 38 annual maximum pool elevations provided by the dam operator (Gibson, Pers. Comm, 1986). The starting elevation for the backwater analyses of the 1-percent-annualchance flood corresponds to an elevation 0.5 foot higher than the 1986 flood.
For Pine River Upper Reach water-surface profiles for the 10-, 2-, 1-, and 0.2-percent-annual-chance floods were developed using the USACE, HEC computer software, HEC-2 step-backwater computer program (HEC, 1976). The starting WSEL's for the HEC-2 profiles were obtained by the convergence runs that began with the discharge elevation rating curve at the St. Louis Dam.
This Countywide FIS Report
For the streams studied by approximate methods, cross section data was obtained from the topography. Roads were modeled from bridge inventory data or as weirs if no data was available. The studied streams were modeled using the USACE, HEC computer software, HEC-RAS, version 4.0 (HEC, 2008).
Locations of selected cross sections used in the hydraulic analyses are shown on the Flood Profiles (Exhibit 1). For stream segments for which a floodway was
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computed (Section 4.2), selected cross section locations are also shown on the FIRM (Exhibit 2).
The profile baselines depicted on the FIRM represent the hydraulic modeling baselines that match the flood profiles on this FIS report. As a result of improved topographic data, the profile baseline, in some cases, may deviate significantly from the channel centerline or appear outside the Special Flood Hazard Area.
The hydraulic analyses for this study were based on unobstructed flow. The flood elevations shown on the Flood Profiles (Exhibit 1) are thus considered valid only if hydraulic structures remain unobstructed, operate properly, and do not fail.
3.3 Vertical Datum
All FIS reports and FIRMs are referenced to a specific vertical datum. The vertical datum provides a starting point against which flood, ground, and structure elevations can be referenced and compared. Until recently, the standard vertical datum in use for newly created or revised FIS reports and FIRMs was NGVD. With the finalization of NA VD, many FIS reports and FIRMs are being prepared using NAVD as the referenced vertical datum.
All flood elevations shown in this FIS report and on the FIRM are referenced to NAVD. Structure and ground elevations in the community must, therefore, be referenced to NA VD. It is important to note that adjacent communities may be referenced to NGVD. This may result in differences in Base Flood Elevations (BFEs) across the corporate limits between the communities. Some of the data used in this study were taken from the prior effective FIS reports and adjusted to NA VD. The average conversion factor that was used to convert the data in this FIS report to NAVD was calculated using the National Geodetic Survey's (NGS) VERTCON online utility (NGS, 2008). The data points used to determine the conversion are listed in Table 2.
Quad Name
Riverdale Alma North
St. Louis Breckenridge
Crystal Sumner
Alma South Ithaca
Rathbone
Table 2 - Vertical Datum Conversion
Corner
SE SE SE SE SE SE SE SE SE
Latitude
43.375 43.375 43.375 43.375 43.250 43.250 43.250 43.250 43.250
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Longitude
-84.750 -84.625 -84.500 -84.375 -84.875 -84.750 -84.625 -84.500 -84.375
Conversion from NGVD29 to NAVD88
Cfeet>
-0.505 -0.518 -0.531 -0.554 -0.486 -0.499 -0.518 -0.541 -0.554
Table 2 - Vertical Datum Conversion (Continued)
Conversion from NGVD29 to NAVD88
Quad Name Corner Latitude Longitude (feet)
Butternut SE 43.125 -84.875 -0.472 Carson City SE 43.125 -84.750 -0.489
Perrinton SE 43.125 -84.625 -0.502 Pompeii SE 43.125 -84.500 -0.518 Ashley SE 43.125 -84.375 -0.522
Palo SE 43.000 -84.875 -0.449 Hubbardston SE 43.000 -84.750 -0.456 Maple Rapids SE 43.000 -84.625 -0.463
St. Johns North SE 43.000 -84.500 -0.459
Ovid West SE 43.000 -84.375 -0.476
Average: ·0.501
For additional information regarding conversion between NGVD and NAVD, visit the NGS website at www.ngs.noaa.gov, or contact the NGS at the following address:
Vertical Network Branch, N/CG13 National Geodetic Survey, NOAA Silver Spring Metro Center 3 1315 East-West Highway Silver Spring, Maryland 20910 (301) 713-3191
Temporary vertical monuments are often established during the preparation of a flood hazard analysis for the purpose of establishing local vertical control. Although these monuments are not shown on the FIRM, they may be found in the Technical Support Data Notebook associated with the FIS report and FIRM for this community. Interested individuals may contact FEMA to access these data.
To obtain current elevation, description, and/or location information for benchmarks shown on this map, please contact the Information Services Branch of the NGS at (301) 713-3242, or visit their website at www.ngs.noaa.gov.
4.0 FLOODPLAIN MANAGEMENT APPLICATIONS
The NFIP encourages State and local governments to adopt sound floodplain management programs. Therefore, each FIS provides 1-percent-annual-chance (100-year) flood elevations and delineations of the 1- and 0.2-percent-annual-chance (500-year) floodplain boundaries and 1-percent-annual-chance floodway to assist communities in developing floodplain management measures. This information is presented on the FIRM and in many components of the FIS report, including Flood Profiles, Floodway Data Table, and Summary of Stillwater Elevations Table. Users
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should reference the data presented in the FIS report as well as additional information that may be available at the local map repository before making flood elevation and/or floodplain boundary determinations.
4.1 Floodplain Boundaries
To provide a national standard without regional discrimination, the 1-percentannual-chance flood has been adopted by FEMA as the base flood for floodplain management purposes. The 0.2-percent-annual-chance flood is employed to indicate additional areas of flood risk in the community.
For each stream studied by detailed methods, except for the Pine River Lower Reach, from Chessman Road to approximately 3,430 feet upstream of Chessman Road in the Township of Pine River, and Pine River Upper Reach, from approximately 4,050 feet upstream of State Street Dam to approximately 5,070 feet upstream of the State Street Dam in the Township of Arcada, the 1- and 0.2-percent-annual-chance floodplain boundaries have been delineated using the flood elevations determined at each cross section. Between cross sections, the boundaries were interpolated using topographic maps at a scale of 1 :24,000, with a contour interval of 5 feet (USGS, various dates).
For the Pine River Lower Reach, from Chessman Road to approximately 3,430 feet upstream of Chessman Road in the Township of Pine River, and Pine River Upper Reach, from approximately 4,050 feet upstream of State Street Dam to approximately 5,070 feet upstream of the State Street Dam in the Township of Arcada, the 1- and 0.2-percent-annual-chance floodplain boundaries have been delineated using the flood elevations determined at each cross section. Between modeled cross sections, the boundaries were interpolated using survey data provided by the Spicer Group, Inc.
For all streams studied by approximate methods, except Brandy Creek Tributary 2.1 and Brandy Creek Tributary 2.2, between modeled cross sections, the boundaries were interpolated using topographic maps at a scale of 1 :24,000, with a contour interval of 5 feet (USGS, various dates). For Brandy Creek Tributary 2.1 and Brandy Creek Tributary 2.2, between modeled cross sections, the boundaries were interpolated using survey data provided by the Spicer Group, Inc.
The 1- and 0.2-percent-annual-chance floodplain boundaries are shown on the FIRM (Exhibit 2). On this map, the 1-percent-annual-chance floodplain boundary corresponds to the boundary of the areas of special flood hazards (Zones A and AE), and the 0.2-percent-annual-chance floodplain boundary corresponds to the boundary of areas of moderate flood hazards. In cases where the 1- and 0.2-percent-annual-chance floodplain boundaries are close together, only the 1-percent-annual-chance floodplain boundary has been shown. Small areas within the floodplain boundaries may lie above the flood elevations but
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cannot be shown due to limitations of the map scale and/or lack of detailed topographic data.
For the streams studied by approximate methods, only the 1-percent-annualchance floodplain boundary is shown on the FIRM (Exhibit 2).
4.2 Floodways
Encroachment on floodplains, such as structures and fill, reduces flood-carrying capacity, increases flood heights and velocities, and increases flood hazards in areas beyond the encroachment itself. One aspect of floodplain management involves balancing the economic gain from floodplain development against the resulting increase in flood hazard. For purposes of the NFIP, a floodway is used as a tool to assist local communities in this aspect of floodplain management. Under this concept, the area of the 1-percent-annual-chance floodplain is divided into a flood way and a floodway fringe. The floodway is the channel of a stream, plus any adjacent floodplain areas, that must be kept free of encroachment so that the 1-percent-annual-chance flood can be carried without substantial increases in flood heights. Minimum Federal standards limit such increases to 1 foot, provided that hazardous velocities are not produced. The floodways in this study are presented to local agencies as minimum standards that can be adopted directly or that can be used as a basis for additional floodway studies.
The floodway presented in this FIS report and on the FIRM was computed for certain stream segments on the basis of equal-conveyance reduction from each side of the floodplain. Floodway widths were computed at cross sections. Between cross sections, the floodway boundaries were interpolated. The results of the floodway computations have been tabulated for selected cross sections (Table 3). In cases where the floodway and 1-percent-annual-chance floodplain boundaries are either close together or collinear, only the floodway boundary has been shown.
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FLOODING SOURCE FLOODWAY 1-PERCENT -ANNUAL-CHANCE-FLOOD WATER SURFACE ELEVATION
SECTION MEAN WITHOUT WITH WIDTH AREA VELOCITY REGULATORY INCREASE CROSS SECTION DISTANCE' (FEET) (SQUARE (FEET PER (FEETNAVD) FLOODWAY FLOODWAY (FEET) FEET) SECOND) (FEETNAVD) (FEETNAVD)
PINE RIVER UPPER REACH
A 189,911 509 3,638 1.5 725.1 725.1 725.1 0.0 B 190,911 715 4,289 1.2 725.2 725.2 725.2 0.0 c 191 ,911 730 3,547 1.5 725.4 725.4 725.4 0.0 D 195,286 369 1,797 2.9 726.9 726.9 727.0 0.1 E 195,786 276 1,245 4.3 727.2 727.2 727.3 0.1 F 196,206 115 1,067 5.0 728.0 728.0 728.0 0.0 G 197,906 164 1,701 3.1 728.9 728.9 728.9 0.0 H 198,656 294 1,669 3.2 729.1 729.1 729.1 0.0 I 199,428 360 2,128 2.5 729.5 729.5 729.5 0.0 J 200,128 311 1,555 3.4 729.6 729.6 729.7 0.1 K 200,493 315 1,560 3.4 730.4 730.4 730.4 0.0 L 200,583 290 2,069 2.6 730.6 730.6 730.6 0.0 M 200,800 260 1,919 2.8 730.6 730.6 730.6 0.0 N 201,056 110 1,352 3.9 730.7 730.7 730.7 0.0 0 201 ,176 162 1,451 3.7 731 .1 731 .1 731 .1 0.0 p 201 ,731 225 1,860 2.9 731.4 731.4 731 .4 0.0 Q 202,002 110 1,222 4.3 732.7 732.7 732.7 0.0 R 202,122 178 1,465 3.6 732.9 732.9 732.9 0.0 s 202,422 199 1,552 3.4 733.1 733.1 733.1 0.0 T 202,696 420 2,277 2.3 733.4 733.4 733.4 0.0
1Feet above confluence with Chippewa River
-t FEDERAL EMERGENCY MANAGEMENT AGENCY FLOODWAV DATA J> m GRATIOT COUNTY, Ml r- (ALL JURISDICTIONS) m PINE RIVER UPPER REACH w
FLOODING SOURCE FLOODWAY 1-PERCENT-ANNUAL-CHANCE-FLOOD WATER SURFACE ELEVATION
SECTION MEAN WITHOUT WITH
CROSS SECTION DISTANCE' WIDTH AREA VELOCITY REGULATORY FLOODWAY FLOODWAY INCREASE (FEET) (SQUARE (FEET PER (FEETNAVD) (FEETNAVD) (FEETNAVD) (FEET)
FEET) SECOND) PINE RIVER
UPPER REACH (CONTINUED)
u 202,856 415 2,808 1.9 733.4 733.4 733.4 0.0 v 203,128 398 1,773 3.0 733.5 733.5 733.5 0.0 w 203,353 441 2,946 1.8 734.6 734.6 734.6 0.0 X 204,078 757 5,433 1.0 734.7 734.7 734.7 0.0 y 206,453 677 4,771 1.1 734.8 734.8 734.8 0.0 z 207,578 830 3,504 1.5 734.8 734.8 734.8 0.0
AA 208,703 767 5,215 1.0 734.9 734.9 734.9 0.0
Feet above confluence with Chippewa River
-t FEDERAL EMERGENCY MANAGEMENT AGENCY FLOODWAV DATA )> aJ GRATIOT COUNTY, Ml r- (ALL JURISDICTIONS) m PINE RIVER UPPER REACH w
The area between the floodway and 1-percent-annual-chance floodplain boundaries is termed the floodway fringe. The floodway fringe encompasses the portion of the floodplain that could be completely obstructed without increasing the WSEL of the 1-percent-annual-chance flood more than 1 foot at any point. Typical relationships between the floodway and the floodway fringe and their significance to floodplain development are shown in Figure 1.
f41•--- LIMIT OF FLOODPLAIN FOR UNENCROACHED 1% ANNUAL CHANCE FLOOD---+j•l
FLOOD ELEVATION WHEN CONFINED WITHIN FLOODWAY
AREA OF ALLOWABLE ENCROACHMENT; RAISING GROUND SURFACE WILL NOT CAUSE A SURCHARGE THAT EXCEEDS THE INDICATED STANDARDS
STREAM CHANNEL
FLOOD ELEVATION BEFORE ENCROACHMENT ON FLOODPLAIN
LINE A - B IS THE FLOOD ELEVATION BEFORE ENCROACHMENT LINE C - D IS THE FLOOD ELEVATION AFTER ENCROACHMENT
'SURCHARGE NOT TO EXCEED 1.0 FOOT (FEMA REQUIREMENT) OR LESSER HEIGHT IF SPECIFIED BY STATE OR COMMUNITY.
Figure 1 - Floodway Schematic
No floodways were computed for Pine River Lower Reach.
5.0 INSURANCE APPLICATIONS
For flood insurance rating purposes, flood insurance zone designations are assigned to a community based on the results of the engineering analyses. These zones are as follows:
Zone A
Zone A is the flood insurance risk zone that corresponds to the 1-percent-annual-chance floodplains that are determined in the FIS by approximate methods. Because detailed hydraulic analyses are not performed for such areas, no BFEs or base flood depths are shown within this zone.
15
Zone AE
Zone AE is the flood insurance risk zone that corresponds to the 1-percent-annual-chance floodplains that are determined in the PIS by detailed methods. In most instances, wholefoot BFEs derived from the detailed hydraulic analyses are shown at selected intervals within this zone.
Zone X
Zone X is the flood insurance risk zone that corresponds to areas outside the 0.2-percentannual-chance floodplain, areas within the 0.2-percent-annual-chance floodplain, areas of 1-percent-annual-chance flooding where average depths are less than 1 foot, areas of 1-percent-annual-chance flooding where the contributing drainage area is less than 1 square mile, and areas protected from the 1-percent-annual-chance flood by levees. No BFEs or base flood depths are shown within this zone.
6.0 FLOOD INSURANCE RATE MAP
The FIRM is designed for flood insurance and floodplain management applications.
For flood insurance applications, the map designates flood insurance risk zones as described in Section 5.0 and, in the 1-percent-annual-chance floodplains that were studied by detailed methods, shows selected whole-foot BFEs or average depths. Insurance agents use the zones and BFEs in conjunction with information on structures and their contents to assign premium rates for flood insurance policies.
For floodplain management applications, the map shows by tints, screens, and symbols, the 1- and 0.2-percent-annual-chance floodplains, floodways, and the locations of selected cross sections used in the hydraulic analyses and floodway computations.
The countywide FIRM presents flooding information for the entire geographic area of Gratiot County. Previously, FIRMs were prepared for each incorporated community and the unincorporated areas of the County identified as flood-prone. This countywide FIRM also includes flood-hazard information that was presented separately on Flood Boundary and Floodway Maps, where applicable. Historical data relating to the maps prepared for each community are presented in Table 4.
16
COMMUNITY INITIAL FLOOD HAZARD
FIRM FIRM NAME IDENTIFICATION
BOUNDARY MAP EFFECTIVE DATE REVISION DATE
REVISION DATE
Alma, City of May 10, 1974 June 25, 1976 March 1 , 1982 None
Arcada, Township of October 18, 2011 None October 18, 2011 None
*Ashley, Village of N/A None N/A None
Bethany, Township of October 18, 2011 None October 18, 2011 None
*Breckenridge, Village of N/A None N/A None
*Elba, Township of N/A None N/A None
Emerson, Township of October 18, 2011 None October 18, 2011 None
*Fulton, Township of N/A None N/A None
*Hamilton, Township of N/A None N/A None
Ithaca, City of October 18, 2011 None October 18, 2011 None
*Lafayette, Township of N/A None N/A None
*New Haven, Township of N/A None N/A None
*Newark, Township of N/A None N/A None
*North Shade, Township of N/A None N/A None
*No special flood hazard areas identified
FEDERAL EMERGENCY MANAGEMENT AGENCY -1 • m GRATIOT COUNTY, Ml COMMUNITY MAP HISTORY r-m (ALL JURISDICTIONS) ;1:11.
COMMUNITY INITIAL FLOOD HAZARD FIRM FIRM NAME IDENTIFICATION BOUNDARY MAP EFFECTIVE DATE REVISION DATE
REVISION DATE
North Star, Township of October 18, 2011 None October 18, 2011 None
*Perrinton, Village of N/A None N/A None
Pine River, Township of October 18, 2011 None October 18,2011 None
•seville, Township of N/A None N/A None
St. Louis, City of June 14, 1974 October 17, 1975 January 18, 1989 None
Sumner, Township of October 18, 2011 None October 18,2011 None
•washington, Township of N/A None N/A None
*Wheeler, Township ol N/A None N/A None
*No special flood hazard areas identified
FEDERAL EMERGENCY MANAGEMENT AGENCY ..... )> OJ GRATIOT COUNTY, Ml COMMUNITY MAP HISTORY r-m (ALL JURISDICTIONS) ~
7.0 OTHER STUDIES
This report either supersedes or is compatible with all previous studies on streams studied in this report and should be considered authoritative for purposes of the NFIP.
8.0 LOCATION OF DATA
Information concerning the pertinent data used in the preparation of this study can be obtained by contacting FEMA, Federal Insurance and Mitigation Division, 536 South Clark Street, Sixth Floor, Chicago, illinois 60605.
9.0 BIBLIOGRAPHY AND REFERENCES
Chow, VenTe, Open Channel Hydraulics. New York: McGraw-Hill Book Company, Inc., 1959.
Federal Emergency Management Agency, Flood Insurance Study, City of Alma, Gratiot County, Michigan, September 1, 1981.
Federal Emergency Management Agency, Flood Insurance Study, City of St. Louis, Gratiot County, Michigan, January 18, 1989.
Federal Highway Administration, Report No. FHW A/RD-86/108, Bridge Waterways Analysis Model:Research Report, J.O. Shearman, W.H. Kirby, V.R. Snyder, and H.N. Flippo, U.S. Department of Transportation, July 1986.
Gibson, R., City of St. Louis, Michigan, Personal Communication, 1986.
Hydraulic Engineering Center, Training Document No. 6, Application of the HEC-2 Bridge Routine, U.S. Army Corps of Engineers, Davis, California, June 1974.
Hydrologic Engineering Center, HEC-2, Water Surface· Profiles Generalized Computer Program, U.S. Army Corps of Engineers, Davis, California, June 1976.
Hydrologic Engineering Center, HEC-RAS River Analysis System, Version 4.0, U.S. Army Corps of Engineers, Davis, California, May 2008.
Michigan Department of Agriculture, Climate of Michigan by Stations, Lansing, Michigan, December 1971.
National Geodetic Survey, VERTCON-North American Vertical Datum Conversion Utility. Retrieved December 14, 2008, from http://www.ngs.noaa.gov/.
U.S. Census Bureau, American Fact Finder, Gratiot County, Michigan, 2007. Retrieved 2008, from http:/ /factfinder.census. gov.
19
U.S. Department of Agriculture, Soil Conservation Service, Gratiot County Soil Survey, undated.
U.S. Geological Survey, 7.5 Minute Series Topographic Maps, Scale 1:24000, Contour Interval 5 feet: Alma North, Michigan, 1973; Alma South, Michigan, 1973; St. Louis, Michigan, 1973.
U.S. Geological Survey, Techniques for Estimating Peak Flow on Small Streams in Minnesota, Water Resources Investigation Report 97-4249, U.S. Department of the Interior, 1997.
U.S. Geological Survey, Peak Streamflow for the Nation, USGS 04155000 Pine River at Alma, MI. Retrieved October 5, 2010, from http://waterdata.usgs.gov/nwis/peak.
Water Resources Council, Hydrology Committee, Guidelines for Determining Flood Flow Frequency, Bulletin #17, March 1976.
Water Resources Council, Hydrology Committee, Guidelines for Determining Flood Flow Frequency, Bulletin #17B, Revised September 1981, Editorial Corrections March 1982.
20
730 730
L .. I
" "l( ',< u (/) <(
w 725 725
w a: ....1 u::: a:
w 0 ~ ~ 0 a. ....1
0 a: 720 720 0 w
0 2: ....1 a: LL w
0 z ~ i[ z 715 715 ~ ~ a; z
~ 710 710 ;;j
t 705 705 ffi
~ f- :E z w
~ ::;;
ij) w (!) z
700 700 < z 0 LEGE NO z ::J F
;i 0 II " ,.. (.) !!l
,,.. M~tUAL CHAHc~:. nooo u 1- "' z ~ w 0 l 695 ~~ STREAM BED (!)
~ "' w --
mt: " t&;{ ~ 0 CROSS SECTION ::;; LOCATION w (!) "'!: ..J
A s c 0 ·} - - G •JFF ~ ~ .=~ w Cl
165,000 1&8.000 167,000 168,000 169,000 170,000 171,000 172,000 173,000 174,000 175,000 176,000 175,000 176,000 w ... STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH CHIPPEWA RIVER 01P
I
(/) ~ w w
731l ...J a: u::: a:
w 0 3: 0:: 0 Q_ ...J
730
Cl a: 725 0 w
0 > ...J a:
725
lL w z ii:
720
0
~ 720 iii ~ ;;:; z 0
~ 715 715 .:
>-u z 710 w
(!) 710
<(
.... :E z w
~ ::;
iii' w (!) z
705 <( z 0 LEGEND z ::::l F
<( 0 ~ ::;
t; (.) ~ 1"Ao ANNUAL CHANCE FLOOO 1-z 0 ~
. a cue w :::J lfiUMIII£0 (!) i= 0:: ~
0 w ~ CROSS SECTION ::;
LOCATION w (!)
~ w
705
0 R
• - h' -0 .. s
Q w u. 1&2,000 176,000 179,000 180.000 181.000 1113,000 176,000 177,000
STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH CHIPPEWA RIVER 02P
J: 0
en [5 735 w
....1 0:: 735
u::: 0:: 0 w
a. D:: a. c.. :::l
730 Cl 0:: 0 w 0 2: ....1 0::
730
LL w z a:
-.' 725
a > ~ 725
iii II' z z 0
~ 720
~
,_ u
715 715 z UJ (!) ..
710
. G
LEGEND
:l~~tf-~~~=~~~~~~~~ff~ ---------- ~~~Ra. :r. 1%ANNUALCHANCEFLOOD
2% ANNUAl CHANCE FLOOD
--- 10% ANNUAL CHANCE FLOOD
A
I+( - . ·-~H
c - CROSS SECTION LOCAnON
>- ~ z UJ
~ ~ iii UJ (!) z ~ z 0
::::> I= .. 0 0
~ i5
~ l) "' f-
0' z 0 ~ UJ
:::l "' ~ "' 5. UJ ~ UJ (!) -' .. "' UJ
710
0 190,000 167,000 166,000 169,000 191,000 192,000 193,000 194,000 195,000 196,000 197,000 196,000 UJ
u.
STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH CHIPPEWA RIVER 03P
725
720
715
: J
198.000 1119,000 200,000
!
I(• o
<lM Hj: I++
201,000
w
•• oJj • 11=[u v)):j::++ I+H ~f. ~1.-t:F f.i:t-1=1- -
203,000
~ . rH-
204,000 205,000 206,000
STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH CHIPPEWA RIVER
z
JUC44A
v 0 207,000 208,000
M
-t LEGEND o..K~C~~~OOD
1•1. ,i,HM,W.. ac.t.'a fi.OOO
""""'"'UN. atA.~R.UOQ ~~ NINLMI..OlA.-.c.E fLQCIO
209,000
740
735
730
725
720
en w ...J u:: ~ n_
0 0 0 ...J lL
:I:
~ cr: cr: w a.. a. ::> cr: w > a: w z 1[
04P
Appendix 4
DEli\ Water Well And Pump Record Completion is required under authority of Part 127 Act 368 PA 1978. (Wellog!£)
lmoort ID: Failure to comply is a misdemeanor
Tax No: I Permit No: County: Gratiot I Township: Arcada Town/Range: !Section: jWoll Status: IWSSN: I Source ID/Wall No:
Well ID: 29000003039 11N 03W 4 Activo Fredrickson Nor Distance and Direction from Road Intersection: 2344-feet North-East of from the intersection of Luce Rd and Van Buren Rd
Elevation: 745.09 ft.
Latitude: 43.370241925 Well Owner: Malcolm Plmle Inc.
Longitude: -84.682828102 Well Address: Owner Addreq: None 101 S Washington Square Suit 400
Method of Collection: GPS Differential (DGPS) Alma, Ml48801-9556 Lansing, Ml 48933
Drilling Method: Rotary Pump Installed: No Well Depth: 243.00 ft. Wall Use: Type I public Pressure Tank Installed: No Well Type: New Date Completed: 3/2/2009 Pressure Relief Valve Installed: No Casing Type: Steel - black Haight: 2.00 ft. above grade Casing Joint: Welded Casing Fitting: None
Diameter: 12.00 in. to 218.00 fl. depth
Borehole: 18.00 in. to 243.00 fl. depth
Static Water Level: 12.33 ft. Below Grade Formation Description Thickness
Depth to Wall Yield Test: Yield Test Method: Test pump Bottom Pumping level 67.16 ft. after 48.00 hrs. at 678 GPM Brown Sand Medium 9.00 9.00
Brown Clay 6.00 15.00 Brown Clay W/Sand 4.00 19.00
Screen Installed: Yes Filter Packed: Yes Gray Slit Sandy 5.00 24.00 Screen Diameter: 12.00 in. Blank: Above Gray Clay W/Sand 5.00 29.00 Screen Material Type: Stainless steel-wire wrapped Gray Sand Fine Silty 5.00 34.00 Slot Length Set Between Gray Clay 15.00 49.00 30.00 25.00ft. 218 .00 ft. and 243.00 ft. Brown Sand Fine To Medium 51 .00 100.00
Brown Sand Fine 139.00 239.00 Brown Sand Medium W/Gravel 5.00 244.00
Fittings: None Gray Sand Medium To Coarse W/Gravel 4.00 248.00 Gray Clay W/Gravel 5.00 253.00
Wall Grouted: Yes Grouting Method: Grout pipe outside casing Grouting Material Bags Additives Depth Neat cement 196.00 None 0.00 ft. to 201.00 ft. Geology Remarks:
Wellhead Completion: 12 inches above grade
Nearest Source of Possible Contamination: Drilling Machine Operator Name: Larry Herron 'rype Distance Direction Employment: Employee Septic tank 625ft. West-Southwest Surface water 500ft. North Contractor Type: Water Well Drilling Contractor Reg No: 41-1095
Business Name: Stearns Drilling Business Address: 6974 HammondS E Dutton MI. 49316
Water Well Contractor's Certification This well was drilled under my supervision and this report is true to the best of my knowledge and belief.
Slanature of Reaistered Contractor Date General Remarks: Other Remarks:
EQP-2017 (4/2010) Page 1 of 1 Contractor 4/2/2009 2:29 PM
DE(\ Water Well And Pump Record Completion is required under authority of Part 127 Act 366 PA 1976. (Wellog!£)
lmoort iO: Failure to comply is a misdemeanor
Tax No: [Permit No: County: Gratiot Township: Arcada Town/Range: !Section: IWell Status: J WSSN: I Source ID/Wall No:
Well ID: 29000003040 11N 03W 4 Active FN-1 Distance and Direction from Road Intersection: 2312-feet North-East of from the Intersection of Luce Rd and Van Buren Rd
Elevation: 745.48 ft.
Latitude: 43.370183795 Well Owner: Malcolm Pimie Inc
Longitude: -84.682805768 WaiiAddrasa: Owner Address: None 101 S Washington Squire Suit400
Method of Collection: GPS Differential (DGPS) Alma, Ml48801-9556 Lansing, Ml 48933
Drilling Method: Auger/Bored Pump .Installed: No Well Depth: 243.00 ft . Well Use: Other Pressure Tank Installed: No WeiiTvoe: New Date ComDieted: 2/23/2009 Pressure Relief Valve Installed: No Casing Type: Steel - galvanized Height: 2.00 ft. above grade Casing Joint: Threaded & coupled Casing Fitting: None
Diameter: 2.00 in. to 233.00 ft. depth
Borehole: 9.00 in. to 253.00 ft . depth
Static Water Level: 11 .69ft. Below Grade Formation Description Thickness Depth to
Well Yield Test: Yield Test Method: Air Bottom Pumping level15.00 ft. after 2.00 hrs. at 15 GPM Brown Sand Medium 5.00 5.00
Brown Clav 10.00 15.00 Grav Clav W/Sand 4.00 19.00
Screen Installed: Yes Filter Packed: Yes Grav Silt Sandv 5.00 24.00 Screen Diameter: 2.00 in. Blank: Grav Clav Sandv 5.00 29.00 Screen Material Type: Stainless steel-wire wrapped Grav Sand Fine Siitv 5.00 34.00 Slot Length Set Between Grav Clav 15.00 49.00 10.00 10.00 ft. 233.00 ft and 243.00 ft. Brown Sand Fine To Medium 51 .00 100.00
Brown Sand Fine 139.00 239.00 Brown Sand Medium W/Gravel 5.00 244.00
Fittings: Bottom plug Grav Sand Medium To Coarse W/Gravel 4.00 248.00 Grav ClciV W/Gravel 5.00 253.00
Well Grouted: Yes Grouting Method: Grout pipe outside casing Grouting Material Bags Additives Depth Neat cement 78.00 None 0.00 ft. to 223.00 ft. Geology Remarks:
Wellhead Completion: 12 Inches above grade
Nearest Source of Possible Contamination: Drilling Machine Operator Name: Jerry Huntoon Type Distance Direction Employment: Employee Septic tank 664ft. West-Southwest Surface water 469fl. North Contractor Type: Water Well Drilling Contractor Reg No: 41 -1095
Business Name: Stearns Drilling Business Address: 6974 Hammontl S E Dutton Ml 493'16
Water Well Contractor's Certification This well was drilled under my supervision and this report is true to the best of my knowledge and belief.
SiRnaturo of Ro~listerod Contractor Date General Remarks: Othor Rom arks: Well Use:Obse1valion Well EQP-2017 (412010) Page 1 of 1 Contractor 41212009 3:20 PM
DEiil Water Well And Pump Record Completion is required under authority of Part 127 Act 368 PA 1978. (Wellog@
Import ID: Failure to comply is a misdemeanor
Tax No: (Permit No: County: Gratiot (Township: Arcada Town/Range: ~ Section: I Well Status: IWSSN: I Source ID/Well No:
Well 10: 29000003041 11 N 03W 4 Active FN-2 Distance and Direction from Road Intersection: 2250-feet North-East of from the intersection of Luce Rd and Van Buren Rd Elevation: 744.45 ft.
Latitude: 43.36982463 Well Owner: Malcom Pirnie Inc
Longitude: -84.683777977 Well Address: OWner Address: None 1 01 S Washington Square Suit 400
Method of Collection: GPS Differential (DGPS) Alma, Ml48801-9556 Lensing, Ml48933
Drilling Method: Rotary Pump Installed: No Well Depth: 238 00 ft. Well Use: Other Pressure Tank Installed: No Well Type: New Date Completad: 2/25/2009 Pressure Relief Valve Installed: No Casing Type: Steel - galvanized Height: 2.00 ft. above grade Casing Joint: Threaded & coupled Casing Fitting: None
Diameter: 2.00 in. to 228.00 ft. depth
Borehole: 9.00 in. to 247.00 ft. depth
Static Water Level: 11 .1 3 ft. Below Grade Formation Description Thickness
Depth to Well Yield Test: Yield Test Method: Air Bottom Pumping level20.00 ft. after 2.00 hrs. at 15 GPM Brown Sand Clayey 34.00 34.00
Brown Clay Hard 18.00 52.00 Brown Sand Fine 17.00 69.00
Screen Installed: Yes Filter Packed: Yes Brown Sand Fine To Medium 5.00 74.00 Screen Diameter: 2.00in. Blank: Brown Sand Medium W/Gravel 16.00 90.00 Screen Material Type: Stainless steel-wire wrapped Brown Silt Sandy 1.00 91 .00 Slot Length Set Between .Brown Sand Fine To Medium 3.00 94.00 20.00 10.00 ft. 228.00 ft. and 238.00 ft. Brown Sand Fine To Medium W/Gravel 26.00 120.00
Brown Sand Fine To Medium 14.00 134.00 Brown Sand Fine 10.00 144.00
Fittings: Bottom plug Brown Sand Fine To Medium W/GraveJ 26.00 170.00 Brown Sand Fine 29.00 199.00
Well Grouted: Yes Grouting Method: Grout pipe outside casing Brown Sand Fine To Medium W/GraveL 5.00 204.00 Grouting Material Bags Additives Depth (Continued On Page 2) Neat cement 68.00 None 0.00 ft to 218.00 fl. Geology Remarks:
Wellhead Completion: 12 inches above grade
Nearest Source of Possible Contamination: Drilling Machine Operator Name: Jerry Huntoon Type Distance Direction Employment: Employee Septic tank 391ft. Southwest Surface water 508ft. North (Continued on page 2)
General Remarks: Other Remarks: Well Use:Observallon Well EQP-2017 (4/2010) Page 1 of2 Contractor 4/2/2009 4:00 PM
DE'il Water Well And Pump Record Completion is required under authority of Part 127 Act 368 PA 1978.
Failure to comply is a misdemeanor.
(Wellogj£) Import 10: Tax No: !Permit No: Counw: Grallol TownshiP: A read a
Town/Range: !Section: I Well Status: IWSSN: I Source ID/Well No:
Well 10: 29000003041 11N.03W 4 Active FN-2 Distance and Direction from Road Intersection: 2250-feet North-East of from
Elevation: 744.45 ft. the Intersection of Luce Rd and Van Buren Rd
Latitude: 43.36982463 Welt Owner: Malcom Pirnie Inc
Longitude: -84.683777977 Well Address: OWner Address: None 101 S Washington Square Suit 400
Method of Collection: GPS Differential (DGPS) Alma, Ml 48801-9556 Lansing, Ml 48933
(Continued from Page 11
Fonnatlon Description Thickness Depth to OTHER REMARKS: Bottom Well Use:Observation Well
Brown Sand Coarse W/Gravel 16.00 220.00 Brown Sand Fine To Medium 24.00 244.00 Grav Clav W/Gravel Hard 3.00 247.00
Contractor Type: Water Well Drilling Contractor Reg No: 41-1095 Business Name: Steams Drilling Business Address: 6974 HammondS E Dutton M) 49316
Water Well Contractor's Certification This well was drilled under my supervision and this report is true to the best of my knowledge end belief.
SIR nature of R&Ristered Contractor Date
EQP-2017 (4/2010) Page 2 of 2 Contractor 4/2/2009 4:00 PM
Dl(\ Water Well And Pump Record Completion is required under authority of Part 127 Act 368 PA 1978. (Wellogfu)
Import 10: Failure to comply Is a misdemeanor
Tax No: I Permit No: County: Gratiot ITownshlp: Arcade Town/Range: ~Section: IWell Status: IWSSN: I Source 10/Well No:
Well ID: 29000003044 11NQ3W 4 Aclive FS-1 Distance and Direction from Road Intersection: 1 094-feet North-East of from the intersection of Luce Rd and Van Buren Rd
Elevation: 746.48 ft.
Latitude: 43.365940605 Well Owner: Malcolm Pirnie
Longitude: -84.682380837 WetiAddresa: Owner Addresa: None 101 S. Washington Square Suit400
Method of Collection: GPS Differential (DGPS) Alma, Ml 48801-9556 lansing, Ml 48933
Drilling Method: Other Pump Installed: No Well Depth: 230.00 ft. Well Usa: Other Pressure Tank Installed: No Well Type: New Date Completed: 2123/2009 Pressure Relief Valve Installed: No Casing Type: Steel - galvanized Height: 3.00 ft. above grade Casing Joint: Threaded & coupled Casing Fitting: None
Diameter: 2.00 in. lo 220.00 ft. depth
Borehole: 6.00 in. to 239.00 ft . depth
Static Water Laval: 11.45 ft. Below Grade Formation Daacriptlon Thickness
Depth to Well Yield Test: Yield Test Method: Air Bottom Pumping level 30.00 ft. after 2.00 hrs. at 10 GPM Brown Topsoil 1.00 1.00
Brown Sand Clayey 1.00 2.00 Brown Clay Sandy 1.50 3.50
Screen Installed: Yes Filter Packed: Yes Brown Sand Clayey 5.50 9.00 Screen Diameter: 2.00in. Blank: Brown Sand Fine 5.50 14.50 Screen Material Type: Stainless steel-wire wrapped Gray Clay Silty W/Sand 4.50 19.00 Slot Length Set Between Gray Clay Sandy W/Gravel 26.00 45.00 20.00 10.00 ft. 220.00 ft. and 230.00 ft. Gray Clay Silty W/Gravel 5.00 50.00
Brown Clay Sandy 2.50 52.50 Brown Sand Fine To Medium W/Gravel 5.00 57.50
Fittings: Bottom plug Brown Sand Clayey W/Gravel 1.50 59.00 Gray Sand Fine To Coarse W/Gravel 7.00 66.00
Well Grouted: Yes Grouting Method: Grout pipe outside casing Brown Sand Fine To Coarse 25.00 91.00 Grouting Material Bags Additives Depth (Continued On Page 2) Neat cement 50.00 None 0.00 ft. to 210.00 ft. Geology Remarks:
Wellhead Completion: 12 inches above grade
Nearest Source of Possible Contamination: Drilling Machine Operator Name: Denny Copper Type Distance Direction Employment: Employee Septic lank 781ft. South-Southeast
(Continued on page 2)
General Remarks: Other Remarks: Well Use:Obsetvalion Well Orillina Method:Sonic EQP-2017 (4/201 0) Page 1 of 2 Conlractor 4/2/2009 9:10PM
DEli\ Water Well And Pump Record Completion is required under authority of Part 127 Act 368 PA 1978.
Failure to comply is a misdemeanor
(Wellog!£) lmDort 10: Tax No: ll'ermlt No: County: Gratiot ITownlhlp: Aroada
Town/Range: lSactlon: I Well Status: IWSSN: ISourceiDIWell No:
Well ID: 29000003044 11 N 03W 4 Active FS-1 Distance and Direction from Road Intersection: 1 094-feet North-East of from
Elevation: 746.48 ft. the intersection of Luce Rd and Van Buren Rd Latitude: 43.365940605 Well Owner: Malcolm Pirnie
Longitude: -84.682360837 We11Addra88: Owner Address: None 101 S. Washington Square Suit 400
Method of Collection: GPS Differential (DGPS) Alma, Ml48801-9556 Lansing, Ml 48933
(Contlnued from Pa11.a11
Formation Description Thickness Depth to OTHER REMARKS: Bottom Well Use:Observation Well, Drilling Method:Sonic
Brown Sand Fine To Coarse W/Gravel 3.00 94.00 Brown Sand Fine To Coarse 5.00 99.00 Brown Sand Fine To Medium 9.00 108.00 Brown Silt Clayey_ 2.00 110.00 Brown Sand Fine To Medium W/Silt 5.50 115.50 Brown Sand Fine To Coarse W/Gravel 6.50 122.00 Brown Sand Fine To Medium 2.50 124.50 Brown Sand Fine To Coarse 1.00 125.50 Brown Sand Fine W/Silt 1.50 127.00 Brown ClaySanc:jy 1.00 128.00 Brown Sand Fine 9.00 137.00 Brown Sand Fine 1.00 138.00 Brown Sand Fine To Coarse W/Gravei 2.00 140.00 Brown Sand Fine To Medium 9.00 149.00 Brown Sand Fine To Coarse W/Gravei 2.50 151.50 Brown Sand Fine To Coarse W/Gravel 7.50 159.00 Brown Sand Fine 9.00 168.00 Brown Clav Sandv 0.50 168.50 Brown Sand Verv Fine W/SIIt 7.50 176.00 Brown Sand Fine 8.00 184.00 Brown Sand Fine W/Silt 15.00 199.00 Brown Sand Verv Fine W/Gravel 10.00 209.00 Brown Sand Fine To Medium 7.00 216.00 Brown Sand Fine To Coarse W/Gravel 1.50 217.50 Brown Sand Fine To Medium 17.50 235.00 Brown Clav 4.00 239.00
Contractor Type: Water Well Drilling Contractor Reg No: 41-1095 Business Name: Stearns Drilling Business Address: 6974 HammondS E Dutton. Mi 49316
Water Well Contractor's Certification This well was drilled under my supervision and this report is true to the best of my knowledge and belief.
Siunature of Reaistered Contractor Date
EQP-2017 (4/2010) Page 2of2 Contractor 4/2/2009 9:10PM
DE~ Water Well And Pump Record Completion is required under authority of Part 127 Act 366 PA 1976. (Wellogfu)
Import 10: Failure to comply is a misdemeanor
Tax No: I PermltNo: Countv: Gratiot ITownshiD: Arcada Town/Range: 'Section: ' Well Status: IWSSN: ISourceiD/Well No:
Well 10: 29000003045 11N 03W 4 Active FS-2 Distance and Direction from Road Intersection: 1133-feet North-East of from the Intersection of Luce Rd and Van Buren Rd
Elevation: 756.89 ft.
Latitude: 43.365258604 Well Owner: Malcolm Pirnle Inc
Longitude: -84.681455035 WeiiAddren: Owner Address: None 1 01 S Washington Square Sult400
Method of Collection: GPS Differential (DGPS) Alma, M148801-9556 Lansing, Ml48933
Drilling Method: Other PumD Installed: No Well Depth: 240.00ft. Well Use: Other Pressure Tank Installed: No Well Type: New Date ComPleted: 2/25/2009 Pressure Relief Valve Installed: No Casing Type: Steel - galvanized Height: 2.00 ft. above grade Casing Joint: Threaded & coupled Casing FHtlng: None
Diameter: 2.00 ln. to 230.00 ft. depth
Borehole: 6.00 in. to 270.00 ft. depth
Static Water Level: 23.02 ft. Below Grade Fonnatlon Description Thickness
Depth to Well Yield Test: Yield Test Method: Air Bottom Pumping level 100.00 ft. after 2.00 hrs. at 5 GPM Brown Toosoil 0.50 0.50
Brown Clav Sandv 5.50 6.00 Brown Clav Siltv 3.00 9.00
Screen Installed: Yes FIHer Packed: Yes Brown Sand Fine To Medium 1.00 10.00 Screen Diameter: 2.00 ln. Blank: Brown Sand Fine To Medium 4.50 14.50 Screen Material Type: Stainless steel-wire wrapped Grav Silt Clavev 4.50 19.00 Slot Length Set Between Grav Clav Sillv 0.50 19.50 20.00 10.00 ft. 230.00 ft . and 240.00 ft . Grav Silt Clavev 14.50 34.00
Grav Clav W/Gravel 36.00 70.00 Brown Sand Fine To Medium W/Gravel 1.50 71.50
Fittings: Bottom plug Brown Clav Sandv W/Gravel 15.00 86.50 Brown Clav Siltv 2.00 88.50
Well Grouted: Yes Grouting Method: Grout pipe outside casing Brown Sand Fine To Coarse W/Gravel 3.50 92.00 Grouting Material Bags Additives Depth (Continued On Pa~ 21 Neat cement 68.00 None 0.00 ft. to 219.00 ft. Geology Remarks:
Wellhead Completion: 12 Inches above grade
Nearest Source of Possible Contamination: Drilling Machine Operator Name: Denny Copper Type Distance Direction Employment: Employee Septic tank 469ft. South-Southeast
(Continued on page 2)
General Remarks: Other Remarks: Well Use:Observalion Well Dri11fnj:l Melhod:Sonlc EQP-2017 (4/2010) Page 1 of2 Contractor 4/2/2009 9:54 PM
DEC\ Water Well And Pump Record Completion is required under authority of Part 127 Act 368 PA 1978.
Failure to comply is a misdemeanor.
(Wellog@ lmportiD:
Tax No: ll>ennit No: Countv: Gratiot I Township: Arcada TownfRange: I Section: I Well Status: IWSSN: I Source ID/Well No:
Well ID: 29000003045 11N 03W 4 Acllve FS-2 Distance and Direction from Road Intersection: 1133-feet North-East of from
Elevation: 756.69 ft. lhe intersection of Luce Rd and Van Buren Rd
Latitude: 43.365256604 Well Owner: Malcolm Pirnle Inc
Longitude: -64.661455035 Well Address: Owner Address: None 1 01 S Washington Square Suit 400
Method of Collection: GPS Differential (DGPS) Alma, MI48B01 ·9556 Lansing, Ml46933
(ConUnued from Paae 11
Formation Description Thickness Depth to OTHER REMARKS: Bottom Well Use:Observallon Well, Drilling Method:Sonic
Brown Sand Siltv W/Clav 3.50 95.50 Brown Sand Fine To Medium 1.50 97.00 Brown Sand Siltv Clavev 3.00 100.00 Brown Clav Slltv 2.00 102.0_0 Brown Sand Fine To Coarse W/Clav 2.50 104.50 Brown Sand Fine To Coarse 14.00 116.50 Brown Sand Siltv 1.50 120.00 Brown Sand Fine To Coarse 6.50 126.50 Brown Sand Fine To Medium 1.50 128.00 Brown Sand Fine To COarse W/Gravel 1.00 129,00 Brown Sand Fine To Medium 3.00 132.00 Brown Sand Fine To Coarse W/Gravel 3.00 135.00 Brown Sand Fine 1.00 136.00 Brown Sand Fine To Coarse W/Grevel 2.00 136.00 Brown Sand Verv Fine 2.00 140.00 Brown Sand Fine To Coarse W/Grevel 10.00 150.00 Brown Sand Fine 3.50 153.50 Brown Sand Fine To Coarse W/Grevel 6.50 160.00 Brown Sand Fine To Medium 40.00 200.00 Brown Sand Fine To Coarse W/Gravel 5.50 205.50 Brown Sand Fine To Coarse 31.50 237.00 Brown Sand Fine To Coarse W/Grevel 9.00 246.00 Brown Sand Fine To Coarse 7.50 25350 Brown Sand Fill Slltv 1.50 255.00 Brown Sand Fine To Medium W/Gravel 5.00 260.00 Brown Sand Fine To Medium 8.00 268.00 Brown Clav W/Gravel 2.00 270.00
Contractor Type: Water Well Drilling Contractor Reg No: 41-1095 Business Name: Stearns Drilling Business Address: 6974 HammondS E Dutton Ml 49316
Water Well Contractor's Certification This well was drilled under my supervision and this report is true to the best of my knowledge and belief.
Signature of Registered Contractor Date
EQP-2017 (4/2010) Page 2 of2 Contractor 4/2/2009 9:54 PM
Appendix 5
100.0
90.0
80.0
70.0
-~ 60.0 -c
~ 0 50.0
"'C ~ co 40.0 s.... 0
30.0
20.0
10.0
0.0
0.0
Step-Drawdown Test- Well No. 9 Gratiot Area Water Authority- December 2, 2014
~xxxxxxxxxxx
Step 3 Pumping Rate = 1060 gpm
Drawdown at End of Step 3 = 97.97 feet
Specific Capacity = 10.82 gpm/ft
~XX.XxxX'>\XXXXX
Step 2 Pumping Rate = 76_8 gpm
Drawdown at End of Step 2 = 69.40 feet
Spe_cifiG C~pacity = t1.0] gpm/ft
Step 1 ~mping Rate= 530 gpm
Drawdown ~End of Step 1 = 47.38 feet
Specific Capacity = 11.19 gpm/ft
60.0 120.0 180.0
Time (min)
240.0 300.0 360.0
Appendix 6
Page 1 of 63
Report Date: 12/5/2014 17:04
Report User Name: ntg
Report Computer Name: REMELAP‐6353
Application: WinSitu.exe
Application Version: 5.6.25.0
Log File Properties
File Name Baro FN_Append_2014‐12‐05_11‐59‐06‐504.wsl
Create Date 12/5/2014 11:59
Device Properties
Device BaroTROLL 500
Site GAWA Frederickson North
Device Name
Serial Number 144889
Firmware Version 2.06
Hardware Version 3
Device Address 1
Device Comm Cfg 19200 8 Even 1 (Modbus‐RTU)
Used Memory 6
Used Battery 33
Log Configuration
Log Name Baro FN
Created By ntg
Computer Name REMELAP‐6353
Application WinSitu.exe
Application Version 5.6.25.0
Create Date 11/25/2014 3:48:30 PM Eastern Standard Time
Log Setup Time Zone Eastern Standard Time
Notes Size(bytes) 4096
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Scheduled Stop Time No Stop Time
Type Linear
Interval Days: 0 hrs: 00 mins: 05 secs: 00
Z:\2012\120617HG\WORK\Rept\Fredrickson Hydrogeo\App6_Baro FN_Append_2014‐12‐05_11‐59‐06‐504.xlsx 2/2/2015
Page 2 of 63
Report Date: 12/5/2014 17:04
Report User Name: ntg
Report Computer Name: REMELAP‐6353
Application: WinSitu.exe
Application Version: 5.6.25.0
Log File Properties
File Name Baro FN_Append_2014‐12‐05_11‐59‐06‐504.wsl
Create Date 12/5/2014 11:59
Other Log Settings
Log Notes:
Date and Time Note
11/25/2014 15:48 Used Battery: 33% Used Memory: 6% User Name: ntg
12/5/2014 11:23 Used Battery: 33% Used Memory: 6% User Name: ntg
12/5/2014 11:23 Manual Stop Command
Log Data:
Record Count 2789
Sensors 1
1 144889 Baro‐Pressure/Temp
Time Zone: Eastern Standard Time
Sensor: Baro Pres Sensor: Baro Pres
Elapsed Time SN#: 144889 SN#: 144889
Date and Time Minutes Temperature (C) Pressure (inH2O)
11/25/2014 19:00 0 0.098 399.053
11/25/2014 19:05 5 0.075 398.969
11/25/2014 19:10 10 0.061 399.004
11/25/2014 19:15 15 0.047 399.066
11/25/2014 19:20 20 0.032 399.047
11/25/2014 19:25 25 0.027 399.109
11/25/2014 19:30 30 0.007 399.191
11/25/2014 19:35 35 ‐0.009 399.138
11/25/2014 19:40 40 ‐0.016 399.075
11/25/2014 19:45 45 ‐0.023 399.217
11/25/2014 19:50 50 ‐0.034 399.152
11/25/2014 19:55 55 ‐0.037 399.186
11/25/2014 20:00 60 ‐0.049 399.202
11/25/2014 20:05 65 ‐0.059 399.232
11/25/2014 20:10 70 ‐0.061 399.252
11/25/2014 20:15 75 ‐0.068 399.262
11/25/2014 20:20 80 ‐0.07 399.249
11/25/2014 20:25 85 ‐0.075 399.245
11/25/2014 20:30 90 ‐0.083 399.307
11/25/2014 20:35 95 ‐0.099 399.277
11/25/2014 20:40 100 ‐0.117 399.301
11/25/2014 20:45 105 ‐0.132 399.291
11/25/2014 20:50 110 ‐0.153 399.321
Z:\2012\120617HG\WORK\Rept\Fredrickson Hydrogeo\App6_Baro FN_Append_2014‐12‐05_11‐59‐06‐504.xlsx 2/2/2015
Page 3 of 63
Report Date: 12/5/2014 17:04
Report User Name: ntg
Report Computer Name: REMELAP‐6353
Application: WinSitu.exe
Application Version: 5.6.25.0
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File Name Baro FN_Append_2014‐12‐05_11‐59‐06‐504.wsl
Create Date 12/5/2014 11:59
11/25/2014 20:55 115 ‐0.176 399.338
11/25/2014 21:00 120 ‐0.182 399.325
11/25/2014 21:05 125 ‐0.186 399.332
11/25/2014 21:10 130 ‐0.197 399.389
11/25/2014 21:15 135 ‐0.202 399.431
11/25/2014 21:20 140 ‐0.219 399.346
11/25/2014 21:25 145 ‐0.226 399.313
11/25/2014 21:30 150 ‐0.234 399.438
11/25/2014 21:35 155 ‐0.25 399.333
11/25/2014 21:40 160 ‐0.266 399.38
11/25/2014 21:45 165 ‐0.272 399.351
11/25/2014 21:50 170 ‐0.272 399.376
11/25/2014 21:55 175 ‐0.276 399.449
11/25/2014 22:00 180 ‐0.278 399.503
11/25/2014 22:05 185 ‐0.278 399.437
11/25/2014 22:10 190 ‐0.278 399.562
11/25/2014 22:15 195 ‐0.283 399.577
11/25/2014 22:20 200 ‐0.292 399.552
11/25/2014 22:25 205 ‐0.296 399.56
11/25/2014 22:30 210 ‐0.29 399.627
11/25/2014 22:35 215 ‐0.286 399.752
11/25/2014 22:40 220 ‐0.287 399.716
11/25/2014 22:45 225 ‐0.278 399.74
11/25/2014 22:50 230 ‐0.275 399.771
11/25/2014 22:55 235 ‐0.275 399.681
11/25/2014 23:00 240 ‐0.282 399.812
11/25/2014 23:05 245 ‐0.289 399.85
11/25/2014 23:10 250 ‐0.286 399.868
11/25/2014 23:15 255 ‐0.282 399.86
11/25/2014 23:20 260 ‐0.285 399.779
11/25/2014 23:25 265 ‐0.285 399.773
11/25/2014 23:30 270 ‐0.274 399.833
11/25/2014 23:35 275 ‐0.269 399.847
11/25/2014 23:40 280 ‐0.266 399.855
11/25/2014 23:45 285 ‐0.272 399.822
11/25/2014 23:50 290 ‐0.265 399.822
11/25/2014 23:55 295 ‐0.264 399.879
11/26/2014 0:00 300 ‐0.265 399.892
11/26/2014 0:05 305 ‐0.258 399.893
11/26/2014 0:10 310 ‐0.252 399.881
11/26/2014 0:15 315 ‐0.24 399.836
11/26/2014 0:20 320 ‐0.236 399.798
11/26/2014 0:25 325 ‐0.234 399.858
11/26/2014 0:30 330 ‐0.24 399.868
11/26/2014 0:35 335 ‐0.24 399.858
11/26/2014 0:40 340 ‐0.243 399.877
Z:\2012\120617HG\WORK\Rept\Fredrickson Hydrogeo\App6_Baro FN_Append_2014‐12‐05_11‐59‐06‐504.xlsx 2/2/2015
Page 4 of 63
Report Date: 12/5/2014 17:04
Report User Name: ntg
Report Computer Name: REMELAP‐6353
Application: WinSitu.exe
Application Version: 5.6.25.0
Log File Properties
File Name Baro FN_Append_2014‐12‐05_11‐59‐06‐504.wsl
Create Date 12/5/2014 11:59
11/26/2014 0:45 345 ‐0.248 399.912
11/26/2014 0:50 350 ‐0.249 399.875
11/26/2014 0:55 355 ‐0.254 399.88
11/26/2014 1:00 360 ‐0.261 399.814
11/26/2014 1:05 365 ‐0.261 399.79
11/26/2014 1:10 370 ‐0.265 399.866
11/26/2014 1:15 375 ‐0.262 399.852
11/26/2014 1:20 380 ‐0.256 399.85
11/26/2014 1:25 385 ‐0.256 399.84
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11/26/2014 1:35 395 ‐0.271 399.727
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11/26/2014 1:45 405 ‐0.277 399.825
11/26/2014 1:50 410 ‐0.285 399.876
11/26/2014 1:55 415 ‐0.299 399.818
11/26/2014 2:00 420 ‐0.314 399.848
11/26/2014 2:05 425 ‐0.318 399.893
11/26/2014 2:10 430 ‐0.319 399.918
11/26/2014 2:15 435 ‐0.325 399.938
11/26/2014 2:20 440 ‐0.33 399.938
11/26/2014 2:25 445 ‐0.332 399.972
11/26/2014 2:30 450 ‐0.334 399.943
11/26/2014 2:35 455 ‐0.337 399.964
11/26/2014 2:40 460 ‐0.346 399.931
11/26/2014 2:45 465 ‐0.352 399.914
11/26/2014 2:50 470 ‐0.352 399.891
11/26/2014 2:55 475 ‐0.331 399.904
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11/26/2014 3:10 490 ‐0.317 399.888
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11/26/2014 3:20 500 ‐0.317 399.927
11/26/2014 3:25 505 ‐0.318 399.949
11/26/2014 3:30 510 ‐0.32 399.914
11/26/2014 3:35 515 ‐0.323 399.927
11/26/2014 3:40 520 ‐0.326 399.915
11/26/2014 3:45 525 ‐0.332 399.905
11/26/2014 3:50 530 ‐0.333 399.848
11/26/2014 3:55 535 ‐0.329 399.836
11/26/2014 4:00 540 ‐0.329 399.842
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11/26/2014 4:10 550 ‐0.324 399.818
11/26/2014 4:15 555 ‐0.316 399.819
11/26/2014 4:20 560 ‐0.306 399.807
11/26/2014 4:25 565 ‐0.3 399.782
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Z:\2012\120617HG\WORK\Rept\Fredrickson Hydrogeo\App6_Baro FN_Append_2014‐12‐05_11‐59‐06‐504.xlsx 2/2/2015
Page 5 of 63
Report Date: 12/5/2014 17:04
Report User Name: ntg
Report Computer Name: REMELAP‐6353
Application: WinSitu.exe
Application Version: 5.6.25.0
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File Name Baro FN_Append_2014‐12‐05_11‐59‐06‐504.wsl
Create Date 12/5/2014 11:59
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11/26/2014 5:30 630 ‐0.33 399.702
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11/26/2014 5:40 640 ‐0.331 399.741
11/26/2014 5:45 645 ‐0.337 399.725
11/26/2014 5:50 650 ‐0.349 399.741
11/26/2014 5:55 655 ‐0.358 399.73
11/26/2014 6:00 660 ‐0.369 399.674
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11/26/2014 6:10 670 ‐0.382 399.592
11/26/2014 6:15 675 ‐0.388 399.722
11/26/2014 6:20 680 ‐0.393 399.618
11/26/2014 6:25 685 ‐0.404 399.623
11/26/2014 6:30 690 ‐0.421 399.682
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11/26/2014 6:50 710 ‐0.45 399.655
11/26/2014 6:55 715 ‐0.465 399.693
11/26/2014 7:00 720 ‐0.478 399.661
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11/26/2014 7:10 730 ‐0.5 399.676
11/26/2014 7:15 735 ‐0.504 399.708
11/26/2014 7:20 740 ‐0.504 399.638
11/26/2014 7:25 745 ‐0.492 399.629
11/26/2014 7:30 750 ‐0.484 399.726
11/26/2014 7:35 755 ‐0.476 399.747
11/26/2014 7:40 760 ‐0.485 399.668
11/26/2014 7:45 765 ‐0.49 399.658
11/26/2014 7:50 770 ‐0.498 399.658
11/26/2014 7:55 775 ‐0.503 399.661
11/26/2014 8:00 780 ‐0.504 399.681
11/26/2014 8:05 785 ‐0.494 399.763
11/26/2014 8:10 790 ‐0.497 399.751
11/26/2014 8:15 795 ‐0.499 399.629
11/26/2014 8:20 800 ‐0.491 399.807
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Page 6 of 63
Report Date: 12/5/2014 17:04
Report User Name: ntg
Report Computer Name: REMELAP‐6353
Application: WinSitu.exe
Application Version: 5.6.25.0
Log File Properties
File Name Baro FN_Append_2014‐12‐05_11‐59‐06‐504.wsl
Create Date 12/5/2014 11:59
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11/26/2014 8:50 830 ‐0.368 399.774
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11/26/2014 9:50 890 ‐0.104 399.857
11/26/2014 9:55 895 ‐0.081 399.809
11/26/2014 10:00 900 ‐0.043 399.772
11/26/2014 10:05 905 0.007 399.79
11/26/2014 10:10 910 0.065 399.794
11/26/2014 10:15 915 0.123 399.841
11/26/2014 10:20 920 0.168 399.833
11/26/2014 10:25 925 0.203 399.838
11/26/2014 10:30 930 0.229 399.801
11/26/2014 10:35 935 0.262 399.868
11/26/2014 10:40 940 0.287 399.805
11/26/2014 10:45 945 0.318 399.761
11/26/2014 10:50 950 0.341 399.765
11/26/2014 10:55 955 0.37 399.819
11/26/2014 11:00 960 0.391 399.785
11/26/2014 11:05 965 0.42 399.762
11/26/2014 11:10 970 0.445 399.753
11/26/2014 11:15 975 0.467 399.73
11/26/2014 11:20 980 0.492 399.692
11/26/2014 11:25 985 0.51 399.608
11/26/2014 11:30 990 0.532 399.531
11/26/2014 11:35 995 0.576 399.568
11/26/2014 11:40 1000 0.628 399.488
11/26/2014 11:45 1005 0.689 399.428
11/26/2014 11:50 1010 0.74 399.474
11/26/2014 11:55 1015 0.79 399.417
11/26/2014 12:00 1020 0.855 399.419
11/26/2014 12:05 1025 0.938 399.404
11/26/2014 12:10 1030 1.008 399.322
Z:\2012\120617HG\WORK\Rept\Fredrickson Hydrogeo\App6_Baro FN_Append_2014‐12‐05_11‐59‐06‐504.xlsx 2/2/2015
Page 7 of 63
Report Date: 12/5/2014 17:04
Report User Name: ntg
Report Computer Name: REMELAP‐6353
Application: WinSitu.exe
Application Version: 5.6.25.0
Log File Properties
File Name Baro FN_Append_2014‐12‐05_11‐59‐06‐504.wsl
Create Date 12/5/2014 11:59
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11/26/2014 12:20 1040 1.087 399.313
11/26/2014 12:25 1045 1.123 399.23
11/26/2014 12:30 1050 1.151 399.189
11/26/2014 12:35 1055 1.18 399.241
11/26/2014 12:40 1060 1.18 399.152
11/26/2014 12:45 1065 1.184 399.121
11/26/2014 12:50 1070 1.181 399.135
11/26/2014 12:55 1075 1.185 399.224
11/26/2014 13:00 1080 1.184 399.18
11/26/2014 13:05 1085 1.184 399.154
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12/5/2014 4:35 13535 ‐1.203 401.696
12/5/2014 4:40 13540 ‐1.193 401.754
12/5/2014 4:45 13545 ‐1.185 401.706
12/5/2014 4:50 13550 ‐1.175 401.729
12/5/2014 4:55 13555 ‐1.17 401.584
12/5/2014 5:00 13560 ‐1.158 401.584
12/5/2014 5:05 13565 ‐1.154 401.555
12/5/2014 5:10 13570 ‐1.15 401.611
12/5/2014 5:15 13575 ‐1.151 401.619
12/5/2014 5:20 13580 ‐1.149 401.617
12/5/2014 5:25 13585 ‐1.138 401.569
12/5/2014 5:30 13590 ‐1.13 401.57
12/5/2014 5:35 13595 ‐1.122 401.498
12/5/2014 5:40 13600 ‐1.114 401.485
12/5/2014 5:45 13605 ‐1.102 401.566
12/5/2014 5:50 13610 ‐1.089 401.54
12/5/2014 5:55 13615 ‐1.079 401.515
12/5/2014 6:00 13620 ‐1.067 401.49
12/5/2014 6:05 13625 ‐1.057 401.52
12/5/2014 6:10 13630 ‐1.042 401.493
12/5/2014 6:15 13635 ‐1.024 401.486
12/5/2014 6:20 13640 ‐1.018 401.463
12/5/2014 6:25 13645 ‐1.002 401.48
12/5/2014 6:30 13650 ‐0.998 401.447
12/5/2014 6:35 13655 ‐0.985 401.439
12/5/2014 6:40 13660 ‐0.975 401.453
12/5/2014 6:45 13665 ‐0.966 401.453
12/5/2014 6:50 13670 ‐0.958 401.466
12/5/2014 6:55 13675 ‐0.952 401.424
12/5/2014 7:00 13680 ‐0.947 401.409
Z:\2012\120617HG\WORK\Rept\Fredrickson Hydrogeo\App6_Baro FN_Append_2014‐12‐05_11‐59‐06‐504.xlsx 2/2/2015
Page 62 of 63
Report Date: 12/5/2014 17:04
Report User Name: ntg
Report Computer Name: REMELAP‐6353
Application: WinSitu.exe
Application Version: 5.6.25.0
Log File Properties
File Name Baro FN_Append_2014‐12‐05_11‐59‐06‐504.wsl
Create Date 12/5/2014 11:59
12/5/2014 7:05 13685 ‐0.942 401.426
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12/5/2014 7:15 13695 ‐0.941 401.382
12/5/2014 7:20 13700 ‐0.94 401.372
12/5/2014 7:25 13705 ‐0.937 401.426
12/5/2014 7:30 13710 ‐0.943 401.313
12/5/2014 7:35 13715 ‐0.938 401.331
12/5/2014 7:40 13720 ‐0.932 401.297
12/5/2014 7:45 13725 ‐0.936 401.228
12/5/2014 7:50 13730 ‐0.936 401.285
12/5/2014 7:55 13735 ‐0.934 401.293
12/5/2014 8:00 13740 ‐0.924 401.272
12/5/2014 8:05 13745 ‐0.924 401.301
12/5/2014 8:10 13750 ‐0.921 401.266
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12/5/2014 8:20 13760 ‐0.898 401.371
12/5/2014 8:25 13765 ‐0.881 401.387
12/5/2014 8:30 13770 ‐0.854 401.387
12/5/2014 8:35 13775 ‐0.834 401.417
12/5/2014 8:40 13780 ‐0.8 401.367
12/5/2014 8:45 13785 ‐0.77 401.414
12/5/2014 8:50 13790 ‐0.735 401.353
12/5/2014 8:55 13795 ‐0.689 401.418
12/5/2014 9:00 13800 ‐0.639 401.381
12/5/2014 9:05 13805 ‐0.587 401.294
12/5/2014 9:10 13810 ‐0.525 401.352
12/5/2014 9:15 13815 ‐0.445 401.321
12/5/2014 9:20 13820 ‐0.362 401.372
12/5/2014 9:25 13825 ‐0.29 401.42
12/5/2014 9:30 13830 ‐0.225 401.373
12/5/2014 9:35 13835 ‐0.166 401.346
12/5/2014 9:40 13840 ‐0.107 401.303
12/5/2014 9:45 13845 ‐0.053 401.413
12/5/2014 9:50 13850 ‐0.007 401.313
12/5/2014 9:55 13855 0.04 401.336
12/5/2014 10:00 13860 0.089 401.283
12/5/2014 10:05 13865 0.135 401.247
12/5/2014 10:10 13870 0.206 401.256
12/5/2014 10:15 13875 0.282 401.235
12/5/2014 10:20 13880 0.365 401.195
12/5/2014 10:25 13885 0.459 401.228
12/5/2014 10:30 13890 0.565 401.261
12/5/2014 10:35 13895 0.665 401.199
12/5/2014 10:40 13900 0.772 401.256
12/5/2014 10:45 13905 0.881 401.301
12/5/2014 10:50 13910 0.997 401.222
Z:\2012\120617HG\WORK\Rept\Fredrickson Hydrogeo\App6_Baro FN_Append_2014‐12‐05_11‐59‐06‐504.xlsx 2/2/2015
Page 63 of 63
Report Date: 12/5/2014 17:04
Report User Name: ntg
Report Computer Name: REMELAP‐6353
Application: WinSitu.exe
Application Version: 5.6.25.0
Log File Properties
File Name Baro FN_Append_2014‐12‐05_11‐59‐06‐504.wsl
Create Date 12/5/2014 11:59
12/5/2014 10:55 13915 1.122 401.159
12/5/2014 11:00 13920 1.269 401.238
12/5/2014 11:05 13925 1.429 401.139
12/5/2014 11:10 13930 1.603 401.1
12/5/2014 11:15 13935 5.176 401.161
12/5/2014 11:20 13940 5.954 400.971
Z:\2012\120617HG\WORK\Rept\Fredrickson Hydrogeo\App6_Baro FN_Append_2014‐12‐05_11‐59‐06‐504.xlsx 2/2/2015
Page 1 of 53
Report Date: 12/5/2014 17:05
Report User Name: ntg
Report Computer NamREMELAP‐6353
Application: WinSitu.exe
Application Version: 5.6.25.0
Log File Properties
File Name FN‐1_Append_2014‐12‐05_11‐22‐24‐889.wsl
Create Date 12/5/2014 11:22
Device Properties
Device Level TROLL 700
Site GAWA Frederickson North
Device Name
Serial Number 353004
Firmware Version 2.09
Hardware Version 3
Device Address 1
Device Comm Cfg 19200 8 Even 1 (Modbus‐RTU)
Used Memory 1
Used Battery 5
Log Configuration
Log Name FN‐1
Created By ntg
Computer Name REMELAP‐6353
Application WinSitu.exe
Application Version 5.6.25.0
Create Date 11/25/2014 5:03:34 PM Eastern Standard Time
Log Setup Time Zone Eastern Standard Time
Notes Size(bytes) 4096
Overwrite when full Disabled
Scheduled Start Time 11/25/2014 7:00:00 PM Eastern Standard Time
Scheduled Stop Time 12/5/2014 7:00:00 PM Eastern Standard Time
Type Step Test
Steps 3 (True Logarithmic)
Step 1
Duration Days: 8 hrs: 00 mins: 00 secs: 00
Interval Days: 0 hrs: 00 mins: 05 secs: 00
Step 2
Duration Days: 1 hrs: 00 mins: 00 secs: 00
Interval Days: 0 hrs: 00 mins: 05 secs: 00
Step 3
Duration Days: 1 hrs: 00 mins: 00 secs: 00
Interval Days: 0 hrs: 00 mins: 05 secs: 00
Level Reference Settings At Log Creation
Level Measurement Mode Level Depth To Water
Specific Gravity 0.999
Level Reference Mode: Set first logged value to offset
Level Reference Offset: 0 (ft)
Other Log Settings
Depth of Probe: 60.3505 (ft)
Head Pressure: 26.1374 (PSI)
Temperature: 51.4684 (F)
Z:\2012\120617HG\WORK\Rept\Fredrickson Hydrogeo\App6_FN‐1_Append_2014‐12‐05_11‐22‐24‐889.xlsx 2/2/2015
Page 2 of 53
Report Date: 12/5/2014 17:05
Report User Name: ntg
Report Computer NamREMELAP‐6353
Application: WinSitu.exe
Application Version: 5.6.25.0
Log File Properties
File Name FN‐1_Append_2014‐12‐05_11‐22‐24‐889.wsl
Create Date 12/5/2014 11:22
Log Notes:
Date and Time Note
11/25/2014 17:03 Sensor SN: 353004 Factory calibration has expired.: 10/7/2014 9:00:41 AM
11/25/2014 17:03 Used Battery: 5% Used Memory: 1% User Name: ntg
12/2/2014 17:31 Log Download ‐ Used Battery: 5% Used Memory: 1% User Name: ntg
12/3/2014 18:20 Log Download ‐ Used Battery: 5% Used Memory: 1% User Name: ntg
12/3/2014 18:22 Log Download ‐ Used Battery: 5% Used Memory: 1% User Name: ntg
12/3/2014 18:54 Log Download ‐ Used Battery: 5% Used Memory: 1% User Name: ntg
12/3/2014 19:00 Log Download ‐ Used Battery: 5% Used Memory: 1% User Name: ntg Interval ‐ Start Time: 12/3/2014 6:54:06 PM
12/3/2014 19:11 Log Download ‐ Used Battery: 5% Used Memory: 1% User Name: ntg Interval ‐ Start Time: 12/3/2014 7:00:45 PM
12/4/2014 16:26 Log Download ‐ Used Battery: 5% Used Memory: 3% User Name: ntg Interval ‐ Start Time: 12/3/2014 7:11:12 PM
12/4/2014 19:00 Log Download ‐ Used Battery: 5% Used Memory: 3% User Name: ntg Interval ‐ Start Time: 12/4/2014 4:24:06 PM
12/4/2014 19:11 Log Download ‐ Used Battery: 5% Used Memory: 3% User Name: ntg Interval ‐ Start Time: 12/4/2014 7:00:23 PM
12/5/2014 11:21 Used Battery: 5% Used Memory: 3% User Name: ntg
12/5/2014 11:21 Manual Stop Command
Log Data:
Record Count 3163
Sensors 1
1 353004 Pressure/Temp 30 PSIG (21m/69ft)
Time Zone: Eastern Standard Time
Sensor: PreSensor: PreSensor: Pres(G) 69ft
Elapsed Time SN#: 35300SN#: 35300SN#: 353004
Date and Time Minutes TemperatuLevel Dept Pressure (PSI)
11/25/2014 19:00 0 51.243 0 26.211
11/25/2014 19:00 0.004 51.272 0.005 26.209
11/25/2014 19:00 0.008 51.305 0.007 26.208
11/25/2014 19:00 0.013 51.321 0.011 26.206
11/25/2014 19:00 0.017 51.335 0.003 26.209
11/25/2014 19:00 0.021 51.346 0.012 26.206
11/25/2014 19:00 0.025 51.356 0.002 26.21
11/25/2014 19:00 0.029 51.362 ‐0.003 26.212
11/25/2014 19:00 0.033 51.376 0.004 26.209
11/25/2014 19:00 0.037 51.377 0.003 26.21
11/25/2014 19:00 0.042 51.387 0.005 26.209
11/25/2014 19:00 0.046 51.384 0.002 26.21
11/25/2014 19:00 0.05 51.388 0.005 26.208
11/25/2014 19:00 0.054 51.395 0.006 26.208
11/25/2014 19:00 0.058 51.399 0.009 26.207
11/25/2014 19:00 0.063 51.408 0.009 26.207
11/25/2014 19:00 0.067 51.405 0.01 26.207
11/25/2014 19:00 0.071 51.409 0.006 26.208
11/25/2014 19:00 0.075 51.412 0.01 26.206
11/25/2014 19:00 0.079 51.415 0.01 26.206
11/25/2014 19:00 0.083 51.42 0.006 26.208
11/25/2014 19:00 0.087 51.416 0.009 26.207
11/25/2014 19:00 0.092 51.419 0.013 26.205
11/25/2014 19:00 0.096 51.422 ‐0.006 26.213
11/25/2014 19:00 0.1 51.422 0.011 26.206
11/25/2014 19:00 0.106 51.401 0.007 26.208
11/25/2014 19:00 0.112 51.394 0.001 26.211
11/25/2014 19:00 0.119 51.391 0.009 26.207
11/25/2014 19:00 0.126 51.378 0.008 26.207
11/25/2014 19:00 0.133 51.377 0 26.211
11/25/2014 19:00 0.141 51.37 0.013 26.205
11/25/2014 19:00 0.15 51.363 0.014 26.205
Z:\2012\120617HG\WORK\Rept\Fredrickson Hydrogeo\App6_FN‐1_Append_2014‐12‐05_11‐22‐24‐889.xlsx 2/2/2015
Page 3 of 53
Report Date: 12/5/2014 17:05
Report User Name: ntg
Report Computer NamREMELAP‐6353
Application: WinSitu.exe
Application Version: 5.6.25.0
Log File Properties
File Name FN‐1_Append_2014‐12‐05_11‐22‐24‐889.wsl
Create Date 12/5/2014 11:22
11/25/2014 19:00 0.158 51.359 0 26.211
11/25/2014 19:00 0.168 51.352 0.01 26.207
11/25/2014 19:00 0.178 51.347 0.009 26.207
11/25/2014 19:00 0.188 51.342 0.012 26.205
11/25/2014 19:00 0.199 51.342 0.006 26.208
11/25/2014 19:00 0.211 51.33 0.004 26.209
11/25/2014 19:00 0.224 51.327 0.008 26.207
11/25/2014 19:00 0.237 51.325 0.004 26.209
11/25/2014 19:00 0.251 51.328 0.005 26.209
11/25/2014 19:00 0.266 51.317 0.006 26.208
11/25/2014 19:00 0.282 51.319 0.006 26.208
11/25/2014 19:00 0.298 51.315 0 26.211
11/25/2014 19:00 0.316 51.314 0.003 26.209
11/25/2014 19:00 0.335 51.307 0.003 26.209
11/25/2014 19:00 0.355 51.314 0.001 26.21
11/25/2014 19:00 0.376 51.308 0.002 26.21
11/25/2014 19:00 0.398 51.309 ‐0.001 26.211
11/25/2014 19:00 0.422 51.306 ‐0.002 26.212
11/25/2014 19:00 0.447 51.307 ‐0.004 26.212
11/25/2014 19:00 0.473 51.308 ‐0.002 26.212
11/25/2014 19:00 0.501 51.301 ‐0.004 26.213
11/25/2014 19:00 0.531 51.299 ‐0.004 26.213
11/25/2014 19:00 0.562 51.303 0 26.211
11/25/2014 19:00 0.596 51.298 ‐0.004 26.213
11/25/2014 19:00 0.631 51.298 0.011 26.206
11/25/2014 19:00 0.668 51.297 ‐0.001 26.211
11/25/2014 19:00 0.708 51.292 0.013 26.205
11/25/2014 19:00 0.75 51.294 ‐0.004 26.213
11/25/2014 19:00 0.794 51.291 0.01 26.207
11/25/2014 19:00 0.841 51.292 0.005 26.209
11/25/2014 19:00 0.891 51.293 0.006 26.208
11/25/2014 19:00 0.944 51.292 0.008 26.207
11/25/2014 19:01 1 51.285 0.003 26.209
11/25/2014 19:01 1.06 51.285 0.008 26.207
11/25/2014 19:01 1.12 51.286 0.002 26.21
11/25/2014 19:01 1.19 51.28 0.005 26.208
11/25/2014 19:01 1.26 51.276 0.007 26.208
11/25/2014 19:01 1.33 51.28 0.011 26.206
11/25/2014 19:01 1.41 51.275 0.004 26.209
11/25/2014 19:01 1.5 51.275 0.005 26.208
11/25/2014 19:01 1.58 51.275 0.007 26.208
11/25/2014 19:01 1.68 51.273 0.005 26.209
11/25/2014 19:01 1.78 51.271 0.003 26.209
11/25/2014 19:01 1.88 51.266 0.007 26.208
11/25/2014 19:01 1.99 51.269 0.004 26.209
11/25/2014 19:02 2.11 51.27 0.005 26.209
11/25/2014 19:02 2.24 51.266 0.004 26.209
11/25/2014 19:02 2.37 51.262 0 26.211
11/25/2014 19:02 2.51 51.256 ‐0.014 26.217
11/25/2014 19:02 2.66 51.261 0.003 26.21
11/25/2014 19:02 2.82 51.259 0.003 26.21
11/25/2014 19:02 2.98 51.26 0.002 26.21
11/25/2014 19:03 3.16 51.255 0.001 26.211
11/25/2014 19:03 3.35 51.255 0.001 26.21
11/25/2014 19:03 3.55 51.252 ‐0.001 26.211
11/25/2014 19:03 3.76 51.252 ‐0.001 26.211
11/25/2014 19:03 3.98 51.253 0 26.211
11/25/2014 19:04 4.22 51.254 0.001 26.211
11/25/2014 19:04 4.47 51.255 ‐0.003 26.212
11/25/2014 19:04 4.73 51.249 0.001 26.21
11/25/2014 19:05 5.01 51.249 ‐0.002 26.212
11/25/2014 19:05 5.31 51.247 ‐0.003 26.212
Z:\2012\120617HG\WORK\Rept\Fredrickson Hydrogeo\App6_FN‐1_Append_2014‐12‐05_11‐22‐24‐889.xlsx 2/2/2015
Page 4 of 53
Report Date: 12/5/2014 17:05
Report User Name: ntg
Report Computer NamREMELAP‐6353
Application: WinSitu.exe
Application Version: 5.6.25.0
Log File Properties
File Name FN‐1_Append_2014‐12‐05_11‐22‐24‐889.wsl
Create Date 12/5/2014 11:22
11/25/2014 19:05 5.62 51.25 ‐0.004 26.212
11/25/2014 19:05 5.96 51.242 0 26.211
11/25/2014 19:06 6.31 51.248 ‐0.004 26.213
11/25/2014 19:06 6.68 51.247 ‐0.004 26.212
11/25/2014 19:07 7.08 51.246 ‐0.001 26.211
11/25/2014 19:07 7.5 51.248 ‐0.005 26.213
11/25/2014 19:07 7.94 51.244 ‐0.004 26.212
11/25/2014 19:08 8.41 51.238 ‐0.003 26.212
11/25/2014 19:08 8.91 51.244 ‐0.006 26.213
11/25/2014 19:09 9.44 51.245 ‐0.003 26.212
11/25/2014 19:10 10 51.244 ‐0.007 26.214
11/25/2014 19:10 10.6 51.245 ‐0.008 26.214
11/25/2014 19:11 11.2 51.238 ‐0.007 26.214
11/25/2014 19:11 11.9 51.244 ‐0.011 26.215
11/25/2014 19:12 12.6 51.235 ‐0.01 26.215
11/25/2014 19:13 13.3 51.236 ‐0.017 26.218
11/25/2014 19:14 14.1 51.243 ‐0.01 26.215
11/25/2014 19:15 15 51.241 ‐0.03 26.224
11/25/2014 19:15 15.8 51.238 ‐0.014 26.217
11/25/2014 19:16 16.8 51.24 ‐0.016 26.218
11/25/2014 19:17 17.8 51.237 ‐0.024 26.221
11/25/2014 19:18 18.8 51.242 ‐0.037 26.227
11/25/2014 19:19 19.9 51.238 ‐0.023 26.221
11/25/2014 19:21 21.1 51.235 ‐0.025 26.221
11/25/2014 19:22 22.4 51.237 ‐0.032 26.225
11/25/2014 19:23 23.7 51.242 ‐0.031 26.224
11/25/2014 19:25 25.1 51.235 ‐0.035 26.226
11/25/2014 19:26 26.6 51.245 ‐0.038 26.227
11/25/2014 19:28 28.2 51.236 ‐0.04 26.228
11/25/2014 19:29 29.8 51.232 ‐0.038 26.227
11/25/2014 19:31 31.6 51.235 ‐0.044 26.23
11/25/2014 19:33 33.5 51.238 ‐0.044 26.23
11/25/2014 19:35 35.5 51.237 ‐0.052 26.233
11/25/2014 19:37 37.6 51.233 ‐0.056 26.235
11/25/2014 19:39 39.8 51.238 ‐0.059 26.236
11/25/2014 19:42 42.2 51.241 ‐0.063 26.238
11/25/2014 19:44 44.7 51.238 ‐0.066 26.239
11/25/2014 19:47 47.3 51.238 ‐0.071 26.241
11/25/2014 19:50 50.1 51.237 ‐0.078 26.245
11/25/2014 19:53 53.1 51.234 ‐0.08 26.245
11/25/2014 19:56 56.2 51.237 ‐0.089 26.249
11/25/2014 19:59 59.6 51.239 ‐0.094 26.252
11/25/2014 20:03 63.1 51.235 ‐0.1 26.254
11/25/2014 20:06 66.8 51.234 ‐0.105 26.256
11/25/2014 20:10 70.8 51.236 ‐0.114 26.26
11/25/2014 20:15 75 51.231 ‐0.122 26.264
11/25/2014 20:19 79.4 51.235 ‐0.13 26.267
11/25/2014 20:24 84.1 51.231 ‐0.144 26.273
11/25/2014 20:29 89.1 51.23 ‐0.154 26.277
11/25/2014 20:34 94.1 51.233 ‐0.161 26.281
11/25/2014 20:39 99.1 51.233 ‐0.174 26.286
11/25/2014 20:44 104.1 51.225 ‐0.177 26.287
11/25/2014 20:49 109.1 51.234 ‐0.192 26.294
11/25/2014 20:54 114.1 51.233 ‐0.195 26.295
11/25/2014 20:59 119.1 51.225 ‐0.208 26.301
11/25/2014 21:04 124.1 51.229 ‐0.215 26.304
11/25/2014 21:09 129.1 51.228 ‐0.229 26.31
11/25/2014 21:14 134.1 51.227 ‐0.232 26.311
11/25/2014 21:19 139.1 51.225 ‐0.238 26.314
11/25/2014 21:24 144.1 51.233 ‐0.248 26.318
11/25/2014 21:29 149.1 51.232 ‐0.254 26.321
11/25/2014 21:34 154.1 51.23 ‐0.262 26.324
Z:\2012\120617HG\WORK\Rept\Fredrickson Hydrogeo\App6_FN‐1_Append_2014‐12‐05_11‐22‐24‐889.xlsx 2/2/2015
Page 5 of 53
Report Date: 12/5/2014 17:05
Report User Name: ntg
Report Computer NamREMELAP‐6353
Application: WinSitu.exe
Application Version: 5.6.25.0
Log File Properties
File Name FN‐1_Append_2014‐12‐05_11‐22‐24‐889.wsl
Create Date 12/5/2014 11:22
11/25/2014 21:39 159.1 51.224 ‐0.274 26.329
11/25/2014 21:44 164.1 51.228 ‐0.276 26.331
11/25/2014 21:49 169.1 51.228 ‐0.286 26.335
11/25/2014 21:54 174.1 51.232 ‐0.293 26.338
11/25/2014 21:59 179.1 51.228 ‐0.302 26.341
11/25/2014 22:04 184.1 51.231 ‐0.307 26.344
11/25/2014 22:09 189.1 51.227 ‐0.328 26.353
11/25/2014 22:14 194.1 51.23 ‐0.324 26.351
11/25/2014 22:19 199.1 51.229 ‐0.325 26.352
11/25/2014 22:24 204.1 51.227 ‐0.336 26.356
11/25/2014 22:29 209.1 51.229 ‐0.344 26.36
11/25/2014 22:34 214.1 51.226 ‐0.353 26.364
11/25/2014 22:39 219.1 51.227 ‐0.359 26.366
11/25/2014 22:44 224.1 51.228 ‐0.36 26.366
11/25/2014 22:49 229.1 51.228 ‐0.37 26.371
11/25/2014 22:54 234.1 51.229 ‐0.38 26.375
11/25/2014 22:59 239.1 51.229 ‐0.384 26.377
11/25/2014 23:04 244.1 51.228 ‐0.396 26.382
11/25/2014 23:09 249.1 51.225 ‐0.399 26.383
11/25/2014 23:14 254.1 51.228 ‐0.405 26.386
11/25/2014 23:19 259.1 51.229 ‐0.414 26.39
11/25/2014 23:24 264.1 51.228 ‐0.42 26.393
11/25/2014 23:29 269.1 51.226 ‐0.429 26.396
11/25/2014 23:34 274.1 51.232 ‐0.436 26.399
11/25/2014 23:39 279.1 51.225 ‐0.445 26.403
11/25/2014 23:44 284.1 51.224 ‐0.447 26.404
11/25/2014 23:49 289.1 51.228 ‐0.455 26.408
11/25/2014 23:54 294.1 51.226 ‐0.461 26.411
11/25/2014 23:59 299.1 51.224 ‐0.472 26.415
11/26/2014 0:04 304.1 51.228 ‐0.477 26.417
11/26/2014 0:09 309.1 51.222 ‐0.484 26.42
11/26/2014 0:14 314.1 51.22 ‐0.492 26.424
11/26/2014 0:19 319.1 51.222 ‐0.497 26.426
11/26/2014 0:24 324.1 51.222 ‐0.505 26.429
11/26/2014 0:29 329.1 51.223 ‐0.516 26.434
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Z:\2012\120617HG\WORK\Rept\Fredrickson Hydrogeo\App6_FN‐1_Append_2014‐12‐05_11‐22‐24‐889.xlsx 2/2/2015
Page 50 of 53
Report Date: 12/5/2014 17:05
Report User Name: ntg
Report Computer NamREMELAP‐6353
Application: WinSitu.exe
Application Version: 5.6.25.0
Log File Properties
File Name FN‐1_Append_2014‐12‐05_11‐22‐24‐889.wsl
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Z:\2012\120617HG\WORK\Rept\Fredrickson Hydrogeo\App6_FN‐1_Append_2014‐12‐05_11‐22‐24‐889.xlsx 2/2/2015
Page 51 of 53
Report Date: 12/5/2014 17:05
Report User Name: ntg
Report Computer NamREMELAP‐6353
Application: WinSitu.exe
Application Version: 5.6.25.0
Log File Properties
File Name FN‐1_Append_2014‐12‐05_11‐22‐24‐889.wsl
Create Date 12/5/2014 11:22
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Z:\2012\120617HG\WORK\Rept\Fredrickson Hydrogeo\App6_FN‐1_Append_2014‐12‐05_11‐22‐24‐889.xlsx 2/2/2015
Page 52 of 53
Report Date: 12/5/2014 17:05
Report User Name: ntg
Report Computer NamREMELAP‐6353
Application: WinSitu.exe
Application Version: 5.6.25.0
Log File Properties
File Name FN‐1_Append_2014‐12‐05_11‐22‐24‐889.wsl
Create Date 12/5/2014 11:22
12/5/2014 3:39 13479.1 51.218 1.696 25.476
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Z:\2012\120617HG\WORK\Rept\Fredrickson Hydrogeo\App6_FN‐1_Append_2014‐12‐05_11‐22‐24‐889.xlsx 2/2/2015
Page 53 of 53
Report Date: 12/5/2014 17:05
Report User Name: ntg
Report Computer NamREMELAP‐6353
Application: WinSitu.exe
Application Version: 5.6.25.0
Log File Properties
File Name FN‐1_Append_2014‐12‐05_11‐22‐24‐889.wsl
Create Date 12/5/2014 11:22
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Z:\2012\120617HG\WORK\Rept\Fredrickson Hydrogeo\App6_FN‐1_Append_2014‐12‐05_11‐22‐24‐889.xlsx 2/2/2015
Page 1 of 53
Report Date: 12/5/2014 17:05
Report User Name: ntg
Report Computer Name: REMELAP‐6353
Application: WinSitu.exe
Application Version: 5.6.25.0
Log File Properties
File Name FN‐2_Append_2014‐12‐05_11‐09‐24‐699.wsl
Create Date 12/5/2014 11:09
Device Properties
Device Level TROLL 700
Site GAWA Frederickson North
Device Name
Serial Number 353009
Firmware Version 2.09
Hardware Version 3
Device Address 1
Device Comm Cfg 19200 8 Even 1 (Modbus‐RTU)
Used Memory 1
Used Battery 5
Log Configuration
Log Name FN‐2
Created By ntg
Computer Name REMELAP‐6353
Application WinSitu.exe
Application Version 5.6.25.0
Create Date 11/25/2014 5:07:26 PM Eastern Standard Time
Log Setup Time Zone Eastern Standard Time
Notes Size(bytes) 4096
Overwrite when full Disabled
Scheduled Start Time 11/25/2014 7:00:00 PM Eastern Standard Time
Scheduled Stop Time 12/5/2014 7:00:00 PM Eastern Standard Time
Type Step Test
Steps 3 (True Logarithmic)
Step 1
Duration Days: 8 hrs: 00 mins: 00 secs: 00
Interval Days: 0 hrs: 00 mins: 05 secs: 00
Step 2
Duration Days: 1 hrs: 00 mins: 00 secs: 00
Interval Days: 0 hrs: 00 mins: 05 secs: 00
Step 3
Duration Days: 1 hrs: 00 mins: 00 secs: 00
Interval Days: 0 hrs: 00 mins: 05 secs: 00
Level Reference Settings At Log Creation
Level Measurement Mode Level Depth To Water
Specific Gravity 0.999
Level Reference Mode: Set first logged value to offset
Level Reference Offset: 0 (ft)
Other Log Settings
Depth of Probe: 47.0442 (ft)
Head Pressure: 20.3745 (PSI)
Temperature: 50.9449 (F)
Z:\2012\120617HG\WORK\Rept\Fredrickson Hydrogeo\App6_2_FN‐2_Append_2014‐12‐05_11‐09‐24‐699.xlsx 2/2/2015
Page 2 of 53
Report Date: 12/5/2014 17:05
Report User Name: ntg
Report Computer Name: REMELAP‐6353
Application: WinSitu.exe
Application Version: 5.6.25.0
Log File Properties
File Name FN‐2_Append_2014‐12‐05_11‐09‐24‐699.wsl
Create Date 12/5/2014 11:09
Log Notes:
Date and Time Note
11/25/2014 17:07 Sensor SN: 353009 Factory calibration has expired.: 10/7/2014 9:12:53 AM
11/25/2014 17:07 Used Battery: 5% Used Memory: 1% User Name: ntg
12/2/2014 17:08 Log Download ‐ Used Battery: 5% Used Memory: 1% User Name: ntg
12/3/2014 17:51 Log Download ‐ Used Battery: 5% Used Memory: 1% User Name: ntg
12/3/2014 19:37 Log Download ‐ Used Battery: 5% Used Memory: 1% User Name: ntg Interval ‐ Start Time: 12/3/2014 5:49:06 PM
12/4/2014 16:19 Log Download ‐ Used Battery: 5% Used Memory: 3% User Name: ntg Interval ‐ Start Time: 12/3/2014 7:35:30 PM
12/5/2014 11:08 Used Battery: 5% Used Memory: 3% User Name: ntg
12/5/2014 11:08 Manual Stop Command
Log Data:
Record Count 3160
Sensors 1
1 353009 Pressure/Temp 30 PSIG (21m/69ft)
Time Zone: Eastern Standard Time
Sensor: Pres(G) 69ft Sensor: Pres(G) 69ft Sensor: Pres(G) 69ft
Elapsed Time SN#: 353009 SN#: 353009 SN#: 353009
Date and Time Minutes Temperature (F) Level Depth To Water (ft) Pressure (PSI)
11/25/2014 19:00 0 50.728 0 20.408
11/25/2014 19:00 0.004 50.759 0 20.408
11/25/2014 19:00 0.008 50.784 0.004 20.406
11/25/2014 19:00 0.013 50.807 0.006 20.405
11/25/2014 19:00 0.017 50.82 0.011 20.403
11/25/2014 19:00 0.021 50.831 0.01 20.404
11/25/2014 19:00 0.025 50.837 ‐0.001 20.408
11/25/2014 19:00 0.029 50.851 0.008 20.404
11/25/2014 19:00 0.033 50.85 ‐0.001 20.408
11/25/2014 19:00 0.037 50.858 0.005 20.406
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Page 51 of 53
Report Date: 12/5/2014 17:05
Report User Name: ntg
Report Computer Name: REMELAP‐6353
Application: WinSitu.exe
Application Version: 5.6.25.0
Log File Properties
File Name FN‐2_Append_2014‐12‐05_11‐09‐24‐699.wsl
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Z:\2012\120617HG\WORK\Rept\Fredrickson Hydrogeo\App6_2_FN‐2_Append_2014‐12‐05_11‐09‐24‐699.xlsx 2/2/2015
Page 52 of 53
Report Date: 12/5/2014 17:05
Report User Name: ntg
Report Computer Name: REMELAP‐6353
Application: WinSitu.exe
Application Version: 5.6.25.0
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Z:\2012\120617HG\WORK\Rept\Fredrickson Hydrogeo\App6_2_FN‐2_Append_2014‐12‐05_11‐09‐24‐699.xlsx 2/2/2015
Page 53 of 53
Report Date: 12/5/2014 17:05
Report User Name: ntg
Report Computer Name: REMELAP‐6353
Application: WinSitu.exe
Application Version: 5.6.25.0
Log File Properties
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Z:\2012\120617HG\WORK\Rept\Fredrickson Hydrogeo\App6_2_FN‐2_Append_2014‐12‐05_11‐09‐24‐699.xlsx 2/2/2015
Page 1 of 57
Report Date: 12/5/2014 17:00
Report User Name: ntg
Report Computer Name: REMELAP‐6353
Application: WinSitu.exe
Application Version: 5.6.25.0
Log File Properties
File Name FS‐1_Append_2014‐12‐05_16‐53‐29‐601.wsl
Create Date 12/5/2014 16:53
Device Properties
Device Level TROLL 700
Site GAWA Frederickson North
Device Name
Serial Number 133651
Firmware Version 2.09
Hardware Version 2
Device Address 1
Device Comm Cfg 19200 8 Even 1 (Modbus‐RTU)
Used Memory 1
Used Battery 38
Log Configuration
Log Name FS‐1
Created By ntg
Computer Name REMELAP‐6353
Application WinSitu.exe
Application Version 5.6.25.0
Create Date 11/25/2014 4:43:57 PM Eastern Standard Time
Log Setup Time Zone Eastern Standard Time
Notes Size(bytes) 4096
Overwrite when full Disabled
Scheduled Start Time 11/25/2014 7:00:00 PM Eastern Standard Time
Scheduled Stop Time 12/5/2014 7:00:00 PM Eastern Standard Time
Type Step Test
Steps 3 (True Logarithmic)
Step 1
Duration Days: 8 hrs: 00 mins: 00 secs: 00
Interval Days: 0 hrs: 00 mins: 05 secs: 00
Step 2
Duration Days: 1 hrs: 00 mins: 00 secs: 00
Interval Days: 0 hrs: 00 mins: 05 secs: 00
Step 3
Duration Days: 1 hrs: 00 mins: 00 secs: 00
Interval Days: 0 hrs: 00 mins: 05 secs: 00
Level Reference Settings At Log Creation
Level Measurement MLevel Depth To Water
Specific Gravity 0.999
Level Reference ModSet new reference
Level Reference Value0 (ft)
Level Reference Head Pres11.0011 (PSI)
Other Log Settings
Depth of Probe: 25.4014 (ft)
Head Pressure: 11.0012 (PSI)
Temperature: 48.44 (F)
Z:\2012\120617HG\WORK\Rept\Fredrickson Hydrogeo\App6_3_FS‐1_Append_2014‐12‐05_16‐53‐29‐601.xlsx 2/2/2015
Page 2 of 57
Report Date: 12/5/2014 17:00
Report User Name: ntg
Report Computer Name: REMELAP‐6353
Application: WinSitu.exe
Application Version: 5.6.25.0
Log File Properties
File Name FS‐1_Append_2014‐12‐05_16‐53‐29‐601.wsl
Create Date 12/5/2014 16:53
Log Notes:
Date and Time Note
11/25/2014 16:44 Used Battery: 38% Used Memory: 1% User Name: ntg
12/3/2014 16:35 Log Download ‐ Used Battery: 38% Used Memory: 1% User Name: ntg
12/3/2014 19:49 Log Download ‐ Used Battery: 38% Used Memory: 1% User Name: ntg Interval ‐ Start Time: 12/3/2014 4:34:06 PM
12/4/2014 16:07 Log Download ‐ Used Battery: 38% Used Memory: 3% User Name: ntg Interval ‐ Start Time: 12/3/2014 7:47:18 PM
12/5/2014 10:44 Used Battery: 38% Used Memory: 3% User Name: ntg
12/5/2014 10:44 Manual Stop Command
Log Data:
Record Count 3156
Sensors 1
1 133651 Pressure/Temp 30 PSIG (21m/69ft)
Time Zone: Eastern Standard Time
Sensor: Pres(G) 69ft Sensor: Pres(G) 69ft Sensor: Pres(G) 69ft
Elapsed Time SN#: 133651 SN#: 133651 SN#: 133651
Date and Time Minutes Pressure (PSI) Temperature (F) Level Depth To Water (ft)
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Z:\2012\120617HG\WORK\Rept\Fredrickson Hydrogeo\App6_3_FS‐1_Append_2014‐12‐05_16‐53‐29‐601.xlsx 2/2/2015
Page 3 of 57
Report Date: 12/5/2014 17:00
Report User Name: ntg
Report Computer Name: REMELAP‐6353
Application: WinSitu.exe
Application Version: 5.6.25.0
Log File Properties
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Create Date 12/5/2014 16:53
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Z:\2012\120617HG\WORK\Rept\Fredrickson Hydrogeo\App6_3_FS‐1_Append_2014‐12‐05_16‐53‐29‐601.xlsx 2/2/2015
Page 4 of 57
Report Date: 12/5/2014 17:00
Report User Name: ntg
Report Computer Name: REMELAP‐6353
Application: WinSitu.exe
Application Version: 5.6.25.0
Log File Properties
File Name FS‐1_Append_2014‐12‐05_16‐53‐29‐601.wsl
Create Date 12/5/2014 16:53
11/25/2014 19:04 4.47 11.006 50.178 ‐0.01
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11/25/2014 19:09 9.44 11.008 50.17 ‐0.015
11/25/2014 19:10 10 11.006 50.173 ‐0.012
11/25/2014 19:10 10.6 11.009 50.176 ‐0.018
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12/5/2014 5:19 13579.1 10.395 50.217 1.398
12/5/2014 5:24 13584.1 10.402 50.222 1.384
12/5/2014 5:29 13589.1 10.408 50.219 1.37
12/5/2014 5:34 13594.1 10.415 50.221 1.353
12/5/2014 5:39 13599.1 10.42 50.222 1.341
12/5/2014 5:44 13604.1 10.427 50.217 1.325
12/5/2014 5:49 13609.1 10.434 50.223 1.309
12/5/2014 5:54 13614.1 10.439 50.219 1.299
12/5/2014 5:59 13619.1 10.446 50.223 1.281
12/5/2014 6:04 13624.1 10.45 50.221 1.272
12/5/2014 6:09 13629.1 10.456 50.219 1.258
12/5/2014 6:14 13634.1 10.463 50.219 1.243
12/5/2014 6:19 13639.1 10.47 50.22 1.227
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12/5/2014 6:29 13649.1 10.48 50.218 1.202
12/5/2014 6:34 13654.1 10.485 50.223 1.19
12/5/2014 6:39 13659.1 10.491 50.225 1.177
12/5/2014 6:44 13664.1 10.498 50.221 1.161
12/5/2014 6:49 13669.1 10.502 50.22 1.152
12/5/2014 6:54 13674.1 10.509 50.222 1.137
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Z:\2012\120617HG\WORK\Rept\Fredrickson Hydrogeo\App6_3_FS‐1_Append_2014‐12‐05_16‐53‐29‐601.xlsx 2/2/2015
Page 57 of 57
Report Date: 12/5/2014 17:00
Report User Name: ntg
Report Computer Name: REMELAP‐6353
Application: WinSitu.exe
Application Version: 5.6.25.0
Log File Properties
File Name FS‐1_Append_2014‐12‐05_16‐53‐29‐601.wsl
Create Date 12/5/2014 16:53
12/5/2014 7:04 13684.1 10.518 50.221 1.116
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12/5/2014 7:54 13734.1 10.567 50.228 1.002
12/5/2014 7:59 13739.1 10.572 50.225 0.991
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12/5/2014 9:24 13824.1 10.615 50.229 0.891
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12/5/2014 10:09 13869.1 10.621 50.222 0.877
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12/5/2014 10:34 13894.1 10.624 50.223 0.871
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Z:\2012\120617HG\WORK\Rept\Fredrickson Hydrogeo\App6_3_FS‐1_Append_2014‐12‐05_16‐53‐29‐601.xlsx 2/2/2015
Page 1 of 52
Report Date: 12/5/2014 17:05
Report User Name: ntg
Report Computer Name: REMELAP‐6353
Application: WinSitu.exe
Application Version: 5.6.25.0
Log File Properties
File Name FS‐2_Append_2014‐12‐05_11‐00‐12‐312.wsl
Create Date 12/5/2014 11:00
Device Properties
Device Level TROLL 700
Site GAWA Frederickson North
Device Name
Serial Number 353008
Firmware Version 2.09
Hardware Version 3
Device Address 1
Device Comm Cfg 19200 8 Even 1 (Modbus‐RTU)
Used Memory 0
Used Battery 5
Log Configuration
Log Name FS‐2
Created By ntg
Computer Name REMELAP‐6353
Application WinSitu.exe
Application Version 5.6.25.0
Create Date 11/25/2014 4:32:28 PM Eastern Standard Time
Log Setup Time Zone Eastern Standard Time
Notes Size(bytes) 4096
Overwrite when full Disabled
Scheduled Start Time 11/25/2014 7:00:00 PM Eastern Standard Time
Scheduled Stop Time 12/5/2014 7:00:00 PM Eastern Standard Time
Type Step Test
Steps 3 (True Logarithmic)
Step 1
Duration Days: 8 hrs: 00 mins: 00 secs: 00
Interval Days: 0 hrs: 00 mins: 05 secs: 00
Step 2
Duration Days: 1 hrs: 00 mins: 00 secs: 00
Interval Days: 0 hrs: 00 mins: 05 secs: 00
Step 3
Duration Days: 1 hrs: 00 mins: 00 secs: 00
Interval Days: 0 hrs: 00 mins: 05 secs: 00
Level Reference Settings At Log Creation
Level Measurement Mode Level Depth To Water
Specific Gravity 0.999
Level Reference Mode: Set first logged value to offset
Level Reference Offset: 0 (ft)
Other Log Settings
Depth of Probe: 23.183 (ft)
Head Pressure: 10.0404 (PSI)
Temperature: 47.7456 (F)
Z:\2012\120617HG\WORK\Rept\Fredrickson Hydrogeo\App6_4_FS‐2_Append_2014‐12‐05_11‐00‐12‐312.xlsx 2/2/2015
Page 2 of 52
Report Date: 12/5/2014 17:05
Report User Name: ntg
Report Computer Name: REMELAP‐6353
Application: WinSitu.exe
Application Version: 5.6.25.0
Log File Properties
File Name FS‐2_Append_2014‐12‐05_11‐00‐12‐312.wsl
Create Date 12/5/2014 11:00
Log Notes:
Date and Time Note
11/25/2014 16:32 Sensor SN: 353008 Factory calibration has expired.: 10/7/2014 8:59:08 AM
11/25/2014 16:32 Used Battery: 5% Used Memory: 1% User Name: ntg
12/3/2014 16:44 Log Download ‐ Used Battery: 5% Used Memory: 1% User Name: ntg
12/3/2014 19:57 Log Download ‐ Used Battery: 5% Used Memory: 1% User Name: ntg Interval ‐ Start Time: 12/3/2014 4:44:06 PM
12/4/2014 15:59 Log Download ‐ Used Battery: 5% Used Memory: 3% User Name: ntg Interval ‐ Start Time: 12/3/2014 7:56:12 PM
12/5/2014 10:59 Used Battery: 5% Used Memory: 3% User Name: ntg
12/5/2014 10:59 Manual Stop Command
Log Data:
Record Count 3159
Sensors 1
1 353008 Pressure/Temp 30 PSIG (21m/69ft)
Time Zone: Eastern Standard Time
Sensor: Pres(G) 69ft Sensor: Pres(G) 69ft Sensor: Pres(G) 69ft
Elapsed Time SN#: 353008 SN#: 353008 SN#: 353008
Date and Time Minutes Temperature (F) Pressure (PSI) Level Depth To Water (ft)
11/25/2014 19:00 0 50.169 10.075 0
11/25/2014 19:00 0.004 50.207 10.075 ‐0.001
11/25/2014 19:00 0.008 50.233 10.074 0.002
11/25/2014 19:00 0.013 50.251 10.074 0.003
11/25/2014 19:00 0.017 50.263 10.073 0.006
11/25/2014 19:00 0.021 50.277 10.074 0.003
11/25/2014 19:00 0.025 50.288 10.072 0.008
11/25/2014 19:00 0.029 50.286 10.073 0.005
11/25/2014 19:00 0.033 50.301 10.072 0.006
11/25/2014 19:00 0.038 50.305 10.073 0.005
11/25/2014 19:00 0.042 50.31 10.071 0.009
11/25/2014 19:00 0.046 50.32 10.072 0.008
11/25/2014 19:00 0.05 50.321 10.069 0.014
11/25/2014 19:00 0.054 50.323 10.073 0.005
11/25/2014 19:00 0.058 50.323 10.07 0.011
11/25/2014 19:00 0.063 50.328 10.071 0.008
11/25/2014 19:00 0.067 50.329 10.073 0.004
11/25/2014 19:00 0.071 50.332 10.072 0.006
11/25/2014 19:00 0.075 50.335 10.072 0.007
11/25/2014 19:00 0.079 50.342 10.073 0.005
11/25/2014 19:00 0.083 50.338 10.075 0
11/25/2014 19:00 0.088 50.339 10.074 0.003
11/25/2014 19:00 0.092 50.342 10.071 0.009
11/25/2014 19:00 0.096 50.345 10.072 0.007
11/25/2014 19:00 0.1 50.347 10.074 0.003
11/25/2014 19:00 0.106 50.328 10.072 0.006
11/25/2014 19:00 0.112 50.324 10.069 0.014
11/25/2014 19:00 0.119 50.313 10.07 0.011
11/25/2014 19:00 0.126 50.307 10.069 0.013
11/25/2014 19:00 0.133 50.304 10.069 0.013
11/25/2014 19:00 0.141 50.293 10.068 0.015
11/25/2014 19:00 0.15 50.283 10.072 0.007
11/25/2014 19:00 0.158 50.279 10.068 0.015
11/25/2014 19:00 0.168 50.28 10.07 0.013
11/25/2014 19:00 0.178 50.271 10.071 0.009
11/25/2014 19:00 0.188 50.264 10.07 0.013
11/25/2014 19:00 0.216 50.239 10.07 0.012
11/25/2014 19:00 0.219 50.271 10.074 0.003
Z:\2012\120617HG\WORK\Rept\Fredrickson Hydrogeo\App6_4_FS‐2_Append_2014‐12‐05_11‐00‐12‐312.xlsx 2/2/2015
Page 3 of 52
Report Date: 12/5/2014 17:05
Report User Name: ntg
Report Computer Name: REMELAP‐6353
Application: WinSitu.exe
Application Version: 5.6.25.0
Log File Properties
File Name FS‐2_Append_2014‐12‐05_11‐00‐12‐312.wsl
Create Date 12/5/2014 11:00
11/25/2014 19:00 0.224 50.291 10.071 0.01
11/25/2014 19:00 0.237 50.26 10.071 0.009
11/25/2014 19:00 0.251 50.264 10.071 0.009
11/25/2014 19:00 0.266 50.251 10.071 0.01
11/25/2014 19:00 0.282 50.247 10.071 0.009
11/25/2014 19:00 0.298 50.245 10.072 0.008
11/25/2014 19:00 0.316 50.242 10.071 0.01
11/25/2014 19:00 0.335 50.242 10.07 0.012
11/25/2014 19:00 0.355 50.241 10.071 0.009
11/25/2014 19:00 0.376 50.238 10.072 0.007
11/25/2014 19:00 0.398 50.234 10.072 0.006
11/25/2014 19:00 0.422 50.232 10.07 0.013
11/25/2014 19:00 0.447 50.231 10.071 0.009
11/25/2014 19:00 0.473 50.232 10.07 0.012
11/25/2014 19:00 0.501 50.234 10.071 0.009
11/25/2014 19:00 0.531 50.229 10.067 0.018
11/25/2014 19:00 0.562 50.232 10.071 0.009
11/25/2014 19:00 0.596 50.233 10.072 0.007
11/25/2014 19:00 0.631 50.231 10.071 0.01
11/25/2014 19:00 0.668 50.227 10.072 0.007
11/25/2014 19:00 0.708 50.225 10.07 0.011
11/25/2014 19:00 0.75 50.222 10.073 0.005
11/25/2014 19:00 0.794 50.22 10.069 0.014
11/25/2014 19:00 0.841 50.221 10.074 0.002
11/25/2014 19:00 0.891 50.221 10.072 0.006
11/25/2014 19:00 0.944 50.216 10.073 0.006
11/25/2014 19:01 1 50.216 10.072 0.006
11/25/2014 19:01 1.06 50.214 10.073 0.005
11/25/2014 19:01 1.12 50.214 10.072 0.007
11/25/2014 19:01 1.19 50.21 10.074 0.002
11/25/2014 19:01 1.26 50.21 10.072 0.007
11/25/2014 19:01 1.33 50.209 10.073 0.004
11/25/2014 19:01 1.41 50.206 10.073 0.004
11/25/2014 19:01 1.5 50.208 10.071 0.009
11/25/2014 19:01 1.58 50.205 10.071 0.01
11/25/2014 19:01 1.68 50.203 10.073 0.006
11/25/2014 19:01 1.78 50.196 10.072 0.008
11/25/2014 19:01 1.88 50.2 10.074 0.002
11/25/2014 19:01 1.99 50.196 10.074 0.002
11/25/2014 19:02 2.11 50.195 10.071 0.01
11/25/2014 19:02 2.24 50.194 10.073 0.005
11/25/2014 19:02 2.37 50.195 10.074 0.003
11/25/2014 19:02 2.51 50.196 10.075 0.001
11/25/2014 19:02 2.66 50.189 10.074 0.002
11/25/2014 19:02 2.82 50.195 10.073 0.004
11/25/2014 19:02 2.98 50.185 10.075 0
11/25/2014 19:03 3.16 50.188 10.073 0.004
11/25/2014 19:03 3.35 50.187 10.072 0.007
11/25/2014 19:03 3.55 50.184 10.073 0.005
11/25/2014 19:03 3.76 50.182 10.074 0.003
11/25/2014 19:03 3.98 50.183 10.072 0.007
11/25/2014 19:04 4.22 50.182 10.075 0.001
11/25/2014 19:04 4.47 50.177 10.075 0.001
11/25/2014 19:04 4.73 50.179 10.072 0.007
11/25/2014 19:05 5.01 50.183 10.076 ‐0.002
11/25/2014 19:05 5.31 50.176 10.072 0.008
11/25/2014 19:05 5.62 50.178 10.072 0.007
11/25/2014 19:05 5.96 50.177 10.074 0.003
11/25/2014 19:06 6.31 50.176 10.074 0.003
11/25/2014 19:06 6.68 50.179 10.071 0.01
11/25/2014 19:07 7.08 50.178 10.074 0.001
11/25/2014 19:07 7.5 50.177 10.076 ‐0.002
11/25/2014 19:07 7.94 50.177 10.076 ‐0.001
Z:\2012\120617HG\WORK\Rept\Fredrickson Hydrogeo\App6_4_FS‐2_Append_2014‐12‐05_11‐00‐12‐312.xlsx 2/2/2015
Page 4 of 52
Report Date: 12/5/2014 17:05
Report User Name: ntg
Report Computer Name: REMELAP‐6353
Application: WinSitu.exe
Application Version: 5.6.25.0
Log File Properties
File Name FS‐2_Append_2014‐12‐05_11‐00‐12‐312.wsl
Create Date 12/5/2014 11:00
11/25/2014 19:08 8.41 50.176 10.076 ‐0.003
11/25/2014 19:08 8.91 50.175 10.075 0.001
11/25/2014 19:09 9.44 50.179 10.077 ‐0.004
11/25/2014 19:10 10 50.178 10.078 ‐0.006
11/25/2014 19:10 10.6 50.175 10.075 0
11/25/2014 19:11 11.2 50.175 10.075 0
11/25/2014 19:11 11.9 50.172 10.077 ‐0.005
11/25/2014 19:12 12.6 50.173 10.078 ‐0.007
11/25/2014 19:13 13.3 50.175 10.078 ‐0.007
11/25/2014 19:14 14.1 50.17 10.078 ‐0.008
11/25/2014 19:15 15 50.172 10.078 ‐0.008
11/25/2014 19:15 15.8 50.172 10.077 ‐0.004
11/25/2014 19:16 16.8 50.17 10.08 ‐0.012
11/25/2014 19:17 17.8 50.172 10.078 ‐0.007
11/25/2014 19:18 18.8 50.171 10.079 ‐0.009
11/25/2014 19:19 19.9 50.171 10.079 ‐0.009
11/25/2014 19:21 21.1 50.168 10.08 ‐0.013
11/25/2014 19:22 22.4 50.169 10.081 ‐0.014
11/25/2014 19:23 23.7 50.167 10.085 ‐0.023
11/25/2014 19:25 25.1 50.175 10.082 ‐0.015
11/25/2014 19:26 26.6 50.163 10.085 ‐0.022
11/25/2014 19:28 28.2 50.172 10.084 ‐0.02
11/25/2014 19:29 29.8 50.167 10.087 ‐0.027
11/25/2014 19:31 31.6 50.17 10.085 ‐0.023
11/25/2014 19:33 33.5 50.172 10.087 ‐0.028
11/25/2014 19:35 35.5 50.167 10.087 ‐0.027
11/25/2014 19:37 37.6 50.165 10.092 ‐0.038
11/25/2014 19:39 39.8 50.168 10.088 ‐0.03
11/25/2014 19:42 42.2 50.165 10.092 ‐0.039
11/25/2014 19:44 44.7 50.165 10.092 ‐0.04
11/25/2014 19:47 47.3 50.168 10.094 ‐0.044
11/25/2014 19:50 50.1 50.169 10.097 ‐0.05
11/25/2014 19:53 53.1 50.171 10.098 ‐0.053
11/25/2014 19:56 56.2 50.171 10.099 ‐0.055
11/25/2014 19:59 59.6 50.163 10.101 ‐0.061
11/25/2014 20:03 63.1 50.165 10.102 ‐0.061
11/25/2014 20:06 66.8 50.167 10.105 ‐0.068
11/25/2014 20:10 70.8 50.165 10.106 ‐0.072
11/25/2014 20:15 75 50.161 10.106 ‐0.073
11/25/2014 20:19 79.4 50.167 10.11 ‐0.082
11/25/2014 20:24 84.1 50.167 10.111 ‐0.084
11/25/2014 20:29 89.1 50.163 10.116 ‐0.094
11/25/2014 20:34 94.1 50.164 10.118 ‐0.1
11/25/2014 20:39 99.1 50.168 10.121 ‐0.105
11/25/2014 20:44 104.1 50.159 10.125 ‐0.116
11/25/2014 20:49 109.1 50.167 10.125 ‐0.114
11/25/2014 20:54 114.1 50.161 10.129 ‐0.125
11/25/2014 20:59 119.1 50.161 10.131 ‐0.129
11/25/2014 21:04 124.1 50.165 10.135 ‐0.138
11/25/2014 21:09 129.1 50.161 10.135 ‐0.139
11/25/2014 21:14 134.1 50.168 10.14 ‐0.15
11/25/2014 21:19 139.1 50.163 10.141 ‐0.152
11/25/2014 21:24 144.1 50.164 10.142 ‐0.155
11/25/2014 21:29 149.1 50.166 10.147 ‐0.166
11/25/2014 21:34 154.1 50.163 10.15 ‐0.173
11/25/2014 21:39 159.1 50.167 10.152 ‐0.177
11/25/2014 21:44 164.1 50.165 10.157 ‐0.19
11/25/2014 21:49 169.1 50.167 10.158 ‐0.192
11/25/2014 21:54 174.1 50.168 10.16 ‐0.196
11/25/2014 21:59 179.1 50.162 10.164 ‐0.206
11/25/2014 22:04 184.1 50.162 10.165 ‐0.209
11/25/2014 22:09 189.1 50.168 10.169 ‐0.217
11/25/2014 22:14 194.1 50.167 10.171 ‐0.221
Z:\2012\120617HG\WORK\Rept\Fredrickson Hydrogeo\App6_4_FS‐2_Append_2014‐12‐05_11‐00‐12‐312.xlsx 2/2/2015
Page 5 of 52
Report Date: 12/5/2014 17:05
Report User Name: ntg
Report Computer Name: REMELAP‐6353
Application: WinSitu.exe
Application Version: 5.6.25.0
Log File Properties
File Name FS‐2_Append_2014‐12‐05_11‐00‐12‐312.wsl
Create Date 12/5/2014 11:00
11/25/2014 22:19 199.1 50.167 10.173 ‐0.227
11/25/2014 22:24 204.1 50.166 10.177 ‐0.236
11/25/2014 22:29 209.1 50.164 10.179 ‐0.241
11/25/2014 22:34 214.1 50.167 10.178 ‐0.238
11/25/2014 22:39 219.1 50.161 10.18 ‐0.243
11/25/2014 22:44 224.1 50.167 10.183 ‐0.248
11/25/2014 22:49 229.1 50.165 10.188 ‐0.261
11/25/2014 22:54 234.1 50.165 10.191 ‐0.267
11/25/2014 22:59 239.1 50.165 10.19 ‐0.266
11/25/2014 23:04 244.1 50.167 10.192 ‐0.269
11/25/2014 23:09 249.1 50.162 10.196 ‐0.279
11/25/2014 23:14 254.1 50.165 10.2 ‐0.289
11/25/2014 23:19 259.1 50.164 10.207 ‐0.304
11/25/2014 23:24 264.1 50.167 10.208 ‐0.307
11/25/2014 23:29 269.1 50.166 10.208 ‐0.308
11/25/2014 23:34 274.1 50.167 10.213 ‐0.318
11/25/2014 23:39 279.1 50.156 10.214 ‐0.322
11/25/2014 23:44 284.1 50.164 10.216 ‐0.325
11/25/2014 23:49 289.1 50.164 10.217 ‐0.327
11/25/2014 23:54 294.1 50.164 10.223 ‐0.342
11/25/2014 23:59 299.1 50.162 10.225 ‐0.347
11/26/2014 0:04 304.1 50.17 10.229 ‐0.355
11/26/2014 0:09 309.1 50.165 10.229 ‐0.356
11/26/2014 0:14 314.1 50.166 10.232 ‐0.362
11/26/2014 0:19 319.1 50.167 10.237 ‐0.375
11/26/2014 0:24 324.1 50.167 10.24 ‐0.38
11/26/2014 0:29 329.1 50.168 10.241 ‐0.383
11/26/2014 0:34 334.1 50.163 10.243 ‐0.388
11/26/2014 0:39 339.1 50.163 10.247 ‐0.397
11/26/2014 0:44 344.1 50.163 10.253 ‐0.411
11/26/2014 0:49 349.1 50.161 10.255 ‐0.415
11/26/2014 0:54 354.1 50.161 10.255 ‐0.416
11/26/2014 0:59 359.1 50.165 10.256 ‐0.418
11/26/2014 1:04 364.1 50.165 10.26 ‐0.427
11/26/2014 1:09 369.1 50.169 10.265 ‐0.44
11/26/2014 1:14 374.1 50.167 10.267 ‐0.444
11/26/2014 1:19 379.1 50.166 10.27 ‐0.451
11/26/2014 1:24 384.1 50.165 10.274 ‐0.459
11/26/2014 1:29 389.1 50.171 10.276 ‐0.463
11/26/2014 1:34 394.1 50.164 10.277 ‐0.467
11/26/2014 1:39 399.1 50.159 10.282 ‐0.478
11/26/2014 1:44 404.1 50.161 10.283 ‐0.481
11/26/2014 1:49 409.1 50.167 10.285 ‐0.484
11/26/2014 1:54 414.1 50.164 10.287 ‐0.489
11/26/2014 1:59 419.1 50.169 10.291 ‐0.5
11/26/2014 2:04 424.1 50.165 10.292 ‐0.502
11/26/2014 2:09 429.1 50.161 10.296 ‐0.511
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Z:\2012\120617HG\WORK\Rept\Fredrickson Hydrogeo\App6_4_FS‐2_Append_2014‐12‐05_11‐00‐12‐312.xlsx 2/2/2015
Appendix 7
-... Cl.l
40
35
30
25
~ 20 -c ~ 0
"C ~ 15 I"CC ... 0
10
5
0
-5
I
I
~
0
Hydrograph of Water Level Data During Well 9 Aquifer Test
December 2014
~ I
I /~ I ( I
I r I I
l ~ J
I
I
I
l l~ ~~\ I ""!
~~ ~-~ - ~ ~~ -
• 2000 4000 6000 8000 10000 12000 14000
Elapsed Time from Start of Pretest Data Collection (Minutes)
Z:\2012\120617HG\WORK\SuppData\Fredrickson North Pump Test Data\FN Combined Data Fwellsonly.xlsx
-- FN-1
--FS-1
FS-2
FN-2
- Baro
1/27/2015
Appendix 8
2 -~ c Q)
E Q) (.) ro 0.. en 0
10.
1.
0.1
0.01
0.001 0.001 0.01 0.1 1. 10. 100. 1000. 1.0E+4
Time (min)
FN-1 DRAWDOWN- PUMPING FREDRICKSON NORTH AT 854 GPM
Data Set: Z:\ ... \FN-1 TheisHantush Partial Penatration .agt Date: 01/20/15 Time: 12:30:03
PROJECT INFORMATION
Company: FTCH Client: GAWA Project: G120617HG Location: Alma, Ml Test Well: Frederickson North Test Date: 12/3/2014
WELL DATA
Pumping Wells Observation Wells I Well Name I X (ft) I Y (ft) I I Well Name
I X (ft}
I Frederickson North I 0 I 0 I ° FN-1 0
SOLUTION
Aquifer Model: Confined Solution Method: Theis --T = 6185.9 ft2/day s = 0.01171 Kz/Kr = 1. b = 198.8 ft - --
I y (ft}
I 22
10.
-¢::: 1. -..... c Q)
E Q) 0 co a. en 0.1 0
0.01
0. 00 1 ..______.__._._ ............ .1-JI-J...J..LL.I.J.U....____'-'-'..w..J.lJLL-'-L..I-U..I.LLL--'--'-L.l..LllJ..l.__-'-'-L.&..J...U.u.--'-'-l..l..LI.W
0.001 0.01 0.1 1. 10. 100. 1000. 1.0E+4
Time (min)
FN-1 DRAWDOWN- PUMPING FREDRICKSON NORTH AT 854 GPM
Data Set: Z:\ ... \FN-1 Hantush leaky no storage.agt Date: 01/02/15 Time: 13:17:23
PROJECT INFORMATION
Company: FTCH Client: GAWA Project: G120617HG Location: Alma, Ml Test Well : Frederickson North Test Date: 12/3/2014
WELL DATA
PumpinQ Wells Observation Wells I Well Name X (ft) I Y (ft) I I Well Name
I X (ft}
I y (ft}
I I Frederickson North 0 I 0 I D FN-1 0 22
SOLUTION
Aquifer Model: Leaky Solution Method: Hantush-Jacob
T = 6185.9 tt2/day s = 0.01171 r/B = 1.0E-5 Kz/Kr = 1. -b = 198.8 ft --
32.
-¢:::: 24. -....... c Q)
E Q) (.) ro a. en 16. i5
7.98
-0. 02 L...l----LJ..l.J.J.W..o=b~,.,..,....~.LllJWlL___j__JUlllliL...L.l..Lill.llL._..L.LllilllL__LLl...llilll
0.001 0.01 0.1 1. 10. 100. 1000. 1.0E+4
Adjusted Time (min)
FN-1 DRAWDOWN- PUMPING AT FREDRICKSON NORTH AT 854 GPM
Data Set: Z:\ ... \FN-1 Cooper Jacob late.aqt Date: 01/02/15 Time: 13:28:15
PROJECT INFORMATION
Company: FTCH Client: GAWA Project: G120617HG Location: Alma, Ml Test Well: Frederickson North Test Date: 12/3/2014
AQUIFER DATA
Saturated Thickness: 230.7 ft Anisotropy Ratio (Kz/Kr): 3.145 --
WELL DATA
Pumping Wells Observation Wells I Well Name X (ft) I Y (ft) I I Well Name
I X (ft)
I y (ft}
I I Frederickson North 0 I 0 22 0 I ° FN-1
SOLUTION
Aquifer Model: Confined Solution Method: Cooper-Jacob
T = 587 4.5 tt2/day S = 8.1E-6
12.
-¢::: -c 9. 3:
0 "0 3: ~ 0 co :::J
6. :'2 (/) Q)
0:::
3.
0. ~~~~~~~~~~~~~~~~~~~~~ 1. 10. 100. 1000. 1.0E+4 1.0E+5 1.0E+6
Time, t/t'
FN-1 RECOVERY- RESIDUAL DRAWDOWN
Data Set: Z:\ ... \FN-1 Residual Drawdown.aqt Date: 01/02/15
Company: FTCH Client: GAWA Project: G 120617 H G Location: Alma, Ml Test Well: Frederickson North Test Date: 12/3/2014
Saturated Thickness: 199. ft
Time: 15:12:46
PROJECT INFORMATION
AQUIFER DATA
Anisotropy Ratio (Kz/Kr): 1.
WELL DATA
Pumping Wells Observation Wells 1~---'W'----'---=--'el-'--'1 N...:.:a:.C:..m'-'-'e=----,----...,--,=----+--X_,_( f..:.Lt)_+-I_Y_,(._.:.ft)'----il I Well Name I X (ft) lL..:F....;...r-=-ed=e=r..:...:ic=ks::....:o:..:..n:.....:N....:..;o=..:.rt..:.:..h:.....:R_;_e::....:c:....::o....:..;v~=~r_y.._____;;_O _ __,_1 _ ___;;_0 _ __,1 . o FN-1 Recovery . 0
SOLUTION
Aquifer Model: Confined Solution Method: Theis (Recovery)
T = 4437.2 tt2/day S/S' = 2.144
2 -...... c Q)
E ~ ro a. (/)
0
0.01
0 0
0.001 0.001 0.01
0
0
Dill
DO
0.1 1. 10. 100. 1000. 1.0E+4
Time (min)
FN-2 DRAWDOWN- PUMPING FREDRICKSON NORTH AT 854 GPM
Data Set: Z:\ ... \FN-2 Drawdown Theis.agt Date: 01/02/15 Time: 12:36:33
PROJECT INFORMATION
Company: FTCH Client: GAWA Project: G120617HG Location: Alma, Ml Test Well : Frederickson North Test Date: 12/3/2014
WELL DATA
Pumping Wells Observation Wells I Well Name X (ft) I Y (ft) I I Well Name
I X (ft}
I Fredrickson North 0 I 0 I : o FN-2 Drawdown 0
SOLUTION
Aquifer Model: Confined Solution Method: Theis --T = 5992.3 ft2/day s = 0.0002634 Kz/Kr = 1. b = 199. ft - -
I y (ft}
I 295
2 ._ ...... c Q)
E Q) (.) ro a. (/)
0
16.
12 .
7.99
3.99
-0.009 L.....l--LL.l.l.J.W...a.c>l: ....... IJJ,I,I,I.....O. ........ ~:...._l_.J...Ul..LWL_L..LLLilllL_L.LLL.WlL___l_LllJJlli
0.001 0.01 0.1 1. 10. 100. 1000. 1.0E+4
Adjusted Time (min)
FN-2 DRAWDOWN- PUMPING FREDRICKSON NORTH AT 854 GPM
Data Set: Z:\ ... \FN-2 Drawdown Cooper Jacob.aqt Date: 01/02/15 Time: 13:51 :53
PROJECT INFORMATION
Company: FTCH Client: GAWA Project: G120617HG Location: Alma, Ml Test Well: Frederickson North Test Date: 12/3/2014
AQUIFER DATA
Saturated Thickness: 199. ft Anisotropy Ratio (Kz/Kr): 1: --
WELL DATA
Pumping Wells Observation Wells I Well Name X (ft) I Y (ft) I I Well Name
I X (ft)
I Fredrickson North 0 I 0 I : o FN-2 Drawdown 0
SOLUTION
Aquifer Model: Confined Solution Method: Cooper-Jacob
T = 507 4.9 tt2/day s = 0.0003946
I y (ft)
I 295
12.
-~ -c 9. 3:
0 "'C 3: Ctl ..... 0 Ctl :::J
6. "'C "Ci) Q)
0::
3.
0. ~~~~~~~~~~~~~~~~~~~~~ 1. 10. 100. 1000. 1.0E+4 1.0E+5 1.0E+6
Time, Ut'
FN-2 RECOVERY- RESIDUAL DRAWDOWN
Data Set: Z:\ ... \FN-2 Residual Drawdown.aqt Date: 01/02/15 Time: 14:50:08
PROJECT INFORMATION
Company: FTCH Client: GAWA Project: G120617HG Location: Alma, Ml Test Well: Frederickson North Test Date: 12/3/2014
AQUIFER DATA
Saturated Thickness: 199. ft Anisotropy Ratio (Kz/Kr): 1..: - . WELL DATA
Pumping Wells Observation Wells I Well Name X (ft) I Y (ft) I I Well Name
I X (ft}
I y {ft}
I I Frederickson North Recov~ ~ry 0 I 0 295 0 I o FN-2 Recovery
SOLUTION
Aquifer Model: Confined Solution Method: Theis (Recovery)
T = 4421.2 tt2/day SIS'= 1.992 --
2 -...... c (I)
1.
E (I) 0.1 u ro a. (/)
0
0.01
o liD rn o o ClllliiiiJIJ 0 Gll
0 0 0 0
0 0 DO 0 0 [[]) 0 0 DO
0 . 00 1 L..-J'-'--l...l..l..l.l.JL...__L..Ll-'=l..l.LlL___ob._l_j.doU:LI.L.o::w"'-L.J......Uli-J......I...L.J..J.J.Ili-J......I...L.J..lli.JJ._..I-J..J...J..I.WJ
0.001 0.01 0.1 1. 10. 100. 1000. 1.0E+4
Time (min)
FS-1 DRAWDOWN- PUMPING FREDRICKSON NORTH AT 854 GPM
Data Set: Z:\ ... \FS-1 Drawdown Theis.agt Date: 01/02/15 Time: 12:01 :44
PROJECT INFORMATION
Company: FTCH Client: GAWA Project: G120617HG Location: Alma, Ml Test Well: Frederickson North Test Date: 12/3/2014
WELL DATA
Pumping Wells Observation Wells I Well Name X (ft) I Y (ft) I I Well Name
I X (ft}
I Fredrickson North 0 I 0 I : o FS-1 Drawdown 0
SOLUTION
Aquifer Model: Confined Solution Method: Theis --T = 8557. tt2/day s = 0.000464 Kz/Kr = 1. b =199.ft - -
I y (ft}
I 1572
4.8
-¢:: 3.6 --c Q)
E Q) (.) Ctl a. C/) 2.4 0
1.19
-0.008 L........l--LL.llldi.IL...=l::wmbitilii.......,....,......,.....,......,.......,~:J....l..!llll.L-L.L.LLLWL__j_Lli.JillJ
0.001 0.01 0.1 1. 10. 100. 1000. 1.0E+4
Adjusted Time (min)
FS-1 DRAWDOWN- PUMPING AT FREDRICKSON NORTH AT 854 GPM
Data Set: Z:\ ... \FS-1 Cooper Jacob late.aqt Date: 01/02/15 Time: 13:45:09
PROJECT INFORMATION
Company: FTCH Client: GAWA Project: G120617HG Location: Alma, Ml Test Well: Frederickson North Test Date: 12/3/2014
AQUIFER DATA
Saturated Thickness: 230.7 ft Anisotropy Ratio (Kz/Kr): 1.: --
WELL DATA
Pumping Wells Observation Wells I Well Name X (ft) I Y (ft) l I Well Name
I X (ft)
I y (ft)
I I Frederickson North 0 I 0 1572 0 I D FS-1
SOLUTION
Aquifer Model: Confined Solution Method: Coo~er-Jacob
T = 1.016E+4 ft2/day s = 0.0003271
12.
-;t:: -c 9.
== 0 ""0
== ~ 0 C\1 ::J
6 . :"2 (/) Q)
0::
3.
0. ~~~~~~~~~~~~~~~~~~~~~ 1. 10. 100. 1000. 1.0E+4 1.0E+5 1.0E+6
Time, t/t'
FS-1 RECOVERY- RESIDUAL DRAWDOWN
Data Set: Z:\ ... \FS-1 Residual Drawdown.aqt Date: 01/02/15 Time: 15:24:48
PROJECT INFORMATION
Company: FTCH Client: GAWA Project: G120617HG Location: Alma, Ml Test Well: Frederickson North Test Date: 12/3/2014
AQUIFER DATA
Saturated Thickness: 199. ft Anisotropy Ratio (Kz/Kr): .1: -
WELL DATA
Pumping Wells Observation Wells I Well Name X (ft} I Y (ft} I I Well Name
I X (ft)
I y (ft}
I I Frederickson North Recov~ ~ry 0 I 0 1572 0 I o FS-1 Recovery
SOLUTION
Aquifer Model: Confined Solution Method: Theis (Recovery}
T = 5860.5 tt2tday SIS'= 1.642 --
2 -_. c Q)
E ~ ro a. II)
0
1.
0.1
0.01
DO DO
0 0 0 0
0 0 =DO 0 0 0
[J []0 [] = [] [JtJ
0.001 0.001 0.01 0.1 1. 10. 100. 1000. 1.0E+4
Time (min)
FS-2 DRAWDOWN- PUMPING FREDRICKSON NORTH AT 854 GPM
Data Set: Z:\ ... \FS-2 Drawdown Theis.agt Date: 01/02/15 Time: 12:11 :55
PROJECT INFORMATION
Company: FTCH Client: GAWA Project: G120617HG Location: Alma, Ml Test Well: Frederickson North Test Date: 12/3/2014
WELL DATA
Pumping Wells Observation Wells I Well Name X (ft) I Y (ft) I I Well Name
I X (ft}
I Fredrickson North 0 I 0 I : o FS-2 Drawdown 0
SOLUTION
Aquifer Model: Confined Solution Method: Theis --T = 9793.8 tt2/day s = 0.0006382 Kz/Kr = 1. b =199.ft - -
I y (ft}
I 1853
2 -...... c (].)
E (].) () ro a. (/)
0
4 .
3.
2.
0.996
-0.005 L_!__j_,J..l..J..Idii.J~~Id.lololl...,., ....... a,I,Wolo_. ..................... .o..L.L.JdL_j_.LI...LlJ.llL_LJJ_UJlll
0.001 0.01 0.1 1. 10. 100. 1000. 1.0E+4
Adjusted Time (min)
FS-2 DRAWDOWN- PUMPING AT FREDRICKSON NORTH AT 854 GPM
Data Set: Z:\ ... \FS-2 Cooper Jacob late.aqt Date: 01/02/15 Time: 13:48:36
PROJECT INFORMATION
Company: FTCH Client: GAWA Project: G120617HG Location: Alma, Ml Test Well: Frederickson North Test Date: 12/3/2014
AQUIFER DATA
Saturated Thickness: 230.7 ft Anisotropy Ratio (Kz/Kr): .1. --WELL DATA
Pumping Wells Observation Wells I Well Name X (ft) I Y (ft) I I Well Name
I X (ft)
I Frederickson North 0 I 0 0 I D FS-2
SOLUTION
Aquifer Model: Confined Solution Method : Cooper-Jacob
T = 1.209E+4 n2/day s = 0.000454
I y (ft)
I 1853
12.
-¢: -c:::: 9. :1:
0 ""C :1: co .... 0 co :::J
6. ""C "(i) CD 0::
lliiiiil:IDIJ 0 lJ 0 0
3.
0. ~~~~~~~~~~~~~~~~~~~~~ 1. 10. 100. 1000. 1.0E+4 1.0E+5 1.0E+6
Time, t/t'
FS-2 RECOVERY- RESIDUAL DRAWDOWN
Data Set: Z:\ ... \FS-2 Residual Drawdown.aqt Date: 01/02/15
Company: FTCH Client: GAWA Project: G120617HG Location: Alma, Ml Test Well: Frederickson North Test Date: 12/3/2014
Saturated Thickness: 199. ft
Time: 16:06:40
PROJECT INFORMATION
AQUIFER DATA
Anisotropy Ratio (Kz/Kr): 1.
WELL DATA
Pumping Wells Observation Wells I1-W.........;...el_l N_a;_m_e ______ ---+ __ X_._(f-'Lt)_i-I _Y__,(~Ift)'------~1 I Well Name I X (ft) IL..:F'--'-r...::.e=de=r.:..:ic.:..:k.::..cso::..:.n.:....;Nc..:..o::..:.rt=h.;_;Rc..:..e.::..cc:..::oc..:..v.L~~ry...____::_O _ __._I _ ___;;_O _ __,I . o FS-2 Recovery . 0
SOLUTION
Aquifer Model: Confined Solution Method: Theis (Recovery)
T = 5812.9 tt2/day SIS'= 1.738
v (ft) I 1853 .
32.
2 - 24. _. c Q)
E Q) (.) ro c. en 0 16.
8.
0. ~--~~~~~~--~~~~~~--~~~~~ 10. 100. 1000. 1.0E+4
Radial Distance (ft)
DISTANCE DRAWDOWN- 604 MINUTES INTO PUMP TEST AT FREDRICKSON NORTH
Data Set: Z:\ ... \Distance Drawdown600min.agt Date: 01/05/15 Time: 14:51:24
PROJECT INFORMATION
Company: FTCH Client: GAWA Project: G120617HG Location: Alma, Ml Test Well: Frederickson North Test Date: 12/3/2014
AQUIFER DATA
Saturated Thickness: 199. ft Anisotropy Ratio (Kz/Kr): 1. ---
WELL DATA
Pumping Wells Observation Wells I Well Name X (ft) I y (ft) I Well Name X (ft) y (ft) I Fredrickson North 0 I 0 I o FN-2 0 295
o FN-1 0 22 o FS-1 0 1572 o FS-2 0 1853
SOLUTION
Aquifer Model: Confined Solution Method: Coo~er-Jacob
T = 507 4.9 tt2/day s = 0.0003946
Appendix 9
Confined Aquifers
Theis (1935)/Hantush (1961) Solution for a Pumping Test in a Confined Aquifer (Match> Solution)
Theis (1935) derived a solution for unsteady flow to a fully penetrating well in a confined aquifer. The solution assumes a line source for the pumped well and therefore neglects wellbore storage.
Hantush (1961a, b) extended the Theis method to correct for partially penetrating wells. When you choose the Theis solution in AQTESOLV, you may analyze data for fully or partially penetrating wells.
AQTESOLV uses the principle of superposition in time to simulate variable-rate tests including recovery with the Theis solution . Use this solution to analyze both pumping and recovery data from constant- or variable-rate pumping tests.
You can use the Theis (1935) solution for residual drawdown to analyze a recovery test using a straight-line matching procedure. For a well performance test, you may choose the Theis (1935) solution for a step-drawdown test.
o Illustration
- t .- ,-· ho
..... ... , •• =._!• . . .. .... .. .................................................. ... -- - ---
I I
-is- ,. tJ rl : S I i"'s K, ' s ' -[i:: . ,. l ( K, .. ~ '
I o Equations
Q oo e-r S=-f-dy
47fT li y
.. Q ---
'
d
- j b !---S i s I
T ·•t I
'--
>a - -................... . .. ................. ...... ............... . ....__..., .
---
... ··""'·· /
h(r.t)
-aquiclude
r d'
aquifer I' T, s. K./Kr
aquiclude!
249
where
• Q is pumping rate [L3/T]
• r is radial distance [L]
• s is drawdown [L]
• S is storativity [dimensionless]
• t is time [T]
• Tis transmissivity [L2/T]
Hydrogeologists commonly refer to the exponential integral in the drawdown equation as the Theis well function, abbreviated as w(u). Therefore, we can write the Theis drawdown equation in compact notation as follows:
Q S= -W(U)
47fT
Hantush (1961a, b) derived equations for the effects of partial penetration in a confined aquifer. For a piezometer, the partial penetration correction is as follows:
Q ( 2b ., 1 . nnf . nm n;e ttz nnr J s = - W (u) + L -[ stn(-)- stn(-)] · cos(-)· w (u, - --) 47fT n(l- d) rr-1 n b b b Kr b
For an observation well, the following partial penetration correction applies :
S =- W(U)+ ~-[sin(-)- sin(-)]·[sin(-)- sin(--)]· W Q ( 2b2
., 1 nn nm nnf' n:nd' 47fT ~ (1- d) (I'-d') ;::_ n 2 b b b b
where
• b is aquifer thickness [L]
• d is depth to top of pumping well screen [L]
• d' is depth to top of observation well screen [L]
250
• I is depth to bottom of pumping well screen [L]
• I' is depth to bottom of observation well screen [L]
• Kz/Kr is vertical to horizontal hydraulic conductivity anisotropy [dimensionless]
• w(u,(3) is the Hantush-Jacob well function for leaky confined aquifers
• z is depth to piezometer opening [L]
At large distances, the effect of partial penetration becomes negligible when
o Assumptions
• aquifer has infinite areal extent
• aquifer is homogeneous and of uniform thickness
• pumping well is fully or partially penetrating
• flow to pumping well is horizontal when pumping well is fully penetrating
• aquifer is confined
• flow is unsteady
• water is released instantaneously from storage with decline of hydraulic head
• diameter of pumping well is very small so that storage in the well can be neglected
o Data Requirements
• pumping and observation well locations
• pumping rate(s)
• observation well measurements (time and displacement)
• partial penetration depths (optional)
• saturated thickness (for partially penetrating wells)
• hydraulic conductivity anisotropy ratio (for partially penetrating wells)
o Solution Options
• constant or variable pumping rate including recovery
• multiple pumping wells
• multiple observation wells
251
• partially penetrating wells
• boundaries
o Estimated Parameters
• T (transmissivity)
• S (storativity)
• Kz/Kr (hydraulic conductivity anisotropy ratio)
• b (saturated thickness)
Partially penetrating wells are required to estimate Kz/Kr and b.
o Curve Matching Tips
• Use the Cooper-Jacob (1946) solution to obtain preliminary estimates of aquifer properties.
• Choose Match>Visual to perform visual curve matching using the procedure for type curve solutions.
• Use active type curves for more effective visual matching with variablerate pumping tests.
• For partially penetrating wells, select values of Kz/Kr from the Family and Curve drop-down lists on the toolbar.
• Use parameter tweaking to perform visual curve matching and sensitivity analysis.
• Perform visual curve matching prior to automatic estimation to obtain reasonable starting values for the aquifer properties.
o References
• Hantush, M.S., 1961a. Drawdown around a partially penetrating well, Jour. of the Hyd. Div., Proc. of the Am. Soc. of Civil Eng., val. 87, no. HY4, pp. 83-98.
• Hantush, M.S., 1961b. Aquifer tests on partially penetrating wells, Jour. of the Hyd. Div., Proc. of the Am. Soc. of Civil Eng., val. 87, no. HY5, pp. 171-194.
• Theis, C.V., 1935. The relation between the lowering of the piezometric surface and the rate and duration of discharge of a well using groundwater storage, Am. Geophys. Union Trans., val. 16, pp. 519-524.
Related Topics I
252
Theis (1935) Solution for a Recovery Test in a Confined Aquifer (Match >Solution)
Applying the principle of superposition in time, Theis (1935) proposed a straight-line solution for determining transmissivity and storativity from residual drawdown (i.e., the drawdown in a well after pumping stops) data collected during the recovery phase of a pumping test. The solution assumes a line source for the pumped well and therefore neglects wellbore storage.
If your observation data contain both pumping and recovery measurements, you may use the Theis recovery method to analyze only the recovery data recorded after the cessation of pumping.
o Illustration
.· Q .~ -
ho ... --·-------------- ~ """""''""'::" :.::::.: " 'A- 00 · ··--=-=~- - -:._·· -··· · ····· · · ··-· · · · · ·· .. ········-.. ······· - h . --- -- .,..,... ..... h(r,t) ·-.... -. /
/ •,
I ---- --aquiclud~j I
s = h : -- h r u ~ .s I Ds s ·· ] aquifer
+ a r' r or T lH T, s
I aquiclude!
o Equations
Theis ( 1935) proposed the following equation for analyzing recovery data :
s'= ~~ [ln(t If') -ln(S IS')] 47rl
where
• Q is pumping rate [L3/T]
• s' is residual drawdown [L]
253
• S is storativity during pumping [dimensionless]
• 5' is storativity during recovery [dimensionless]
• t is time since pumping began [T]
• t' is time since pumping stopped [T]
• Tis transmissivity[L2/T]
By plotting s' as a function of log(t/t') on semi-logarithmic axes, one can determine values ofT and S/5' by drawing a straight line through the data. Without the influence of boundary effects, the value of S/5' determined from the intercept of the straight line with the log(t/t') axis should be close to unity. A value of S/5' > 1.0 indicates the influence of recharge during the test. Conversely, a value of S/5' < 1.0 suggests the presence of a barrier or no-flow boundary.
o Assumptions
• aquifer has infinite areal extent
• aquifer is homogeneous, isotropic and of uniform thickness
• pumping well is fully penetrating
• flow to pumping well is horizontal
• aquifer is confined
• flow is unsteady
• water is released instantaneously from storage with decline of hydraulic head
• diameter of pumping well is very small so that storage in the well can be neglected
• values of u are small (i.e., r is small and tis large)
o Data Requirements
• pumping and observation well locations
• pumping rate(s)
• observation well measurements (time and displacement)
o Solution Options
• constant or variable pumping rates
o Estimated Parameters
• T (transmissivity)
• S/5' (ratio of storativity during pumping to storativity during recovery)
254
o Curve Matching Tips
• Choose Match>Visual to perform visual curve matching using the procedure for straight-line solutions.
• Use parameter tweaking to perform visual curve matching and sensitivity analysis.
• Perform visual curve matching prior to automatic estimation to obtain reasonable starting values for the aquifer properties.
o References
• Theis, C.V., 1935. The relation between the lowering of the piezometric surface and the rate and duration of discharge of a well using groundwater storage, Am. Geophys. Union Trans., val. 16, pp. 519-524.
Cooper-Jacob (1946) Solution for a Pumping Test in a Confined Aquifer (Match > Solution)
Cooper and Jacob {1946) developed a method of analyzing pumping tests based on a straight-line approximation of the Theis {1935) equation for unsteady flow to a fully penetrating well in a confined aquifer. The solution assumes a line source for the pumped well and therefore neglects wellbore storage.
Using the principle of superposition in time, the Cooper-Jacob solution can simulate variable-rate tests. The Cooper-Jacob solution as implemented in AQTESOLV encompasses the method of Birsoy and Summers (1980) for variable pumping.
If your observation data contain recovery measurements, you may use the Cooper-Jacob method to analyze drawdown data up to the first recovery period. You also may use this solution to analyze data from the first recovery period on an Agarwal plot. For intermittent pumping (i.e., where the pump cycles on and off), choose the Theis (1935) solution (or any other pumping test solution in AQTESOLV) to analyze the entire set of observations (i.e., all drawdown and recovery data).
The Cooper-Jacob solution is not applicable to more than one pumping well; therefore, if your data set contains multiple pumping wells, the Cooper-Jacob soiLJtion uses only the first pumping well in the analysis of observation data.
258
o Illustration
Q
ho ··---::;:.:·· · · ·~·-· · · · -··· · ··-·· ...... ·-······--·····...... ....... .. -~---···· · ······· . ·· ····· · ··· · ··- - - - - --··· · ··· -~·
--h h(r,t)
aquiclude
s h .. h r a!s I /) s s t! $ aquifer
+ ar' r Ar T i3 t T, S
aquiclude
o Equations
For large values of time, Cooper and Jacob (1946) proposed the following equation for displacement in a confined aquifer in response to pumping :
2. 3030 1 ( 2. 25Tt) s = og 4n-T r 2S
4HT so=as
Tt to =r2S
where
• Q is pumping rate [L3/T]
• r is radial distance [L]
• t is time [T]
• s is drawdown [L]
• 5 is storativity [dimensionless]
• Tis transmissivity [L2/T]
259
The Cooper-Jacob solution derives from the truncation of an infinite series expression for the Theis well function. The following expression computes the value of the Theis well function, abbreviated as w(u):
u2 u3 u4 w (u) =-0.5772-lnu +U --+---+ .. .
2 . 2! 3. 3! 4 . 4!
For small values of u (e.g., u 0.01), the Cooper-Jacob solution approximates the Theis well function using only the first two terms of the expression for w(u):
W (U) = -0.5772 -ln U
Therefore, the Cooper-Jacob equation for displacement becomes as follows:
s = _Q_(- 0.5772 -ln(r2
SJJ 4JrT 4Tt
After rearranging and rewriting as decimal logarithms, the drawdown equation reduces to the following relationship:
2. 3030 1 ( 2. 25Tt J s = og 47fT r2S
By drawing a straight line through the data on a plot of s versus log t, we can determine T and 5 from the following equations:
T = 2.3030 4ms
S= 2 . 2~Tt 0 r
where Ll5 is change in drawdown per log cycle time and t0 is the intercept of the fitted line on the time axis.
o Assumptions
• aquifer has infinite areal extent
• aquifer is homogeneous, isotropic and of uniform thickness
• pumping well is fully penetrating
• flow to pumping well is horizontal
• aquifer is confined
• flow is unsteady
260
• water is released instantaneously from storage with decline of hydraulic head
• diameter of pumping well is very small so that storage in the well can be neglected
• values of u are small (i.e., r is small and t is large)
o Data Requirements
• pumping and observation well locations
• pumping rate(s)
• observation well measurements (time and displacement)
o Solution Options
• constant or variable pumping rates
• multiple observation wells
o Estimated Parameters
• T (transmissivity)
• 5 (storativity)
o Curve Matching Tips
• Choose Match>Visual to perform visual curve matching using the procedure for straight-line solutions.
• Use parameter tweaking to perform visual curve matching and sensitivity analysis.
• Choose View>Options to display the critical value of u on the plot. Change the critical u value in the Valid Time tab.
• Perform visual curve matching prior to automatic estimation to obtain reasonable starting values for the aquifer properties.
• Use Agarwal plots to analyze recovery data.
• You may use the Cooper-Jacob solution to analyze drawdown data from the start of the test up to the first recovery period (a recovery period is any period with a rate equals zero).
• If your data set contains more than one recovery period, you may use the Cooper-Jacob solution to analyze recovery data in the first recovery period on an Agarwal plot.
• If your data set contains more than one pumping well, the Cooper-Jacob solution uses the first pumping well in the well data to analyze test data.
261
Appendix 10
RICK SNYDER GOVERNOR
Mr. Phillip Moore
STATE OF MICHIGAN
DEPARTMENT OF ENVIRONMENTAL QUALITY
LANSING
July 31, 2014
Gratiot Area Water Authority 525 East Superior Street Alma, Michigan 48801
Dear Mr. Moore:
SUBJECT: Water Withdrawal Permit No. 2014-002
DE fl. DAN WYANT
DIRECTOR
Enclosed is the water withdrawal permit for the Gratiot Area Water Authority issued under the
provisions of Part 327, Great Lakes Preservation, of the Natural Resources and Environmental
Protection Act, 1994 PA 451, as amended. This permit authorizes 3.56 million gallons per day
in withdrawal capacity.
Please note that as a condition of this authorization, the Gratiot Area Water Authority has
certified their intended compliance with the environmentally sound and economically feasible
water conservation measures applicable to the public water supply sector under Section
32708a of Part 327 and posted on the Department of Environmental Quality's (DEQ) Web site.
If you have any questions regarding this correspondence or permit, please contact Mr. Andrew
LeBaron, Surface Water Assessment Section, Water Resources Division, at 517-284-5563;
[email protected]; or DEQ, P.O. Box 30458, Lansing, Michigan 48909-7958; or you may
contact me.
Enclosure cc: Mr. William Creal, DEQ
Ms. Mary Vanderlaan, DEQ Mr. James Milne, DEQ Mr. Andrew LeBaron, DEQ
s~~ Diana Klemans, hief Surface Water Assessment Section Water Resources Division 517-284-5510
CONSTITUTION HALL • 525 WEST ALLEGAN STREET • P.O. BOX 30473 • LANSING, MICHIGAN 48909-7973
www.michigan.gov/deq • (800) 662-8278
DIG. Department of Environmental Quality, Water Bureau
WATER WITHDRAWAL PERMIT Issued under Part 327
Great Lakes Preservation, Natural Resources and Environmental Protection Act 1994 PA 451, as amended
In accordance with Part 327, Great Lakes Preservation, of the Natural Resources and Environmental Protection Act, 1994 PA 451, as amended (NREPA), authority is hereby given to withdraw water from the waters of the State of Michigan as described herein. This permit is issued in reliance on information supplied in the corresponding application and other information as may have been supplied by the permit
applicant in support of that application.
PERMIT NUMBER: 2014-002 DATE ISSUED: July 31, 2014
Permittee Name and Address: Phillip Moore
Location Information
Gratiot Area Water Authority 252 East Superior Street Alma, Michigan 48801
County where Water Withdrawal is Located: Gratiot County Township Name, Town. Range and Section: Arcada Township, T11N R03W, Sections 4, 8
The activity authorized by this permit is subject to the following limitations and conditions:
Section A. Authorizations and Coverage Provisions
1. Water Withdrawal is restricted to the following sources, locations and rates above the baseline capacity established with the DEQ:
Source Latitude and Longitude Withdrawal Rate Purpose of Use
Well PN: 43.36169535°, -84.69709765°;
Well PS: 43.358947652°, Cumulative Total Groundwater
-84.697112057°; Withdrawal: 3.56 million Public water supply Well FN: 43.370241925°,
-84.6828281 02°; gallons per day
Well FS: 43.365937783°, -84.682286902 °
2. Approval Conditions
This permit requires the permittee to provide timely rectification for any interference with the normal operation of other wells caused by the permitted withdrawal, should any occur.
Final Water Use Ordinances for the Cities of Alma and St. Louis must be submitted to the DEQ prior to placing these municipal wells into operation in order to demonstrate compliance with the water conservation measures required by Part 327.
Page 1 of 3 EQP5954 (2108)
SandStone Creek Farms 2014-001
Section B. Reporting and Record Keeping
1. Environmental Impacts
The permittee is required to immediately report to the DEQ, Water Resources Division, Great Lakes
Shorelands Unit (GLSU) at 517-284-5563 if an Adverse Resource Impact (ARI), as defined in Subsection
32701 (1 )(a) of Part 327 of the NREPA occurs as a result of the water withdrawal authorized by this
permit.
2. Public and Private Rights Impacts
The permittee is required to immediately report to the DEQ, Water Resources Division, GLSU at 517-284-
5563 if any interference with the normal operation of other wells, or violation of other public or private
rights occurs as a result of the water withdrawal authorized by this permit.
3. Water Use Report
The permittee is required to submit annual water use reports to the State of Michigan by April 1 of each
calendar year. Water Use Reports filed with the DEQ Community Water Supply Program per the
requirements of the Safe Drinking Water Act, Act 399 PA 1976, as amended and the Administrative
Rules, Supplying Water to the Public satisfy the requirements of this condition.
Section C. Liability
1. Noncompliance
Commencing the water withdrawal authorized herein confirms the permittee's acceptance and agreement
to comply with all terms and conditions of this permit. Noncompliance with these terms and conditions,
and/or the initiation of other regulated activities not specifically authorized by this permit, shall be cause
for the modification, suspension, or revocation of this permit, in whole or in part. Further, the DEQ may
initiate civil proceedings to correct deficiencies, protect natural resource values, and secure compliance
with law.
2. Limitations
This permit does not authorize causing an ARI as defined in Subsection 32701 ( 1 )(a) of Part 327 of the
NREPA as a result of the withdrawal.
This permit does not convey property rights in water, or other real or personal property, authorize any
injury to private property or invasion of public or private rights, or waive the necessity of obtaining any
other applicable federal, state or local permit or approval.
Page 2 of 3 EQP5954 (2/08)
SandStone Creek Farms 2014-001
3. Indemnification
The permittee shall indemnify and hold harmless the State of Michigan and its departments, agencies, officials, employees, agents and representatives for any and all claims or causes of action arising from acts or omissions of the permittee, or employees, agents, or representatives of the permittee, undertaken in connection with this permit. This permit shall not be construed as an indemnity by the State of Michigan for the benefit of the permittee or any other person.
Dan Wyant, Director
DepartmlEnvironment I Quality ..)
By: Diana Klemans, Chief Surface Water Assessment Section Water Resources Division
Page 3 of 3 EQP5954 (2/08)
Appendix 11
=::: eurofins 1
Eaton Analytical
LABORATORY REPORT
5 This report contains pages.
(including the cover page)
If you have any questions concerning this report, please do not hesitate to call us at (800) 332-4345 or (574) 233-4777.
This report may not be reproduced, except in full, without written approval from Eurofins Eaton Analytical, Inc.
:;~ eurofins 1
Eaton Analytical
110 South Hill Street South Bend, IN 46617
Tel: (574) 233-4777 Fax: (574) 233-8207
I 800 332 4345
Client: Fishbeck, Thompson, Carr & Huber
Attn: Mary Crosby-Davies
Copies
1555 Arboretum Drive South East
Grand Rapids, Ml 49546
to: None
EEA ID#
3150213
3150213
3150214
Client ID
GAWA-14-12-Fredrickson
GAWA-14-12-Fredrickson
GAWA-14-12-Fredrickson
Project: G120617HG3/ Alma, Ml
Laboratory Report
Sample Information
ll Method
7500-Ra B
7500-Ra D
7110C
Report Summary
Report:
Priority :
Status:
PWSID:
Collected Date/Time
12/04/14 12:00
12/04/14 12:00
12/04/14 12:00
.~
330327
Standard Written
Final
Not Supplied
Collected By:
Client
Client
Client
I
Detailed quantitative results are presented on the following pages. The results presented relate only to the samples provided for analysis.
We appreciate the opportunity to provide you with this analysis. If you have any questions concerning this report, please do not hesitate to call James Van Fleit at (574) 233-4777.
Note: This report may not be reproduced, except in full, without written approval from EEA.
Received Date/Time
12/05/14 11 :40
12/05/14 11:40
12/05/14 11 :40
01/03/2015
Authorized Signature Title Date
Client Name: Fishbeck, Thompson, Carr & Huber
Report #: 330327 Page 1 of 3
Client Name: Fishbeck, Thompson, Carr & Huber Report #: 330327
Sampling Point: GAWA-14-12-Fredrickson PWSID: Not Supplied
Radionuclides
Analyte
II Analyte
II Method
II Reg
II MDA
II MRL
II Result I Units
II Preparation II Analyzed
ID# Limit 95** Date
Gross Alpha 7110C 15. 0.82 3.0 -0.23 ± 0.49 pCi/L 12/30/1418:20 12/31/14 17:07
13982-63-3 Radium-226 7500-Ra B 0.3 1.0 1.0 ± 0.5 pCi/L 12/12/1415:51 12/17/14 12:37
15262-20-1 Radium-228 7500-Ra D 0.31 1.0 0.14 ± 0.30 pCi/L 12/12/14 14:45 12/30/1413:02
Combined Radium calc. 5" 0.31 1.14±0.56 pCi/L 12112/14 15:51 12/30/14 13:02
•• Minimum Detectable Activity (MDA95) shall be that concentration which can be counted with a precision of plus or minus 100% at the 95% confidence level.
t EEA has demonstrated it can achieve these report limits in reagent water, but can not document them in all sample matrices.
Reg Limit Type: MCL SMCL AL Symbol:
Page 2 of3
II EEA
ID#
3150214
3150213
3150213
3150213
Client Name: Fishbeck, Thompson, Carr & Huber Report #: 330327
Lab Definitions
Continuing Calibration Check Standard (CCC) I Continuing Calibration Verification (CCV) /Initial Calibration
Verification Standard (ICV) /Initial Performance Check (IPC) ·is a standard containing one or more of the target analytes that is prepared from the same standards used to calibrate the instrument. This standard is used to verify the calibration curve at the beginning of each analytical sequence, and may also be analyzed throughout and at the end of the sequence. The concentration of continuing standards may be varied, when prescribed by the reference method, so that the range of the calibration curve is verified on a regular basis.
Internal Standards (IS) - are pure compounds with properties similar to the analytes of interest, which are added to field samples or extracts, calibration standards, and quality control standards at a known concentration . They are used to measure the relative responses of the analytes of interest and surrogates in the sample, calibration standard or quality control standard .
Laboratory Duplicate (LD) - is a field sample aliquot taken from the same sample container in the laboratory and analyzed separately using identical procedures. Analysis of laboratory duplicates provides a measure of the precision of the laboratory procedures.
Laboratory Fortified Blank (LFB) I Laboratory Control Sample (LCS)- is an aliquot of reagent water to which known concentrations of the analytes of interest are added. The LFB is analyzed exactly the same as the field samples. LFBs are used to determine whether the method is in control.
Laboratory Method Blank (LMB) I Laboratory Reagent Blank (LRB)- is a sample of reagent water included in the sample batch analyzed in the same way as the associated field samples. The LMB is used to determine if method analytes or other background contamination have been introduced during the preparation or analytical procedure. The LMB is analyzed exactly the same as the field samples.
Laboratory Trip Blank (L TB) I Field Reagent Blank (FRB) ·is a sample of laboratory reagent water placed in a
sample container in the laboratory and treated as a field sample, including storage, preservation, and all analytical procedures. The FRB/L TB container follows the collection bottles to and from the collection site, but the FRB/L TB is not opened at any time during the trip. The FRBIL TB is primarily a travel blank used to verify that the samples were not contaminated during shipment.
Matrix Spike Duplicate Sample (MSD) I Laboratory Fortified Sample Matrix Duplicate (LFSMD)- is a sample aliquot taken from the same field sample source as the Matrix Spike Sample to which known quantities of the analytes of interest are added in the laboratory. The MSD is analyzed exactly the same as the field samples. Analysis of the MSD provides a measure of the precision of the laboratory procedures in a specific matrix.
Matrix Spike Sample (MS) I Laboratory Fortified Sample Matrix (LFSM)- is a sample aliquot taken from field sample source to which known quantities of the analytes of interest are added in the laboratory, The MS is analyzed exactly the same as the field samples. The purpose is to demonstrate recovery of the analytes from a sample matrix to determine if the specific matrix contributes bias to the analytical results .
Quality Control Standard (QCS) I Second Source Calibration Verification (SSCV)- is a solution containing known concentrations of the analytes of interest prepared from a source different from the source of the calibration standards. The solution is obtained from a second manufacturer or lot if the lot can be demonstrated by the manufacturer as prepared independently from other lots . The QCS sample is analyzed using the same procedures as field samples. The QCS is used as a check on the calibration standards used in the method on a routine basis.
Reporting Limit Check (RLC) /Initial Calibration Check Standard (ICCS) - is a procedural standard that is analyzed each day to evaluate instrument performance at or below the minimum reporting limit (MRL).
Surrogate Standard (SS) I Surrogate Analyte (SUR)- is a pure compound with properties similar to the analytes of interest, which is highly unlikely to be found in any field sample, that is added to the field samples, calibration standards, blanks and quality control standards before sample preparation. The SS is used to evaluate the efficiency of the sample preparation process.
Page 3 of 3
Fishbeck. Thompson. Carr & Huber. Inc. ~LJ6t.l1 ~ CHAIN OF CUSTODY RECORD
1515 Arboretum Drive, SE I 5913 Executive Or., Ste. 100 Grand Rapids, Ml 49546 Lansing, Ml489ll (616) 575-3824 (517) 882-0383
4775'"campus Drive Kalamazoo, Ml 49008 (269) 375-3824
39500 MacKenzie Drive, Suite 100 Novi, Ml 48377 (248) 324-2090
11353 Reed Hartman Hwy., Ste. 500 Cincinnati, OH 45241 (513) 469-2370
~~~~; ~E 6<- · ~ - PROJECT NO.
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~-~ REMARKS SAMPLE IDENTIFICATION "' 0 z DATE TIME ,.... NUMBER OF CONTNNERS SUBMITIED
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RECEJVEDOY DillE TIME RECEIVED BY DATE TIME RECElVED FOR LAB DATE TIME
&n;-._1 cJ, ~1./h /hnhlent WHITE ~ Rei_:;• vnth dnln pno~<ogc. YELLOW Copy FOI'Wilfd IO l.t~I.IOtn tmy PIN~ Copy liOid Fio/ Ptoj<l<!t DOCUIIIWIW\fotl.
G 038079
MICHIGAN DEPARTMENT OF ENVIRONMENTAL QUALITY DRINKING WATER LABORATORY
US EPA Region V Drinking Water Cert. No. MI00003 P.O. Box 30270 DEt\ Lansing, Ml 48909
TEL: (517) 335-8184 FAX: (517) 335-8562
Sample Number
LF48313
Official Laboratory Report
Report To: FTCH INC/MARY CROSBY-DAVIES 1555 ARBORETUM DR S E GRAND RAPIDS Ml 49546
System Name/Owner: GAWA Collection Address: FREDRICKSON NORTH,ALMA Collected By: TODD CAMPBELL Township/Weii#/Section: /FN/ County: Gratiot Sample Point: SAMPLE PORT Water System: Other
TESTING INFORMATION
Analyte Name I Result
I (mg/L)
WSSN/PooiiD: Source: Other Site Code: Collector: Other Date Collected: 12/04/2014 12:00 Date Received: 12/04/2014 14:09 Purpose: Other
REGULATORY INFORMATION Date RL I MCUAL II l eAS#
Tested (mg/L) (mg/L) Method
Coliform Organisms per 100 ml Not Detected 12/04/2014 SM 9223 B TC-00-B
Explanation of Coliform Results:
Not Detected = Colifonn and E. coli bacteria were not found
Positive= Total Colifonn was found and E. coli bacteria was not found
EC Positive= Colifonn and E. Coli bacteria were found
The analyses performed by the MDEQ Drinking Water Laboratory were conducted using methods approved by the U.S. Environmental Protection Agency in
accordance with the Safe Drinking Water Act, 40 CFR parts 141-143, and other regulatory agencies as appropriate.
Your local health department has detailed information about the quality of drinking water in your area. If you have
concerns about the health risks related to the test results of your sample, please contact the Environmental Health
Section through the address and telephone number listed below:
Mid-Michigan District Health Dept. 151 Commerce Ithaca, Ml 48847 989 875-3681
Laboratory Contacts CAS# : Chemical Abstract Service Registry Number MCL : Maximum Contaminant Level
AL : Action Level
mg/L : milligrams I Liter (ppm) ppm : parts per million MPN : Most Probable Number CFU : Colony Forming Unit
Drinking Water Unit Mgr: Julia Pieper Systems Mgmt. Unit Mgr: George Krisztian
RL : Reporting Limit
By authonty of PA 368 of 1978 as amended Work Order 41200697_03 Report Created on: 12/8/2014 12:11 :OOPM Page 1 of 1
MICHIGAN DEPARTMENT OF ENVIRONMENTAL QUALITY DRINKING WATER LABORATORY
US EPA Region V Drinking Water Cert. No. MI00003 P.O. Box 30270
Lansing, Ml 48909 TEL: (517) 335-8184 FAX: (517) 335-8562
Sample Number
LF48312
Official Laboratory Report
Report To: FTCH INC/MARY CROSBY-DAVIES 1555 ARBORETUM DR S E GRAND RAPIDS Ml 49546
System Name/Owner: GAWA Collection Address: FREDRICKSON NORTH,ALMA
Collected By: TODD CAMPBELL
Township/Weii#/Section: IFNI County: Gratiot Sample Point: SAMPLE PORT Water System: Other
WSSN/Pool I D: Source: Site Code: Collector: Date Collected: Date Received: Purpose:
Other
Other 12/04/2014 12:00 12/04/2014 14:09 Other
TESTING INFORMATION REGULATORY INFORMATION
I Result
I Date RL I MCUAL 1
1 leAS# Analyte Name (mg/L) Tested (mg/L) (mg/L) Method
Calcium 140 12/10/2014 6.0 200.7 7440-70-2
Magnesium 38 12/10/2014 0.1 200.7 7439-95-4
pH Determination 7.63 12/04/2014 2.0 EPA 150.1 PH-00-C
Sodium 36 12/10/2014 0.5 200.7 7440-23-5
Specific Conductance (umhos) 1056 12/04/2014 EPA120.1 COND-00-C
Total Alkalinity as CaC03 210 12/04/2014 20 EPA 310.2 TALK-00-C
The analyses performed by the MDEQ Drinking Water Laboratory were conducted using methods approved by the U.S. Environmental Protection Agency in
accordance with the Safe Drinking Water Act, 40 CFR parts 141-143, and other regulatory agencies as appropriate.
Your local health department has detailed information about the quality of drinking water in your area. If you have
concerns about the health risks related to the test results of your sample, please contact the Environmental Health
Section through the address and telephone number listed below:
Mid-Michigan District Health Dept. 151 Commerce Ithaca, Ml 48847 989 875-3681
Laboratory Contacts CAS# : Chemical Abstract Service Registry Number MCL : Maximum Contaminant Level
AL : Action Level
mg/L : milligrams I Liter (ppm) ppm : parts per million MPN : Most Probable Number CFU : Colony Forming Unit
Drinking Water Unit Mgr: Julia Pieper Systems Mgmt. Unit Mgr: George Krisztian
RL : Reporting Limit
By authonty of PA 368 of 1978 as amended Work Order 41200697_02 Report Created on: 12/10/2014 4:35:42PM Page 1 of 1
MICHIGAN DEPARTMENT OF ENVIRONMENTAL QUALITY DRINKING WATER LABORATORY
US EPA Region V Drinking Water Cert. No. MI00003 P.O. Box 30270 DEt\ Lansing, Ml 48909
TEL: (517) 335-8184 FAX: (517) 335-8562
Sample Number
LF48311
Official Laboratory Report
Report To: FTCH INC/MARY CROSBY-DAVIES 1555 ARBORETUM DR S E GRAND RAPIDS Ml 49546
System Name/Owner: GAWA WSSN/PooiiD: Collection Address: FREDRICKSON NORTH,ALMA Source: Other Collected By: TODD CAMPBELL Site Code: Township/Weii#/Section: /FN/ Collector: Other County: Gratiot Date Collected: 12/04/2014 12:00 Sample Point: SAMPLE PORT Date Received: 12/04/2014 14:08 Water System: Other Purpose: Other
TESTING INFORMATION REGULATORY INFORMATION
I Result I Date RL I MCL/AL I leAS# Analyte Name (mg/L) Tested (mg/L) _(mg/L) Method
Antimony Not detected 12/05/2014 0.0006 0.006 EPA 200.8 7440-36-0
Arsenic 0.004 12/05/2014 0.002 0.010 EPA 200.8 7440-38-2
Barium 0.02 12/05/2014 0.01 2 EPA 200.8 7440-39-3
Beryllium Not detected 12/05/2014 0.0004 0.004 EPA 200.8 7440-41-7
Cadmium Not detected 12/05/2014 0.0003 0.005 EPA200.8 7440-43-9
Chloride 12 12/04/2014 4 SM 4500-CI E 7647-14-5
Chromium Not detected 12/05/2014 0.01 0.1 EPA 200.8 7440-47-3
Copper Not detected 12/05/2014 0.05 1.3 EPA 200.8 7440-50-8
Cyanide-Available Not Detected 12/11/2014 0.02 0.2 OIA-1677 57-12-5
Fluoride 0.25 12/04/2014 0.1 4.0 SM 4500 FC 16984-48-8
Hardness as CaC03 522 12/04/2014 20 SM 2340 C HARD-00-C
Iron 2.41 12/05/2014 0.02 EPA 200.8 7439-89-6
Iron (automated) 2.2 12/04/2014 0.1 SM 3500 FeB 7439-89-6
Lead Not detected 12/05/2014 0.001 0.015 EPA200.8 7439-92-1
Manganese 0.05 12/05/2014 0.01 EPA 200.8 7439-96-5
Mercury Not detected 12/05/2014 0.0001 0.002 EPA 200.8 7439-97-6
Nickel Not detected 12/05/2014 0.01 0.1 EPA 200.8 7440-02-0
Nitrate as N Not Detected 12/04/2014 0.4 10 1 0-107 -04-2-B 14797-55-8
Nitrite as N Not detected 12/04/2014 0.05 10-1 07-04-2-B 14797-65-0
Selenium Not detected 12/05/2014 0.001 0.05 EPA 200.8 7782-49-2
Sodium (automated) 34 12/04/2014 5 SM 3500 NaB 7440-23-5
CAS# : Chemical Abstract Service Registry Number mg/L : milligrams I Liter (ppm) Laboratory Contacts MCL : Maximum Contaminant Level ppm : parts per million Drinking Water Unit Mgr: Julia Pieper
AL : Action Level MPN : Most Probable Number Systems Mgmt. Unit Mgr: George Krisztian RL : Reporting Limit CFU :Colony Forming Unit
By authority of PA 36!1 of 1978 as ar(lended Work Order 41200697 _01 Report Created on: 12/12/2014 12:41:23PM Page 1 of 5
MICHIGAN DEPARTMENT OF ENVIRONMENTAL QUALITY DRINKING WATER LABORATORY
Dlt\ US EPA Region V Drinking Water Cert. No. M100003
P.O. Box 30270
TESTING INFORMATION
Analyte Name
Sulfate
Thallium
Zinc
Carbamates by HPLC 3 Hydroxycarbofuran
Aldicarb
Aldicarb sulfone
Aldicarb sulfoxide
Carbaryl
Carbofuran
Methiocarb
Methomyl
Oxamyl
Propoxur
Chlorinated Acid Herbicides 2,4,5-T
2,4,5-TP (silvex)
2,4-D
Acifluorfen
Bentazon
Dicamba
Dinoseb
Pentachlorophenol
Picloram
Total DCPA degradates, mono- and di-acid
Pesticides Analysis by GC/MS 4,4'-DDD
4,4'-DDE
4,4'-DDT
Acetochlor
Alachlor
Aldrin
alpha-Chlordane
Atrazine
Dieldrin
I Result (mg/L)
329
Not detected
0.01
Not Detected
Not Detected
Not Detected
Not Detected
Not Detected
Not Detected
Not Detected
Not Detected
Not Detected
Not Detected
Not detected
Not detected
Not detected
Not detected
Not detected
Not detected
Not detected
Not detected
Not detected
Not detected
Not Detected
Not Detected
Not Detected
Not Detected
Not Detected
Not Detected
Not Detected
Not Detected
Not Detected
CAS# : Chemical Abstract Service Registry Number MCL : Maximum Contaminant Level
AL : Action Level RL : Reporting Limit
Lansing, Ml 48909 TEL: (517) 335-8184 FAX: (517) 335-8562
Sample Number
LF48311
REGULAT0RY INFORMATI<DN
I Date RL I MCUAL II leAS#
Tested (mg/L) (mg/L) Method
12/04/2014 10 SM 4500 S04E 14808-79-8
12/05/2014 0.0002 0.002 EPA200.8 7440-28-0
12/05/2014 0.01 EPA 200.8 7440-66-6
12/11/2014 0.001 EPA 531.2 16655-82-6
12/11/2014 0.0005 EPA 531.2 116-06-3
12/11/2014 0.0005 EPA 531.2 1646-88-4
12/11/2014 0.0005 EPA 531.2 1646-87-3
12/11/2014 0.001 EPA 531.2 63-25-2
12/11/2014 0.0005 0.04 EPA 531 .2 1563-66-2
12/11/2014 0.001 EPA 531.2 2032-65-7
12/11/2014 0.001 EPA 531.2 16752-77-5
12/11/2014 0.001 0.2 EPA 531.2 23135-22-0
12/11/2014 0.001 EPA 531.2 114-26-1
12/08/2014 0.002 EPA 515.4 93-76-5
12/08/2014 0.0003 0.05 EPA 515.4 93-72-1
12/08/2014 0.002 0.07 EPA 515.4 94-75-7
12/08/2014 0.004 EPA 515.4 50594-66-6
12/08/2014 0.002 EPA 515.4 25057-89-0
12/08/2014 0.002 EPA 515.4 1918-00-9
12/08/2014 0.0003 0.007 EPA 515.4 88-85-7
12/08/2014 0.00006 0.001 EPA 515.4 87-86-5
12/08/2014 0.001 0.5 EPA 515.4 1918-02-1
12/08/2014 0.001 EPA 515.4 1861-32-1
12/05/2014 0.001 EPA 525.2 72-54-8
12/05/2014 0.001 EPA 525.2 72-55-9
12/05/2014 0.0005 EPA 525.2 50-29-3
12/05/2014 0.001 EPA 525.2 34256-82-1
12/05/2014 0.0002 0.002 EPA 525.2 15972-60-8
12/05/2014 0.0004 EPA 525.2 309-00-2
12/05/2014 0.0002 0.002 EPA 525.2 5103-71-9
12/05/2014 0.0002 0.003 EPA 525.2 1912-24-9
12/05/2014 0.0005 EPA 525.2 60-57-1
mg/L : milligrams I Liter (ppm) Laboratory Contacts ppm : parts per million Drinking Water Unit Mgr: Julia Pieper MPN : Most Probable Number Systems Mgmt. Unit Mgr: George Krisztian CFU : Colony Forming Unit
By authonty of PA 366 of 1976 as amended Work Order 41200697 _01 Report Created on. 12/12/2014 12:41.23PM Page 2 of 5
MICHIGAN DEPARTMENT OF ENVIRONMENTAL QUALITY DRINKING WATER LABORATORY
USEPA Region V Drinking Water Cert. No. MI00003
TESTING INFORMATI0 N
Analyte Name I Result (mg/L)
Pesticides Analysis by GC/MS Endrin Not Detected
Endrin aldehyde Not Detected
gamma-Chlordane Not Detected
Heptachlor Not Detected
Heptachlor epoxide Not Detected
Hexachlorobenzene Not Detected
Hexachlorocyclohexane (alpha-BHC) Not Detected
Hexachlorocyclohexane (beta-BHC) Not Detected
Hexachlorocyclohexane (delta-BHC) Not Detected
Hexachlorocyclopentadiene Not Detected
Lindane (gamma-BHC) Not Detected
Methoxychlor Not Detected
Metolachlor Not Detected
Metribuzin Not Detected
Molinate Not Detected
PCB (aroclor 1 016) Not Detected
PCB (aroclor 1221) Not Detected
PCB (aroclor 1232) Not Detected
PCB (aroclor 1242) Not Detected
PCB (aroclor 1248) Not Detected
PCB (aroclor 1254) Not Detected
PCB (aroclor 1260) Not Detected
Polybrominated biphenyls Not Detected
Simazine Not Detected
Toxaphene Not Detected
Volatile Organic Compounds 1,1 Dichloroethane Not Detected
1,1 Dichloroethylene Not Detected
1,1 Dichloropropene Not Detected
1,1 , 1 Trichloroethane Not Detected
1,1 , 1 ,2 Tetrachloroethane Not Detected
1,1 ,2 Trichloroethane Not Detected
1,1 ,2,2 Tetrachloroethane Not Detected
1 ,2 Dichlorobenzene Not Detected
1 ,2 Dichloroethane Not Detected
1 ,2 Dichloropropane Not Detected
1 ,2,3 Trichlorobenzene Not Detected
1 ,2,3 Trichloropropane Not Detected
CAS# · Chemical Abstract Service Registry Number MCL : Maximum Contaminant Level
AL : Action Level R L : Reporting Limit
P.O. Box 30270 Lansing, Ml 48909
TEL: (517) 335-8184 FAX: (517) 335-8562
I Date RL
Tested (mg/L)
12/05/2014 0.0001
12/05/2014 0.001
12/05/2014 0.0002
12/05/2014 0.0002
12/05/2014 0.0001
12/05/2014 0.0001
12/05/2014 0.001
12/05/2014 0.001
12/05/2014 0.001
12/05/2014 0.0005
12/05/2014 0.0001
12/05/2014 0.0001
12/05/2014 0.001
12/05/2014 0.001
12/05/2014 0.0005
12/05/2014 0.0001
12/05/2014 0.0001
12/05/2014 0.0001
12/05/2014 0.0001
12/05/2014 0.0001
12/05/2014 0.0001
12/05/2014 0.0001
12/05/2014 0.0001
12/05/2014 0.0002
12/05/2014 0.001
12/04/2014 0.0005
12/04/2014 0.0005
12/04/2014 0.0005
12/04/2014 0.0005
12/04/2014 0.0005
12/04/2014 0.0005
12/04/2014 0.0005
12/04/2014 0.0005
12/04/2014 0.0005
12/04/2014 0.0005
12/04/2014 0.0005
12/04/2014 0.0005
mg/L : milligrams I Liter (ppm) ppm : parts per million MPN : Most Probable Number CFU : Colony Forming Unit
Sample Number
LF48311
REGULAT0RY INF0RMATION
I MCLIAL II (mg/L) Method leAS#
0.002 EPA 525.2 72-20-8
EPA 525.2 7421-93-4
0.002 EPA 525.2 5103-74-2
0.0004 EPA 525.2 76-44-8
0.0002 EPA 525.2 1024-57-3
0.001 EPA 525.2 118-74-1
EPA 525.2 319-84-6
EPA 525.2 319-85-7
EPA 525.2 319-86-8
0.05 EPA 525.2 77-47-4
0.0002 EPA 525.2 58-89-9
0.04 EPA 525.2 72-43-5
EPA 525.2 51218-45-2
EPA 525.2 21087-64-9
EPA 525.2 2212-67-1
0.0005 EPA 525.2 12674-11-2
0.0005 EPA 525.2 11104-28-2
0.0005 EPA 525.2 11141-16-5
0.0005 EPA 525.2 53469-21-9
0.0005 EPA525.2 12672-29-6
0.0005 EPA 525.2 11097-69-1
0.0005 EPA 525.2 11096-82-5
EPA 525.2 59536-65-1
0.004 EPA 525.2 122-34-9
0.003 EPA 525.2 8001-35-2
EPA 524.2 75-34-3
0.007 EPA 524.2 75-35-4
EPA 524.2 563-58-6
0.2 EPA 524.2 71-55-6
EPA 524.2 630-20-6
0.005 EPA 524.2 79-00-5
EPA 524.2 79-34-5
0.6 EPA 524.2 95-50-1
0.005 EPA 524.2 107-06-2
0.005 EPA 524.2 78-87-5
EPA 524.2 87-61-6
EPA 524.2 96-18-4
Laboratory Contacts Drinking Water Unit Mgr: Julia Pieper Systems Mgmt. Unit Mgr: George Krisztian
By authority of PA ~68 of 1978 as amended Work Order 41200697_01 Report Created on: 12/12/2014 12:41:23PM Page 3 of 5
MICHIGAN DEPARTMENT OF ENVIRONMENTAL QUALITY DRINKING WATER LABORATORY
US EPA Region V Drinking Water Cert. No. MI00003 P.O. Box 30270
Lansing, Ml 48909 TEL: (517) 335-8184 FAX: (517) 335-8562
Sample Number
LF48311
TESTrNG INFORJ\/'IA-;r"ION REGULATORY INFORMATION
Analyte Name I Result I Date RL l MCLIAL l leAS# (mg/L) Tested (mg/L) (mg/L) Method
Volatile Organic Compounds
1 ,2,4 Trichlorobenzene Not Detected 12/04/2014 0.0005 0.07 EPA 524.2 120-82-1
1 ,2,4 Trimethylbenzene Not Detected 12/04/2014 0.0005 EPA 524.2 95-63-6
1 ,3 Dichlorobenzene Not Detected 12/04/2014 0.0005 EPA 524.2 541-73-1
1 ,3 Dichloropropane Not Detected 12/04/2014 0.0005 EPA 524.2 142-28-9
1 ,3,5 Trimethylbenzene Not Detected 12/04/2014 0.0005 EPA 524.2 108-67-8
1 ,4 Dichlorobenzene Not Detected 12/04/2014 0.0005 0.075 EPA 524.2 106-46-7
2,2 Dichloropropane Not Detected 12/04/2014 0.0005 EPA 524.2 594-20-7
Benzene Not Detected 12/04/2014 0.0005 0.005 EPA 524.2 71-43-2
Bromobenzene Not Detected 12/04/2014 0.0005 EPA 524.2 108-86-1
Bromochloromethane Not Detected 12/04/2014 0.0005 EPA 524.2 74-97-5
Bromodichloromethane Not Detected 12/04/2014 0.0005 0.080 EPA 524.2 75-27-4
Bromoform Not Detected 12/04/2014 0.0005 0.080 EPA 524.2 75-25-2
Bromomethane Not Detected 12/04/2014 0.001 EPA 524.2 74-83-9
Carbon tetrachloride Not Detected 12/04/2014 0.0005 0.005 EPA 524.2 56-23-5
Chlorobenzene Not Detected 12/04/2014 0.0005 0.1 EPA 524.2 108-90-7
Chlorodibromomethane Not Detected 12/04/2014 0.0005 0.080 EPA 524.2 124-48-1
Chloroethane Not Detected 12/04/2014 0.0005 EPA 524.2 75-00-3
Chloroform Not Detected 12/04/2014 0.0005 0.080 EPA 524.2 67-66-3
Chloromethane Not Detected 12/04/2014 0.0005 EPA 524.2 74-87-3
cis-1 ,2 Dichloroethylene Not Detected 12/04/2014 0.0005 0.07 EPA 524.2 156-59-2
cis-1 ,3 Dichloropropene Not Detected 12/04/2014 0.0005 EPA 524.2 10061-01-5
Dibromomethane Not Detected 12/04/2014 0.0005 EPA 524.2 74-95-3
Dichlorodifluoromethane Not Detected 12/04/2014 0.001 EPA 524.2 75-71-8
Dichloromethane Not Detected 12/04/2014 0.0006 0.005 EPA 524.2 75-09-2
Eth}dbenzene Not Detected 12/04/2014 0.0005 0.7 EPA 524.2 100-41-4
Fluorotrichloromethane Not Detected 12/04/2014 0.001 EPA 524.2 75-69-4
Hexachlorobutadiene Not Detected 12/04/2014 0.0005 EPA 524.2 87-68-3
lsopropylbenzene Not Detected 12/04/2014 0.0005 EPA 524.2 98-82-8
m & p-Xylene Not Detected 12/04/2014 0.0005 10 EPA 524.2 XYLMP-00-C
Methyl ethyl ketone Not Detected 12/04/2014 0.005 EPA 524.2 78-93-3
Methyl isobutyl ketone Not Detected 12/04/2014 0.005 EPA 524.2 108-10-1
Methyl-tert-butyl ether (MTBE) Not Detected 12/04/2014 0.001 EPA 524.2 1634-04-4
Naphthalene Not Detected 12/04/2014 0.0005 EPA 524.2 91-20-3
n-Butylbenzene Not Detected 12/04/2014 0.0005 EPA 524.2 104-51-8
Nitrobenzene Not Detected 12/04/2014 0.01 EPA 524.2 98-95-3
n-Propylbenzene Not Detected 12/04/2014 0.0005 EPA 524.2 103-65-1
o-Chlorotoluene Not Detected 12/04/2014 0.0005 EPA 524.2 95-49-8
o-Xylene Not Detected 12/04/2014 0.0005 10 EPA 524.2 95-47-6
p-Chlorotoluene Not Detected 12/04/2014 0.0005 EPA 524.2 106-43-4
CAS# : Chemical Abstract Service Registry Number mg/L : milligrams I Liter (ppm) Laboratory Contacts MCL : Maximum Contaminant Level ppm : parts per million Drinking Water Unit Mgr: Julia Pieper
AL : Action Level MPN : Most Probable Number Systems Mgmt. Unit Mgr: George Krisztian RL : Reporting Limit CFU : Colony Forming Unit
By authority of PA 368 of 1978 as amended Work Order 41200697 _01 Report Created on: 12/12/2014 12:41:23PM Page 4 of 5
MICHIGAN DEPARTMENT OF ENVIRONMENTAL QUALITY DRINKING WATER LABORATORY
USEPA Region V Drinking Water Cert. No. MI00003 P.O. Box 30270
Lansing , Ml 48909 TEL: (517) 335-8184 FAX: (517) 335-8562
Sample Number
LF48311
TESTING INFORMATION REGULATORY INFORMATION
I
Result
I
Date RL I MCUAL I ICAS# Analyte Name (mg/L) Tested (mg/L) (mg/L) Method
Volatile Organic Compounds
p-lsopropyltoluene Not Detected 12/04/2014 0.0005 EPA524.2 99-87-6
sec-Butylbenzene Not Detected 12/04/2014 0.0005 EPA 524.2 135-98-8
Styrene Not Detected 12/04/2014 0.0005 0.1 EPA 524.2 100-42-5
tert-Butylbenzene Not Detected 12/04/2014 0.0005 EPA 524.2 98-06-6
Tetrachloroethylene Not Detected 12/04/2014 0.0005 0.005 EPA 524.2 127-18-4
Tetrahydrofuran Not Detected 12/04/2014 0.005 EPA 524.2 109-99-9
Toluene Not Detected 12/04/2014 0.0005 1 EPA 524.2 108-88-3
Total Trihalomethanes Not Detected 12/04/2014 NA 0.080 EPA 524.2 TTHM-00-C
Total Xylenes Not Detected 12/04/2014 NA 10 EPA 524.2 1330-20-7
trans-1 ,2 Dichloroethylene Not Detected 12/04/2014 0.0005 0.1 EPA 524.2 156-60-5
trans-1 ,3 Dichloropropene Not Detected 12/04/2014 0.0005 EPA 524.2 10061-02-6
Trichloroethylene Not Detected 12/04/2014 0.0005 0.005 EPA 524.2 79-01-6
Vinyl chloride Not Detected 12/04/2014 0.0004 0.002 EPA 524.2 75-01-4
The analyses performed by the MDEQ Drinking Water Laboratory were conducted using methods approved by the U.S. Environmental Protection Agency in
accordance with the Safe Drinking Water Act, 40 CFR parts 141-143, and other regulatory agencies as appropriate,
Your local health department has detailed information about the quality of drinking water in your area. If you have concerns about the health risks related to the test results of your sample, please contact the Environmental Health
Section through the address and telephone number listed below:
Mid-Michigan District Health Dept. 151 Commerce Ithaca, Ml 48847 989 875-3681
Laboratory Contacts CAS# : Chemical Abstract Service Registry Number MCL : Maximum Contaminant Level
AL : Action Level
mg/L : milligrams I Liter (ppm) ppm : parts per million MPN : Most Probable Number CFU : Colony Forming Unit
Drinking Water Unit Mgr: Julia Pieper Systems Mgmt. Unit Mgr: George Krisztian
RL : Reporting Limit
By authority of PA 368 of 1978 as amended Work Order 41200697 _01 Report Created on. 12/12/2014 12:41:23PM Page 5 of 5