DRAWDOWN, RECOVERY, AND HYDROSTRATIGRAPHY IN WISCONSIN… · DRAWDOWN, RECOVERY, AND...

DRAWDOWN, RECOVERY, AND HYDROSTRATIGRAPHY IN WISCONSIN’S

NORTHEAST GROUNDWATER MANAGEMENT AREA (BROWN, OUTAGAMIE, AND CALUMET COUNTIES)

Julie C. Maas

January 7, 2010

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ACKNOWLEDGMENTS This research was possible because of the many people who were a part of it. I am indebted to those who helped me along the way.

I had the fortunate opportunity to work with and learn from the members of my thesis committee. Many thanks to my major adviser, Dr. John Luczaj, UWGB, for sharing a vast knowledge of regional geology, for holding me to a high standard, and for constant dedication, enthusiasm, and encouragement. Thanks to Dave Hart, WGNHS, for including me in this research, for offering numerous opportunities to learn in the field, and for introducing me to countless hydrogeologic concepts, methods, and techniques. Thanks to Dr. Kevin Fermanich, UWGB, for invitations to present this project to students and for asking challenging questions about the research. Thanks to the Wisconsin Department of Natural Resources for funding much of this research as part of a grant, and to the following individuals for sharing information and insights that were beneficial to this work. Wendy Anderson and Dave Johnson, both of the WDNR, provided valuable water quality and well information for this project. Troy Simonar, Bill Van De Yacht Well Drillers, described the location and occurrence of several flowing wells in the study area. Pete Chase and Andrew Aslesen, WGNHS, welcomed me onsite to participate in a number of field investigations and took the time to explain a variety of logging processes. Many thanks to the following well operators who shared water level and pumping records for this research: Mark St. Lawrence, Village of Allouez; Doug Martin, Village of Ashwaubenon; Glen Simon, Village of Bellevue; Paul Minten and Karen Hornick, City of De Pere; Tom Landwehr, City of Green Bay; Todd Weyenberg, Robert E. Lee, Inc.; Dave Fonder, Village of Howard; Greg Little, Village of Lawrence; Tom Rodgers, Pulaski Water Department; Harold De Moulin and Debbie VandenLangenberg, Town of Scott; Tim Krause, Village of Suamico; Dan Stephany, Village of Wrightstown; Darboy Sanitary District; Kevin Obiala, Kaukauna Utilities; Rob Klein, Village of Kimberly; Jerry Verstegen, Little Chute Water; Brett Losey, Sanimax; and Dave Stevenson, Fox River Fiber. Endless thanks to my friends and family for believing in me and giving me reasons to smile every day.

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ABSTRACT

DRAWDOWN, RECOVERY, AND HYDROSTRATIGRAPHY IN WISCONSIN’S NORTHEAST GROUNDWATER MANAGEMENT AREA (BROWN, OUTAGAMIE, AND CALUMET COUNTIES)

Julie C. Maas

There are two cones of depression in Wisconsin’s Northeast Groundwater Management Area (GMA). The first major area of drawdown is in central Brown County, and the second is just east of Appleton near the Fox Cities communities of Little Chute, Kaukauna, and Kimberly. Between 2006 and 2007, eight communities in central Brown County stopped pumping groundwater for their municipal supplies and began using surface water instead, reducing daily withdrawals from the regional deep sandstone aquifer by approximately 12.25 million gallons. I studied the recovery of groundwater levels and estimated the volume of water that continues to be withdrawn from the regional aquifer in each pumping center. In 2005, before any of the eight communities switched to surface water, the potentiometric surface of the deep aquifer was less than 300 feet above sea level in the central Brown County cone of depression. Between that time and mid 2009, groundwater levels recovered by more than 150 feet in some locations near the center of drawdown. Current deep aquifer withdrawals in central Brown County are estimated to be 4.2 million gallons per day. In contrast, daily withdrawals from the pumping center around the Fox Cities cone have not changed considerably, and water levels in the Fox Cities do not seem to be affected by the reduced pumping in central Brown County. This study involved developing a refined hydrostratigraphic model for the Northeast GMA. Recovery curves were analyzed in a regional aquifer test to describe spatial distribution of hydraulic conductivities of the deep aquifer and its confining unit. Geophysical logs and other hydrogeologic data obtained in the GMA allowed a better understanding of the properties of aquifer and confining units to be developed. Several policy implications and recommendations were outlined for responsible management of the groundwater resources in the Northeast GMA.

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TABLE OF CONTENTS Acknowledgments............................................................................................................... ii Abstract .............................................................................................................................. iii Table of Contents ............................................................................................................... iv List of Tables .......................................................................................................................v List of Figures .................................................................................................................... vi Chapter 1 – Introduction ......................................................................................................1 Problem Statement .........................................................................................................1 Objectives ......................................................................................................................7 Background ....................................................................................................................8 Chapter 2 –Hydrostratigraphy ............................................................................................18 Geologic Framework ...................................................................................................18 Hydrostratigraphy ........................................................................................................29 Hydrostratigraphic Investigations and Analysis ..........................................................35 Site Specific Investigations ..........................................................................................78 Overview and Contributions ........................................................................................98 Chapter 3 – Water Levels and Pumping Rates ................................................................101 Methods and Procedures ............................................................................................101 Results and Discussion ..............................................................................................120 Chapter 4 – Policy Implications .......................................................................................158 The Problem of Flowing Wells ..................................................................................158 Groundwater Quality and Quantity ............................................................................159 Chapter 5 - Conclusions and Recommendations .............................................................161 References Cited ..............................................................................................................165 Appendix 1 – Potentiometric Map Data ..........................................................................172 Appendix 2 - Pumping Volumes......................................................................................191 Appendix 3 – Project Database (CD-ROM) ..........................................................CD-ROM

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LIST OF TABLES Table 2-1: Geology and hydrostratigraphy of the Northeast GMA

(Modified after Knowles, 1964; Krohelski, 1986; and Conlon, 1998) Table 2-2: Hydraulic properties of deep aquifer and confining unit (modified after

Conlon, 1998) Table 2-3. Summary of inputs used for the Aqtesolv™ pumping test analysis of central

Brown County recovery curves. Table 2-4. Volume of groundwater withdrawn by eight communities before they

switched to surface water for municipal supplies. Table 2-5. Results from Hantush analysis of fourteen recovery curves from municipal

wells in the Green Bay metropolitan area after eight communities stopped pumping groundwater between 2006 and 2007.

Table 2-6: Inputs for the Thiem equation for confined aquifers, used to calculate transmissivity within packer tested intervals of the McKeefry borehole, Pulaski, Wisconsin.

Table 2-7: Inputs for the Hvorslev formula, used to calculate horizontal hydraulic conductivity within packer tested intervals of the D&J Gravel Pit Run corehole, Maribel, Wisconsin.

Table 3-1. Average number of people per household in 2000 Table 3-2. Residential water consumption by location Table 3-3. Estimate of withdrawals from deep aquifer by self-supplied domestic wells

for residential use Table 3-4. Water Use Categories for water withdrawn from the deep aquifer in Central

Brown County before eight communities switched from ground to surface water in 2006 - 2007.

Table 3-5. Water Use Categories for water withdrawn from the deep aquifer in Central Brown County after eight communities switched from ground to surface water.

Table 3-6. Current large-volume users of water from the deep aquifer in central Brown County, WI.

Table 3-7. Current large-volume users of water from the deep sandstone aquifer in the Fox Cities area.

Table 3-8. Results of linear interpolation to determine dewatering point of sulfide cement horizon.

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LIST OF FIGURES Figure 1-1. Location GMAs in Wisconsin Figure 1-2. Townships and municipalities of the Northeast GMA, with emphasis on

municipalities that recently switched from groundwater to surface water. Black dots represent municipal wells for which water levels were recorded after the switch to surface water.

Figure 1-3. Locations of wells with recovery curves, boreholes, and coreholes in this report.

Figure 1-4. Generalized cross section showing the regional hydrostratigraphy in the Northeast GMA

Figure 1-5. Water levels over a 54-year period in Well BN-076, Green Bay, WI. The water level recovery events of 1957 and 2007 are both illustrated in this hydrograph.

Figure 2-1. West to east cross section across study area Figure 2-2. Southwest to northeast cross section across the Northeast GMA Figure 2-3: North to south cross section across the Northeast GMA Figure 2-4. Theis type curve for drawdown in a confined aquifer. Figure 2-5. Green Bay Well 3 (BF190, GB-3). Recovery curve (top) and Aqtesolv™

output showing automated fit Hantush-Jacob solution time-displacement curve (bottom)

Figure 2-6. Green Bay Well 4 (BF191, GB-4). Recovery curve (top) and Aqtesolv™ output showing automated fit Hantush-Jacob solution time-displacement curve (bottom)




Figure 2-10. Allouez Well 4 (BF201, AL-4). Recovery curve (top) and Aqtesolv™ output showing automated fit Hantush-Jacob solution time-displacement curve (bottom)

Figure 2-11. Bellevue Well 1 (BF210, BE-1). Recovery curve (top) and Aqtesolv™ output showing automated fit Hantush-Jacob solution time-displacement curve (bottom)

Figure 2-12. Bellevue Well 2 (BF211, BE-2). Recovery curve (top) and Aqtesolv™ output showing automated fit Hantush-Jacob solution time-displacement curve (bottom)

Figure 2-13. Howard Well 3 (BF215, HW-3). Recovery curve (top) and Aqtesolv™ output showing automated fit Hantush-Jacob solution time-displacement curve (bottom). Howard Well 3 began flowing in early 2009.

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Figure 2-14. Scott Well 1 (BF216, SC-1). Recovery curve (top) and Aqtesolv™ output showing automated fit Hantush-Jacob solution time-displacement curve (bottom)

Figure 2-15. Hobart Well 1 (LT992, HB-1). Recovery curve (top) and Aqtesolv™ output showing automated fit Hantush-Jacob solution time-displacement curve (bottom)

Figure 2-16. Public Service Corporation well (BN-076). Recovery curve (top) and Aqtesolv™ output showing automated fit Hantush-Jacob solution time-displacement curve (bottom)

Figure 2-17. Suamico Well 3 (MG177, SU-3). Recovery curve (top) and Aqtesolv™ output showing automated fit Hantush-Jacob solution time-displacement curve (bottom)

Figure 2-18. De Pere Well 3 (BF185, DP-3). Recovery curve (top) and Aqtesolv™ output showing automated fit Hantush-Jacob solution time-displacement curve (bottom)

Figure 2-19. Spatial distribution of horizontal hydraulic conductivity (Kh) of the deep aquifer and vertical hydraulic conductivity (Kv) of the confining unit, based on Hantush analysis of recovery curves

Figure 2-20. Packer testing: isolated interval within borehole. Figure 2-21. McKeefry Borehole, BN-424, Pulaski, Wisconsin. Figure 2-22. Geophysical and flowmeter logs from Shorewood Golf Course Well (BN-

422) on the University of Wisconsin – Green Bay Campus. Figure 2-23. Parabolic fracture at depth of 786 feet in Shorewood Golf Course well

(BN-422), Green Bay, Wisconsin. Figure 2-24. Geophysical and flowmeter logs for BN-316 from Scray Hill, Ledgeview,

Wisconsin. Figure 2-25. Water level vs. time in D&J Gravel Pit Run corehole. Each rise in water

level represents a packer test interval. Figure 2-26. Results of packer testing at D&J Gravel Pit Run, near Maribel, Wisconsin,

sorted by descending depth values. Gamma logs and other geophysical logs are shown as well.

Figure 3-1. Example of WDNR Well Construction Report Figure 3-2. Example of a WDNR high capacity well permit record from the WDNR

database. This record contains the well identification, permit number, water use description, pumping capacity, and other information pertinent to the high capacity permit.

Figure 3-3. Residential water use for counties of Northeast GMA, by utility. Volumes in units of gallons per capita per day (gpcpd).

Figure 3-4. Structural contour map of the base of Sinnipee Group, which coincides with the top of the sulfide cement horizon. Datum is sea level.

Figure 3-5. Variables used to estimate recommended pumping rate with linear interpolation. Each well used for this analysis contained these components.

Figure 3-6. Deep aquifer potentiometric surface map of the Green Bay area in 1957, before the City of Green Bay stopped pumping groundwater for its municipal supplies. .

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Figure 3-7. Deep aquifer potentiometric surface map of the Green Bay area in 1960. Figure 3-8. Water level response in seven Green Bay area wells after the city stopped

using groundwater for its municipal supply in 1957. Figure 3-9. Deep aquifer potentiometric surface map of the Northeast GMA in 1990. Figure 3-10. Deep aquifer potentiometric surface map of the Northeast GMA in 2000. Figure 3-11. Deep aquifer potentiometric surface map of the Northeast GMA in

2004-2005, before the first switchover by the Town of Scott Figure 3-12. Deep aquifer potentiometric surface map of the Northeast GMA in 2008 Figure 3-13. Deep aquifer potentiometric surface map of the Northeast GMA during the

first half of 2009. Figure 3-14. Static water elevations in De Pere, WI municipal wells, January 2005 –

July 2008. Figure 3-15.Static water elevations in Allouez, WI municipal wells, September 2007 –

March 2008. Figure 3-16. Static water elevations in Green Bay, WI municipal wells, January 2005 –

March 2008. Figure 3-17. Static water elevations in Bellevue, WI municipal wells, January 2005 –

June 2009. Figure 3-18. Static water elevations in Scott, WI municipal well, January 2005 –

July 2009. Figure 3-19. Static water elevations in Ashwaubenon, WI municipal wells, January 2005

– September 2008. Figure 3-20. Static water elevations in Howard, WI municipal Well 3. This well began

flowing in January 2009. Figure 3-21. Static water elevations in Hobart, WI municipal Well 1 Figure 3-22. Static water elevations for Oneida Tribe well (BN-504) Figure 3-23. Static water elevations in Suamico, WI municipal wells. Suamico continues

to pump groundwater for its public supply. Figure 3-24. Static water elevations in Pulaski, WI municipal wells. Figure 3-25. Static water elevations in Kaukauna, WI municipal wells, January 2005

through May 2009. Figure 3-26. Static water elevations in Forest Junction, WI municipal wells, January 2006

through December 2008. Well 2 was drilled in March 2006 and began pumping in early 2007.

Figure 3-27. Static water elevations in Kimberly, WI municipal wells, January 1974 through February 2009. Water levels have typically been recorded in February and August each year.

Figure 3-28. Static water elevations in Little Chute, WI municipal wells, January 1997 through December 2008.

Figure 3-29. Static water elevations in Darboy, WI municipal Wells 1 and 3, January 1985 through January 2008.

Figure 3-30. Static water elevations in Wrightstown, WI municipal wells, January 2005 through February 2009.

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Figure 3-31. Monthly withdrawals from the deep sandstone aquifer in the Green Bay, WI, area between 1956 and 1958. The City of Green Bay stopped pumping groundwater for its municipal supply in August 1967. (Modified after Knowles, 1964.)

Figure 3-32. Monthly withdrawals from the sandstone aquifer in central Brown County during the three-year period between January 2006 and December 2008.

Figure 3-33. Withdrawal rates for selected high volume users and potentiometric surface in central Brown County 2004-2005

Figure 3-34. Withdrawal rates for selected high volume users and potentiometric surface in central Brown County in 2008

Figure 3-35. Withdrawal rates (2008 estimate) for selected high capacity wells and potentiometric surface in central Brown County in 2009

Figure 3-36. Monthly withdrawals from the deep aquifer in the pumping center around the Fox Cities cone of depression. Seasonal variation is apparent, but overall pumping appears to have remained steady during the two years shown.

Figure 3-37. Monthly withdrawals from the deep sandstone aquifer in the Northeast GMA, 2006-2008

Figure 3-38. Municipal wells in which static water level elevations were below the sulfide cement horizon before the recent switch to surface water in central Brown County

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CHAPTER 1 - INTRODUCTION Problem Statement Wisconsin, with its many lakes and rivers, abundant groundwater supplies, and

close proximity to the Great Lakes, is a water-rich state. Like any natural resource,

however, Wisconsin’s water supplies are limited and must be managed responsibly.

Concerns about the quality and quantity of the state’s water supplies have led to the

development and implementation of policy and legislation at local, state, and federal

levels, all of which affect the management of Wisconsin’s water resources. Some

important examples of such legislation pertain specifically to groundwater.

Notable Groundwater Policies

One example of such legislation was 1983 Wisconsin Act 410, Wisconsin’s

Comprehensive Groundwater Protection Act (1983 Wisconsin Assembly), signed into

law in 1984. This legislation contained several important components that focused on the

quality of Wisconsin’s groundwater by expanding the state’s legal, organizational, and

financial capacity for controlling groundwater pollution with a multi-agency regulatory

approach.

At the same time that Act 410 was being developed at the state level, the U.S.

Environmental Protection Agency (EPA) proposed adopting a nationwide groundwater

approach involving aquifer classification, in which each aquifer would be classified

according to its potential use, value, or vulnerability, and assigned a corresponding

protection level. This classification system would have deemed certain aquifers as

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industrial and thus never again usable for human water supply. Wisconsin rejected this

system for its aquifers and, in a significant section of Act 410, established that all

groundwater in the state must be protected equally to ensure that it could continue to be

suitable for use in the future, rather than assigning a permanent classification that could

result in irreversible damage to an aquifer (Wisconsin GCC, 2009).

1983 Wisconsin Act 410 also recognized the need for additional groundwater

monitoring and data management efforts and called for research into subjects such as

contamination prevention and remediation, environmental and human health effects of

pollution, and basic studies of Wisconsin geology, soils, and groundwater hydrology.

The Groundwater Protection Act also recognized that the management of groundwater

resources was a responsibility divided among numerous agencies and created the

Groundwater Coordinating Council (GCC) to advise and assist state agencies in the

coordination of non-regulatory programs and the exchange of groundwater-related

information. It also clarified the powers and responsibilities of local governments to

protect groundwater consistent with and in partnership with state law.

Two decades later, Wisconsin passed an act that addressed groundwater quantity.

Wisconsin’s Groundwater Protection Act, 2003 Wisconsin Act 310, expanded the state’s

authority to consider environmental impacts of high capacity wells and instituted a

framework for addressing water quantity issues in specific geographic areas of the state

that were experiencing rapid growth. The legislation recognized that surface water and

groundwater are closely linked, and that all wells impact groundwater quality and

quantity. Act 310 expanded the regulation of high capacity wells in the state by requiring

all high capacity well owners to obtain permits for their wells and to submit annual

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pumping reports. It gave the Wisconsin Department of Natural Resources (WDNR)

authority to deny or limit approval for wells that may have damaging environmental

impacts for springs or trout streams, or wells for which more than 95% of the water

withdrawn will be lost from the drainage basin.

Act 310 also directed the WDNR to establish two groundwater management areas

(GMAs) in response to aquifer drawdowns in the state. A number of areas in Wisconsin

have experienced declining water levels as a result of increased demand for water. Major

areas of drawdown in the state include the following cities and their surrounding areas;

Milwaukee and Waukesha in the southeast, Green Bay and Appleton in the northeast,

Madison in the southwest, and Fond du Lac in the east-central part of Wisconsin

(Bradbury and Krohelski, 2005). The two initial GMAs were established in northeastern

and southeastern Wisconsin. Both of these regions obtain much of their groundwater

from a deep confined aquifer. The deep aquifer is composed of sandstones and

carbonates and is confined by dolostones. In the eastern part of Wisconsin, the confining

unit also contains shale.

The boundaries of the two GMAs were designated by defining areas where the

potentiometric surface of the deep aquifer in each location had been reduced by 150 feet

or more below the level it would be if no groundwater had ever been pumped

(2003 Wisconsin Act 310). These criteria were applied for the state’s first two GMAs,

but future GMAs could be defined by using other criteria, depending on conditions in that

area. Figure 1-1 shows the locations of the two GMAs established by Act 310.

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Southeast GMA

The Southeast GMA (SEGMA) includes all of Kenosha County, Milwaukee

County, Ozaukee County, Racine County, Waukesha County, and portions of Walworth

and Washington Counties. The SEGMA covers less than five percent of the land area of

the state, but is home to almost 36 percent of the state’s population, according to the

Wisconsin Groundwater Advisory Committee (2006). The City of Milwaukee and

surrounding suburbs are located within the boundaries of the SEGMA.

Figure 1-1. Location of GMAs in Wisconsin (Luczaj and Hart, 2009)

The most heavily used groundwater source in the SEGMA is a confined aquifer

system. In 2002, the Southeast Regional Planning Commission estimated that users in

Waukesha County alone withdrew 31.5 million gallons per day from the deep aquifer and

reported that drawdowns of the potentiometric surface in the deep aquifer exceeded

450 feet. A small amount of water is obtained from shallow aquifers, as well. The

hydrostratigraphy and groundwater supply in southeast Wisconsin have been the subject

of numerous studies and modeling efforts, as described by Feinstein et al. (2005).

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While the deep aquifer supplies water for some communities in southeastern

Wisconsin, several public utilities within the SEGMA obtain their water supplies from

Lake Michigan. Lake Michigan provides water for approximately 63 percent of the

population in the SEGMA (SEWRPC, 2002), however, this source is only available to

those users located within the Lake Michigan basin. Access to Great Lakes water for

public use is regulated by the Great Lakes Compact, a protection agreement approved by

eight states that surround the Great Lakes and signed into law in October 2008 (Egan,

2008). According to this law, any municipality, industry, or other potential user located

outside of the Lake Michigan basin must receive approval before diverting any Lake

Michigan water out of the basin. The City of New Berlin, in Waukesha County, lies

partially within the Great Lakes Basin and was the first community to seek and gain

approval to receive diverted water under the Great Lakes Compact (Enriquez, 2009). The

City of Waukesha, located west of Milwaukee and entirely outside of the drainage basin,

has been pursuing Lake Michigan water in a less successful and highly controversial

effort (Behm, 2009).

Northeast GMA

The second GMA is in northeastern Wisconsin and includes all of Brown County,

as well as portions of Outagamie and Calumet Counties. In Outagamie County, the U.S.

Public Land Survey Townships included in the Northeast GMA (NEGMA) are Grand

Chute, Van den Broek, Buchanan, Freedom, and Kaukauna. In Calumet County, the

Townships of Woodville and Harrison are included. The NEGMA constitutes

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approximately 2.7 percent of the land surface area of Wisconsin (Wisconsin Groundwater

Advisory Committee, 2006).

Similar to the SEGMA (Figure 1-1), the confined deep aquifer provides

groundwater for many uses in the NEGMA and has experienced declining water levels as

withdrawals continue. In central Brown County, near De Pere and Allouez, drawdowns

were more than 300 feet in 2005. To the southwest, around the communities of

Kaukauna, Little Chute, and Kimberly, drawdown of the potentiometric surface of the

deep aquifer has exceeded 200 feet.

While many communities continue to use groundwater for their public supplies,

some use surface water. Appleton, for example, obtains its water from nearby Lake

Winnebago. Because the entire NEGMA is within the Lake Michigan basin, there are no

constraints preventing the transfer of Great Lakes water for use in the GMA, and

numerous communities have chosen to obtain their municipal supplies from Lake

Michigan.

In 1957, the City of Green Bay stopped withdrawing groundwater for its

municipal supply and began instead using Lake Michigan water. Between 2006 and

2007, eight additional communities in the NEGMA switched from groundwater to

surface water for their municipal supplies, reducing the amount of groundwater

withdrawals and decreasing the amount of drawdown of the potentiometric surface within

the deep aquifer.

The GMAs were established to encourage a coordinated management strategy

among the state, local government units, regional planning commissions, and public and

private users of groundwater to address problems caused by over-pumping of the deep

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aquifer. To contribute to this management effort, the research described herein refines

the understanding of the groundwater resources of the Northeast GMA by addressing a

number of questions.

Objectives

The primary objective of this research was to collect and analyze three types of

data to help refine the understanding of the hydrogeology of the Northeast GMA. These

three categories include hydrostratigraphy, water levels, and pumping rates. Data were

obtained for a variety of locations, including wells and boreholes throughout the study

area, with a focus on the deep aquifer. Much of the research for this project was

completed as part of a WDNR-funded project (Luczaj and Hart, 2009). In addition, a

two-year U.S. Geological Survey funded project to map the bedrock geology of Brown

County (Luczaj and McLaughlin, 2007, 2008) has provided resources and information to

contribute to the understanding of the hydrostratigraphy of the region.

This study was necessary because of the large data gaps in our understanding of

water levels and pumping rates of the NEGMA. In 1998, results of groundwater flow

modeling were published for this region (Walker et al., 1998; Conlon, 1998). Since that

time, there has been little data collection and less analysis of the hydrogeology in the

GMA. Between 1998 and the beginning of this project in 2007, the variation in pumping

rates or water levels was not fully known and there was little knowledge of the overall

state of the resource. Some data were available in WDNR and Public Service

Commission records submitted by municipalities but they had not been compiled or

analyzed comprehensively.

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This project contains three major components, each of which focuses on different

aspects of the hydrogeology of the NEGMA. The first component is a refined

understanding of the hydrostratigraphy of the Northeast GMA, with a focus on the Green

Bay region. The two remaining components are pumping rates and water levels over

time. A Microsoft Access database (Appendix 3) contains the data compiled for these

categories.

Background

The Northeast GMA includes all of Brown County and parts of Outagamie and

Calumet counties (Figures 1-1, 1-2, and 1-3). It has an area of approximately 700 square

miles, lies completely within the Great Lakes drainage basin, and is home to more than

350,000 people (U.S. Census, 2009). As concerns over groundwater quantity and quality

have grown in this region, surface water has become the predominant source of municipal

water supply for the larger municipalities. Still, significant industrial, commercial,

municipal, and residential groundwater use continues in the Northeast GMA.

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Figure 1-2. Townships and municipalities of the Northeast GMA, with emphasis on municipalities that recently switched from groundwater to surface water. Black dots represent municipal wells for which water levels were recorded after the switch to surface water.

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Figure 1-3. Locations of wells with recovery curves, boreholes, and coreholes in this report.

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The geology of the area (Figure 1-4) is generally similar to that of southeastern

Wisconsin with a few important stratigraphic differences. The area is underlain by a

basement of Precambrian crystalline rocks at depths ranging from around 700 feet in the

northwest to as much as 1,700 feet, with depths increasing toward the southeast. These

crystalline rocks are thought to have little capacity for groundwater production. Above

the crystalline bedrock is the deep confined aquifer, which consists of Cambrian and

Ordovician sandstone and dolostone. These rocks go from the Mount Simon Sandstone

at the bottom of the section to the St. Peter Sandstone at the top of the section and form a

deep aquifer with a thickness of around 600 feet. The Prairie du Chien Group dolostones

(up to 200 feet thick) are present within this aquifer, sandwiched between the Cambrian

and Ordovician sandstones. This aquifer is very productive and was historically the

predominant source of water for the region. Water from the deep confined aquifer is

generally considered to be high quality, but in some areas has experienced high

concentrations of radium and arsenic. Above the deep aquifer is a confining unit, the

Ordovician Sinnipee Group, containing dolostone and shaly dolostone with a thickness of

200 feet. In the eastern part of the NEGMA, the Sinnipee Group is overlain by the

Maquoketa Shale and several Silurian dolostone formations. The Maquoketa Shale is

considered an aquitard because it is a low permeability unit that can both store

groundwater and transmit it from one aquifer to another. The Silurian dolostone units

are part of a regional karst aquifer that typically does not produce nearly as much water

as the deep sandstone aquifer. The Silurian units often have water quality problems

relating to bacteria and nitrate contamination. A variety of glacial materials ranging in

thickness from 0 to 200 feet covers the bedrock.

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Figure 1-4. Generalized cross section showing the regional hydrostratigraphy in the Northeast GMA (modified after Batten and Bradbury, 1996; Conlon, 1998). The NEGMA has a history of substantial drawdowns in the deep confined

aquifer in two general locations. The largest cone of depression is centered in central

Brown County near the Green Bay metropolitan area, and the other is centered in the Fox

Cities area between Kimberly and Kaukauna (Figure 1-2, 3-9). The most significant

historical changes in the NEGMA occurred in central Brown County, and they are the

focus of this thesis.

The problem of declining water levels in northeastern Wisconsin first impacted

the Green Bay area. In the Green Bay area, the first wells open to the deep aquifer were

drilled in the late 1800s and early 1900s. At that time, water levels were approximately

100 feet above ground surface (Weidman and Schultz, 1915), and with water pressures

around 40 feet per square inch, were among the strongest artesian flows observed in

Wisconsin. By 1915, water levels in De Pere and Green Bay wells had been reduced to

12 feet and 9 feet, respectively, above ground surface.

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Between the time the first wells were drilled and 1957, groundwater was the

major source of water for the Green Bay area. In the mid 1950s, 13 million gallons per

day (Mgd) were withdrawn from the deep aquifer in the Green Bay metropolitan area,

with the City of Green Bay wells accounting for approximately half of those withdrawals.

At the time, water levels were as low as 340 feet below land surface due to pumping of

the deep aquifer. Because of this drawdown, Green Bay switched from groundwater to

surface water in 1957. The switch significantly reduced pumping and water levels

rebounded accordingly, from lows of around 340 feet below ground surface to less than

100 feet below ground surface (Figure 1-5). The rebounds and pumping rates are

documented in Knowles (1964).

Over the subsequent 50 years, pumping rates for municipal and industrial wells in

the communities surrounding Green Bay had increased significantly. By 1979, 22 years

after Green Bay switched to surface water, approximately 8.9 Mgd of groundwater were

withdrawn from the deep aquifer in Brown County (Krohelski, 1986). At that time, six

public supply systems and four industrial users were responsible for 60 percent of that

amount. By 2005, approximately 14-16 Mgd were being withdrawn from the deep

aquifer in central Brown County, as estimated in this study. In response to increased

withdrawals between the early 1960s and 2005, water levels in the deep sandstone aquifer

decreased at a rate of 2-3 feet per year to reach conditions similar to those present in

1957. Figure 1-5 shows water levels over this time period for well BN-076, located in

Green Bay, Wisconsin at the mouth of the Fox River. The Wisconsin Groundwater

Monitoring Network maintains water level records for this well.

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Figure 1-5. Water levels over a 54-year period in Well BN-076, Green Bay, WI. The water level recovery events of 1957 and 2007 are both illustrated in this hydrograph. In 1992, eleven communities surrounding Green Bay commissioned an

engineering report to study long-term solutions to the declining water levels in the deep

aquifer system (Consoer, Townsend & Associates, Inc., 1992). The report concluded that

the deep aquifer system in the Green Bay metropolitan area would not be able to sustain

the needs of the community over the following 10 to 20 years.

While regional decreases in deep aquifer water levels were a significant long-term

water quantity concern, water quality also received attention, particularly with respect to

radium.

15

Radium

While drawdowns in the deep aquifer have raised questions about the quantity of

the resource, groundwater quality policy in the Northeast GMA was a major driver for

the switch to surface water by eight communities (Egan, 2006).

In December 2000, the National Primary Drinking Water Regulations;

Radionuclides; Final Rule was published (U.S. EPA, 2000). Radium is metabolized by

the human body much like calcium is. Trace quantities ingested over time result in the

accumulation of radium in the skeleton, potentially leading to bone and sinus cancer

(Guse et al., 2002). Because of these health concerns, the United States EPA worked

over several decades to develop standards for radium in drinking water.

In the 2000 regulation, the U.S. EPA established acceptable levels of

radioactive contaminants in drinking water, as well as monitoring and reporting

standards. The U.S. EPA (2000) estimated that only 300 of the nation’s

54,000 community water services would be affected by the new standards, scheduled to

take effect in 2006.

In the United States, two geologic regions have been identified as having

notably high radium content in groundwater. One region includes the Piedmont and

Coastal Plain provinces of New Jersey, North Carolina, and Georgia. The second region

includes parts of Minnesota, Iowa, Illinois, Missouri, and much of Wisconsin (Gilkeson

and Cowart, 1987). How the high radium levels developed in such limited areas is not

fully understood, but a number of explanations have been proposed by Gilkeson and

Cowart (1983), Weaver and Bahr (1991), and Grundl and Cape (2006).

16

The Northeast GMA is located within the region of high radium levels and

without treatment, water drawn from municipal wells would have exceeded the EPA’s

new radium limits. To avoid large fines for violations, communities had to decide how to

comply with the new standards. Options included costly treatment, blending

contaminated water with surface water, and switching entirely to surface water for their

municipal supplies. As mentioned previously, eight communities chose to purchase

surface water rather than implement treatment. While groundwater quantity was

receiving regulatory attention at the time, compliance with the new U.S. EPA radium

standards was the principal driving force for this switch.

CBCWA

With new radium standards scheduled to take effect in 2006, water utilities had to

develop compliance strategies. State Legislation passed in 1998 (1997 Wisconsin

Assembly, 1997) allowed communities to combine efforts to address water problems. In

1999 the Central Brown County Water Authority (CBCWA) was formed. The CBCWA

communities (the City of De Pere, the Villages of Allouez, Bellevue, and Howard, and

the Towns of Lawrence, and Ledgeview) considered several solutions for their water

supply concerns. These options included purchasing water from Green Bay or

independently building a pipeline to Lake Michigan. After comparing these options amid

much political controversy (e.g., Egan, 2006), the CBCWA signed an agreement to

purchase water from the City of Manitowoc’s Public Water Utility. The Village of

Ashwaubenon and the Town of Scott opted to address their water needs by signing

agreements to purchase their municipal water from the City of Green Bay. Scott’s well

17

was turned off in October 2006 and Ashwaubenon stopped pumping groundwater in

June 2006.

Construction of the CBCWA pipeline project began in 2006. The 65-mile long

pipeline cost more than $80 million to build and would eventually transport water from

Manitowoc’s processing facility on the shore of Lake Michigan to each of the CBCWA

communities. The project was completed and all member communities were connected

and receiving surface water by autumn of 2007. All eight communities that stopped

pumping groundwater are shown in Figure 1-2.

The switch from groundwater to surface water by these eight communities has

resulted in a substantial reduction in withdrawals from the deep aquifer. Since the

switch, water levels in the aquifer have shown dramatic recovery (e.g., Figure 1-5), which

is the major focus of this study.

18

CHAPTER 2 – HYDROSTRATIGRAPHY Hydrostratigraphy describes the aquifers and confining units within a geologic

framework. The characteristics of rock formations and sequences influence how

groundwater moves through them. The geologic and stratigraphic framework of the

study area are described in the following paragraphs.

Geologic Framework

In general, the geology of the northeast GMA can be described as sandstone and

carbonate layers that rest upon a basement of crystalline rock. The presence, thickness,

and composition of rock units described in this report vary throughout the study area.

The Northeast GMA is underlain by a basement of Precambrian crystalline

igneous and metamorphic rocks (Krohelski, 1986; Young, 1992). The Precambrian rocks

are overlain by sedimentary rocks that are Cambrian to Silurian in age. Cambrian to

Ordovician sedimentary rocks comprise the deep aquifer, described in detail later in this

section. The deep aquifer is overlain and confined by a sequence of dolostone, shaly

dolostone, and some shale. Silurian dolostone overlies the confining layer in the eastern

portion of the study area and is generally an aquifer, although it does not typically

produce as much water as the deep aquifer. Pleistocene lacustrine clays, tills, and other

glacial sediments overlie the entire sequence. The clays and tills generally act as

aquitards, while other sediments could act as either aquifers or aquitards (Hooyer et al.,

2009). Figures 2-1, 2-2, and 2-3 are cross sections illustrating the stratigraphy of the

Northeast GMA. Table 2-1 and Figure 1-4 summarize regional geology and

hydrostratigraphy.

19

Precambrian

The study area is underlain by a basement of Precambrian igneous and

metamorphic rock that slopes eastward at about 31 feet per mile in the western half of the

county and increases to about 35 feet per mile between Scott and Luxemburg, Wisconsin

(Batten and Bradbury, 1996). These rocks are often described as granite in well

construction records and geologic logs, but can also contain some schist and other

crystalline rocks. The depth of the Precambrian rock surface ranges from 700 to

1,700 feet, increasing towards the east (Krohelski, 1986; this study).

20

Figure 2-1. West to east cross section. BN-424 is McKeefry Borehole, Pulaski, Wisconsin; BF214 is Village of Howard Well 2; BF197 is City of Green Bay Well 10; BF191 is City of Green Bay Well 4; BN-422 is Shorewood Golf Course Well at UW-Green Bay; BF216 is Town of Scott Well 1; KW-003 is former Green Bay and Western Railroad well, Luxemburg, Wisconsin. Gamma logs are shown for BN-424 and BN-422, as well as a log from MW-1 near BF197 (Green Bay Well 10). Ranges of vertical conductivity values (Kv) for the confining unit, as well as horizontal conductivity values (Kh) for the deep aquifer are shown for wells that were included in the Hantush pumping test analysis for this study. Dashed black lines indicated inferred contacts. The dashed blue line indicates the potentiometric surface in the deep aquifer in 2005, before eight communities switched to surface water. The solid blue line shows the potentiometric surface in 2008, after the switch. 2005 water levels for nearby wells were used for BN-424 and BF214, as water levels were not available for these specific wells at that time.

21

Figure 2-2. Southwest to northeast cross section across the Northeast GMA. BG582 is Village of Little Chute Well 1; NY679 is Village of Wrightstown Well 4; BF223 is Village of Wrightstown Well 2; BF187 is City of De Pere Well 5; BF211 is Village of Bellevue Well 2; BF216 is Town of Scott Well 1, which also appears on the west to east cross section in Figure 2-1. Ranges of vertical conductivity values (Kv) for the confining unit, as well as horizontal conductivity values (Kh) for the deep aquifer are shown for wells that were included in the Hantush pumping test analysis for this study. Dashed black lines indicated inferred contacts. The dashed blue line indicates the potentiometric surface in the deep aquifer in 2005, before eight communities switched to surface water. The solid blue line shows the potentiometric surface in 2008, after the switch.

22

Figure 2-3. North to south cross section across the Northeast GMA. BF257 is Forest Junction Water Utility Well 1; BF217 is Wrightstown Sanitary District Well 1; BF188 is City of De Pere Well 6; BF185 is City of De Pere Well 3; BF208 is Village of Ashwaubenon Well 4; BF209 is Village of Ashwaubenon Well 5, BF215 is Village of Howard Well 3, and MG177 is Suamico Sanitary District Well 3. Dashed black lines indicated inferred contacts. The dashed blue line indicates the potentiometric surface in the deep aquifer in 2005, before eight communities switched to surface water. The solid blue line shows the potentiometric surface in 2008-2009, after the switch. A fault believed to cause at least 100 feet of vertical displacement, visible approximately three miles north of Well BF217 above, is currently being studied by Luczaj (2009).

23

Cambrian The Cambrian geologic units interpreted to be present in the Northeast GMA are

presented in Table 2-1. The Elk Mound Group is the oldest Cambrian rock group and has

a uniform thickness of 250 to 300 feet in the Northeast GMA. The Elk Mound contains,

in ascending order, the Mount Simon, Eau Claire, and Wonewoc formations. The Mount

Simon Formation consists of poorly cemented, subangular, fine to very fine-grained

sandstone, which may be silty. The Wonewoc Formation consists of poorly cemented,

subrounded, medium- to coarse-grained sandstone. Because it can be difficult to

distinguish these formations, and because the Eau Claire Formation cannot be identified

in Brown County, these rocks are referred to by their group name (Krohelski, 1986).

Above the Elk Mound Group lies the Tunnel City Group, a sandstone sequence

100-150 feet thick in the Northeast GMA. The Tunnel City Group, known as the

Franconia Formation in older publications, includes the Mazomanie and Lone Rock

Formations. The Mazomanie Formation is a fine to medium grained feldspathic

sandstone. The Lone Rock Formation ranges from a dolomitic, feldspathic, glauconitic

siltstone or sandstone to a sandy glauconitic dolomite. Abundant glauconite, where

present, often gives these sandstones a distinctive green color. Either or both of these

formations can be present throughout the study area (Krohelski, 1986 and Young, 1992).

In a borehole drilled near Pulaski, WI (discussed below), there were no glauconite-rich

stratigraphic horizons typical of the Tunnel City Group. This could be because of a

facies change within the unit as one moves toward the Wisconsin arch. Comparing a

gamma log from the McKeefry borehole (Figure 2-21) to published logs from regional

boreholes that contain the Tunnel City Group indicated that the Tunnel City was probably

24

present and that most or all of the Trempelau Group had been removed by erosion. The

Trempeleau Group, the youngest in the Cambrian sequence, overlies the Tunnel City

Group and is typically 20-50 feet thick where present (Batten and Bradbury, 1996). The

Trempeleau consists of the St. Lawrence and Jordan Formations. The St. Lawrence

Formation is a silty, shaly dolomite that commonly contains glauconite and might be

present in parts of the study area. The Jordan Formation is composed of very fine to very

coarse sandstone and can contain dolomite, shale, and glauconite (Krohelski, 1986).

Ordovician

The early Ordovician Prairie du Chien Group overlies the Trempeleau Group in

most of the Northeast GMA. However, in some locations it is absent due to erosion that

occurred before the deposition of the overlying Ancell Group. Where present, the Prairie

du Chien can be up to 200 feet thick. The Prairie du Chien includes the Oneota and

Shakopee formations. The Oneota Formation consists of fine to coarse grained, tan to

light gray dolostone with variable amounts of chert and sand (Young, 1992). Overlying

the Oneota, the Shakopee Formation consists of two members, the New Richmond and

Willow River. The New Richmond Member, where present, is often distinguished

because it contains fine to medium grained quartzose sandstone. The Willow River

Member of the Shakopee is typically a very fine to fine grained, sandy dolomite that

often contains algal beds and chert (Young, 1992).

While the lithostratigraphy of the Northeast GMA is generally similar to that of

southeastern Wisconsin, the presence of the Prairie du Chien Group is an important

25

difference between the two regions. In southeastern Wisconsin, the Prairie du Chien

sequence is largely absent, and absence of this unit can influence groundwater flow.

Above the Prairie du Chien is the Ancell Group, which consists of the St. Peter

and Glenwood formations. The St. Peter is primarily a pure, poorly-cemented, fine- to

medium-grained quartz sandstone that contains some sandy shale (Mai and Dott, 1985).

The thickness of the St. Peter Formation varies significantly in the study area. It is

thickest (up to 300 feet) beneath the Fox River Valley near De Pere, thins rapidly to

40 feet over several miles to the east and west, and is nonexistent in some areas

(Krohelski, 1986; this study). The variations in thickness occur because of the erosion

that took place on the surface of the underlying Prairie du Chien Group before the St.

Peter was deposited. In northwestern Brown County, Krohelski (1986) describes, in

cross section, a dramatic thickening of the Ancell Group that cuts entirely through the

Prairie du Chien Group several miles southeast of Pulaski. Similar conditions were

observed in the Pulaski borehole (BN-424; WUWN WH979) where the Prairie du Chien

Group was completely absent (Figure 2-21).

26

Table 2-1: Geology and hydrostratigraphy of Wisconsin’s Northeast GMA (Modified after Knowles, 1964; Krohelski, 1986; and Conlon, 1998)

Geologic Age Geologic Unit (thickness) Lithology Hydrostratigraphic Unit

CEN

OZO

IC Quaternary

(Pleistocene) Unconsolidated deposits (0-200+ ft)

Lacustrine silt and clay, till, fluvial sand and gravel, and other deposits.

Local unconfined aquifer (sand and gravel) or regional confining unit (lacustrine clays and tills)

PALE

OZO

IC

Silurian Undifferentiated(0-500 ft)

Dolostone Upper Aquifer

Ordovician Maquoketa Formation (0-500 ft)

Dolomitic shale.

Confining Unit Sinnipee Group (70-200 ft)

Dolostone with some shale.

Ancell Group (0-300 ft)

Silty sandstone, fine- to medium-grained sandstone, sandy shale. Confined Deep Aquifer

Prairie du Chien Group (0-200 ft)

Dolostone with varying amounts of oolitic chert and minor sandstone.

Acts as an aquitard, relative to the adjacent sandstones

Cambrian Trempealeau Group (0-50 ft)

Fine- to medium-grained sandstone with some silty glauconitic dolomite.

Confined Deep Aquifer Tunnel City Group (100-150 ft)

Fine- to medium-grained sandstone, silty sandstone to sandy dolomite.

Elk Mound Group (250-300 ft)

Very-fine to fine-grained sandstone and medium- to coarse-grained sandstone.

PREC

AM

BR

IAN

Precambrian Undifferentiated Crystalline rock, predominantly red granite, contains igneous and metamorphic rock.

Yields little to no water.

27

In Wisconsin, the St. Peter Formation consists of two members, the Tonti and the

Readstown. The Tonti Member is poorly cemented quartz sandstone, and makes up most

to all of the thickness of the St. Peter, where present. The Readstown Member, referred

to as the Kress Member in older publications, is described as very poorly sorted deposits

of white to red or orange cherty conglomerate that may contain clayey sandstone with red

to brown shale (Krohelski, 1986; Young, 1992). The Readstown Member shows lateral

lithologic variation and changes considerably in thickness. While it has not been studied

closely in northeastern Wisconsin, investigations in southwestern Wisconsin, Iowa,

Minnesota, Missouri, and Illinois have found that the contact between the Readstown and

the underlying Prairie du Chien dolostones is sharply undulatory and shows pronounced

relief locally (Grether and Clark, 1980). Thwaites (1961), Templeton and Willman

(1963), Buschbach (1964), and Grether and Clark (1980) propose that the Readstown

Member is a reworked residuum of the weathering of the underlying Prairie du Chien

Shakopee Formation and represents an unconformity between the Prairie du Chien and

Ancell Groups. This unit is interpreted to be present in the Pulaski borehole (BN-424).

The Readstown Member was identified by name in well construction reports and

lithologic logs throughout the study area, and descriptions of red or brown shale in these

records indicate the presence of the Readstown Member in northeastern Wisconsin. The

Glenwood Formation overlies the St. Peter and is a thin black/brown shale generally less

than a few feet in thickness.

The Ordovician Sinnipee Group overlies the Ancell Group and is composed of

dolostone and some shale. The unit is a uniform 200 feet thick where not eroded, and

thins to as little as 70 feet thick where eroded to the northwest of the GMA. The unit

28

consists of the Platteville and Galena Formations, which are buff to gray medium- to

thick-bedded dolostone. Substantial thicknesses of greenish shale interbeds are present at

various intervals in the Galena Formation.

In the eastern half of the Northeast GMA, the Sinnipee Group is overlain by the

Ordovician Maquoketa Formation. The Maquoketa Shale is soft, bluish-gray to dark

green/brown dolomitic shale that contains some beds of gray fossiliferous dolomite. This

formation is typically relatively impermeable, but is fractured and highly conductive in

some places. Where present, these conditions could affect regional groundwater flow.

Highly conductive fractures observed in a corehole drilled in 2009 in Greenleaf,

Wisconsin (John Luczaj, personal communication, December 2009) will be better

understood when the Wisconsin Geologic and Natural History Survey (WGNHS)

conducts packer testing at the site early in 2010.

The Maquoketa is present in a narrow belt (1 to 5 miles wide) just west of the

Niagara escarpment (Knowles, 1964) and everywhere to the east beneath the Silurian.

Where not eroded, the unit thickens from 320 feet in the southern part of Brown County

to about 500 feet toward the northeast.

Silurian Carbonates and Pleistocene to Modern Sediments

There are several Silurian dolostone units that overlie the Maquoketa Shale.

Their western erosional limit defines the Niagara escarpment that runs southwest to

northeast across Brown County. In ascending stratigraphic order, these units are the

Mayville Formation, the Burnt Bluff Group, the Manistique Formation, and the Engadine

Formation. Together, they are as much as 450 – 500 feet thick in the eastern and

southeastern portion of the GMA.

29

Pleistocene deposits overlie the Paleozoic rock and range in thickness from 0 to

200 feet throughout the Northeast GMA. The unconsolidated materials consist mostly of

fine grained silts and clays (Need, 1985) that were deposited by glacial Lake Oshkosh

that existed in front of the Green Bay Lobe of the Laurentide Ice Sheet during the last

glaciation. The glacial till “hardpan” and the lacustrine silt and clay sediments are

thought to significantly contribute as a regional confining unit (Hooyer et al., 2008).

Hydrostratigraphy

The rocks described above form the hydrostratigraphic units of the Northeast

GMA. Several aquifers and confining units are present in this sequence and their

characteristics provide the framework for groundwater movement within the region.

The deep sandstone aquifer (“deep aquifer”), the focus of this study, overlies the

Precambrian basement crystalline rocks. The deep aquifer is a high-yield groundwater

source for the region. It contains the Cambrian sandstones, the Prairie du Chien Group,

and the Ancell Group and ranges in thickness from 550 to 640 feet in the Green Bay area

(Knowles, 1964). The sandstones in the lower part of the aquifer are the most productive,

and the Prairie du Chien carbonates are believed to contribute only small amounts of

water from openings along fractures and bedding planes (Knowles, 1964). The Prairie du

Chien Group dolostones likely act as an aquitard, where present, and have the potential to

hydraulically disconnect the Cambrian sandstones from those of the Ancell Group.

Where the Prairie du Chien Group, with its confining properties, is absent, the deep

aquifer is a single connected series of mostly sandstones. Flow in such locations is very

different from locations where the Prairie du Chien is present. The shales of the

30

Readstown Member at the base of the St. Peter Sandstone were found to have very low

vertical hydraulic conductivity in the McKeefry Borehole (Figure 2-21), and could act as

a confining layer within the aquifer, where present. The thickness of the rock units

within the deep aquifer varies considerably throughout the study area. In areas where the

St. Peter Sandstone is thin or non-existent, the Prairie du Chien Group is very thick, and

where the Prairie du Chien Group is thin, the St. Peter tends to be thick (Emmons, 1987).

Because its thickness is highly variable, and because it is not always separated from the

Cambrian sandstones by the Prairie du Chien Group, the St. Peter’s contribution to the

deep aquifer system is variable, but can be important.

Previous researchers (Krohelski, 1986; Emmons, 1987; Mandle and Kontis, 1992;

and Batten and Bradbury, 1996) have divided the lithologic sequence into multiple

aquifers and confining units. Conlon (1998) grouped all Cambrian sandstones with the

Ordovician Prairie du Chien and Ancell Groups as a single deep aquifer unit. For this

study, Conlon’s (1998) interpretation of the hydrostratigraphy is applied for a number of

reasons. First, much of the water level data used for this study are from wells that

penetrate the deep aquifer units to various depths or from wells in which parts of the

aquifer are restricted by casing. Many deep aquifer wells are open to more than one

sandstone unit, which allows interaquifer flow, thus potentially equalizing the water

levels among the different sandstone units. Also, a confining unit, the Eau Claire

Formation, that has been described as separating the Elk Mound Group into two aquifers

is not easily distinguished from its neighboring sandstones and is not always present in

the Northeast GMA (Young, 1992). Finally, Emmons (1987) showed that water levels

throughout the Paleozoic sequence below the Sinnipee Group are similar.

31

The hydrogeologic properties of the deep aquifer are generally similar throughout

the study area. Published well test results have shown the horizontal hydraulic

conductivity of the deep aquifer to range between 1.2 and 23.0 ft/day (Conlon, 1998).

Table 2-2 contains a compilation of hydraulic values from this study and published

sources.

Water enters the deep aquifer primarily when precipitation infiltrates outcrop

areas in northwestern Brown County, eastern Outagamie and Shawano Counties, and

southern Oconto County (Knowles, 1964). Recharge is favorable in these areas because

the uppermost layers of the deep aquifer have a coarse texture and the Sinnipee-

Maquoketa unit and the glacial lake clays of Glacial Lake Oshkosh are thin or absent,

allowing vertical leakage through the confining units. Recharge occurs fairly quickly

after precipitation, but does not occur uniformly over the study area. Recharge is highest

in the spring and fall (Krohelski, 1986).

Groundwater in Brown County is typically a calcium magnesium bicarbonate type

(Knowles et al., 1964; Krohelski, 1986) and is very hard, which can reduce the

effectiveness of detergents and cause lime buildup in pipes and appliances. Wells

between the Fox River and the Silurian escarpment, particularly those finished in the

Maquoketa Formation, have been found to produce water with significantly higher

concentrations of sodium and sulfate than other wells (Krohelski, 1986), and elevated

levels of fluoride, iron, and dissolved solids have been reported in some wells open to the

deep aquifer (Knowles, 1964). Naturally occurring radium, arsenic, and strontium (Dave

Johnson, personal communication, 2009) in the deep aquifer have recently drawn concern

32

as well. Despite these concerns, the water of the deep aquifer is generally of good quality

suitable for most purposes.

The deep aquifer is confined from above by the overlying Maquoketa Formation

and Sinnipee Group, which form a continuous low conductivity layer that thins and

becomes absent toward the west. The Sinnipee Group (along with the Maquoketa Shale,

where present) typically acts as a confining layer for the deep aquifer. These units are

observed to be fractured in many locations (John Luczaj, personal communication,

December 2009), which can allow more leakage. Published well test results (Conlon,

1998) indicate that the vertical hydraulic conductivity of the Maquoketa-Sinnipee

confining unit ranges from 0.000004 to 0.007 ft/day, with higher values generally to the

west where the units thin (Table 2-2).

Above the confining unit is the upper aquifer, composed of Silurian dolostone.

This aquifer can produce large quantities of water but the water is poor quality in many

places due to contamination. The carbonate rocks of the shallow aquifer are highly

fractured karst (Muldoon et al., 2001). The fractured and karsted nature of these rocks,

along with their close proximity to the surface, cause this aquifer to be vulnerable to

human activities. The water from the shallow aquifer is often contaminated by coliform

bacteria and nitrates, introduced from agricultural activities such as fertilization,

spreading of manure and biosolids, and storage of animal feed and manure. Other

potential sources of contamination include septic systems, industrial waste, and sludge

(Northeast Wisconsin Karst Task Force, 2007). Because flow in this aquifer is

heterogeneous (groundwater moves at different rates and directions throughout), the

source of contamination can often be difficult to determine.

33

Glacial sediments above the upper aquifer can act as a confining unit to the

underlying Silurian aquifer (Emmons, 1987; Moeller et al., 2007; Hooyer et al., 2009),

particularly in areas where these deposits are thicker and composed of clays and silts.

Where glacial deposits are absent, areas of exposed bedrock may indicate areas of

recharge. Hooyer et al. (2009) have indicated that glaciolacustrine clays, if sufficiently

thick, can act as an important regional confining unit for the deep aquifer. As part of an

ongoing bedrock geology investigation for Brown County, Luczaj (2009) has recognized

areas in which the Pleistocene glacial deposits are thin or absent, especially in areas near

the Fox River between De Pere and Ashwaubenon. Work presently underway has

revealed a greater variability in the thickness of these Pleistocene deposits. As a result,

new thickness maps for unconsolidated deposits will differ substantially from those of

Krohelski (1986, his figure 4).

34

Table 2-2. Hydraulic properties of deep aquifer and confining unit (modified after Conlon, 1998) Hydrostratigraphic

Unit

Horizontal Conductivity Kh (ft/day)

Storage Coefficient

Vertical Conductivity Kv (ft/day)

Source and Remarks

Maquoketa-Sinnipee Confining Unit

.000007 Krohelski 1986 (model calibration)

.0005 Krohelski, 1986 (reevaluation of Knowles, 1964)

.007 Krohelski, 1986 (reevaluation of Drescher, 1953)

.0001-.000004 Emmons, 1987 .00002 Aquifer Test, central Brown

County, geometric mean values (This Study)

Sandstone Aquifer (Cambrian & Ordovician)

1.6-2.4 .01-.0002 Krohelski, 1986 (model calibration)

5.1-5.5 Krohelski, 1986 (specific capacity test)

5.4-6.1 Krohelski, 1986 (packer test) 3.0-3.9 .001-0.002 Knowles, 1964 (aquifer test) 2.8 .0002 Drescher, 1953 (aquifer test) 2.5-8.3 .0002 Emmons, 1987

(model calibration) .0002 LeRoux, 1957 (aquifer test in

Seymour, WI, using Theis solution)

.00015 LeRoux, 1957 (aquifer test in Appleton, WI, using Theis solution)

2.1 – 19.1 .00001 Aquifer Test, central Brown County (This Study)

.09-240 Packer test, McKeefry Quarry (BN-424) (This Study)

In addition to stratigraphic variability, structural features can influence the

behavior of groundwater. As part of ongoing research on the bedrock geology of Brown

County, a probable east-west trending fault with at least 100 feet of vertical displacement

has been identified approximately three miles north of Greenleaf, WI (Luczaj, 2009).

This fault (approximate location shown in Figure 2-3) and other structural features could

potentially influence groundwater flow and be hydrologically important.

35

Hydrostratigraphic Investigations and Analysis The first objective for this research was to gain a better understanding of the

hydrostratigraphy in the NEGMA. Existing hydraulic conductivity, lithologic, and

geophysical data were compiled from published and unpublished sources. A “giant

pumping test” analysis resulted in regional horizontal conductivity values of the deep

aquifer and vertical conductivity values of the confining unit. WGNHS personnel

performed geophysical logging (gamma ray and resistivity), spinner and heat pulse flow

meter logging, video logging, and caliper logging at three locations, and packer testing at

two locations. In this report, wells or borehole identifications in the BN-xxx format refer

to WGNHS well identification numbers, as used in the WiscLITH database.

Hantush Analysis of Regional Aquifer Properties

Knowles (1964) and Krohelski (1986) analyzed recovery curves from Green

Bay’s 1957 switch to surface water, which reduced the volume pumped from the deep

aquifer in the City of Green Bay by 7.8 Mgd. For this study, a similar analysis was

performed for the recovery curves from fourteen wells after the 2006-2007 switch from

groundwater to surface water by eight central Brown County communities.

Methods and Procedures

An aquifer test is typically a controlled experiment with a single pumping test

well and at least one additional observation well. Drawdown is measured as a function of

time and analyzed to describe how pumping affects water levels and to determine

hydraulic parameters of an aquifer. One parameter is transmissivity, the rate at which

36

water is transmitted through a unit width of an aquifer or confining bed under a unit

hydraulic gradient. Another important property is storativity, the volume of water an

aquifer releases from or takes into storage per unit surface area of the aquifer per unit

change in head (Fetter, 2001).

Darcy’s law is an equation used to compute the volumetric flow of water (Fetter,

2001) and is fundamental to hydrogeology because other equations derived from it allow

hydraulic properties to be calculated. Darcy’s law is expressed as:

Darcy’s Law

where Q is the discharge in units of volume over time, dh/dl is change in head over a

distance (hydraulic gradient) in units of length, A is the cross-sectional area through

which water is flowing, and K is hydraulic conductivity, with units of length over time.

In the United States, hydrogeological practice uses units of feet per day. Hydraulic

conductivity is a function of the properties of both the porous medium and the fluid

passing through it.

The Theis solution, derived from Darcy’s law, is the fundamental model used to

interpret aquifer tests. This equation is used to describe groundwater response to

pumping in a “perfect”, completely confined aquifer (Theis, 1935). The Theis equation is

expressed as:

Theis Solution

37

where h0 is the initial hydraulic head in meters or feet, h is the hydraulic head in meters

or feet, Q is the constant pumping rate in volume per day, T is aquifer transmissivity

(equal to the product of saturated aquifer thickness, b, and hydraulic conductivity, K) in

area/time in days, and W(u) is an infinite series term known as the well function. Theis

described this solution graphically by developing a plot of W(u) as a function of 1/u,

known as the Theis type curve, or nonequilibrium type curve (Fetter, 2001) (Figure 2-4).

Pumping test values of drawdown and time are plotted and matched to the Theis curve to

obtain values of W(u), 1/u, (h0-h), and t for the aquifer being tested. Matching field data

to the Theis curve can be done by hand with logarithmic paper, but a software program,

Aqtesolv™, was used for this analysis.

Figure 2-4. Theis type curve for drawdown in a confined aquifer (Fetter, 2001).

38

The Theis equation is very useful, but it operates under the assumption that the

aquifer is completely confined on the top and bottom. In other words, the Theis equation

allows no vertical flow into or out of the aquifer and assumes that all water is obtained

from storage within the aquifer.

The Hantush-Jacob (Hantush and Jacob, 1954) formula is a less restrictive

solution to the Theis equation. It incorporates a leakage factor that allows some flow

across a confining unit into an aquifer. The deep aquifer in this study is confined by a

leaky aquitard, so the Hantush-Jacob solution is appropriate for analysis in this case

(Fetter, 2001).

The analysis of water level recovery in the central Brown County region after the

recent switch to surface water was treated as a “giant pumping test” because groundwater

withdrawals by the eight municipalities in central Brown County ceased over a short

period of time and within a relatively small geographical area, analogous to turning off a

single giant pumping well. Aqtesolv™ software (Duffield, 2000) was used to apply an

“automated-fit” method to fifteen municipal recovery curves generated from the 2005-

2008 central Brown County data.

The aquifer test analysis of the central Brown County recovery data was a multi-

step process, as the Aqtesolv™ program requires a number of inputs to complete its

analysis. The inputs used for this analysis are summarized in Table 2-3.

39

Table 2-3. Summary of inputs used for the Aqtesolv™ pumping test analysis of central Brown County recovery curves.

Input Units Selected Value Remarks / Additional Information Length ft N/A Time day N/A

Saturated Thickness of

Aquifer

ft 400 This value was selected because it is the average thickness of the aquifer in the study area, determined by averaging aquifer thicknesses from the wells included in the analysis.

Additional Aquifer

Properties

N/A N/A Default values were used for values related to double porosity, fracture characteristics, trench, and wedge properties.

Pumping Well Location

0,0 A map of the potentiometric surface of the deep aquifer (Figure 3-11) was evaluated to determine where the central Brown County cone of depression was centered before eight communities switched to surface water between 2006 and 2007. This location, in the Village of Allouez, was determined to be where the aquifer test “pumping well” was located and is shown in Figure 2-19. Aqtesolv™ uses a grid system to locate pumping test wells. For this analysis, the pumping well location was entered as (0,0).

Pumping Rate gal/day a) 12,250,000 b) 8,543,030

Estimated amount of water that stopped being withdrawn from the deep aquifer by eight central Brown County communities between 2006 and 2007 (discussed in Chapter 3). Volume a is the total reduction in pumping for all eight municipalities. Volume b is the reduction in pumping that occurred when six CBCWA communities turned off their wells in July and August 2007.

Fully Penetrating

Well?

Yes For this analysis, the pumping well was treated as one that penetrated the entire aquifer thickness.

Radius of Well Casing

ft 4 A number of values were used in initial trials and results did not vary with different radius values for the imaginary “pumping well”. This value was chosen for consistency.

Radius of Wellbore

ft 5 A number of values were used in initial trials and results did not vary with different radius values for the imaginary “pumping well”. This value was chosen for consistency.

Location of Observation

Well

ft varies The distance between the imaginary pumping well and each observation well was determined by using the “measure distance” tool in ArcMap. The distance for each, in feet, was entered into the pumping test wizard as that well’s x-coordinate. The y-coordinate for each was 0 (zero).

Fully / Partially

Penetrating Observation

Well

N/A All observation wells were treated as fully penetrating.

40

Of all available municipal recovery curves from central Brown County, 14 were

selected for the aquifer test analysis. These were chosen because they contained data

representing much or all of the time during which recovery took place. The 14 selected

wells are also located throughout the study area, offering an opportunity to compare

hydraulic properties spatially throughout the region.

Municipal recovery data were saved in a single workbook in Microsoft Excel and

separated so that data for each well were contained in a worksheet. In reality, there was

not a single pumping well that was turned off at a specific time, but many wells that

stopped pumping at different times, so there was not a single time that could be applied

as zero for all curves. However, hydrographs indicated that dramatic recovery occurred

after the largest volume users turned their wells off in August 2007. The values of time,

T, for each well, were calculated with respect to its recovery. For wells with historical

(pre-switch) records, the observation before the first obvious increase in water level was

treated as time 0 (zero). Water levels in some wells were not recorded until after the

recovery began. For those wells, the earliest observation was designated as zero.

Drawdown (h0-h) was calculated in Microsoft Excel by subtracting the elevation of each

observed water level from the initial (time=0) water level.

Eight municipalities turned their wells off between June 2006 and August 2007

(Table 2-4). The first two communities, Ashwaubenon and Scott, stopped withdrawing

groundwater in May and October 2006, respectively. Together, they reduced

withdrawals from the deep aquifer by an estimated 3,707,915 gallons per day (gpd).

Water level data are not available for many wells in the study area for the year after this

initial reduction, so any recovery that occurred during that time was not documented.

41

However, it is likely that much of any recovery that took place occurred before the six

CBCWA communities turned their wells off in August 2007. The CBCWA wells

accounted for an additional reduction of 8,543,030 gpd, and the recovery curves used for

the Hantush analysis contained water levels measured after this reduction.

For each recovery curve, the Hantush analysis was performed twice. The only

parameter that differed between the two analyses was Q, pumping rate. Because data

were largely unavailable between August 2006 and August 2007, the immediate recovery

from the initial switch to surface water was not analyzed for this thesis, and the t0 values

did not change. For the first analysis, the combined total volume for all eight

communities, 12,250,945 gpd was used. For the second, the reduction from only the six

CBCWA communities, 8,543,030 gpd was used. Actual conductivity values of the

aquifer and confining unit are likely within the range of values that resulted from the

Hantush analyses.

Table 2-4. Volume of groundwater withdrawn by eight communities before they switched to surface water for municipal supplies. (Volumes are from Wisconsin Public Service Commission annual reports.)

Municipality! Volume Pumped

(gallons) 2005!

Allouez 501,994,000 Ashwaubenon 1,298,305,000

Bellevue 497,324,000 De Pere 1,100,234,000 Howard 766,323,000

Lawrence 128,306,000 Ledgeview 124,025,000

Scott* 55,084,000 Annual Total:! 4,471,595,000!

Daily Average:! 12,250,945! *2006 numbers were used for the Town of Scott because previous reports were not available. Town of Scott began purchasing water from the City of Green Bay in November 2006, so purchased amounts for November and December were included in this total to represent the amount that Scott would have likely pumped during this time.

42

Aqtesolv™ Student Version 3.01 was used for this aquifer test analysis. The

student version allows a maximum of 25 time and drawdown observations for each

observation well. To include appropriate observations in the analysis, all time and water

level data were plotted for each well and any apparent outliers were removed. If more

than 25 observations remained, 25 points that appeared close to the dominant shape of the

recovery curve and represented the entire duration of the recovery were selected. Data

points for each well, along with Aqtesolv™ analysis results, are shown in

Figures 2-5 through 2-18 in the results section below.

A number of solution methods are available in the Aqtesolv™ pumping test

wizard. The “Leaky - Hantush-Jacob (1955) w/no storage in aquitard” method was

chosen as the most appropriate for this analysis. One other option for a leaky aquifer

analysis was available, however, that analysis assumes that there is storage in the

confining unit. Displacement and time were the designated axes for the plots that

resulted, shown in the results section below.

The Aqtesolv™ tool generated a best fit curve for data from each observation

well. The Toolbox function was used to slightly adjust curves manually for a better

match.

The Aqtesolv™ pumping test analysis provides a number of results for each

observation well. These values include transmissivity, T, in ft2/day and storativity, S,

unitless, both defined above. The results also calculate r/B, where r is the distance, in

feet, between the pumping well and the observation well and B is the unitless leakage

factor.

43

Transmissivity is the product of hydraulic conductivity (K) and aquifer thickness

(b). To determine horizontal conductivity (Kh) of the aquifer in each observation well,

the value for T, transmissivity (ft2/day), as calculated by Aqtesolv™, was multiplied by b,

the aquifer thickness, 400 ft.

To estimate vertical hydraulic conductivity (Kv) of the confining unit, the

following equation was used:

where Kv is vertical hydraulic conductivity of the confining unit in ft/day, T is

transmissivity in ft2/day, b is aquifer thickness (400 feet), and B is the leakage factor,

determined by dividing r, the distance between the observation well and pumping well,

by r/B, from Aqtesolv™ output.

Specific storage, Ss, is the amount of water per unit volume of a saturated

formation that is stored or expelled from storage caused by structural characteristics of

the mineral skeleton and the pore water per unit change in head (Fetter, 2001). Specific

storage is also known as elastic storage and was calculated by dividing storativity (S) by

saturated aquifer thickness (b).

Results and Discussion

Fourteen recovery curves from municipal wells in the Green Bay metropolitan

area were analyzed with the Hantush method using an automated fit approach. Results

are summarized in Figures 2-5 through 2-18.

44

Analysis 1, Pumping Rate (Q) equals 12,250,000 gpd:

Using a pumping rate equal to the combined pumping of all eight communities,

conductivity (Kh) values of the deep aquifer ranged from 3.8 to 19.1 feet per day, with a

geometric mean of 11.5 feet per day. Vertical conductivity values of the confining unit

ranged from 2.3x10-7 to 8.4x10-4 feet per day with a geometric mean of 1.11x10-5 feet per

day. Specific storage ranged from 2.0x10-7 to 2.0x10-5 with a geometric mean of

9.9x10-7.

Analysis 2, Pumping Rate (Q) equals 8,543,030 gpd:

Using a pumping rate equal to the combined pumping of just the six CBCWA

communities that stopped pumping groundwater in July and August 2007, conductivity

(Kh) values of the deep aquifer ranged from 2.1 to 13.0 feet per day, with a geometric

mean of 7.2 feet per day. Vertical conductivity values of the confining unit ranged from

3.2x10-7 to 1.6x10-3 feet per day with a geometric mean of 1.8x10-5 feet per day. Specific

storage ranged from 1.4x10-7 to 1.4x10-5 with a geometric mean of 8.3x10-7.

Outcome

Figures 2-5 through 2-18 show recovery curves and Aqtesolv™ output for each

well that was analyzed. The water level data were obtained from various sources and

some data sets were larger than others. As a result, some of the time-displacement curves

generated using the Hantush analysis have better fits than others. Results are summarized

in Table 2-5 and the regional distribution of hydraulic conductivities is shown in

Figure 2-19.

45

Using the combined total pumping for all eight communities that stopped using

groundwater between 2006 and 2007 resulted in horizontal conductivities (Kh) of the

deep aquifer that were much higher than those published in previous studies (Table 2-2).

Decreasing the pumping rate for the second Hantush analysis resulted in reduced Kh

values of the deep aquifer in all wells.

The reduced pumping rate in the second Hantush test resulted in changes in

vertical conductivity (Kv) of the confining unit in most of the fourteen wells included in

this analysis. Kv decreased noticeably in seven wells, increased in five, and changed

only slightly in two. A possible explanation for the inconsistency in the results for

vertical conductivity of the confining unit might be that the calculation for Kv includes

the leakage factor, B. This value was obtained from the Aqtesolv output r/B, which could

make the result more sensitive. Specific storage results were similar in both analyses.

The results for this pumping test analysis offer a range of conductivity values for

the deep aquifer and confining unit(s) of central Brown County. This giant pumping test

provides a better understanding of the spatial variation of conductivities in the study area

and can be used as a starting point for future analyses.

46

Figure 2-5a. Green Bay Well 3 (BF190, GB-3). Recovery curve (top) and Aqtesolv™ output showing automated fit Hantush-Jacob solution time-displacement curve (bottom) using Q = 12,250,000 gpd.

1. 10. 100. 1000.0.

16.

32.

48.

64.

80.

Time (day)

Dis

plac

emen

t (ft)

Obs. WellsGB-3

Aquifer ModelLeaky

SolutionHantush-Jacob

ParametersT = 5108.2 ft2/dayS = 0.000365r/B = 0.01413Kz/Kr = 1.b = 400. ft

47

Figure 2-5b. Green Bay Well 3 (BF190, GB-3). Recovery curve (top) and Aqtesolv™ output showing automated fit Hantush-Jacob solution time-displacement curve (bottom) using Q = 8,543,030 gpd.

1. 10. 100. 1000.0.

16.

32.

48.

64.

80.

Time (day)

Dis

plac

emen

t (ft)

Obs. WellsGB-3

Aquifer ModelLeaky


ParametersT = 2433. ft2/dayS = 0.0003695r/B = 0.06918Kz/Kr = 1.b = 400. ft

48


1. 10. 100. 1000.0.

20.

40.

60.

80.

100.

Time (day)

Dis

plac

emen

t (ft)

Obs. WellsGB-4

Aquifer ModelLeaky



49


1. 10. 100. 1000.0.

20.

40.

60.

80.

100.

Time (day)

Dis

plac

emen

t (ft)

Obs. WellsGB-4

Aquifer ModelLeaky



50


10. 100. 1000.0.

40.

80.

120.

160.

200.

Time (day)

Dis

plac

emen

t (ft)

Obs. WellsGB-5

Aquifer ModelLeaky



51


10. 100. 1000.0.

24.

48.

72.

96.

120.

Time (day)

Dis

plac

emen

t (ft)

Obs. WellsGB-5

Aquifer ModelLeaky



52


10. 100. 1000.0.

14.

28.

42.

56.

70.

Time (day)

Dis

plac

emen

t (ft)

Obs. WellsGB-8

Aquifer ModelLeaky



53


10. 100. 1000.0.

14.

28.

42.

56.

70.

Time (day)

Dis

plac

emen

t (ft)

Obs. WellsGB-8

Aquifer ModelLeaky



54


10. 100. 1000.0.

14.

28.

42.

56.

70.

Time (day)

Dis

plac

emen

t (ft)

Obs. WellsGB-10

Aquifer ModelLeaky



55


10. 100. 1000.0.

14.

28.

42.

56.

70.

Time (day)

Dis

plac

emen

t (ft)

Obs. WellsGB-10

Aquifer ModelLeaky



56

Figure 2-10a. Allouez Well 4 (BF201, AL-4). Recovery curve (top) and Aqtesolv™ output showing automated fit Hantush-Jacob solution time-displacement curve (bottom) using Q = 12,250,000 gpd.

1. 10. 100. 1000.0.

12.

24.

36.

48.

60.

Time (day)

Dis

plac

emen

t (ft)

Obs. WellsAL-4

Aquifer ModelLeaky



57

Figure 2-10b. Allouez Well 4 (BF201, AL-4). Recovery curve (top) and Aqtesolv™ output showing automated fit Hantush-Jacob solution time-displacement curve (bottom) using Q = 8,543,030 gpd.

1. 10. 100. 1000.0.

16.

32.

48.

64.

80.

Time (day)

Dis

plac

emen

t (ft)

Obs. WellsAL-4

Aquifer ModelLeaky



58

Figure 2-11a. Bellevue Well 1 (BF210, BE-1). Recovery curve (top) and Aqtesolv™ output showing automated fit Hantush-Jacob solution time-displacement curve (bottom) using Q = 12,250,000 gpd.

1. 10. 100. 1000.0.

20.

40.

60.

80.

100.

Time (day)

Dis

plac

emen

t (ft)

Obs. WellsBE-1

Aquifer ModelLeaky



59

Figure 2-11b. Bellevue Well 1 (BF210, BE-1). Recovery curve (top) and Aqtesolv™ output showing automated fit Hantush-Jacob solution time-displacement curve (bottom) using Q = 8,543,030 gpd.

1. 10. 100. 1000.0.

20.

40.

60.

80.

100.

Time (day)

Dis

plac

emen

t (ft)

Obs. WellsBE-1

Aquifer ModelLeaky



60

Figure 2-12a. Bellevue Well 2 (BF211, BE-2). Recovery curve (top) and Aqtesolv™ output showing automated fit Hantush-Jacob solution time-displacement curve (bottom) using Q = 12,250,000 gpd.

10. 100. 1000.0.

8.

16.

24.

32.

40.

Time (day)

Dis

plac

emen

t (ft)

Obs. WellsBE-2

Aquifer ModelLeaky



61

Figure 2-12b. Bellevue Well 2 (BF211, BE-2). Recovery curve (top) and Aqtesolv™ output showing automated fit Hantush-Jacob solution time-displacement curve (bottom) using Q = 8,543,030 gpd.

10. 100. 1000.0.

8.

16.

24.

32.

40.

Time (day)

Dis

plac

emen

t (ft)

Obs. WellsBE-2

Aquifer ModelLeaky



62

Figure 2-13a. Howard Well 3 (BF215, HW-3). Recovery curve (top) and Aqtesolv™ output showing automated fit Hantush-Jacob solution time-displacement curve (bottom) using Q = 12,250,000 gpd. Howard Well 3 began flowing in early 2009.

1. 10. 100. 1000.0.

20.

40.

60.

80.

100.

Time (day)

Dis

plac

emen

t (ft)

Obs. WellsHW-3

Aquifer ModelLeaky



63

Figure 2-13b. Howard Well 3 (BF215, HW-3). Recovery curve (top) and Aqtesolv™ output showing automated fit Hantush-Jacob solution time-displacement curve (bottom) using Q = 8,543,030 gpd. Howard Well 3 began flowing in early 2009.

1. 10. 100. 1000.0.

10.

20.

30.

40.

50.

Time (day)

Dis

plac

emen

t (ft)

Obs. WellsHW-3

Aquifer ModelLeaky



64

Figure 2-14a. Scott Well 1 (BF216, SC-1). Recovery curve (top) and Aqtesolv™ output showing automated fit Hantush-Jacob solution time-displacement curve (bottom) using Q = 12,250,000 gpd.

1. 10. 100. 1000.0.

20.

40.

60.

80.

100.

Time (day)

Dis

plac

emen

t (ft)

Obs. WellsSC-1

Aquifer ModelLeaky



65

Figure 2-14b. Scott Well 1 (BF216, SC-1). Recovery curve (top) and Aqtesolv™ output showing automated fit Hantush-Jacob solution time-displacement curve (bottom) using Q = 8,543,030 gpd.

1. 10. 100. 1000.0.

8.

16.

24.

32.

40.

Time (day)

Dis

plac

emen

t (ft)

Obs. WellsSC-1

Aquifer ModelLeaky



66

Figure 2-15a. Hobart Well 1 (LT992, HB-1). Recovery curve (top) and Aqtesolv™ output showing automated fit Hantush-Jacob solution time-displacement curve (bottom) using Q = 12,250,000 gpd. Hobart continues to pump groundwater for its municipal supply. A hole in the airline caused unreliable water level readings after January 2008.

1. 10. 100. 1000.0.

20.

40.

60.

80.

100.

Time (day)

Dis

plac

emen

t (ft)

Obs. WellsHB-1

Aquifer ModelLeaky


ParametersT = 5392.9 ft2/dayS = 8.009E-05r/B = 0.03981Kz/Kr = 1.b = 400. ft

67

Figure 2-15b. Hobart Well 1 (LT992, HB-1). Recovery curve (top) and Aqtesolv™ output showing automated fit Hantush-Jacob solution time-displacement curve (bottom) using Q = 8,543,030 gpd. Hobart continues to pump groundwater for its municipal supply.

1. 10. 100. 1000.0.

16.

32.

48.

64.

80.

Time (day)

Dis

plac

emen

t (ft)

Obs. WellsHB-1

Aquifer ModelLeaky



68

Figure 2-16a. Public Service Corporation well (BN-076). Recovery curve (top) and Aqtesolv™ output showing automated fit Hantush-Jacob solution time-displacement curve (bottom) using Q = 12,250,000 gpd.

1. 10. 100. 1000.0.

20.

40.

60.

80.

100.

Time (day)

Dis

plac

emen

t (ft)

Obs. WellsPSC

Aquifer ModelLeaky



69

Figure 2-16b. Public Service Corporation well (BN-076). Recovery curve (top) and Aqtesolv™ output showing automated fit Hantush-Jacob solution time-displacement curve (bottom) using Q = 8,543,030 gpd.

1. 10. 100. 1000.0.

16.

32.

48.

64.

80.

Time (day)

Dis

plac

emen

t (ft)

Obs. WellsBN-76

Aquifer ModelLeaky


ParametersT = 3683.7 ft2/dayS = 0.0003916r/B = 0.0302Kz/Kr = 0.001035b = 400. ft

70

Figure 2-17a. Suamico Well 3 (MG177, SU-3). Recovery curve (top) and Aqtesolv™ output showing automated fit Hantush-Jacob solution time-displacement curve (bottom) using Q = 12,250,000 gpd. Suamico continues to pump groundwater for its municipal supply.

1. 10. 100. 1000.0.

20.

40.

60.

80.

100.

Time (day)

Dis

plac

emen

t (ft)

Obs. WellsSU-3

Aquifer ModelLeaky



71

Figure 2-17b. Suamico Well 3 (MG177, SU-3). Recovery curve (top) and Aqtesolv™ output showing automated fit Hantush-Jacob solution time-displacement curve (bottom) using Q = 8,543,030 gpd. Suamico continues to pump groundwater for its municipal supply.

1. 10. 100. 1000.0.

20.

40.

60.

80.

100.

Time (day)

Dis

plac

emen

t (ft)

Obs. WellsSU-3

Aquifer ModelLeaky



72

Figure 2-18a. De Pere Well 3 (BF185, DP-3). Recovery curve (top) and Aqtesolv™ output showing automated fit Hantush-Jacob solution time-displacement curve (bottom) using Q = 12,250,000 gpd.

1. 10. 100. 1000.0.

32.

64.

96.

128.

160.

Time (day)

Dis

plac

emen

t (ft)

Obs. WellsDP-3

Aquifer ModelLeaky



73

Figure 2-18b. De Pere Well 3 (BF185, DP-3). Recovery curve (top) and Aqtesolv™ output showing automated fit Hantush-Jacob solution time-displacement curve (bottom) using Q = 8,543,030 gpd.

1. 10. 100. 1000.0.

40.

80.

120.

160.

200.

Time (day)

Dis

plac

emen

t (ft)

Obs. WellsDP-3

Aquifer ModelLeaky



74

Table 2-5a. Analysis 1, Q = 12,250,000 gpd results from Hantush analysis of fourteen recovery curves from municipal wells in the Green Bay metropolitan area after eight communities stopped pumping groundwater between 2006 and 2007.

ID WUWN / Well ID Well Name Lat*** Lon***

Distance from Center (feet)

(r) r/B* B** T*

(ft2/day) S* Ss** Kv** (ft/day)

Kh** (ft/day)

Center -- Center of Cone of Depression 0

AL-4 BF201 Allouez Well 4 4240 0.07943 53383.34 5993.7 0.008 1.99E-05 8.4E-04 14.98

BE-1 BF210 Bellevue Well 1 24427 0.01716 1423529.77 4459.9 0.0002 4.82E-07 8.8E-07 11.15


DP-3 BF185 De Pere Well 3 14895 0.00575 2588684.82 3912.4 0.0002 4.58E-07 2.3E-07 9.78

GB-10 BF197 Green Bay Well 10 28764 0.25360 113423.90 5215.7 0.0002 5.99E-07 1.6E-04 13.04





HB-1 LT992 Hobart Well 1 38009 0.03981 954783.60 5392.9 0.00008 2.00E-07 2.4E-06 13.48

HW-3 BF215 Howard Well 3 42356 0.11220 377509.30 6156.4 0.0003 7.64E-07 1.7E-05 15.39

PSC BN-076 Wisconsin Public Service Corp. Well 25739 0.01738 1480983.69 5283.2 0.0006 1.47E-06 9.6E-07 13.21

SC-1 BF216 Scott Well 1 43062 0.79540 54139.07 1522.7 0.0005 1.28E-06 2.1E-04 3.81

SU-3 MG177 Suamico Well 3 55276 0.10510 525937.51 5868.5 0.0001 2.57E-07 8.5E-06 14.67

* Value from automated fit analysis of data using Aqtesolv™ Software. ** Value calculated using methods and equations described above *****Location information available from Wisconsin Department of Natural Resources. Contact Jeff Helmuth, (608) 266-5234

75

Table 2-5b. Analysis 2, Q = 8,543,030 gpd results from Hantush analysis of fourteen recovery curves from municipal wells in the Green Bay metropolitan area after six CBCWA communities stopped pumping groundwater in July and August 2007.

ID WUWN Well Name Lat*** Lon*** Distance

from center (feet)

(r) r/B* B** T*

(ft2/day) S* Ss** Kv** (ft/day)

Kh** (ft/day)

Center -- Center of Cone of Depression 0

AL-4 BF201 Allouez Well 4 4240 0.03236 131033.33 4057.0 0.0058 1.44E-05 9.5E-05 10.14



DP-3 BF185 De Pere Well 3 14895 0.01072 1389486.24 2816.5 0.0001 3.00E-07 5.8E-07 7.04






HB-1 LT992 Hobart Well 1 38010 0.01738 2186992.82 3796.8 0.0001 1.35E-07 3.2E-07 9.49

HW-3 BF215 Howard Well 3 42357 0.06457 655978.67 4459.9 0.0002 5.54E-07 4.1E-06 11.15

PSC 5000076 Wisconsin Public Service Corp Well 25739 0.03020 852301.21 3683.7 0.0004 9.79E-07 2.0E-06 9.21

SC-1 BF216 Scott Well 1 43062 1.44500 29800.84 832.9 0.0003 6.94E-07 3.8E-04 2.08

SU-3 MG177 Suamico Well 3 55276 0.03725 1483920.32 4487.4 0.0001 1.79E-07 8.2E-07 11.22

* Value from automated fit analysis of data using Aqtesolv™ Software. ** Value calculated using methods and equations described above *****Location information available from Wisconsin Department of Natural Resources. Contact Jeff Helmuth, (608) 266-5234

76

Hantush Analysis 1: Q = 12,250,000 gpd

Figure 2-19a. Spatial distribution of horizontal hydraulic conductivity (Kh) of the deep aquifer and vertical hydraulic conductivity (Kv) of the confining unit, based on recovery curves since August 2007. Conductivity values are from Hantush Analysis 1, in which Q = 12,250,000 gpd. Values have units of feet per day.

77

Hantush Analysis 2: Q = 8,543,030 gpd

Figure 2-19b. Spatial distribution of horizontal hydraulic conductivity (Kh) of the deep aquifer and vertical hydraulic conductivity (Kv) of the confining unit, based on recovery curves since August 2007. Conductivity values are from Hantush Analysis 2, in which Q = 8,543,030 gpd. Values have units of feet per day.

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Site Specific Investigations A number of geophysical investigations that helped describe hydrogeologic

properties of wells and boreholes in the study area are summarized in this section.


Gamma Log

When radioactive isotopes in naturally occurring earth minerals decay to more

stable forms, they sometimes emit gamma rays. Gamma rays are bursts of high-energy

electromagnetic waves that are emitted by potassium 40 and the intermediate daughter

products of uranium and thorium. These elements are typically associated with fine

grained rocks, particularly shales, for a number of reasons. Clay minerals, which

comprise shale, tend to absorb thorium and generally have high potassium content. Also,

shales contain organic materials, which often have high uranium content. Conversely,

sandstone, limestone, and dolostone generally have low gamma ray levels (sandstones

sometimes contain clay minerals, potassium feldspars, micas and other radioactive

minerals). Carbonates can contain zones of uranium mineralization that result in elevated

gamma ray levels (Asquith and Gibson, 1982; Merkel, 1986; Schlumberger, 1987;

Doveton, 1992). Gamma ray logs are useful in geologic applications for defining shale

beds in single study locations and for correlating stratigraphic units spatially by

recognizing their gamma patterns in various borehole locations.

Gamma rays can be detected by simple counter devices to produce natural gamma

ray logs. In the early days of geophysical logging, Geiger counters recorded radioactivity

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as equivalent weights of radium per ton. Today’s more efficient tools are scintillation

counters that generate gamma ray logs, which scale gamma ray measurements in API

(American Petroleum Institute) units. Approximately 90% of radiation measured comes

from the first six inches of the adjacent formation under typical borehole conditions,

which sets the approximate radius of investigation (Asquith and Gibson, 1982; Merkel,

1986; Schlumberger, 1987; Doveton, 1992).

Vertical Flowmeter Logging

Vertical flowmeter logging measures the vertical movement of fluid in a borehole

and can help interpret results of other hydraulic tests. Flowmeter logging can be used for

a number of reasons; to measure the rate of vertical flow through a well or borehole,

identify the direction of vertical flow, establish hydraulic gradients, and identify features

that might impact flow, such as fractures. Three primary types of tools are used for

vertical flowmeter tests. The first, heat-pulse flowmeter testing, measures flow by

keeping the tool at a stationary position in the borehole and activating a heat grid in the

center of the tool to heat a pocket of water in the borehole. If there is vertical flow in the

borehole, the water follows the flow upward or downward until it is detected by a sensor

at either the top or the bottom of the tool. The equipment measures the time between the

administration of the heat pulse and the arrival of the heated water at the sensor to

calculate the rate and direction of flow at that particular depth of the borehole at that

particular time. This technology can measure flow between 0.01 and 1.5 gallons per

minute (Paillet, 2001). Results from heat pulse flowmeter testing performed in a well on

the University of Green Bay campus are discussed below.

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In the second type of vertical flow testing, spinner flowmeter testing, impeller

blades rotate in response to fluid moving through them. The instrument records

revolutions per second and this value is used to calculate the velocity of the fluid (Molz et

al., 1989). This method can measure a minimum velocity of five feet per minute, so its

use is typically used to measure higher flow conditions. This method was used to

measure flow velocity in a borehole (BN-424) at McKeefry Quarry near Pulaski,

Wisconsin.

At the Pulaski borehole, spinner flowmeter testing was performed under

non-pumping conditions and while pumping at rates of 40 gpm and 105 gpm with the

pump set at 100 feet. I observed while personnel from Bill Van de Yacht Water Well

installed and operated the temporary pump for these tests and Pete Chase from WGNHS

conducted the flowmeter testing.

The third type of vertical flow testing uses principles of electromagnetism (Molz

et al., 1989) and was not used during this research.

Video Log

WGNHS also recorded video logs of the Pulaski borehole and an irrigation well

on the University of Wisconsin Green Bay campus. Video logging a well or borehole

involves sending a camera into the hole. Video logs offer an up-close look at the sides of

the well and often show the stratigraphy, as well as structural features, such as fractures,

that may be present. The equipment used for these logs is sensitive, as it must withstand

underwater conditions at great depths. The quality of the video logs was compromised

due to condensation on the camera lens, but there were some valuable images, described

below.

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Packer Testing

Packer testing is used to define the horizontal hydraulic conductivity at selected

depths of a borehole by isolating sections, typically about 10 feet thick, with inflatable

packers (Figure 2-20). Various data can be collected from an isolated borehole interval.

Water samples can be obtained and tested for chemicals, sediments, and contaminants,

and hydraulic head can be measured in the isolated (“packed”) interval.

Figure 2-20. Packer testing: isolated interval within borehole.

Slug tests allow horizontal hydraulic conductivity to be determined. In a slug test,

a volume of water is removed from the isolated borehole interval and instruments record

how long it takes for water level to recover to the point it was before the water was

removed. Data obtained as part of packer testing are used to understand water quality

and hydraulic characteristics of the rock within the isolated interval. Conducting tests at

various intervals throughout the depth of a borehole allows investigators to describe the

vertical distribution of hydraulic properties and water quality in an aquifer.

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In April 2009, WGNHS personnel conducted packer testing using a U.S.

Geological Survey rig on the McKeefry Quarry borehole at 17 different depths ranging

from 60 feet to 719 feet below ground surface. I observed during several days of field

work.

Dave Hart (WGNHS) used AqtesolvTM to analyze packer test data (including slug

test data from each interval) for each interval and provided the horizontal conductivity

results for inclusion in this report. Per Dave Hart, the Butler (1998) solution was used

when oscillating water levels were present, and the KGS solution (Hyder et al., 1994)

was used when the water levels were overdamped.

Hydraulic conductivity values are also useful in determining the transmissivity at

each packer interval by using the Thiem equation (Fetter, 2001). This equation assumes

that there are steady state conditions, and because the McKeefry borehole was not being

pumped, it was not experiencing drawdown with time. Therefore, the water level was in

a state of equilibrium, also known as having steady state conditions. Using Darcy’s law

to derive the Theis equation, described below, yields the Thiem equation for confined

aquifers:

Theim Equation for Confined Aquifers (Fetter, 2001)

where T is aquifer transmissivity in ft2/day, Q is pumping rate in ft3/day, h1 is head at

distance r1 from the pumping well in feet and h2 is head at distance r2 from the pumping

well in feet.

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The McKeefry borehole was not a pumping well, but the Thiem equation was still

applicable. Aquifer transmissivity was calculated for each packer tested interval by using

the inputs described in Table 2-6:

Table 2-6: Inputs for the Thiem equation for confined aquifers, used to calculate transmissivity within packer tested intervals of the McKeefry borehole, Pulaski, Wisconsin. Input Value Units Selected Remarks / Additional Information

Q Varies ft3 Non-pumping flow rate, as measured by flowmeter testing. Flow rate closest to center of each packed interval was used, with one exception. Interval 7 included a notable spike in flow rate at 295.11 feet, so values from this depth were used for calculations. Flow rates were converted from gallons per minute (gpm) to cubic feet for this input.

h1 760 ft above sea level Hydraulic head in borehole. The water level of the borehole was measured before packer equipment was inserted.

r1 0.25 ft Distance between borehole and location of h1 measurement. Borehole radius was used for these calculations.

h2 Varies ft above sea level Hydraulic head of aquifer. This was measured in each packed interval.

r2 2,000 ft Distance between borehole and location of h2. An arbitrary value was selected for this value, under the assumption that hydraulic head of the aquifer/packed interval would not change spatially.

McKeefry Quarry Borehole, Northwestern Brown County, WI (BN-424; WUWN WH979) Logging Results

In March 2009, a borehole with a depth of 778 feet was drilled near a quarry

approximately two miles south of Pulaski, Wisconsin as part of a STATEMAP project to

map the bedrock geology of Brown County. The McKeefry borehole was drilled to

understand the bedrock in the northwestern portion of Brown County, but it offered an

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opportunity to study the hydrogeologic properties of an unusually thick section of aquifer

where the Prairie du Chien Group is absent. WGNHS personnel conducted a variety of

geophysical tests at the site.

Cuttings collected during the drilling of the McKeefry borehole indicated that the

geology of this location consists of 75 feet of Sinnipee Group dolostone underlain by

660 feet of sandstone with minor red shale. Below the sandstone were 15 feet of granite

underlain by 27 feet of black schist at the bottom of the borehole. The lack of additional

dolostone below the Sinnipee Group indicates that the Prairie du Chien Group is absent at

this location, making the McKeefry borehole an unusually thick section of connected

sandstone aquifer.

A variety of geophysical tests were performed in the borehole. A video log shows

air bubbles, likely remnants of the air injected during the air rotary drilling conducted

several days prior, entering the borehole and moving downward through the hole starting

at a depth of 80 feet. The volume and speed of the bubbles decrease with depth but some

bubbles are still visible at 160 feet, which indicated fast downward flow.

Flowmeter logs (Figure 2-21) show downward flow throughout the McKeefry

borehole, which is typical of a recharge area. The flowmeter log taken under unstressed

conditions shows a series of sudden reductions in flow instead of a gradual decrease in

flow with depth. These results were not expected for this sandstone aquifer. The step-

like nature of the flow log suggests that flow is dominated by discrete high permeability

zones. Under non-pumping conditions, water entered the borehole near the contact

between the Sinnipee Group and Ancell Group and moved downward at an average rate

of more than 100 gallons per minute (gpm). Three abrupt decreases in the flow rate

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occurred at depths of 374, 516, and 619 feet in the borehole. These changes are

indicative of locations where water was leaving the borehole through very high

conductivity zones.

Stressed flowmeter results obtained while pumping the well at various rates

produced similar step-like patterns. The flow logs for BN-424 (Figure 2-21) show how

flow rates were affected by pumping. The well was very prolific. At a pumping rate of

40 gpm, water flowed downward at a slightly lower rate. Even at a pumping rate of

105 gpm, over 100 gpm continued to flow downward at a depth of 300 feet. Under

pumping conditions, the flow was still downward and cross connecting the aquifers.

A gamma log (Figure 2-21) taken in the McKeefry borehole shows several

gamma spikes between 330 and 470 feet, two of which are particularly significant. The

first of these spikes occurs around 330 feet, where there are several feet of maroon fissile

shale, likely the Readstown Member of the St. Peter Sandstone. Beneath this shale, the

sandstone contains small white fragments that are similar to silicified brachiopod shells

observed in Cambrian sandstones from western Wisconsin. While the Tunnel City group

of Cambrian Sandstone is typically characterized by abundant glauconite, in the

McKeefry borehole, glauconite was absent. The Tunnel City Group was identified at this

site by using gamma log correlation (Swanson, 2007).

Another gamma spike occurs within the Tunnel City Group, at 375 feet,

apparently near the contact between a hard, cemented sandstone unit from 365-375 feet

and thin maroon shale layers near 375 feet.

WGNHS personnel conducted packer tests at 17 intervals within the McKeefry

borehole and slug tests at each interval. Slug test data were analyzed by Dave Hart,

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WGNHS, and horizontal conductivity values within the deep aquifer were found to range

from 0.09 to 240 feet/day, summarized in Figure 2-21. In general, the St. Peter

Sandstone had substantially higher horizontal hydraulic conductivity values than the

Cambrian Sandstone units, for parts of the formation away from the discrete high

permeability horizons at 375, 518, and 619 feet. The nature of these discrete high

permeability horizons is not known with certainty, but might be related either to bedding

plane fractures, contacts between sandstone units, and/or to zones with little or no cement

that produce washed out horizons during drilling.

Low conductivity values were present within the shaly intervals at depths of

336 feet and 376 feet. Horizontal conductivity was also low at 500 feet, within the Elk

Mound Group (sandstone). This may indicate the presence of a silty, shaly fine-grained

sandstone that has been identified in Minnesota and Wisconsin and can act as a confining

layer (Olcott, 1992).

Transmissivity is directly proportional to the horizontal conductivity and saturated

thickness of an aquifer. It helps understand the rate at which groundwater moves towards

a well. Transmissivity values in the deep aquifer at the McKeefry borehole ranged from

2,892 ft2/day to 60,953 ft2/day (Figure 2-21).

The vertical head profile derived from packer tests conducted in the McKeefry

borehole indicates a 10-foot head drop at around 340 feet, as shown in Figure 2-21. This

head drop corresponds to the shale layer shown in the geologic log and the gamma and

normal resistivity logs and suggests that at the site of the McKeefry borehole, the thin

shale layer acts as an aquitard that is separating the two sandstone aquifers above and

below it. This thin shale layer is interpreted to be the Readstown Member because it is a

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shaly layer that occurs directly beneath the St. Peter Sandstone. This unit, identified in

well logs throughout the study area, could contribute significantly to the characteristics of

groundwater flow in northeastern Wisconsin.

Figure 2-21. McKeefry Borehole, BN-424, Pulaski, Wisconsin. Hydraulic analysis includes transmissivity (T), horizontal conductivity (Kh), and hydraulic head at various depths. Gamma logs and flowmeter testing results are shown with the stratigraphy of the borehole (modified from Luczaj and Hart, 2009).

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Shorewood Golf Course, BN-422, Green Bay, WI

Shorewood Golf Course, located on the University of Wisconsin - Green Bay

campus, uses an irrigation well (BN-422) that is 861 feet deep. The hole became accessible

when the pump was removed for repair in May 2008. While the pump was out, I observed

while WGNHS personnel conducted geophysical testing on the well, including a video log,

gamma log, caliper reading (to measure diameter of the borehole throughout the entire

depth), heat pulse flow meter, water temperature, and conductivity logs.

No original WCR was available for this well, so gamma logs were useful for

interpreting the stratigraphy. Gamma logs show high values from approximately 90 to

260 feet deep. High gamma values are indicative of shale, and this interval of the Shorewood

Golf Course well was interpreted to be the Maquoketa Shale. The Sinnipee Group was

interpreted to be below the Maquoketa, from approximately 260 to 400 feet. The St. Peter

Sandstone was present from approximately 400 to 450 feet deep, and the Prairie du Chien

was from 450 to 590 feet deep. The Trempeleau Group was identified from 590 to 660 feet

deep and the Tunnel City Group was identified from approximately 660 to 840 feet deep.

The remaining depth was interpreted to be the Elk Mound Group (sandstone). Stratigraphy

of the well, along with other geophysical test results, are shown in Figure 2-22.

Heat pulse flow meter readings at five depths indicated that in the Shorewood Golf

Course well, flow rate is lower in the St. Peter and Prairie du Chien than in the Cambrian

Tunnel City and Elk Mound Groups. Heat pulse flow meter results also indicated that flow is

upward throughout this well. Upward flow is typical of a discharge area. The well is located

within a half mile of the bay of Green Bay, which is a possible discharge point for

groundwater from the deep aquifer.

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Figure 2-22. Geophysical and flowmeter logs from Shorewood Golf Course Well (BN-422) on the University of Wisconsin – Green Bay Campus.

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A video log revealed a sub-vertical parabolic fracture at a depth of 786 feet

(Figure 2-23), as well as evidence of washouts. Structural feature such as these can

create zones of high hydraulic conductivity in an aquifer, influencing the flow of

groundwater where they occur. They also suggest that there have been deformation

events at the location and are of interest from a stratigraphic and structural perspective.

Figure 2-23. Parabolic fracture at depth of 786 feet in Shorewood Golf Course well (BN-422), Green Bay, Wisconsin. Scray Hill, BN-316/WL655, Ledgeview, Wisconsin

WGNHS personnel performed a number of geophysical tests in a 925 feet deep

well drilled at a golf course near Scray Hill in Ledgeview, Wisconsin (BN-316). I used

the gamma log to interpret the stratigraphy in the well. Undifferentiated Silurian

dolostone was interpreted to be present from the start of the log, depth of 25 feet, to

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approximately 75 feet deep. An interval of high gamma values from 75 to 425 feet deep

was interpreted to be Maquoketa Shale. The Sinnipee Group (dolostone) was interpreted

to be present from approximately 425 to 575 feet deep. The St. Peter Sandstone was

present from 575 to 625 feet deep. Below that, a series of gamma spikes was interpreted

to represent the Prairie du Chien Group (dolostone) from approximately 625 to 740 feet.

From 740 to 825 feet, the Trempeleau Group Sandstone was present. A gamma pattern

similar to that seen in BN-424 and BN-422, discussed above, indicated the presence of

the Tunnel City Group of sandstone from approximately 825 feet deep to the bottom of

the well. Stratigraphy and logs are shown in Figure 2-24.

Heat pulse flow meter results showed upward flow at a very low rate in the

St. Peter and Prairie du Chien and downward flow in the Cambrian sandstones. While

this suggests divergent flow, the upward flow in the St. Peter and Prairie du Chien is at

such a low rate that the downward flow of the Cambrian Sandstones is likely the

dominant flow direction, making this a probable area of recharge.

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Figure 2-24. Geophysical and flowmeter logs for BN-316/WL655 from Scray Hill, Ledgeview, Wisconsin.

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D&J Gravel Pit Run, near Maribel, Wisconsin


During the summer of 2008, WGNHS personnel drilled a corehole to 458 feet

deep at D&J Gravel Pit Run near Maribel, Wisconsin, as part of a STATEMAP project to

map the bedrock of Brown County (Luczaj and McLaughlin, 2007 and 2008). The

corehole penetrated the entire Silurian dolostone sequence and several feet of Maquoketa

Shale. While the Silurian formations are not a focus of this study, understanding their

hydraulic properties is beneficial because they are connected to the deep aquifer via a

leaky aquitard that includes the Maquoketa Formation in the eastern portion of the study

area.

WGNHS personnel and I conducted packer testing to evaluate horizontal

hydraulic conductivity at 17 intervals within the corehole, with slug tests performed at

four of these depths. Data were recorded by a portable laptop computer that received

water level values every five seconds from a level logger placed within the packer. Data

were provided for this study by WGNHS and analyzed using the Hvorslev method

(Fetter, 2001). The plot of water levels and time (Figure 2-25) shows how water levels

responded during each of the 17 packer intervals (including four slug tests) and was used

to calculate horizontal hydraulic conductivity at each depth.

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Figure 2-25. Water level vs. time in D&J Gravel Pit Run corehole. Each rise in water level represents a packer test interval. The Hvorslev method, developed in 1951, is appropriate for analyzing hydraulic

properties of an aquifer that is not confined (Fetter, 2001). The formula for this method

is:

Hvorslev Method

where K is hydraulic conductivity (length/time), r is the radius of the well casing (length),

R is the radius of the well screen (length), Le is the length of the well screen (length), and

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t37 is the amount of time for the water level to recover 37% of the amount of initial

change in water level (time, in days or seconds). Water levels rise in response to packers

inflating or slugs being introduced to a well or borehole. The height to which the water

level rises above static water level is h0. The height of the water level above the static

water level at some time t, after packers are inflated or a slug is lowered, is h. The ratio

of h/h0 versus time typically plots on a semi logarithmic scale as a straight time-

drawdown line.

The Hvorslev formula was used to calculate horizontal hydraulic conductivity at

the depth of each interval that was packer tested in the D&J Gravel Pit Run corehole.

The variables used for this analysis are summarized in Table 2-7.

Table 2-7: Inputs for the Hvorslev formula, used to calculate horizontal hydraulic conductivity within packer tested intervals of the D&J Gravel Pit Run corehole, Maribel, Wisconsin. Variable Value Units Selected Remarks / Additional Information

K varies ft/day Horizontal hydraulic conductivity in corehole. r varies ft Typically radius of well casing. Because the

corehole was not cased, this value is the same as the radius of the corehole, determined by caliper log readings of corehole radius at the depth of the center of each packed interval.

R varies ft Typically radius of well screen. Because the corehole was not screened, radius of the corehole was used, determined by caliper log readings of corehole radius at the depth of the center of each packed interval.

Le 6.67 ft Typically length of well screen. For this packer test analysis, length of packed interval was used for each interval.

t37 varies day Time to rise or fall to 37% of initial change. For each interval, head ratio (h/h0) was plotted versus time and where it equaled 0.37, the time, t, value was determined.

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Results and Discussion Results from the analysis of packer test data at D&J Gravel Pit Run, near Maribel,

WI, are summarized in Figure 2-26. Horizontal conductivity values ranged from less

than 0.01 ft/day to 12.33 ft/day. In the Silurian Dolostone, intervals 14, 12, and 4 were

depths in the corehole where gamma spikes occurred and where conductivity values were

among the lowest. Other intervals with low conductivities; 10, 1, and 9, were not

correlated with higher gamma levels. The highest conductivity values occurred in

intervals 16, 15, and 5. One interval of the Maquoketa Shale was packer tested at the

base of the hole, and horizontal conductivity was less than 0.01 ft/day.

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Figure 2-26. Results of packer testing of Silurian rock at D&J Gravel Pit Run, near Maribel, Wisconsin, sorted by descending depth values. Gamma logs and other geophysical logs are shown as well. Overview and Contributions

A variety of data contained in this report will improve the understanding of

hydrostratigraphy in the Northeast GMA. A regional, large scale aquifer test was

analyzed to provide an idea of the spatial distribution of hydraulic conductivity values in

the deep aquifer and confining unit. Packer testing at several sites resulted in additional

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conductivity values. A variety of logs conducted at several sites in the study area

provided site-specific data pertaining to flow rate and direction, stratigraphy, and

structural features for these wells and boreholes.

Modeling

Conlon (1998) used a MODFLOW model to simulate how water levels of the

deep sandstone aquifer would respond to predicted pumping conditions in northeastern

Wisconsin. Water levels were modeled for the years 1957 and 1990 and compared to

actual water level measurements. For the 1957 model, fifteen wells that were located

within what would eventually become the Northeast GMA were included. The difference

between modeled and actual water level values was 0-10 feet in three wells, 10-20 feet in

two wells, 20-40 feet in four wells, and greater than 40 feet in the remaining six wells. In

1990, eight wells were modeled within what would become the Northeast GMA. Of

those, the difference between simulated and actual water levels was 20-40 feet in two

wells and greater than 40 feet in the remaining six wells.

These discrepancies between simulated and actual water levels indicate that there

is much that is still not understood about the aquifer system in northeastern Wisconsin.

Conlon described several limitations to the model and identified a number of additional

data needs that could likely help improve the accuracy of simulated water levels. This

thesis provides data that can help supplement two of these categories.

The first limitation of the model for northeastern Wisconsin (Conlon, 1998) was

that the vertical hydraulic conductivity and lateral variability of the Maquoketa-Sinnipee

confining unit were not well understood, which inhibited the model’s ability to simulate

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recharge to the deep aquifer. The results of the regional aquifer test analysis in this thesis

include vertical conductivity estimates for the confining unit in fourteen wells in central

Brown County. Results from packer testing of the Maquoketa Shale at D&J Gravel Pit

Run near Maribel and the Sinnipee Group Dolostones at McKeefry Quarry near Pulaski

are contained in this report and provide additional understanding of the hydraulic

properties of the confining unit.

Another data limitation identified by Conlon (1998) was the need for accurate

reporting of groundwater withdrawals by industrial and commercial users to ensure that

pumping rates used to simulate water levels are accurate. Since publication of Conlon’s

report in 1998, the WDNR has begun to require high capacity well permit holders to

report the total volume withdrawn by their well(s), which will provide an ongoing

inventory of groundwater withdrawals. An estimate of total withdrawals from the deep

aquifer both before and after the recent switch to surface water by eight central Brown

County municipalities is included in Chapter 3 of this thesis. This estimate provides a

comprehensive description of groundwater use in the Northeast GMA during the years of

2006-2008.

The hydraulic conductivity values and pumping estimates in this thesis should be

viewed as useful starting points for future modeling efforts of water levels in northeastern

Wisconsin.

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CHAPTER 3 – WATER LEVELS AND PUMPING RATES Methods and Procedures Water Levels

The first objective was to refine the understanding of the hydrostratigraphy in the

study area, as described in the previous chapter. The second objective was to obtain

water level data from a variety of sources to show recovery after the switch to surface

water. Complete or partial static water level records for the period between January 2006

and August 2009 were obtained from 17 municipalities (Figure 1-2). Personnel from

municipal water utilities were contacted on a regular basis and they provided up to date

static water level values via telephone, email, or regular mail. Municipal well operators

willingly shared their records from the requested time period and those who had data

from previous dates included them as well. The municipal wells included in this study

are deep wells designed for high production. Their pump motors and casing tops are

typically sealed and don’t allow direct access to water levels. Air lines are non-invasive

and provide a practical means for measuring water levels that are typically accurate to

within 10 feet (Burch, 2008).

Static water level measures the depth of the water level below ground surface

when a well is not being pumped. Some operators also provided water levels measured

during pumping conditions. Water levels measured while a well is being pumped help

determine the drawdown that occurs during pumping and can help to evaluate the

efficiency of a well pump’s performance. While the pumping levels were not used for

this research, they were included with other water data in the project database, a

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Microsoft Access file (Appendix 3, database CD-R) created as part of the related WDNR

project.

In 2007, WGNHS personnel installed Solinst level loggers in four wells open to

the deep aquifer in Brown County. While three of the loggers suffered from technical

problems and resulted in incomplete data recovery, one level logger in a well owned by

the Oneida Nation recorded data continuously (shown in Figure 3-19 in the results

section below).

Five contour maps were created to show the change in potentiometric surface over

time in the deep aquifer since the City of Green Bay switched from groundwater to

surface water in 1957. Each contour map depicts the potentiometric surface of the deep

aquifer in the study area during a specific time period. The municipal water levels

described above were used to generate these maps. To supplement the data set, static

water levels were also obtained from well construction reports (WCRs) accessed through

the WDNR Well Data Disc (WDNR, 2009a).

Well drillers measure the static water level in each well that is drilled,

reconstructed, or rehabilitated. This helps determine where and how to install the well

pump. Water levels are typically recorded on well construction reports in units of feet

below ground surface (Figure 3-1) and these records provided data that supplemented the

municipal water levels used to generate potentiometric surface contour maps. To obtain

data from WCRs, the WDNR well construction records database was searched for wells

in the study area that met certain criteria. Wells that were located in the study area,

drilled during one of the date ranges selected for the contour maps of the potentiometric

surface, open to the deep aquifer, and able to be located with confidence were selected

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for inclusion in the datasets for the contour maps. The WDNR well construction records

database is a useful tool for obtaining information about wells in Wisconsin and it

supplemented the municipal records nicely, resulting in fairly comprehensive data sets for

each contour map. Data collection for the 2009 map took place during the middle of the

year, and well construction records were only available through July.

One limitation of well construction records is that many that are contained in the

WDNR database do not contain enough well location information to locate the wells with

confidence. This seems to have improved in the past five to ten years, but even some

very recent well construction records lack complete location information. Fortunately, of

those well records with accurate location information, an estimated 90% contained water

level information that could reasonably be used. Static water levels for wells that met the

search criteria were included in the data sets for potentiometric surface maps (Figures 3-7

through 3-11). Data used for potentiometric maps can be found in Appendix 1.

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Figure 3-1. Example of WDNR Well Construction Report

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Contour maps of static water levels depict the potentiometric surface of an

aquifer. Knowles (1964) created maps (Figures 3-6 and 3-7) to show water levels of the

deep aquifer before and after Green Bay’s 1957 switch to surface water. I generated five

additional contour maps (Figures 3-9 through 3-13) to depict how water levels in the deep

aquifer changed between the time of the Green Bay switch and 2009. Conlon (1998)

modeled the potentiometric surface of the deep aquifer for several time periods, but the

contour maps created for this report were generated from available data and not based on

Conlon’s report. The year 1990 was selected because well construction reports for wells

drilled before 1990 are not readily available. Selecting this time period resulted in a

larger data set than an earlier year would have.

A 2000 contour map illustrates water levels a decade later. A 2004-2005 contour

map shows the potentiometric surface of the deep aquifer as it was shortly before any

central Brown County communities turned off their wells, and 2008 and 2009 maps show

recovery of the potentiometric surface after the recent switch to surface water.

Additional historical water levels were obtained from well abandonment logs, and

some from the U.S. Geological Survey’s Active Groundwater Level Network website.

The latter were included in the project water data database (USGS, 2009).

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Pumping Rates

The third research objective was to assess the volume and nature of groundwater

withdrawals from the deep aquifer before and after the recent reduction in pumping in the

study area. Pumping data were obtained from a variety of sources to estimate the volume

of withdrawals and to understand who continues to use water from the deep aquifer, how

it is used, and how this has changed over time.

Municipal well operators in the study area were asked to supply monthly pumping

records for each of their utility’s wells. The operators who maintain such records

provided them via email or mail. Some utility operators did not provide monthly

volumes pumped per well, but municipal well operators in Wisconsin are required to

report their monthly groundwater withdrawals to the Wisconsin Public Service

Commission (PSC). These values are published in annual reports that are available to the

public via the PSC website. Pumping values are reported to the PSC as the combined

total volume pumped from all wells within each public utility. For pumping data

acquired from PSC annual reports, this combined total was used because all municipal

wells for which PSC data were used are open to the deep aquifer. One municipality in

the study area, the town of Greenleaf, has one well open to the deep aquifer and one open

to the shallow aquifer. The well operator for this utility confirmed that the deep well has

not been in use during study period, therefore, no pumping volumes were included for

Greenleaf wells (Todd Weyenberg, personal communication, 2009).

Non-municipal wells fall into a wide range of categories, including but not limited

to industrial, commercial, agricultural, irrigation, and residential. Some of these wells are

considered high capacity wells. The State of Wisconsin requires permits for all high

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capacity wells. High capacity wells in Wisconsin are defined as those having a capacity

higher than 70 gpm (or a combined capacity of greater than 70 gpm if there is more than

one well on a property). The WDNR’s well database (WDNR, 2009a) was searched for

high capacity wells in the study area, and well operators were asked to provide pumping

records for the period between January 1, 2006 and December 31, 2008. An example of

a WDNR high capacity well permit record is shown in Figure 3-2. Some pumping

records were obtained from high capacity well operators by contacting them directly,

however, other operators were not locatable or did not keep pumping records, so the

WDNR’s online pumping records database was used.

Since 2007, the WDNR has required high capacity well permit holders to report

withdrawals by each of their wells annually, and these values are published on the

WDNR’s website. For wells whose data were not obtained directly from operators, this

online well inventory was searched (WDNR, 2009b). Pumping records for many wells in

the study area were reported for one or more years, with a noticeable increase in reporting

in 2008. Partial records were available for some wells, and those values were used to

estimate the use in missing time periods.

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Figure 3-2. Example of a WDNR high capacity well permit record from the WDNR database (WDNR 2009a). This record contains the well identification, permit number, water use description, pumping capacity, and other information pertinent to the high capacity permit. If volumes were available for all of 2007 and 2008 for a particular well, the

average monthly values for these years were applied to 2006. If only one year of

volumes was reported, that year’s values were applied to the missing years. For wells

drilled during the study period, zeroes were applied to all months before that well became

operational. The WDNR high capacity well database was a useful tool for estimating

water withdrawals for this study.

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While many residents purchase water for residential use from municipal

providers, domestic wells continue to supply some households with water in the

Northeast GMA. Municipal and industrial high capacity pumping records are available

for inclusion in pumping estimates, but groundwater withdrawals by residential wells are

not monitored or recorded in an official capacity. It is important to consider these wells

in the overall pumping estimate.

Estimating Residential Water Use

A variety of data were used to estimate withdrawals from the deep aquifer by self

supplied domestic wells in the study area. Gotkowitz et al. (2008) described how

residential water consumption can vary from place to place depending on various factors,

including land use and population density. Data from the Wisconsin Public Service

Commission (PSC) helped determine per capita residential water use in the Northeast

GMA.

Municipal water suppliers provide annual reports to the PSC. Included in each

utility’s report is a breakdown of water sales by category. Residential water use is

reported by number of customers and total volume, in thousands of gallons, sold to

residential customers. In the reports, each customer represents one meter that records

water use by a one- or two-family household.

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Water use per household was estimated by dividing the total volume sold for

residential use by the number of residential customers for each utility. The resulting

value was then divided by the number of days in the year the water was sold (2007 and

2008 values were analyzed for this estimate). This value was divided by the average

household size reported for that location by the 2000 US Census (summarized in

Table 3-1), resulting in the per capita residential water consumption for the study area.

Figure 3-3 shows per capita water consumption for each municipality with a water utility

and Table 3-2 summarizes the results.

Table 3-1. Average number of people per household in 2000 Location Household Size

Brown County 2.5 City of Green Bay 2.4 Calumet County 2.7 Outagamie County 2.6 City of Appleton 2.5 Data from US Census: http://quickfacts.census.gov

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Figure 3-3. Residential water use for counties of Northeast GMA, by utility. Volumes in units of gallons per capita per day (gpcpd).

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Table 3-2. Residential water consumption by location

Location Year Mean Per Capita

Consumption (gpcpd)

Median Per Capita Consumption

(gpcpd) Brown County 2007 63 61 2008 57 57 City of Green Bay 2007 63 N/A 2008 59 Outagamie County 2008 49 51 2008 47 48 City of Appleton 2007 53 N/A 2008 50 Calumet County 2007 53 N/A 2008 49

All 2007 60 61 2008 55 55

When calculating mean and median residential water use for the locations within

the study area, values from the Freedom Sanitary District PSC annual reports were

discarded because the values varied substantially between the two years and did not seem

reliable. Values for the City of Green Bay and the City of Appleton were calculated

individually because the US Census provided average household sizes for these

communities (US Census Bureau, 2009). Estimated residential water use in the Northeast

GMA ranges between 47 and 63 gpcpd.

This estimation method relied on the assumption that each “residential customer”

reported in the PSC annual reports represents one average household. In reality, this

category includes one- and two-family homes, but the PSC includes other multi-family

dwellings in its “commercial” category, so apartment complexes and other multi-family

dwellings are not included in this residential estimate. Gotkowitz et al. (2008) reported

that residents of multi-family dwellings may use water differently than those who live

one- and two-family homes, and these potential differences are not factored into this

estimate.

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Using the estimated volumes of per capita water consumption described above,

two methods were employed to estimate residential withdrawals of groundwater from the

deep aquifer.

Estimating withdrawals from the deep aquifer by domestic self-supplied wells:

Method 1:

Records of Wisconsin wells are stored in databases maintained by various

agencies, including the Wisconsin Department of Natural Resources, the United States

Geological Survey (USGS), and the Wisconsin Geologic and Natural History Survey

(WGNHS). Some wells are included in one or more of these databases. However, many

are not, which means that the total number of wells in Wisconsin is largely unknown.

The first step in estimating residential groundwater withdrawals was to estimate

the number of residents who do not obtain their water from a municipal utility provider.

The Program on Agricultural Technology Studies (PATS) provides a variety of

population data at the township level for Wisconsin. PATS information helped determine

the number of households in each township located within the study area in 2000 (PATS,

2009). For each township, the number of households that receive water from municipal

utilities (determined in our initial step, described above) was subtracted from the total

number of households to determine the number of households that use water from a

source other than a municipal provider. This calculation relied on the assumption that the

remaining households use water from a domestic self-supplied well. For a number of

communities, the result was a negative number, which was entered as zero. This region

is growing and the PATS numbers do not account for population increases since 2000.

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In the next step, the number of households that use groundwater was multiplied

by the average household size in that location to determine the number of people who

depend on groundwater for their residential use. This value was multiplied by the per

capita residential use value estimated earlier to determine the volume of groundwater

used by residents in the study area. Results are summarized in Table 3-3.

To estimate the proportion of this volume that is withdrawn from the deep aquifer,

a search within the WDNR well construction records database (WDNR, 2009a) was

performed. The first search was for all wells within each township, and these results

were narrowed by searching only for wells open to sandstone. The percent of wells open

to the deep aquifer was calculated. Geological descriptions of the wells were assumed to

be accurate and the percentage of wells open to the deep aquifer was assumed to

represent the proportion of total groundwater withdrawals that come from the deep

aquifer.

Method 2

A second, simpler method was also used to estimate residential water withdrawals

from the deep aquifer. Using the results from the well construction records database

searches performed for the first method described above, the number of wells open to the

deep aquifer in each township was multiplied by the average household size to determine

how many people are served by them. That result was then multiplied by the low and

high estimates of residential water use and the values for each township were summed to

estimate total withdrawals from the deep aquifer by domestic self-supplied wells.

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Table 3-3. Estimate of withdrawals from deep aquifer by self-supplied domestic wells for residential use

Township

Households without

Municipal Water Supply

Residents without

Municipal Water Supply

Total Wells Wells Open

to Deep Aquifer

Wells Open to Deep Aquifer

(%)

METHOD 1: METHOD 2 Residential Withdrawals from Deep Aquifer (gpd)

Residential Withdrawals from Deep Aquifer (gpd)

47 gcppd 63 gpcpd 47 gpcpd 63 gpcpd Brown County: Bellevue 899 2248 73 25 34 36,176 48,491 3,438 4,065 Eaton 469 1,173 302 1 2 909 1,219 138 163 Glenmore 375 938 191 2 1 461 618 275 325 Green Bay Town 600 1,500 538 71 13 9,304 12,471 9,762 11,538 Hobart 768 1,920 735 381 52 46,777 62,702 52,388 61,913 Holland 242 605 185 67 36 10,298 13,804 9,213 10,877 Humboldt 453 1,133 185 0 0 - - - - Lawrence* - - 613 309 50 - - 42,488 50,213 Morrison 564 1,410 311 4 1 852 1,143 550 650 New Denmark* - - 279 5 2 - - 688 813 Pittsfield* - - 437 187 43 - - 25,713 30,388 Rockland 483 1,208 382 181 47 26,891 36,045 24,888 29,412 Scott 556 1,390 414 128 31 20,199 27,075 17,600 20,800 Suamico* - - 1,879 622 33 - - 85,525 101,075 Wrightstown - - 407 145 33 - - 19,938 23,563 Outagamie County: Buchanan 1,846 4,652 216 116 54 117,418 157,390 15,950 18,850 Center 1,095 2,759 630 361 57 74,315 99,614 49,638 58,662 Freedom 944 2,379 962 403 42 46,838 62,783 55,413 65,488 Grand Chute* - - 422 167 40 - - 22,963 27,138 Kaukauna* - - 297 126 42 - - 17,325 20,475 Vandenbroek* - - 169 44 26 - - 6,050 7,150 Calumet County: Harrison - - 287 122 43 - - 16,775 19,825 Woodville 120 324 142 64 45 6,863 9,200 8,800 10,400

TOTAL (gallons per day): 360,752 483,561 485,513 543,563 *Number of residential customers served as reported in 2008 PSC annual reports exceeds number of households in 2000 as reported by PATS. For these townships, only Method 2 was applied.

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Estimation of St. Peter Sandstone Dewatering Point

The top of the St. Peter Sandstone typically contains abundant arsenic-bearing

sulfide minerals that oxidize when exposed to the air or oxygenated water. Arsenic is a

naturally occurring element found in the earth’s crust throughout the world. It is a

carcinogen known to cause skin cancer and lung cancer, and has been linked to additional

types of cancer (Herrick, 1998). Arsenic is also suspected of causing various

noncancerous conditions including anemia, diabetes, nerve and blood damage, digestive

problems, and skin disorders (Riewe et al., 2000). Convincing data related to the health

effects of arsenic ingestion led the U.S. EPA to lower the arsenic drinking water standard

from 50 parts per billion (ppb) to 10 ppb in 2001 (Johnson and Riewe, 2006). Arsenic is

present in many wells throughout the United States, and Wisconsin is no exception.

Arsenic has been found in wells throughout Wisconsin, particularly along a band

of contamination that runs through northeastern Wisconsin and is heavily concentrated

near the line where the St. Peter outcrops. Various research and management efforts have

been implemented to minimize arsenic contamination of drinking water in this area

(Johnson and Riewe, 2006), with a focus on Winnebago and Outagamie counties.

Arsenic contamination in this region is associated with oxidization of sulfide

mineralized zones within most of the bedrock aquifers. Of particular concern is the

primary zone of mineralization, known as the sulfide cement horizon (SCH), which

extends approximately 10 feet below the base of the Platteville Dolostone (Sinnipee

Group). The St. Peter Sandstone, where present, lies directly below the Sinnipee Group,

and the arsenic-rich mineralized zone extends approximately 10 feet into the St. Peter

(Riewe et al., 2000). It can contain pyrite, marcasite, chalcopyrite, millerite, galena,

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sphalerite, and other sulfide minerals. The base of the Sinnipee Group, which coincides

with the surface of the sulfide-rich mineralized zone, is shown in Figure 3-4.

Figure 3-4. Structural contour map of the base of Sinnipee Group, which coincides with the top of the sulfide cement horizon. Datum is mean sea level.

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Arsenic is released from these mineralized zones when the sulfide minerals are

oxidized due to introduction of air into the aquifer (Schreiber et al., 2003; Gotkowitz et

al., 2004). This has happened in northeastern Wisconsin due to mechanisms such as

rotary-air drilling methods, fluctuating water levels within the bedrock formations, and

drawdown of water tables (Johnson and Riewe, 2006). This also occurs where the top of

the St. Peter is exposed at the base of dolostone quarries in eastern Wisconsin (J. Luczaj,

personal communication).

Krohelski (1986) modeled the underflow and vertical leakage of the deep aquifer

in Brown County to estimate the volume of water that could be withdrawn from aquifer

storage without dewatering the St. Peter Sandstone. The intent of Krohelski’s original

estimation was to better understand the groundwater resource from a quantity

perspective. This current study is also interested in understanding how much water can

sustainably be withdrawn from the aquifer, but the potential for arsenic release into the

groundwater supply is an additional quality-related concern. Linear interpolation of

water level records was used to generate a very basic estimate of a pumping rate that

could be expected to keep the potentiometric surface of the deep aquifer above the SCH.

Before eight communities recently switched to surface water, several wells in the

Northeast GMA had water levels that were below the top surface of the St. Peter

Sandstone, particularly those located in or near the center of the cone of depression (See

Figures 2-3 in the previous chapter). Water levels in these wells rose above the St. Peter

after the eight communities switched to surface water. Linear interpolation was used to

estimate the regional pumping rate that would keep water levels at or above the top of the

St. Peter.

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Four municipal wells were selected for this analysis. The contact between the

Sinnipee Group and St. Peter Sandstone, which coincides with the sulfide cement

horizon, was identified in each. Also, the static water level in each well was below this

contact before the recent central Brown County switch to surface water and above the

contact in 2008, after approximately one year of recovery. A series of calculations

helped estimate the pumping rate that would be expected to result in static water levels

remaining at or above the sulfide cement horizon. These calculations were made with

variables shown in Figure 3-5 and described below.

Figure 3-5. Variables used to estimate recommended pumping rate with linear interpolation. Each well used for this analysis contained these components. For each well, the following values were determined: a is the distance of 2008

static water elevation above the Sinnipee Group / St. Peter contact, in feet, b is the

distance of 2005 static water elevation below the contact, in feet, and R is the total

recovery of static water level, in feet, after the pumping rate of the deep aquifer in Brown

County was reduced by 12.25 Mgd (discussed in results section below) to 4.2 Mgd.

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The following calculation was made for each well:

This equation assumes that the amount of water level recovery is proportional to the

amount of the reduction in pumping experienced by central Brown County. While this is

a simplistic solution to a four-dimensional problem, it does provide a basic estimate of

target pumping.

Results and Discussion Water Levels

There are two cones of depression in the Northeast GMA. The first is located in

central Brown County, in an area that has experienced multiple changes in groundwater

use over the last 120 years. The second cone, located near Kaukauna and Little Chute in

the Fox Cities area, has not been as well documented historically, but has been present

for at least the past few decades. The two cones of depression are the result of

groundwater use by two population centers. Hydrographs for wells located in each of

these two pumping centers are discussed below.

Central Brown County

Central Brown County is unique in the world because this region has experienced

two independent recovery events on a major cone of depression in its confined deep

aquifer. The first event happened when the City of Green Bay switched from

groundwater to surface water for its municipal supply in August 1957. Before Green Bay

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wells were turned off, a deep cone of depression, with relief of at least 350 feet, was

centered in downtown Green Bay, as shown in Figure 3-6 (Knowles et al., 1964). At the

center of the cone, the potentiometric surface of the deep aquifer had an elevation lower

than 300 feet above sea level, as indicated by static water levels (for reference, the

elevation of Lake Michigan and the bay of Green Bay is 580 feet above sea level). The

northwest portion of the cone was more steeply sloped than other parts of the cone,

indicating that the greatest movement of water toward the cone seemed to be from the

northwest, the region’s area of recharge (Knowles, 1964). Green Bay stopped pumping

water from the deep aquifer in August 1957, and by February 1958 the shape of the

potentiometric surface had changed noticeably; the depression was much shallower.

Water levels continued to rise and by September 1960, water levels near the original

center of drawdown had risen approximately 200 feet to an elevation of almost 500 feet

above sea level (Figure 3-7). Knowles (1964) described a small cone of depression that

remained near downtown Green Bay, likely caused by continued industrial pumping in

the area.

The hydrographs in Figure 3-8 illustrate the recovery of water levels in several

wells open to the deep aquifer after Green Bay switched to surface water. Wells closest

to the center of drawdown, BN-009 and BN-076, show dramatic recovery of static water

levels immediately after pumping stopped in August 1957, followed by gradual recovery

through the end of 1960. The other wells, located further from the center of depression,

also experienced their most substantial recovery initially and more gradual recovery over

time.

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Figure 3-6. Deep aquifer potentiometric surface map of the Green Bay area in 1957, before the City of Green Bay stopped pumping groundwater for its municipal supplies. Values are in feet above sea level. Modified after Knowles et al., 1964, Plate 1.

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Figure 3-7. Deep aquifer potentiometric surface map of the Green Bay area in 1960. Values are in feet above sea level. Modified after Knowles et al., 1964, Plate 1.

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Figure 3-8. Water level response in seven Green Bay area wells after the city stopped using groundwater for its municipal supply in 1957 (modified from Knowles, 1964).

While Green Bay’s wells showed substantial recovery following the city’s switch

to surface water for its public supply, the area continued to experience population growth,

and by 1990 the central Brown County cone of depression was centered near Allouez and

De Pere, southeast of the original cone of depression. The cone had a potentiometric

surface elevation lower than 450 feet above sea level (Figure 3-9). Over the following

decade, the central Brown County cone deepened by nearly 50 feet. In 2000, the

potentiometric surface elevation of the deep aquifer in central Brown County was below

400 feet (Figure 3-10) at the center of drawdown, still not as deep as the cone of

depression below the City of Green Bay in 1957. A second area that has experienced

increased drawdown is the Fox Cities region, near the communities of Little Chute and

Kaukauna, and is discussed below.

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Figure 3-9. Deep aquifer potentiometric surface map of the Northeast GMA in 1990. The central Brown County cone of depression is visible, and there is evidence of drawdown around the Fox Valley communities of Little Chute, Kaukauna, and Kimberly. There appears to be an additional area of slight drawdown to the east, around Wrightstown. Datum is mean sea level.

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Figure 3-10. Deep aquifer potentiometric surface map of the Northeast GMA in 2000. The central Brown County cone of depression is visible, with static water level elevations lower than they were in 1990. Municipal water level data for 2000 are limited, but because the municipal wells for Allouez, De Pere, and Ashwaubenon were pumping at the time, the 400 foot contour at the center of drawdown was interpreted to be located around these communities. By 2000, the two areas of drawdown visible in the Fox Valley area appear to have combined into a single cone of depression. Because data were lacking for the eastern portion of Brown County, no water levels were estimated in that area.

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The second major recovery event in central Brown County occurred between

2006 and 2007, when eight communities in the Green Bay metropolitan area switched to

surface water for their municipal supplies, five decades after Green Bay’s 1957 switch.

In the years immediately preceding this recent switch, the center of the Brown County

cone of depression was located in the Allouez area (Figure 3-11). The cone was steepest

on its northwest side, similar to the 1957 cone of depression. The Village of

Ashwaubenon turned its wells off in June 2006, the Town of Scott stopped pumping

groundwater in October 2006, and the six CBCWA communities switched to surface

water between June 2007 and August 2007. Water levels in the deep aquifer rose in

response to the reduced withdrawals. Figure 3-12 shows the cone of depression in 2008,

approximately one year after the last communities switched. During that year, the cone

became shallower, but remained at least 250 feet below land surface. Figure 3-13 shows

the potentiometric surface during the first half of 2009, the most recent known elevations.

Hydrographs illustrating the response of water levels to the reduction in pumping in the

deep aquifer are shown in Figures 3-14 through 3-23. Of wells for which data were

recorded, those closest to the center of the cone of depression experienced the greatest

recovery, similar to the recovery observed in Green Bay after the 1957 switch to surface

water.

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Figure 3-11. Deep aquifer potentiometric surface map of the Northeast GMA for 2004-2005, before the first switchover by the Village of Ashwaubenon. Data values indicate water level elevations above mean sea level. Two distinct cones of depression are visible. The Central Brown County cone centered near Allouez experienced water level elevations as low as 252 feet. Small cones of depression appear in Pulaski and Howard, both communities continue to pump groundwater for their municipal supplies. The Fox Cities cone to the southwest experienced water level elevations lower than 500 feet, indicating that drawdown increased by more than 50 feet between 2000 and 2004-2005. The Fox Cities cone of depression was interpreted to extend into Calumet County based on a single data point, however, a lack of data in that region makes it difficult to draw contours with confidence.

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Figure 3-12. Deep aquifer potentiometric surface map of the Northeast GMA for 2008, approximately one year after the major switch to surface water by CBCWA communities in 2007. Numbers indicate water level elevations above mean sea level. The central Brown County cone experienced more than 150 feet of recovery at its center during the first year after the switch. The Fox Cities cone around Kimberly and Kaukauna show water levels similar to those measured before the central Brown County switch to surface water. While water levels in the central Brown County cone of depression recovered significantly, those in the Fox Cities area do not appear to have been affected by the change in pumping that occurred.

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Figure 3-13. Deep aquifer potentiometric surface map of the Northeast GMA for the first half of 2009, nearly two years after the major switch to surface water by CBCWA communities in 2007. Numbers indicate water level elevations above mean sea level. In central Brown County, water levels continued to recover, resulting in a total recovery of nearly 200 feet. A possible area of depression appears to remain around Scott, where many residential wells withdraw groundwater from the deep aquifer. The Fox Cities area of drawdown continues to appear unaffected by the reduction in pumping experienced in central Brown County.

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Figure 3-14. Static water elevations in De Pere, WI municipal wells, January 2005 – July 2008. During this time, maximum recovery was 120 feet (well 3). Water levels were no longer collected after July 2008. A decrease in water level apparent after January 2008 in Wells 3 and 5 could not be explained by increased pumping of the De Pere municipal wells (Paul Minten, personal communication, June 11, 2009) or by an assessment of other known nearby wells.

Figure 3-15. Static water elevations in Allouez, WI municipal wells, September 2007 through March 2008. Per Mark St. Lawrence of the Village of Allouez (personal communication, June 2007) the airlines used to measure the water levels in these wells became pinched and while these data show recovery, the values are not reliable.

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Figure 3-16. Static water elevations in Green Bay, WI municipal wells, January 2005 – March 2008. Water levels were not recorded between October 2005 and August 2007. Dashed lines connect lines between water levels measured in March 2009 and August 2009. Between August 2007 and August 2009, Green Bay water levels recovered between 90 feet and 100 feet.

Figure 3-17. Static water elevations in Bellevue, WI municipal wells, January 2005 – June 2009. The water level in Well 4 was too high to measure after November 2007. Well 1 experienced at least 55 feet of recovery, but water level was too high to measure after June 2008 (Glen Simonson, personal communication, 2009).

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Figure 3-18. Static water elevations in Scott, WI municipal well, January 2005 – July 2009. No water levels were recorded between October 2005 and August 2007. Water levels in Scott continued to rise until April 2009, and appear to have leveled off at that time. Total recovery in Scott was approximately 80 feet.

Figure 3-19. Static water elevations in Ashwaubenon, WI municipal wells, January 2005 – September 2008. Ashwaubenon began using surface water for public supply on June 6, 2006, and experienced between 130 and 160 feet of recovery in that time. No water levels were recorded between June 2006 and December 2007 and measuring equipment malfunctioned and was inoperable after August 2008. Municipal well testing and maintenance caused fluctuations in static water levels in January 2008.

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Figure 3-20. Static water elevations in Howard, WI municipal Well 3. According to the few water level measurements available, this well experienced at least 150 feet of recovery after the recent switch to surface water. This well began flowing in January 2009. On June 3, 2009, a simple experiment was performed to estimate the flow rate of this well. By measuring the time it took to fill a half gallon bucket from the flowing well, the flow rate was estimated to be between 7.5 and 10 gallons per minute.

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Figure 3-21. Static water levels in Hobart, WI municipal Well 1. Hobart is several miles west of the central Brown County cone of depression and this well experienced approximately 77 feet of recovery after the recent switch to surface water in central Brown County. The airline in this well developed a hole that was noted in January 2009 and no water levels have been recorded since. The fluctuations apparent after March 2008 in this hydrograph are likely the result of this malfunction. Hobart continues to pump groundwater for its public supply.

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Figure 3-22. Static water elevations for Oneida Tribe well (BN-504), recorded by a Solinst level logger installed by WGNHS. Of the original four installed in Brown County in 2007, this is the only remaining functional logger. Data shown are through 6/3/09 and are the most current available. The single data point along the Y axis was recorded in May 2007, soon before the CBCWA communities stopped pumping groundwater in August 2007 and may represent the actual water level or be an outlier. A similar, single data point visible in early July 2008 appears to be an outlier. This well, also located along the western limb of the central Brown County cone of depression, experienced more than twenty feet of recovery after the recent reduction in pumping.

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Figure 3-23. Static water elevations in Suamico, WI municipal wells. The three municipal wells experienced between 16 and 90 feet of recovery. Suamico continues to pump groundwater for its public supply.

Figure 3-24. Static water elevations in Pulaski, WI municipal wells. Dotted line indicates possible outlier. Pulaski continues to pump groundwater for its municipal supply. These hydrographs show a seasonal fluctuation in static water levels, which results largely because a nearby vegetable processor, Allen Canning, withdraws large volumes of water during the summer months. Static water levels have been consistent over the past 20 years (Tom Rodgers, personal communication, August 11, 2009). Located away from the center of depression, Pulaski did not experience overall change in water levels as a result of the change in pumping.

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Fox Cities Cone

While the central Brown County cone of depression has changed dramatically

since the reduction in groundwater pumping from the deep aquifer by the communities in

its vicinity, the second cone of depression, centered between Kaukauna and Little Chute,

appears to have been unaffected by the Green Bay area pumping changes. Figures 3-25

and 3-26 show hydrographs between January 2005 and May 2009 for these two

communities. Three additional communities that are located in or near the center of

pumping in the Fox Cities area are Little Chute, Kimberly and Darboy. Longer-term

static water level records from these communities (Figures 3-27 through 3-29).show the

decline of water levels over time. Pumping rates, discussed in the following section, will

determine the future shape of the cone of depression in this area. Water levels in this area

of drawdown have remained fairly level since the 2006-2007 switch and should be

expected to decline further if withdrawals remain at their current rate or increase. Nearby

Lake Winnebago supplies municipal water for the cities of Oshkosh and Appleton and

may be an option for future demand in this region.

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Figure 3-25. Static water elevations in Kaukauna, WI municipal wells, January 2005 through May 2009. It does not appear that water levels in Kaukauna experienced substantial change after eight communities in central Brown County stopped pumping groundwater.

Figure 3-26. Static water elevations in Forest Junction, WI municipal wells, January 2006 through December 2008. Well 2 was drilled in March 2006 and began pumping in early 2007.

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Figure 3-27. Static water elevations in Kimberly, WI municipal wells, January 1974 through February 2009. Water levels have typically been recorded in February and August each year.

Figure 3-28. Static water elevations in Little Chute, WI municipal wells, January 1997 through December 2008. Well 4 was brought online in January 2001. A water main break in February 2004 may explain low water levels for Well 1.

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Figure 3-29. Static water elevations in Darboy, WI municipal Wells 1 and 3, January 1985 through January 2008. Well 3 was drilled in 1994 and came online in 1995. Darboy Well 2 (not shown) began operating in January 1991 and is located 75 feet from Well 1. Static water levels in Wells 1 and 2 have been identical since then.

Figure 3-30. Static water elevations in Wrightstown, WI municipal wells, January 2005 through February 2009.

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Region of Cone Overlap

There is a hydrologic divide between the two cones of depression. The divide is

located in southwestern Brown County near Wrightstown and can be seen best on

Figure 3-11. Figure 3-30 (above) shows water levels from wells in Wrightstown, located

along the northern edge of the Fox Cities cone of depression. These wells show seasonal

fluctuation due to increased demand during the summer season, but there is no apparent

recovery that resulted from the switch to surface water in 2006-2007.

A fault that regionally cuts the aquifer system between Outagamie and Brown

counties has been described by Luczaj (2009). This east-west trending fault is

approximately six miles north of Greenleaf (Figure 2-3) and could help limit flow

between the two cones of depression in this region.

Pumping Rates Historical Pumping

The Fox River Valley region of northeastern Wisconsin has experienced much

growth during the past century. With industrial and urban centers concentrated along the

Fox River, paper production has historically been the region’s primary industry.

Opportunities in manufacturing, the largest employment sector in the metropolitan areas,

have brought people to the area. Trade, transportation, utilities, government, education,

and health services are also large industries in the cities of northeastern Wisconsin

(Wisconsin Department of Workforce Development, 2009). Away from the river,

agriculture is dominant.

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Communities located within the study area have experienced population growth

that is expected to continue. The Wisconsin Department of Administration projects that

between 2000 and 2025, communities in northeastern Wisconsin will experience 10-30%

population growth (Egan-Robertson et al., 2004). This growth in population and industry

has contributed to increased groundwater withdrawals over time. This section focuses on

these changes in groundwater use in the Northeast GMA.

Between 1950 and 1957, withdrawals from the sandstone aquifer in the Green

Bay area ranged seasonally between 10 and 15 million gallons per day (Mgd) (Drescher,

1957; Knowles, 1964). Before switching to surface water for its municipal supply in

August 1957, the City of Green Bay made approximately 60 percent of those withdrawals

(Knowles 1964). From the time Green Bay’s wells were turned off until 1960, pumping

in the area remained around 5.5 Mgd. Industries, including paper manufacturers, dairy

producers, and meat packing companies, used approximately 3.15 Mgd in 1960, while

nearby public supply wells continued to withdraw 2.12 Mgd. Figure 3-31 shows how

groundwater withdrawals from the deep sandstone aquifer were reduced when Green Bay

wells stopped pumping.

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Figure 3-31. Monthly withdrawals from the deep sandstone aquifer in the Green Bay, WI, area between 1956 and 1958. The City of Green Bay stopped pumping groundwater for its municipal supply in August 1967. (Modified after Knowles, 1964.)

In Outagamie County, LeRoux (1957) estimated that in 1951 and 1952, total

groundwater withdrawals averaged about 9.0 Mgd. Industrial, commercial, and public-

supply pumping along the Fox River accounted for 48 percent of that total. Industries

and businesses in the Appleton area withdrew 1.7 Mgd and the cities of Kaukauna, Little

Chute, Kimberly, and Combined Locks pumped 2.6 Mgd from their deep municipal

supply wells. An unspecified percentage of the total pumping in Outagamie County in

the 1950s withdrew water from the shallow aquifer for domestic and general farm use

(LeRoux, 1957).

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By 1979, 22 years after Green Bay switched to surface water, approximately

8.9 Mgd of groundwater were withdrawn from the deep aquifer in Brown County

(Krohelski, 1986). At that time, six public supply systems and four industrial users were

responsible for 60 percent of that amount.

Until 2005, pumping continued to increase. Walker et al. (1998) projected that if

no management strategies were implemented by 2030, withdrawals from the deep aquifer

could reach 24.7 Mgd in central Brown County and 9.1 Mgd in the Appleton area.

Today

As discussed in the previous section, there are two cones of depression in the

Northeast GMA. One is centered in central Brown County, near Allouez and De Pere,

while the other is located in the Fox Cities area northeast of Appleton, near Kaukauna

and Little Chute. Each cone of depression is centered around the pumping center that

forms it.

Central Brown County

The cone of depression located in central Brown County changed changed

dramatically as a result of the reduction in pumping when eight municipalities in the area

switched from groundwater to surface water for their public supplies between 2006 and

2007. Before the switch, these eight communities accounted for an estimated 75% of

total pumping in central Brown County. The reduction in pumping is apparent in

Figure 3-32, which shows pumping over time in central Brown County.

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Figure 3-32. Monthly withdrawals from the sandstone aquifer in central Brown County during the three-year period between January 2006 and December 2008.

Before the 2006-2007 switch to surface water, total withdrawals from the deep

aquifer near the Central Brown County cone of depression were estimated to be at least

15.8 - 17.0 Mgd. Tables 3-4 and 3-5 describe how water use changed after the switch.

Table 3-4. Water Use Categories for water withdrawn from the deep aquifer in Central Brown County before eight communities switched from ground to surface water in 2006 - 2007.

Category Volume (Mgd) Percent of Total Oct-March April-Sept

Municipal 13.1 83.0 77.1 Industrial 2.4 15.2 14.1

Seasonal (Irrigation) 0.0 – 1.2 (April – September) <1 7.1

Residential 0.28 1.8 1.7

Total: 15.78 – 16.98 Mgd (weighted average

16.44 Mgd) 100 100

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Table 3-5. Water Use Categories for water withdrawn from the deep aquifer in Central Brown County after eight communities switched from ground to surface water in 2006-2007.

Category Volume (Mgd) Percent of Total Oct-March April-Sept

Municipal 0.83 23.6 17.6 Industrial 2.4 68.4 51.0

Seasonal (Irrigation) 0.0 – 1.2 (April – September) <1 25.5

Residential 0.28 8.0 5.9

Total: 3.51 – 4.71 Mgd

(weighted average 4.19 Mgd)

100 100

The reduction in municipal withdrawals from the deep aquifer shifted the nature

of groundwater use in central Brown County. Previously, public water supplies were

responsible for more than 80 percent of total withdrawals, whereas now they only

account for approximately 20 percent. After the switch, industrial users became the

dominant users of groundwater from the deep aquifer. The largest volume users, as of

January 2009, are summarized in Table 3-6.

Table 3-6. Selected current large-volume users of water from the deep aquifer in central Brown County, WI. (Volumes of Village of Pulaski’s two public supply wells are combined.)

Well Operator ID Category Volume (Mgd)

Fox River Fiber FRF Industrial – paper production 1.0 Georgia Pacific GPC Industrial – paper production 0.64

Village of Pulaski PU-1 PU-2 Municipal 0.32

Sanimax SAN Industrial – Rendering 0.25 Allen Canning ALC Seasonal – food production 0.23

Village of Hobart HB-1 Municipal 0.23 Pioneer Metal Finishing PMF Industrial – metal finishing 0.19 Green Bay Country Club GBC Seasonal – golf course irrigation 0.16 Mid Vallee Golf Course MVG Seasonal – golf course irrigation 0.09

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Paper production operations and municipal water suppliers account for the largest

year-round withdrawals from the deep aquifer in the central Brown County region.

During summer months, seasonal wells withdraw significant amounts, as well. Two

large volume users, MVG and NHD, are located between the two cones of depression

near the hydrologic divide described earlier. Because their volumes pumped are

relatively low compared to the other largest volume users, one was assigned to each

center of pumping for the pumping estimates.

Water levels are a function of pumping. When eight communities stopped

withdrawing a combined 12.25 Mgd from the deep aquifer, water levels responded. The

relationship between pumping rates and water levels is apparent in Figures 3-33, 3-34,

and 3-35.

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Figure 3-33. Withdrawal rates for selected high volume users and potentiometric surface in central Brown County before eight communities switched to surface water for municipal supply during 2006 and 2007. Volumes for public supply wells are combined as they were for pumping estimates. They are represented by a single circle located in the center of all wells for each utility. Large volume withdrawals are concentrated in and around the center of depression near De Pere and Allouez. Small areas of drawdown are also apparent in Howard and Pulaski.

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Figure 3-34. Withdrawal rates for selected high volume users and potentiometric surface in central Brown County in 2008, approximately one year after the major switch to surface water for municipal supply in this area. Volumes for public supply wells are combined as they were for pumping estimates. They are represented by a single circle located in the center of all wells for each utility. A small area of drawdown is still apparent in Pulaski, which still uses groundwater is for public supply and is where Allen Canning, a large volume user, is located. There is also drawdown in Suamico, where wells still pump groundwater for municipal supply. Substantial reduction in pumping is apparent at the center of the major cone of depression near Allouez and De Pere. The potentiometric surface in this area shows at least 100 feet of recovery.

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Figure 3-35. Withdrawal rates (2008 estimate) for selected high volume users and potentiometric surface in central Brown County in 2009, approximately eighteen months after the major switch to surface water for municipal supply in this area. Volumes for public supply wells are combined as they were for pumping estimates. They are represented by a single circle located in the center of all wells for each utility. Availability of water level data for 2009 is limited, but continued recovery has been interpreted near the center of drawdown, where the greatest reduction in pumping occurred.

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Fox Cities

While the recent reduction in pumping in central Brown County substantially

reduced drawdown in that particular area, it did not affect the Fox Cities cone of

depression. Withdrawal rates from the deep aquifer in the Fox Cities between 2006 and

2008 are shown in Figure 3-36. Table 3-7 summarizes the users of the largest-volume

withdrawals in the Fox Cities area.

Figure 3-36. Monthly withdrawals from the deep aquifer in the pumping center around the Fox Cities cone of depression. Seasonal variation is apparent, but overall pumping appears to have remained steady during the two years shown.

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Table 3-7. Selected large-volume users of water from the deep sandstone aquifer in the Fox Cities area, as of January 2009. (Volumes reported for public utility operators include combined total pumping of all wells operated by each utility.)

Well Operator ID Category Volume (Mgd)

Kimberly Municipal Water Utility

KI-1 KI-2 KI-3

Municipal 1.47

Kaukauna Utilities

KA-4 KA-5 KA-8 KA-9 KA-10

Municipal

1.42

Little Chute Municipal Water Department

LC-1 LC-3 LC-4

Municipal 1.36

Darboy Joint Sanitary District #1

DB-1 DB-2 DB-3

Municipal 0.56

Thrivent Aid Association THR Heating and Cooling 0.40 New Horizons Dairy NHD Agricultural – dairy 0.20 Appleton Papers APP Industrial – paper production 0.19

The Fox Cities area also has numerous large volume users that draw from high

capacity wells. Overall, high capacity users in the Fox Cities area use significantly more

groundwater than those in Central Brown County. While the City of Appleton and many

industries use surface water supplies in this area, three public water utilities (Kimberly,

Kaukauna, and Little Chute) withdraw significant volumes of water from the deep

aquifer.

Northeast GMA

Central Brown County and the Fox Cities are the two major pumping centers that

comprise the Northeast GMA. To understand groundwater use in the entire GMA,

Figure 3-37 shows combined monthly withdrawals from the deep aquifer in the northeast

GMA between January 2006 and December 2008. When eight central Brown County

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communities stopped using groundwater for their municipal supplies between 2006 and

2007, withdrawals from the deep aquifer were reduced by 12.25 Mgd, which is apparent

in Figure 3-37.

Figure 3-37. Monthly withdrawals from the deep sandstone aquifer in the Northeast GMA, Brown, Outagamie, and Calumet Counties, Wisconsin between January 2006 and December 2008. The major reduction in pumping can be seen in July and August of 2007. Estimation of St. Peter Sandstone Dewatering Point

Water levels and well construction reports were used to calculate the position of

the potentiometric surface relative to the top of the St. Peter Sandstone, both before and

after the recent switch to surface water. It is important to note that even though water

levels in some wells had reached elevations below the top of the aquifer, the deep aquifer

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was not necessarily unsaturated in those locations. Static water levels were measured

within the wells and do not necessarily reflect the actual water pressure of the

surrounding aquifer, however, the water levels were the most representative data values

available for this estimate.

Near the center of the cone of depression in central Brown County, water levels in

selected wells had risen above the sulfide cement horizon in less than a year. Linear

interpolation was used to estimate that wells in central Brown County can supply at least

4.6 to 7.1 Mgd without potentially dewatering the St. Peter Sandstone (Table 3-8). This

compares favorably to Krohelski’s (1986) estimate that the deep aquifer in Brown County

could supply a maximum of 6.7 Mgd before becoming dewatered.

Table 3-8. Results of linear interpolation to determine dewatering point of sulfide cement horizon.

WUWN! BF185! BF188! BF187! BF208!

Well!Name!De!Pere!Well!3!

De!Pere!Well6!

De!Pere!!Well!5!

Ashwaubenon!Well!4!

Base!of!Sinnipee!Elev!(ft!above!sea!level)! 432! 448! 367! 450!

Static!Water!Elev!2004"2005! 297! 336! 321! 320!

Static!Water!Elev!2008! 437! 468! 377! 490!

Base!of!Sinnipee!Elev!!(ft!above!sea!level)!

135! 112! 46! 130!

Distance!of!Recent!Water!Level!Above!Base!of!Sinnipee!(ft)!

a!5! 20! 10! 40!

Total!Recovery!(ft)R!

140! 132! 56! 170!

Reduction!in!pumping!proportional!to!!water!level!reaching!base!of!Sinnipee!(Mgd)!

11.81! 10.39! 10.06! 9.37!

Recommended!Maximum!Pumping!rate!(Mgd)!P!

4.64! 6.06! 6.39! 7.08!

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The wells in the center of the cone of depression near De Pere are likely to have

the most residual drawdown, as there are several large volume high capacity wells that

continue to pump in that area. The most recent water data available for these wells are

from July 2008, before water levels had approached full recovery. At that time, some of

these wells were only 10-24 feet above the top of the St. Peter Sandstone. If recovery

continued after July 2008, as expected, then this target pumping estimate (P) would likely

be higher.

Figure 3-38 shows the location of municipal wells where the potentiometric

surface of the deep aquifer had been lower than the contact between the Sinnipee Group

and the St. Peter Sandstone in years immediately preceding the recent switch to surface

water in central Brown County. By mid-2008, the static water levels in all of these wells

had risen above the SCH, but these wells could be expected to experience similar

conditions if withdrawals in this pumping center were to resume in the future.

This recommended pumping estimate applies to the current location and

concentration of wells that contributed to the lowered water levels in wells open to the

deep aquifer. If additional pumping were to occur in the future, wells located west of the

cone of depression could potentially withdraw large volumes without lowering water

levels below the top of the St. Peter. Siting wells in the recharge area to the west and

spacing them adequately could allow substantial withdrawals without impacting the

potentiometric surface of the deep aquifer in central Brown County as drastically as the

organization of wells in the recent pumping center did.

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Figure 3-38. Municipal wells in which static water level elevations were below the sulfide cement horizon before the recent switch to surface water in central Brown County. The distribution of these wells shows the potential for dewatering of the St. Peter if withdrawals from the deep aquifer were to resume in this pumping center. 2004-2005 potentiometric surface contours are shown for reference (values are in feet above mean sea level).

157

CHAPTER 4 – POLICY IMPLICATIONS When eight central Brown County communities stopped pumping groundwater

for their municipal supplies during 2006 and 2007, water levels in the deep aquifer

responded by rising dramatically, as described in Chapter 3 of this report. There are

policy implications to these changes in pumping and water levels.

The Problem of Flowing Wells

The rising water levels in central Brown County could have significant

consequences for residents, businesses, and policymakers, if wells were to develop

flowing artesian conditions. Well pumps and other equipment, particularly in older

wells, may not perform properly, requiring costly repairs or replacement. Flooding could

also cause property damage for homeowners.

The Village of Howard’s Well 3 (Figure 3-20) started flowing early in 2009.

Static water levels in Suamico’s municipal wells (Figure 3-23) have been as high as

25 feet below ground surface, and there were reports of at least six flowing residential

wells in the Suamico area between June and December 2009 (Troy Simonar, personal

communication, December 2009). The most recent water level recorded in Green Bay’s

Well 10 (Figure 3-16) is 38 feet below ground surface. If other locations experienced

similar conditions in the future, the formation of new wetlands or springs could occur,

and policymakers would be faced with determining what level of protection to provide

them. Water levels in several wells in the Green Bay area are less than 50 feet from the

ground surface. As of mid-2009, water levels appear to have stabilized; however,

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continued recovery may be occurring slowly. Several municipalities and industries still

pump groundwater for their public supplies, but if one or more switched to surface water,

water levels could rise even more. Flowing artesian conditions would certainly require a

regulatory response for management.

A better understanding of the groundwater system in northeastern Wisconsin can

help better manage the resource, with both quality and quantity in mind.

Groundwater Quality and Quantity

As discussed in Chapter 3, when the potentiometric surface of the deep aquifer

becomes lower than the top of the St. Peter Sandstone, arsenic could be mobilized from

the mineralized zone known as the sulfide cement horizon (SCH). If the potentiometric

surface returned to an elevation above the SCH, the oxidized arsenic could potentially be

released into the groundwater supply.

Before eight communities in central Brown County turned off their municipal

wells between 2006 and 2007, water levels in some wells reached levels below the SCH,

as shown in Figure 3-38. After the switch to surface water, water levels rose above the

elevation of the SCH in all of these wells. If the potentiometric surface of the aquifer

surrounding these wells was also below the SCH, it is possible that arsenic (and other

metals such as nickel) was oxidized and released into the groundwater as it recovered to

an elevation at or above the SCH.

Knowing the locations of these wells is useful for several reasons. First, if there

have been recent releases of arsenic into the groundwater supply, it would be beneficial

to focus research around the concentration of wells where the SCH was known to have

159

been exposed, then covered, by changing water levels. These are the areas that are more

likely to have experienced arsenic contamination than areas where the SCH was not

known to have been exposed.

Also, it is useful to understand that if pumping were to resume at the pre-switch

rate in the central Brown County pumping center, the same wells (and possibly the

aquifer surrounding them) should be expected to experience similar drawdown. If

pumping reached a high enough rate, the SCH could again be exposed, oxidizing sulfides

and releasing arsenic.

The pumping rate recommended in Chapter 3 to avoid dewatering of the SCH

applies specifically to the center of pumping that contributed to the central Brown County

cone of depression. In the future, if public or industrial users wished to withdraw more

groundwater, a responsible approach to well locations could prevent both arsenic

contamination and localized drawdown.

High capacity wells sited in the recharge area to the west and northwest of central

Brown County and distributed spatially could be expected to withdraw as much as (and

possibly more than) was withdrawn before the switch to surface water without

dewatering the SCH or causing the amount of drawdown seen in recent years.

Responsible groundwater resource managers will consider the importance of siting wells

appropriately in planning for the future.

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CHAPTER 5 - CONCLUSIONS AND RECOMMENDATIONS Water levels in the deep sandstone aquifer in the Northeast GMA have risen by

more than 100 feet in response to the switch from ground water to surface water by eight

municipalities in Brown County during 2006 and 2007. This resulted from the net

reduction of more than 12 Mgd in groundwater pumping. Water levels will likely

continue to slowly rise for the next several years. Currently, the town of Howard’s

Well #3 is flowing due to the increased water levels and there are reports of flowing

residential wells in and around Suamico. Several communities currently continue to

withdraw groundwater for their public supply, but they could also choose to obtain water

from Lake Michigan some day. Also, technological changes or economic conditions may

lead industries to change their production methods, which could result in reduced

withdrawals. If pumping rates of the deep aquifer decrease further, more wells will have

the potential to become flowing wells. Areas that could be particularly susceptible to

experiencing flowing artesian conditions are between Green Bay and the area of recharge

to the northwest. Locations where water levels are within 50 feet of the ground surface

include Howard, Suamico, Pulaski, and Green Bay’s Well 10.

When Conlon (1998) modeled drawdown in northeastern Wisconsin, hydraulic

head values were available nearly everywhere in the study area. In the period between

that study and the start of this research, few data were compiled or analyzed. Although

the region had been the subject of a number of studies, differences between modeled and

measured heads of more than 40 feet were evident in the central Brown County area. To

understand that discrepancy, Conlon stressed the need for more accurate hydraulic data,

161

particularly the regional vertical conductivity of the Sinnipee Group confining unit. This

study contributes additional understanding of regional hydraulic properties and has the

potential to be useful for future, more complete modeling efforts in northeast Wisconsin.

The following are recommendations and opportunities for Further Research:

1.) Continued monitoring of the Northeast GMA is recommended. The deep aquifer

is an important resource that provides water for many uses. Since eight communities

switched from groundwater to surface water during 2006 and 2007, water levels continue

to rise as of late 2009 and there is the potential for flowing artesian wells in the GMA.

2.) There are very few wells or boreholes that penetrate the deep aquifer any

significant distance east of the Niagara escarpment. Drilling a deep borehole in

southeastern Brown County, describing its complete stratigraphy by taking core and/or

logging it, and establishing it as a permanent monitoring well location would be a

valuable contribution to a more refined understanding of the geology and

hydrostratigraphy of the Northeast GMA. A well in southeastern Brown County would

be beneficial data point for future efforts to interpret the potentiometric surface of the

deep aquifer with contour maps.

3.) Well construction reports submitted to the WDNR by well drillers are a useful

resource for hydrogeologic investigations in Wisconsin. These reports provide valuable

information to researchers when filled out completely and accurately. During the course

of this research, the well construction reports for many potentially-useful wells were

discarded because they were not filled out completely. It is recommended that well

drillers be required to fill their well construction reports out completely and accurately.

162

Well location (with at least a complete street address and preferably GPS coordinates), as

well as a complete description of well geology, for each well would benefit future

investigations tremendously.

4) Water levels in central Brown County have recovered substantially since the

recent switch to surface water, and historical records (Weidman and Schultz, 1915)

indicate that before development and widespread withdrawals, water levels were nearly

100 feet above ground surface in the area. Responsible management of this resource will

ensure that some withdrawals from the deep aquifer continue at a sustainable rate to

prevent the damage and expense that flowing wells could cause. If feasible, new wells

should be strategically sited in areas that offer the best production with the lowest energy

demand, particularly in the recharge area to the west and northwest of the City of Green

Bay.

5.) Wells in central Brown County experienced substantial recovery after the switch

to surface water, but a second area of drawdown remains in the Fox Cities. This cone of

depression is area around Kaukauna, Kimberly, and Little Chute and does not appear to

have been affected by the switch to surface water in central Brown County. These

communities should expect to withdraw more water as their populations grow, which will

lead to increased drawdowns in the deep aquifer. It is recommended that this portion of

the NEGMA continue to be monitored separately and conservation strategies be

implemented or alternative water sources studied to prevent a water shortage in the

future. Currently only one well in the Fox Cities, Little Chute Well 3 (OU-347), appears

to have a water level below the surface of the St. Peter Sandstone, making it susceptible

to increased arsenic mobilization, but additional drawdown could expose this sulfide-rich

163

mineralized zone in more wells. Close monitoring of drawdown in this area is

recommended to prevent, or at least minimize, arsenic release into the aquifer.

6.) The Readstown Member of the St. Peter Sandstone has not been studied closely in

northeastern Wisconsin. Where present, this shaly unit can serve as an aquitard,

influencing the movement of groundwater. A better understanding of the properties

(including extent and thickness) of the Readstown Member in northeastern Wisconsin

could benefit future research efforts.

7.) Municipal water utility operators in Wisconsin are required to monitor radium

concentrations, but there are no known studies of how regional radium levels responded

to the changes in pumping between 2006 and 2007. The effect that pumping has on

radium concentrations is not known, and an analysis of regional radium levels since 2005

could be beneficial.

164

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171

APPENDIX 1 – Potentiometric Map Data

172

1990 Potentiometric Map Data (sorted by static water elevation)

WUWN (or

WGNHS ID)

Location (Township) Operator ID* Date of Record

Static Level (feet below

ground surface)

Ground Surface

Elevation (feet above mean sea

level)

Lat** Lon** Static Water

Elevation (feet above sea level)

DS330 De Pere Private 11/10/1990 230 650 420 DU424 De Pere Private 7/4/1990 200 644 444 DU816 Lawrence Private 10/18/1990 160 615 455 DU826 Hobart Private 11/13/1990 180 665 485 BN-076 Green Bay Private 5/8/1990 94 584 490 DW449 Lawrence Private 7/30/1990 140 640 500 DU423 Hobart Private 9/27/1990 160 667 507 DB918 Scott Private 3/9/1990 126 640 514 DB919 Scott Private 3/6/1990 72 586 514 DF307 Scott Private 9/17/1990 69 585 516 CT764 De Pere Private 2/12/1990 120 639 519 CN376 Green Bay Private 9/11/1990 60 585 525 CL731 Lawrence Private 5/18/1990 110 638 528 DB925 Scott Private 4/5/1990 60 590 530 DW464 Lawrence Private 8/9/1990 140 671 531 BG580 Kimberly Well 2 8/1/1990 191 722 531 DB924 Scott Private 3/30/1990 56 590 534 DA316 Scott Private 8/28/1990 170 708 538 DF339 Green Bay Private 11/16/1990 60 600 540 CU998 Suamico Private 5/8/1990 80 625 545 CU999 Suamico Private 5/8/1990 80 625 545 DM920 Suamico Private 5/17/1990 40 589 549 CT766 Rockland Private 2/19/1990 80 630 550 CN947 Holland Private 9/28/1990 222 782 560 *Operator IDs listed as “Private” are from well construction records of private residential wells. Sheet 1 of 3 **Location information available from Wisconsin Department of Natural Resources. Contact Jeff Helmuth, (608) 266-5234

173


WUWN (or

WGNHS ID)



ground surface)

Ground Surface


level)



DF630 Buchanan Private 2/9/1990 110 671 561 CU945 Vandenbroek Private 2/8/1990 145 708 563 BG579 Kimberly Well 1 8/1/1990 164 730 566 CN007 Suamico Private 3/20/1990 34 602 568 CT772 Lawrence Private 2/28/1990 50 620 570 CU961 Van den Broek Private 3/26/1990 140 711 571 DG402 Darboy Well 1 138 712 574 DF597 Wrightstown Private 4/6/1990 80 660 580 BG581 Kimberly Well 3 8/1/1990 158 740 582 CL735 Hobart Private 6/12/1990 80 672 592 CY367 Wrightstown Private 12/10/1990 100 708 608 CY366 Buchanan Private 11/16/1990 60 675 615 CC169 Harrison Private 9/11/1990 175 794 619 DD177 Holland Private 2/20/1990 100 725 625 DU833 Suamico Private 11/21/1990 60 685 625 DD175 Kaukauna Private 2/6/1990 70 700 630 DU435 Private 10/8/1990 30 660 630 DF624 Holland Private 7/30/1990 110 744 634 CU981 Hobart Private 4/25/1990 40 680 640 DO417 Harrison Private 7/30/1990 130 770 640 CU970 Hobart Private 4/6/1990 30 672 642 DA143 Harrison Private 12/29/1990 120 762 642 DU838 Harrison Private 11/30/1990 120 769 649 CU924 Pittsfield Private 1/2/1990 110 768 658 DU820 Suamico Private 11/6/1990 60 718 658 *Operator IDs listed as “Private” are from well construction records of private residential wells. Sheet 2 of 3 **Location information available from Wisconsin Department of Natural Resources. Contact Jeff Helmuth, (608) 266-5234

174


WUWN (or

WGNHS ID)



ground surface)

Ground Surface


level)



DU813 Pittsfield Private 10/16/1990 70 734 664 DF626 Holland Private 11/20/1990 100 772 672 DM928 Hobart Private 5/24/1990 80 756 676 CN014 Grand Chute Private 5/3/1990 118 799 681 DM926 Suamico Private 5/29/1990 40 723 683 DU830 Freedom Private 11/19/1990 60 747 687 DS333 Rockland Private 11/16/1990 690 690 DM924 Pittsfield Private 5/22/1990 15 710 695 DU804 Pittsfield Private 10/9/1990 30 725 695 CL746 Hobart Private 6/20/1990 50 747 697 CW912 Pittsfield Private 1/15/1990 40 739 699 DO461 Freedom Private 9/7/1990 50 750 700 CL866 Private 2/20/1990 40 744 704 CC162 Oneida Private 8/28/1990 19 730 711 CT769 Woodville Private 2/22/1990 140 853 713 CC159 Oneida Private 7/24/1990 39 755 716 DF615 Woodville Private 6/11/1990 220 938 718 CU967 Seymour Private 4/3/1990 60 800 740 DW440 Oneida Private 7/18/1990 40 785 745 DW446 Center Private 7/27/1990 60 818 758 DF633 Freedom Private 8/21/1990 60 820 760 CU934 Seymour Private 1/15/1990 70 840 770 DO016 Grand Chute Private 8/9/1990 35 815 780 DO424 Center Private 8/8/1990 80 862 782 CN945 Center Private 9/25/1990 20 837 817 *Operator IDs listed as “Private” are from well construction records of private residential wells. Sheet 3 of 3 **Location information available from Wisconsin Department of Natural Resources. Contact Jeff Helmuth, (608) 266-5234

175

2000 Potentiometric Map Data (sorted by static water level elevation)

WUWN (or WGNHS

ID) Location

(Township) Operator ID* Date of Record

Static Level (feet below ground

surface)

Surface Elev (feet above sea

level) Lat** Lon**

Static Water Elevation

(feet above sea level)

KY953 Ledgeview Private 9/26/2000 318 710 392 OD685 Ledgeview Private 6/19/2000 300 708 408 NX742 Bellevue Private 2/22/2000 180 597 417 OL038 Ledgeview Private 10/4/2000 180 618 438 OP301 Ledgeview Private 11/9/2000 360 807 447 NV591 Scott Private 5/15/2000 137 588 451 OD617 Howard Private 5/8/2000 120 583 463 KY942 Scott Private 9/15/2000 286 750 464 NV579 Scott Private 4/28/2000 236 710 474 OE694 Scott Private 6/9/2000 275 749 474 NV535 Green Bay Private 2/2/2000 218 700 482 NC792 Rockland Private 4/12/2000 320 805 485 KY959 Scott Private 10/3/2000 101 587 486 OP810 Scott Private 12/1/2000 249 736 487 KY999 Scott Private 11/9/2000 247 737 490 OL052 Suamico Private 10/9/2000 100 596 496 NX159 Green Bay Private 6/1/2000 100 599 499 OI796 Rockland Private 9/7/2000 120 625 505 BG580 Kimberly Well 2 8/1/2000 209 722 513 OP319 Hobart Private 11/27/2000 200 715 515 KY922 Green Bay Private 8/14/2000 119 635 516 NU427 Buchanan Private 4/24/2000 160 680 520 OB317 Buchanan Private 8/31/2000 166 690 524 NX161 Buchanan Private 6/2/2000 160 685 525 OD229 Buchanan Private 7/10/2000 175 700 525 OL049 Rockland Private 10/11/2000 130 659 529

*Operator IDs listed as “Private” are from well construction records of private residential wells. Sheet 1 of 5 **Location information available from Wisconsin Department of Natural Resources. Contact Jeff Helmuth, (608) 266-5234

176


WUWN (or WGNHS

ID) Location



surface)


level) Lat** Lon**



BG584 Little Chute Well 3 8/1/2000 190 719 529 BG582 Little Chute Well 1 8/1/2000 155 690 535 OL024 Buchanan Private 9/26/2000 140 680 540 NX176 Wrightstown Private 6/9/2000 325 866 541 DG402 Darboy Well 1 170 712 542 OD251 Holland Private 8/15/2000 150 693 543 OG876 Hobart Private 8/3/2000 140 688 548 NX766 Suamico Private 3/20/2000 40 590 550 BG579 Kimberly Well 1 8/1/2000 180 730 550 OD602 Kaukauna Private 4/26/2000 120 672 552 OG814 Hobart Private 7/6/2000 140 695 555 OG816 Lawrence Private 7/6/2000 120 675 555 OL019 Lawrence Private 9/25/2000 120 675 555 BG581 Kimberly Well 3 8/1/2000 185 740 555 NC799 Lawrence Private 4/11/2000 100 666 566 OL593 Green Bay Private 11/6/2000 150 720 570 OD211 Lawrence Private 6/23/2000 110 680 570 OG865 Suamico Private 8/1/2000 140 710 570 OD218 Woodville Private 6/28/2000 220 790 570 NX775 Lawrence Private 3/28/2000 80 655 575 OD274 Buchanan Private 9/18/2000 90 665 575 OD668 Hobart Private 6/8/2000 120 700 580 NF486 Woodville Private 2/1/2000 200 783 583 OI123 Buchanan Private 11/8/2000 150 735 585 OD234 Holland Private 7/14/2000 140 725 585 OL053 Hobart Private 10/11/2000 100 688 588


177


WUWN (or WGNHS

ID) Location



surface)


level) Lat** Lon**



NR882 Van den Broek Private 3/6/2000 120 708 588 OP333 Suamico Private 12/15/2000 20 609 589 OL006 Freedom Private 9/13/2000 140 729 589 OP338 Hobart Private 12/20/2000 100 690 590 OI795 Suamico Private 9/5/2000 40 630 590 OD235 Buchanan Private 7/17/2000 100 690 590 HW895 Darboy Well 3 165 755 590 OG809 Freedom Private 6/29/2000 140 732 592 NZ606 Suamico Private 4/25/2000 60 655 595 OD228 Harrison Private 7/10/2000 170 768 598 OD258 Holland Private 8/30/2000 110 710 600 OD261 Holland Private 9/5/2000 180 780 600 OG885 Lawrence Private 8/11/2000 80 680 600 OD268 Woodville Private 9/13/2000 140 748 608 NU700 Wrightstown Private 1/5/2000 100 712 612 OL108 Lawrence Private 9/15/2000 65 685 620 OG815 Oneida Private 7/6/2000 90 713 623 NX756 Green Bay Private 3/10/2000 80 708 628 NX191 Freedom Private 6/27/2000 80 710 630 NX710 Freedom Private 1/18/2000 60 712 652 OD643 Hobart Private 5/22/2000 60 715 655 OP307 Kaukauna Private 11/13/2000 60 715 655 OD674 Hobart Private 6/13/2000 20 678 658 OL064 Hobart Private 10/16/2000 80 740 660 NX759 Suamico Private 3/13/2000 20 685 665 OI800 Suamico Private 9/7/2000 20 685 665


178


WUWN (or WGNHS

ID) Location



surface)


level) Lat** Lon**



OP325 Hobart Private 12/6/2000 60 730 670 OL060 Hobart Private 10/13/2000 80 755 675 OG818 Hobart Private 7/7/2000 40 717 677 OL044 Freedom Private 10/5/2000 120 797 677 OI112 Wrightstown Private 12/1/2000 170 850 680 NX798 Suamico Private 4/11/2000 40 725 685 OG847 Suamico Private 7/25/2000 80 765 685 NU297 Wrightstown Private 5/4/2000 220 908 688 OD205 Freedom Private 6/15/2000 60 754 694 NX743 Freedom Private 2/21/2000 60 755 695 OE851 Freedom Private 7/28/2000 40 737 697 OL046 Pittsfield Private 10/5/2000 30 730 700 OI792 Freedom Private 9/5/2000 20 728 708 OD665 Pittsfield Private 6/7/2000 20 735 715 OP339 Oneida Private 12/20/2000 40 755 715 OG891 Freedom Private 9/5/2000 60 777 717 OG898 Pittsfield Private 8/18/2000 40 760 720 OG879 Freedom Private 8/7/2000 20 740 720 OB311 Freedom Private 8/11/2000 62 785 723 OI121 Grand Chute Private 11/11/2000 80 804 724 OL084 Oneida Private 10/24/2000 30 754 724 NF476 Grand Chute Private 1/6/2000 40 770 730 NZ618 Pittsfield Private 7/17/2000 40 775 735 OD679 Pittsfield Private 6/14/2000 30 775 745 NX790 Grand Chute Private 4/6/2000 60 807 747 OD672 Center Private 6/13/2000 100 849 749 OL543 Oneida Private 10/4/2000 40 790 750

*Operator IDs listed as “Private” are from well construction records of private residential wells. Sheet 4 of 5

179


WUWN (or WGNHS

ID) Location



surface)


level) Lat** Lon**



OD607 Osborn Private 5/2/2000 60 815 755 OD350 Pittsfield Private 7/5/2000 30 788 758 NX713 Center Private 1/26/2000 30 788 758 NX197 Center Private 9/15/2000 40 800 760 OD252 Center Private 8/16/2000 40 800 760 NR857 Grand Chute Private 1/17/2000 100 860 760 NX102 Osborn Private 3/28/2000 70 830 760 OD621 Osborn Private 5/10/2000 60 840 780 OL088 Osborn Private 10/26/2000 30 810 780 NX728 Center Private 2/8/2000 40 821 781 NX757 Seymour Private 3/10/2000 80 864 784 OD289 Center Private 10/13/2000 40 825 785 OG878 Center Private 8/7/2000 40 830 790 NX172 Center Private 6/7/2000 20 813 793 NO539 Osborn Private 7/11/2000 18 811 793 NX175 Grand Chute Private 6/8/2000 60 857 797 OB315 Center Private 8/28/2000 27 830 803 OB316 Center Private 8/28/2000 20 827 807 OD287 Grand Chute Private 10/6/2000 50 860 810 BN-076 Green Bay Private 7/27/2000 141 584 443 NI748 De Pere Private 6/7/1999 220 700 480 NI755 Ledgeview Private 6/9/1999 180 652 472 *Operator IDs listed as “Private” are from well construction records of private residential wells. Sheet 5 of 5 **Location information available from Wisconsin Department of Natural Resources. Contact Jeff Helmuth, (608) 266-5234

180

2004-2005 Potentiometric Map Data (sorted by static water level elevation) WUWN (or

WGNHS ID)



ground surface)

Surface Elev (feet above sea level)



BF202 Allouez Well 5 6/25/2005 335 587 252 BF186 De Pere Well 4 3/21/2005 382 636 254 BF203 Allouez Well 6 6/25/2005 330 590 260 BF206 Ashwaubenon Well 2 6/20/2005 310 607 297 BF185 De Pere Well 3 6/23/2005 310 607 297 BF184 De Pere Well 2 6/10/2005 299 600 301 BF208 Ashwaubenon Well 4 6/20/2005 330 650 320 TQ318 De Pere Fox River Fiber 9/3/2004 307 628 321 BF187 De Pere Well 5 6/23/2005 321 642 321 BF188 De Pere Well 6 6/23/2005 288 624 336 BF192 Green Bay Well 5 6/23/2005 253 590 337 TS683 Ashwaubenon Red-D-Mix 9/8/2004 259 610 351 BF191 Green Bay Well 4 6/23/2005 240 597 357 BF210 Bellevue Well 1 6/19/2005 366 724 358 BF209 Ashwaubenon Well 5 8/29/2008 275 638 363 BF207 Ashwaubenon Well 3 6/27/2005 265 631 366 BF190 Green Bay Well 3 6/23/2005 205 587 382 SY722 Ledgeview Private 5/18/2005 360 753 393 IE266 Bellevue Well 4 6/21/2005 360 757 397 BF194 Green Bay Well 7 6/21/2005 225 633 408 BF197 Green Bay Well 10 9/28/2005 175 584 409 BF196 Green Bay Well 9 6/21/2005 190 602 412

5000076 Green Bay Wisc PSC Well 8/31/2005 164 584 420 VK046 Green Bay Private 8/23/2005 220 640 420 RT372 Ledgeview Private 2/19/2004 405 826 421 BF195 Green Bay Well 8 6/21/2005 225 651 426 TU407 Ledgeview Private 6/29/2005 207 640 433


181


WGNHS ID)



ground surface)




BF215 Howard Well 3 7/7/2005 155 592 437 BF216 Scott Sanitary

District Well 1 6/18/2005 320 759 439

SY747 Scott Private 5/27/2005 140 584 444 SY777 Scott Private 6/27/2005 140 585 445

5000395 Ashwaubenon Well 7 6/20/2005 230 684 454 BG582 Little Chute Well 1 7/1/2005 221 690 469 BG574 Kaukauna Well 4 6/20/2005 150 642 492 BG584 Little Chute Well 3 7/1/2005 221 719 498 BG575 Kaukauna Well 5 6/20/2005 137 642 505 BG576 Kaukauna Well 10 6/20/2005 206 711 505 HJ196 Kaukauna Well 8 6/15/2005 203 709 506 SQ753 Rockland Private 6/20/2005 124 630 506

N/A Green Bay Private 10/29/2004 183 700 517 NG591 Little Chute Well 4 7/1/2005 200 720 520 VK032 Suamico Private 8/11/2005 180 700 520 VK052 Howard Private 8/29/2005 60 583 523 BG578 Kaukauna Well 9 6/15/2005 174 700 526 SR351 Suamico Private 10/15/2004 60 586 526 BG580 Kimberly Well 2 6/24/2005 193 722 529 TE707 Kaukauna Private 10/6/2005 240 770 530 SG607 Suamico The Selmer Co. 4/13/2004 60 590 530 BF223 Wrightstown Well 2 6/20/2005 121 652 531 BG579 Kimberly Well 1 6/13/2005 195 730 535 TA452 Howard Private 7/18/2005 132 669 537 TU352 Freedom Private 5/2/2005 180 720 540 BG581 Kimberly Well 3 6/22/2005 199 740 541 SC637 Suamico Private 2/4/2004 40 593 553 TA468 Vandenbroek Private 8/24/2005 155 710 555


182


WGNHS ID)



ground surface)




SX702 Kaukauna Private 6/27/2005 150 715 565 SX715 Kaukauna Private 6/5/2005 145 718 573 SP099 Suamico Private 10/7/2004 50 624 574 SW814 Holland Private 5/13/2005 100 690 590 SW863 Kaukauna Private 8/29/2005 120 722 602 SI763 Hobart Private 6/21/2004 85 690 605 BF217 Greenleaf Well 1 6/22/2005 120 748 628 SY781 Suamico Private 6/28/2005 60 690 630 SW818 Menasha HWY 114 5/23/2005 160 798 638 SW819 Menasha Private 5/25/2005 160 800 640 SW821 Menasha Private 5/27/2005 160 800 640 SY764 Hobart Private 6/13/2005 30 680 650 SK066 Suamico Private 8/3/2004 60 720 660 SQ749 Hobart Private 6/7/2005 85 750 665 SX794 Pittsfield Private 8/1/2005 37 705 668 SU258 Suamico Private 2/2/2005 20 695 675 SR340 Suamico Private 10/12/2004 60 735 675 TB557 Pittsfield Private 7/14/2005 80 760 680 SG603 Hobart Private 4/12/2004 60 748 688 SW816 Freedom Private 5/16/2005 60 752 692 TU404 Grand Chute Private 6/24/2005 100 800 700 SW830 Grand Chute Private 6/30/2005 100 815 715 SC626 Pittsfield Private 1/15/2004 30 745 715 TB576 Kaukauna Private 7/27/2005 60 780 720 SY731 Pittsfield Private 5/25/2005 40 760 720 SW187 Pittsfield Private 4/22/2005 30 753 723 SW853 Grand Chute Private 8/1/2005 80 808 728 TB552 Seymour Private 7/12/2005 60 790 730 BF221 Pulaski Well 2 6/20/2005 49 792 743


183


WGNHS ID)



ground surface)




BF220 Pulaski Well 1 6/21/2005 51 799 748 TB561 Freedom Private 7/18/2005 40 793 753

45000416 Seymour Tesch Site 7/25/2005 94 900 806 *Operator IDs listed as “Private” are from well construction records of private residential wells. Sheet 4 of 4 **Location information available from Wisconsin Department of Natural Resources. Contact Jeff Helmuth, (608) 266-5234

184


WUWN (or WGNHS ID)

Location (Township) Operator ID* Date of

Record Static Level

(feet below ground surface)


level) Lat** Lon**



BF187 De Pere Well 5 7/21/2008 265 642 377 BF202 Allouez Well 5 4/15/2008 160 587 427 BF185 De pere Well 3 7/21/2008 170 607 437 BF204 Allouez Well 7 3/3/2008 145 594 449 BF210 Bellevue Well 1 6/23/2008 270 724 454 BF191 Green Bay Well 4 8/15/2008 140 597 457 BF206 Ashwaubenon Well 2 8/15/2008 145 607 462 BF192 Green Bay Well 5 8/5/2008 125 590 465 BF190 Green Bay Well 3 8/5/2008 120 587 467 BF188 De Pere Well 6 7/21/2008 156 624 468 BF211 Bellevue Well 2 7/9/2008 156 630 474 WJ225 Scott Private 6/10/2008 280 760 480 BF208 Ashwaubenon Well 4 8/15/2008 160 650 490 BN-422 Green Bay UWGB

Shorewood Golf Course

5/19/2008 138 628 490

WM442 Rockland Private 8/12/2008 140 630 490 WN472 Ledgeview Private 11/10/2008 300 795 495 HJ196 Kaukauna Well 8 6/1/2008 210 709 499 BF216 Scott Sanitary

District Well 1 8/20/2008 260 759 499

BG576 Kaukauna Well 10 6/1/2008 210 711 501 BF196 Green Bay Well 9 8/5/2008 100 602 502 BN-076 Green Bay Wisconsin

Public Service Corp. Well

7/22/2008 79 584 505

BG574 Kaukauna Well 4 6/15/2008 135 642 507 BG575 Kaukauna Well 5 6/1/2008 135 642 507


185


WUWN (or WGNHS ID)


Record Static Level



level) Lat** Lon**



BF209 Ashwaubenon Well 5 8/29/2008 125 638 513 N/A Green Bay Private 11/25/2008 114 627 513

BG584 Little Chute Well 3 7/1/2008 204 719 515 NG591 Little Chute Well 4 8/1/2008 200 720 520 UP309 Wrightstown Private 155 675 520 UO530 De Pere Private 6/12/2008 380 903 523 BG578 Kaukauna Well 9 6/1/2008 176 700 524 BG582 Little Chute Well 1 7/1/2008 166 690 524 WM756 Lawrence Private 9/4/2008 145 670 525 BF207 Ashwaubenon Well 3 8/15/2008 105 631 526 NY679 Wrightstown Well 4 8/1/2008 138 664 526 BG581 Kimberly Well 3 8/1/2008 208 740 532 BF197 Green Bay Well 10 8/5/2008 50 584 534 BG579 Kimberly Well 1 8/1/2008 196 730 534 BF223 Wrightstown Well 2 7/1/2008 118 652 534 WL607 Wrightstown Private 5/5/2008 132 666 534 UQ409 Holland Private 8/20/2008 240 775 535 BF195 Green Bay Well 8 8/5/2008 115 651 536 WI426 Red River Private 5/5/2008 60 600 540 WM443 Suamico Private 8/14/2008 40 582 542 WM443 Suamico Private 8/14/2008 40 585 545 LW772 Suamico Well 4 5/28/2008 47 595 548 UQ415 Kaukauna Private 9/22/2008 120 675 555 UO542 Kaukauna Private 8/4/2008 125 680 555 WM412 Lawrence Private 7/10/2008 120 678 558 BG580 Kimberly Well 2 8/1/2008 159 722 563


186


WUWN (or WGNHS ID)


Record Static Level



level) Lat** Lon**



WL652 Hobart Private 7/2/2008 140 704 564 WG311 Forest Junction Well 2 7/16/2008 252 820 568 UO547 Suamico Private 8/15/2008 14 582 568 WN163 Lawrence Private 8/26/2008 100 677 577 UQ417 Kaukauna Private 9/29/2008 100 680 580 LT992 Hobart Well 1 8/1/2008 90 677 587

WM792 Harrison Private 10/29/2008 200 790 590 BF215 Howard Well 3 7/7/2005 0 592 592 FM498 Suamico Well 2 8/7/2008 22 618 596 BF257 Forest Junction Well 1 7/16/2008 220 820 600 WL610 Harrison Private 5/10/2008 380 980 600 UQ407 Kaukauna Private 8/18/2008 100 700 600 MG177 Suamico Well 3 8/7/2008 34 642 608 WN183 Green Bay Private 9/18/2008 85 694 609 WM444 Oneida Private 8/14/2008 100 712 612 WN162 Harrison Private 8/26/2008 180 799 619 WN205 Oneida Private 10/20/2008 80 703 623 WL977 Suamico Private 6/3/2008 1 628 627 WL439 Oneida Private 1/17/2008 80 712 632 UQ425 Harrison Private 11/7/2008 80 737 657 UF780 Vandenbroek Private 6/9/2008 70 730 660 UF740 Vandenbroek Private 6/9/2008 70 730 660 WM434 Oneida Private 8/4/2008 80 750 670 WN159 Hobart Private 8/25/2008 60 740 680 UO509 Pittsfield Private 1/16/2008 45 733 688 UN535 Oneida Private 2/22/2008 50 740 690 WL631 Pittsfield Private 6/11/2008 25 725 700 WN182 Pittsfield Private 9/18/2008 70 776 706


187


WUWN (or WGNHS ID)


Record Static Level



level) Lat** Lon**



UN631 Oneida Private 8/1/2008 47 763 716 WN475 Oneida Private 11/7/2008 100 824 724 UQ411 Grand Chute Private 9/2/2008 100 835 735 UN637 Osborn Private 10/1/2008 57 795 738 BF221 Pulaski Well 2 8/25/2008 51 792 741

UN6230 Center Private 6/20/2008 72 815 743 WN202 Appleton Private 10/15/2008 60 806 746 BF220 Pulaski Well 1 8/18/2008 52 799 747 WM788 Grand Chute Private 10/17/2008 90 840 750 UL849 Pittsfield Private 5/28/2008 56 810 754 UL850 Pittsfield Private 5/28/2008 52 810 758 UO546 Pittsfield Private 45 806 761 OU-416 Seymour Tesch Site Test

Well 10/23/2008 93 900 807


188


WUWN (or WGNHS ID)

Location (Township)

Operator ID*

Date of Record


ground surface)

Surface Elev




WN454 Ledgeview Private 6/16/2009 380 785 405 WN502 Wrightstown Private 1/20/2009 240 653 413 WO299 Scott Private 6/30/2009 260 722 462 BF191 Green Bay Well 4 8/17/2009 130 597 467 BF192 Green Bay Well 5 8/17/2009 115 590 475 BF190 Green Bay Well 3 8/17/2009 105 587 482 BF196 Green Bay Well 9 8/17/2009 115 602 487 BF211 Bellevue Well 2 6/8/2009 139 630 491 BG582 Little Chute Well 1 7/4/2009 197 690 493 BG584 Little Chute Well 3 7/6/2009 209 719 510 BF216 Scott Sanitary District Well 1 6/4/2009 240 759 519 BN-076 Green Bay Private 6/22/2009 61 584 523 NG591 Little Chute Well #4 7/1/2009 193 720 527 NY679 Wrightstown Well 4 6/1/2009 135 664 529 BF223 Wrightstown Well 2 6/1/2009 116 652 536 UM093 Green Bay Private 2/19/2009 50 594 544 BF197 Green Bay #10 8/17/2009 38 584 546 BF195 Green Bay #8 8/17/2009 95 651 556

UV681 Lawrence Private 5/11/2009 120 677 557 LW772 Suamico Well 4 5/11/2009 35 595 560 UV675 Wrightstown Private 4/2/2009 100 660 560 UV678 Wrightstown Private 4/17/2009 110 680 570 WH981 Lawrence Private 4/9/2009 60 635 575 WH985 Hobart Private 5/1/2009 100 675 575 UV667 Kaukauna Private 3/3/2009 120 700 580 WN440 Suamico Private 5/26/2009 1 597 596 FM498 Suamico Well 2 5/25/2009 19 618 599


189


WUWN (or WGNHS ID)

Location (Township)

Operator ID*

Date of Record


ground surface)

Surface Elev




UV664 Harrison Private 1/19/2009 160 766 606 MG177 Suamico Well 3 5/24/2009 31 642 611 UV682 Harrison Private 5/11/2009 190 801 611 UV666 Grand Chute Private 3/2/2009 110 723 613 WI004 Hobart Private 5/20/2009 50 675 625 WN441 Oneida Private 5/27/2009 80 710 630 WO302 Hobart Private 6/30/2009 40 689 649 WN456 Suamico Private 6/17/2009 50 724 674 WN423 Suamico Private 4/17/2009 50 730 680 WN453 Freedom Private 6/15/2009 80 763 683 WN448 Pittsfield Private 6/8/2009 40 743 703 WN445 Center Private 6/5/2009 60 796 736 BF221 Pulaski Well 2 6/8/2009 48 792 744 BF220 Pulaski Well 1 6/8/2009 46 799 753 WO314 Freedom Private 7/13/2009 60 820 760 WO301 Seymour Private 6/29/2009 80 860 780 WN435 Seymour Private 5/15/2009 70 877 807

N/A Ashwaubenon Private 4/2/2009 176 650 474 N/A Green Bay Private 7/8/2009 70 598 528 N/A De Pere Private 4/23/2009 51 636 585 N/A Hobart Private 6/3/2009 175 670 495 N/A Hobart Private 6/16/2009 180 665 485 N/A De Pere Private 5/18/2009 120 675 555


190

APPENDIX 2

PUMPING VOLUMES

CENTRAL!BROWN!COUNTY!PUMPING!RECORDS!2006"2008 Volumes!in!Gallons !Appendix!2!"!Page!1!of!6

Operator/Owner WUWNHiCap!Perm Jan!2006 Feb!2006 Mar!2006 Apr!2006 May!2006 Jun!2006 Jul!2006 Aug!2006 Sep!2006 Oct!2006 Nov!2006 Dec!2006

CENTRAL!BROWN!COUNTY

MUNICIPAL

CBCWA

Allouez 35,680,000 33,707,000 37,720,000 38,315,000 41,161,000 42,678,000 51,546,000 44,659,000 38,654,000 38,102,000 35,035,000 37,532,000

Bellevue 39,052,000 35,690,000 37,125,000 41,781,000 40,541,000 44,546,000 50,617,000 48,791,000 40,890,000 44,137,000 37,691,000 39,732,000

De!Pere 79,291,000 75,461,000 91,828,000 94,217,000 87,352,000 95,709,000 112,911,000 96,495,000 80,906,000 83,150,000 72,208,000 80,698,000

Howard 56,708,000 48,663,000 52,867,000 58,121,000 62,603,000 68,828,000 81,813,000 72,709,000 61,456,000 59,620,000 52,831,000 56,574,000

Lawrence 8,873,000 7,907,000 9,012,000 9,551,000 9,832,000 2,950,000 0 0 0 0 0 0

Ledgeview 9,114,000 6,413,000 0 0 10,628,000 14,751,000 19,225,000 17,520,000 17,403,000 13,889,000 14,941,000 9,783,000

Ashwaubenon 90,805,000 84,004,000 94,562,000 95,003,000 108,409,000 0 0 0 0 0 0 0

Scott 4,909,000 4,644,000 5,245,000 5,680,000 5,633,000 6,230,000 6,525,000 3,878,000 3,314,000 3,265,000 0 0

OTHER!MUNICIPAL

Green!Bay 16,000 17,000 8,000 10,000 18,000 14,000 13,000 11,000 13,000 14,000 17,000 17,000

Hobart 5,999,000 4,850,000 5,590,000 5,845,000 6,775,000 8,950,000 12,203,000 9,509,000 6,423,000 5,804,000 4,480,000 4,806,000

Pulaski 9,516,000 9,080,000 9,739,000 10,242,000 10,548,000 12,767,000 15,225,000 15,318,000 12,249,000 8,544,000 7,300,000 7,782,000

Suamico 5,399,000 5,196,000 5,513,000 5,814,000 8,279,000 7,669,000 8,898,000 7,634,000 7,379,000 7,192,000 7,312,000 7,381,000

INDUSTRIAL

Atlas!Cold!Storage N/A 392 491,040 471,240 790,020 1,172,160 1,152,360 1,435,500 1,570,140 2,105,730 1,974,060 1,697,850 1,354,320 918,720

Fox!River!Fiber!Co TQ318 4470 30,824,550 27,946,450 30,432,550 29,528,850 30,989,100 32,018,550 32,755,050 33,938,750 32,916,850 32,842,300 31,949,250 29,904,800

Georgia!Pacific N/A 40518 20,989,449 19,152,000 21,477,606 20,003,040 18,440,629 18,576,000 17,314,554 17,986,820 18,198,720 20,495,526 21,119,340 20,904,478

Pioneer!Metal!Finishing!(PMF) WG604 3938 6,114,700 4,953,600 5,679,400 5,677,400 5,731,500 5,685,100 5,955,900 6,647,400 5,766,700 7,237,600 6,366,900 5,195,400

Putney!Capital!(Bay!Towel) RG481 3937 1,874,825 1,669,600 1,874,850 1,902,800 1,904,200 1,773,050 1,832,400 1,824,400 1,684,600 1,936,000 1,591,000 1,650,525

Sanimax!(formerly!Anamax) N/A 1337 5,378,100 4,505,400 6,232,200 5,911,767 6,641,728 6,925,282 7,768,950 7,911,565 7,447,200 8,464,895 7,165,955 7,394,715

Belgioioso!Cheese AC644 40525 1,420,586 1,323,054 1,208,284 1,198,843 1,160,454 1,003,295 982,295 1,045,990 1,445,181 1,351,284 604,775 455,623

Brown!County!Reforestation!Camp LK690 1980 3,283,200 3,360,000 3,379,200 3,888,000 4,665,600 4,180,800 5,232,000 4,195,200 4,003,200 3,384,000 2,568,000 2,808,000

Brown!County!Reforestation!Camp N/A 1982 465,000 489,000 0 405,000 348,000 1,845,000 729,000 771,000 723,000 291,000 256,500 514,500

Brown!County!Reforestation!Camp MO957 1984 9,600 7,200 12,000 1,200 30,000 51,600 64,800 46,800 42,000 10,800 4,200 66,600

Northeast!Asphalt TQ667 67412 0 0 0 0 0 0 4,325,000 3,410,000 1,944,000 3,525,000 4,851,000

Lannoye!School FB672 90312 48,850 42,850 45,600 52,800 49,250 14,200 16,950 27,800 58,350 54,400 42,250 33,550

Schroeder's!Flowers CR897 21713 48,596 108,746 310,206 609,378 848,410 902,316 623,118 576,295 307,065 237,241 210,681 100,402

SEASONAL

Brown!County!Park!Dept KQ397 1466 0 0 0 0 0 0 0 0 0 0 0 0

Mark!Giardino!(Ledgeview!Golf!Course) BB739 4702 0 0 0 188,161 2,324,895 3,451,150 4,134,800 5,802,150 2,352,200 312,950 0 0

Oneida!Golf!and!Country!Club BF173 75505 0 0 0 964,000 3,380,000 5,285,000 6,745,000 2,259,500 1,160,500 270,000 20,000 0

Roland!Bruntz!(Sunny!Hill!Farm) BB747 4710 0 0 0 0 405,000 2,636,700 2,388,060 6,556,050 4,565,040 555,360 0 0

Thornberry!Creek!Country!Club MR031 2575 0 0 2,317,140 2,879,100 4,017,160 5,101,740 7,445,340 4,473,000 2,104,200 0 0

Thornberry!Creek!Country!Club 1207 0 0 0 211,050 776,400 900,150 1,042,500 1,329,600 970,000 561,900 189,750 0

Green!Bay!Country!Club FM185 982 0 0 0 0 5,555,400 2,848,200 7,078,200 9,277,800 3,344,500 1,534,080 0 0

Green!Bay!Country!Club WG321 68068 93,000 66,000 58,000 48,000 404,000 60,000 86,400 92,000 114,800 213,600 429,900 642,900

Bay!Beach!Wildlife!Sanctuary! UK839 68964 0 0 0 0 0 0 0 0 0 0 0 0

Highland!Ridge!Golf!Club CR858 1638 0 0 0 0 57,600 331,200 547,200 518,400 165,600 28,800 0 0

Hilly!Haven!Golf!Course GO113 1901 0 0 0 0 1,095,213 844,246 325,411 3,288,922 924,317 0 0 0

Mid!Vallee!Golf!Course OP093 2572 0 0 0 0 329,400 62,655 81,450 553,950 1,098,000 0 0 0

Mid!Vallee!Golf!Course BB742 4705 0 0 0 0 2,048,970 1,101,060 539,725 5,282,880 2,920,025 118,800 0 0

Moder!Farms BB744 4707 0 0 0 0 72,500 97,200 109,800 229,900 84,000 0 0 0

Tillmann!Wholesale!Growers NK736 2741 0 0 0 0 1,320,000 2,580,000 2,550,000 2,670,000 2,250,000 1,344,000 0 0

Richard!Williams 4711 0 0 0 0 0 110,400 244,200 641,600 88,500 92,250 0 0

Brown!County!Park!Department!(Barkhause KQ397 1466 0 0 0 0 0 0 0 2,692,800 4,009,500 5,217,300 1,529,550 0

Allen!Canning RR865 3484 0 0 0 0 0 1,745,000 7,967,500 10,577,423 12,183,548 2,852,000 18,500 0

Shorewood!Golf!Course 94,081 587,908 576,858 594,497 1,454,873 796,278 53,969 0 0

RESIDENTIAL

Self"supplied!domestic!wells 8,525,000 7,700,000 8,525,000 8,250,000 8,525,000 8,250,000 8,525,000 8,525,000 8,250,000 8,525,000 8,250,000 8,525,000

Note:!Numbers!in!italics !are!estimated!values

Appendix!2!"!Page!1!of!6




MUNICIPAL

CBCWA

Allouez 37,088,000 32,679,000 34,728,000 36,951,000 44,605,000 49,952,000 49,535,000 15,803,000 0 0 0 0

Bellevue 38,655,000 31,983,000 34,321,000 33,996,000 44,298,000 47,007,000 41,250,000 11,041,000 269,000 159,000 177,000 0

De!Pere 83,248,000 79,978,000 83,879,000 76,763,000 100,298,000 111,944,000 119,702,000 49,714,000 199,000 47,000 68,000 163,000

Howard 58,725,000 52,359,000 54,380,000 54,291,000 67,787,000 70,333,000 69,209,000 54,210,000 10,000,000 10,000,000 0 0

Lawrence 0 0 0 0 0 0 0 0 0 0 0 0

Ledgeview 10,237,000 9,161,000 9,543,000 11,451,000 13,807,000 19,515,000 20,695,000 6,635,000 0 0 0 0

Ashwaubenon 0 0 0 0 0 0 0 0 0 0 0 0

Scott 0 0 0 0 0 0 0 0

OTHER!MUNICIPAL

Green!Bay 31,000 14,000 10,000 22,000 13,000 13,000 7,000 9,000 24,000 22,000 51,000 15,000

Hobart 4,788,000 4,477,000 5,229,000 5,677,000 8,077,000 9,234,000 10,920,000 10,405,000 7,292,000 5,847,000 4,323,000 4,875,000

Pulaski 8,584,000 7,602,000 7,317,000 7,418,000 9,467,000 10,136,000 10,766,000 12,876,000 10,625,000 8,473,000 7,033,000 7,380,000

Suamico 7,521,000 6,849,000 7,438,000 7,941,000 11,285,000 12,264,000 12,117,000 12,339,000 10,296,000 8,756,000 7,966,000 8,739,000

INDUSTRIAL

Atlas!Cold!Storage N/A 392 491,040 471,240 790,020 1,172,160 1,152,360 1,435,500 1,098,900 1,873,080 2,249,280 1,960,200 1,730,520 1,100,880








Brown!County!Reforestation!Camp N/A 1982 465,000 489,000 405,000 348,000 1,845,000 729,000 771,000 723,000 267,000 216,000 429,000


Northeast!Asphalt TQ667 67412 0 0 0 0 0 0 0 1,620,000 1,944,000 0 0 0



SEASONAL

Brown!County!Park!Dept KQ397 1466 0 0 0 0 0 0 0 5,385,600 4,019,400 4,197,600 0 0

Mark!Giardino!(Ledgeview!Golf!Course) BB739 4702 0 0 0 376,322 2,558,990 4,892,700 5,539,600 4,588,900 2,398,600 0 0 0

Oneida!Golf!and!Country!Club BF173 75505 0 0 0 778,000 5,054,000 6,769,000 8,088,000 2,767,000 1,167,000 183,000 0 0

Roland!Bruntz!(Sunny!Hill!Farm) BB747 4710 0 0 0 0 0 4,058,400 4,101,120 4,485,600 5,404,080 1,110,720 0 0

Thornberry!Creek!Country!Club MR031 2575 0 0 0 4,634,280 5,758,200 5,814,120 6,075,720 5,697,720 5,342,400 2,819,880 0 0

Thornberry!Creek!Country!Club 1207 0 0 0 422,100 1,004,400 975,000 1,268,700 1,015,500 932,000 848,700 0 0

Green!Bay!Country!Club FM185 982 0 0 0 0 5,555,400 2,848,200 7,078,200 9,277,800 3,344,500 1,534,080 0


Bay!Beach!Wildlife!Sanctuary! UK839 68964 0 0 0 0 0 0 0 0 0 0 0 0

Highland!Ridge!Golf!Club CR858 1638 0 0 0 0 0 432,000 576,000 576,000 216,000 0 0 0


Mid!Vallee!Golf!Course OP093 2572 0 0 0 0 0 15,510 16,500 9,900 0 0 0 0

Mid!Vallee!Golf!Course BB742 4705 0 0 0 0 19,140 83,520 129,050 111,360 18,850 0 0 0

Moder!Farms BB744 4707 0 0 0 0 1,000 2,400 3,600 3,800 0 0 0 0



Brown!County!Park!Department!(Barkhause KQ397 1466 0 0 0 0 0 0 0 5,385,600 4,019,400 4,197,600 0 0

Allen!Canning RR865 3484 0 0 0 0 0 2,460,000 6,677,000 11,452,000 11,351,000 0 0 0

Shorewood!Golf!Course 0 0 0 47,040 322,266 623,966 710,644 588,770 302,181 0 0 0

RESIDENTIAL







MUNICIPAL

CBCWA

Allouez 0 0 0 0 0 0 0 0 0 0 0 0

Bellevue 235,000 0 0 130,000 0 0 0 0 255,000 98,000 0 0

De!Pere 49,000 68,000 471,000 169,000 85,000 208,000 101,000 62,000 666,000 202,000 13,000 86,000

Howard 0 72,000 97,000 150,000 152,000 84,000 166,000 120,000 120,000 118,000 105,000 89,000

Lawrence 0 0 0 0 0 0 0 0 0 0 0 0

Ledgeview 0 0 0 0 0 0 0 0 0 0 0 0

Ashwaubenon 0 0 0 0 0 0 0 0 0 0 0 0

Scott

OTHER!MUNICIPAL

Green!Bay 19,000 13,000 11,000 11,000 13,000 14,000 18,000 18,000 14,000 13,000 16,000 18,000

Hobart 5,054,000 4,829,000 5,377,000 5,302,000 7,442,000 7,776,000 11,288,000 11,626,000 8,010,000 5,886,000 4,433,000 5,385,000

Pulaski 7,917,000 7,120,000 7,268,000 7,488,000 9,528,000 10,966,000 9,863,000 12,641,000 10,458,000 8,941,000 6,697,000 7,778,000

Suamico 8,407,000 8,102,500 8,688,800 8,535,000 10,209,000 10,384,500 11,837,100 16,142,300 11,647,900 9,289,800 8,927,100 8,776,300

INDUSTRIAL

Atlas!Cold!Storage N/A 392 491,040 471,240 790,020 1,172,160 1,152,360 1,435,500 2,041,380 2,338,380 1,698,840 1,435,500 978,120 736,560








Brown!County!Reforestation!Camp N/A 1982 465,000 489,000 405,000 348,000 1,845,000 729,000 771,000 723,000 315,000 297,000 600,000


Northeast!Asphalt TQ667 67412 0 0 0 0 0 0 4,325,000 5,200,000 0 3,525,000 4,851,000 0



SEASONAL

Brown!County!Park!Dept KQ397 1466 0 0 0 0 0 0 0 0 3,999,600 6,237,000 3,059,100 0

Mark!Giardino!(Ledgeview!Golf!Course) BB739 4702 0 0 0 0 2,090,800 2,009,600 2,730,000 7,015,400 2,305,800 625,900 0 0

Oneida!Golf!and!Country!Club BF173 75505 0 0 0 1,150,000 1,706,000 3,801,000 5,402,000 1,752,000 1,154,000 357,000 40,000 0

Roland!Bruntz!(Sunny!Hill!Farm) BB747 4710 0 0 0 0 810,000 1,215,000 675,000 8,626,500 3,726,000 0 0 0

Thornberry!Creek!Country!Club MR031 2575 0 0 0 0 0 2,220,200 4,127,760 9,192,960 3,603,600 1,388,520 0 0

Thornberry!Creek!Country!Club 1207 0 0 0 0 548,400 825,300 816,300 1,643,700 1,008,000 275,100 379,500 0

Green!Bay!Country!Club FM185 982 0 0 0 0 5,555,400 2,848,200 7,078,200 9,277,800 3,344,500 1,534,080 0 0


Bay!Beach!Wildlife!Sanctuary! UK839 68964 0 0 0 0 3,561,200 7,122,400 7,122,400 7,122,400 7,122,400 3,561,200 0 0

Highland!Ridge!Golf!Club CR858 1638 0 0 0 0 115,200 230,400 518,400 460,800 115,200 57,600 0 0


Mid!Vallee!Golf!Course OP093 2572 0 0 0 0 658,800 109,800 146,400 1,098,000 2,196,000 0 0 0

Mid!Vallee!Golf!Course BB742 4705 0 0 0 0 4,078,800 2,118,600 950,400 10,454,400 5,821,200 237,600 0 0

Moder!Farms BB744 4707 0 0 0 0 144,000 192,000 216,000 456,000 168,000 0 0 0



Brown!County!Park!Department!(Barkhause KQ397 1466 0 0 0 0 0 0 0 0 3,999,600 6,237,000 3,059,100 0

Allen!Canning RR865 3484 0 0 0 0 0 1,030,000 9,258,000 9,702,845 13,016,096 5,704,000 37,000 0

Shorewood!Golf!Course 0 0 0 0 853,550 529,750 478,350 2,320,975 1,290,375 107,938 0 0

RESIDENTIAL




FOX!CITIES!PUMPING!RECORDS!2006"2008 Volumes!in!Gallons !Appendix!2!"!Page!4!of!6


MUNICIPALDarboy 14,013,000 12,939,000 14,054,000 14,560,000 16,051,000 17,736,000 26,914,000 22,527,000 17,230,000 14,968,000 14,055,000 14,891,000

Forest!Junction 1,082,000 1,097,000 1,109,000 104,000 1,151,000 1,190,000 1,396,000 1,300,000 1,100,000 987,000 921,000 1,025,000Freedom 0 0 0 0 0 0 252,000 135,000 146,000 103,000 153,000 87,000Holland 2,283,000 2,062,000 2,309,000 2,316,000 2,398,000 2,340,000 2,808,000 2,749,000 2,333,000 2,650,000 2,826,000 2,677,000

Kaukauna 43,624,000 37,437,000 41,711,000 42,122,000 45,318,000 43,409,000 52,573,000 47,429,000 39,434,000 43,989,000 38,807,000 40,523,000Kimberly 42,548,000 37,380,000 40,944,000 40,730,000 43,682,000 46,490,000 57,063,000 49,679,000 44,430,000 41,857,000 37,694,000 41,215,000

Little!Chute 39,778,000 36,403,000 40,674,000 41,421,000 46,732,000 45,245,000 50,330,000 47,384,000 40,826,000 38,119,000 36,373,000 37,360,000Village!of!Wrightstown 5,274,000 4,641,000 5,312,000 5,660,000 5,853,000 6,077,000 7,367,000 6,703,000 5,639,000 6,191,000 5,680,000 5,918,000

INDUSTRIALAppleton!Papers BE770 56433 5,726,497 5,305,833 5,638,396 5,549,841 5,923,668 6,041,376 6,375,791 6,240,531 6,025,592 5,979,704 5,610,946 5,580,370Brightside!Dairy GO113 1901 585,000 586,800 583,200 588,600 595,800 570,000 579,600 588,600 594,000 561,000 559,800 563,400

Meadowlark!Dairy UA331 68555 1,102,938 743,124 1,060,746 975,168 933,103 867,355 1,019,629 913,346 912,324 532,811 200 0New!Horizons!Dairy OP704 3229 5,885,000 5,875,000 5,875,000 5,885,000 5,890,000 5,890,000 5,895,000 5,895,000 5,890,000 5,890,000 5,880,000 5,880,000

Arla!Foods BE296 40510 2,548,950 1,874,500 1,273,500 401,700 1,402,650 1,800,000 3,925,000 3,700,000 2,945,000 3,920,000 3,645,000 3,770,000Tinedale!Farms MY393 2707 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000

Bud!Gerrits OI192 69341 126,050 126,050 126,050 126,100 131,150 131,150 131,150 131,150 126,050 126,050 126,050 126,050Foremost!Farms!USA BE743 56402 3,831,297 3,354,774 3,697,446 3,196,621 3,305,359 3,732,703 3,857,650 3,899,515 3,818,616 3,442,537 2,039,713 3,817,008Foremost!Farms!USA BE744 56403 3,831,297 3,354,774 3,697,446 3,196,621 3,305,359 3,732,703 3,857,650 3,899,515 3,818,616 3,442,537 2,039,713 3,817,008Foremost!Farms!USA BE742 56401 800,200 303,800 0 2,740,890 2,800,106 0 0 0 0 2,496,399 2,516,700 0Ted!Vosters!(Farm) HU575 2727 1,890,500 1,745,050 1,807,100 1,906,800 1,745,750 1,936,850 1,767,000 1,932,400 1,704,650 1,949,750 1,819,750 1,977,550

Tidy!View!Dairy NC480 2728 1,024,700 949,850 955,900 979,500 1,077,650 1,174,250 1,264,150 1,259,700 1,333,825 1,235,875 1,224,150 1,510,150North!Lake!Village TP817 2937 82,700 73,650 86,450 87,300 97,450 106,750 124,550 132,800 112,950 86,850 87,750 96,750

Neighborhood!Dairy SU271 67726 870,850 849,525 836,950 839,600 843,600 978,200 1,101,500 845,650 857,250 875,200 868,875 871,400Tidy!View!Dairy VL576 68045 617,825 605,400 637,650 587,850 651,000 687,200 849,850 865,017 738,917 693,000 654,400 676,600Tidy!View!Dairy BL577 68046 3,114,700 3,028,100 3,309,700 3,162,850 3,362,000 3,361,650 3,366,800 3,376,850 3,213,900 3,290,350 3,154,050 3,208,550

Ken!Verhasselt!(farm) RN063 68384 1,080,000 1,080,000 1,080,000 1,080,000 1,080,000 1,080,000 1,080,000 1,080,000 1,080,000 1,080,000 1,080,000 1,080,000Ken!Verhasselt!(farm) WH934 68385 1,080,000 1,080,000 1,080,000 1,080,000 1,080,000 1,080,000 1,080,000 1,080,000 1,080,000 1,080,000 1,080,000 1,080,000

Belgioioso!Cheese WK846 68858 1,611,876 1,687,075 940,788 3,214,800 4,298,739 5,545,830 5,287,980 5,425,744 6,225,690 4,187,325 4,152,600 4,508,516

Thrivent!Aid!Association!

AE086,!AE087,!EM215 8,643,100 10,720,300 9,127,650 12,444,848 12,458,275 19,393,470 20,773,452 18,620,213 14,511,746 6,628,120 4,701,245 5,421,750

Fox!Valley!Technical!College 1,759,250 1,729,250 1,969,250 2,413,750 3,818,250 6,314,250 7,849,750 7,663,750 4,147,750 2,625,750 1,914,250 1,789,300

SEASONALEagle!Link!Golf!Course KQ496 1892 0 0 0 376,322 2,351,633 2,307,433 2,377,988 5,819,490 3,185,113 215,875 0 0

Country!Aire!Farms MV479 2580 2,138,750 2,138,750 2,138,750 2,138,750 2,138,750 2,138,750 2,138,750 2,138,750 2,138,750 2,138,750 2,138,750 2,138,750Country!Aire!Farms SG743 67732 172,100 172,100 172,100 177,150 177,150 177,150 182,400 182,400 177,350 177,100 177,100 177,100

USA!Youth LG839 1873 0 0 0 1,158,570 2,099,550 3,353,780 491,500 983,000 294,900 0 0 0Riverview!Country!Club 2205 0 0 0 189,000 1,085,500 1,761,500 2,247,500 1,675,000 1,156,500 0 0 0

Paper!Valley!Corp!(Chaska!Golf) BC615 21705 0 0 0 0 0 542,700 1,641,600 1,411,020 576,180 115,020 0 0Paper!Valley!Corp!(Chaska!Golf) BC614 21704 0 0 0 3,025 6,010 37,850 44,895 25,215 17,755 2,400 559 0Paper!Valley!Corp!(Chaska!Golf) BC616 21706 0 0 0 0 231,120 1,235,520 1,994,220 1,926,720 961,200 0 0 0

Fox!Valley!Golf!Club BC612 21701 0 0 0 279,600 818,400 2,364,000 7,409,600 4,536,800 1,076,100 549,150 0 0Reid!Municipal!Golf!Course BC617 21707 0 0 0 0 1,474,000 2,320,000 2,449,000 4,396,000 3,658,000 329,000 0 0

Royal!St.!Patrick!Dev!(Golf!Course) QO558 3499 0 0 0 926,779 1,984,339 3,145,099 4,943,641 8,348,902 3,658,995 1,074,178 0 0Country!Aire!Farms UN534 69343 0 0 0 8,000 9,000 12,000 18,500 19,000 18,000 18,500 18,000 18,000

RESIDENTIALSelf"supplied!domestic!wells 8,525,000 7,700,000 8,525,000 8,250,000 8,525,000 8,250,000 8,525,000 8,525,000 8,250,000 8,525,000 8,250,000 8,525,000

Note:!Numbers!in!italics are!estimated!values





Forest!Junction 100,000 910,000 1,119,000 1,142,000 1,184,000 1,325,000 1,366,000 1,253,000 1,094,000 1,277,000 955,000 1,021,000Freedom 90,000 83,000 95,000 114,000 235,000 335,000 622,000 304,000 0 2,131,000 2,625,000 2,423,000Holland 2,736,000 2,380,000 2,673,000 2,509,000 2,607,000 2,901,000 3,401,000 3,053,000 2,667,000 3,251,000 2,382,000 2,433,000




Meadowlark!Dairy UA331 68555 1,102,938 743,124 1,060,746 975,168 933,103 867,355 1,019,629 913,346 912,324 532,811 200New!Horizons!Dairy OP704 3229 970,000 950,000 950,000 970,000 980,000 980,000 990,000 990,000 980,000 980,000 960,000 960,000

Arla!Foods BE296 40510 5,080,000 3,690,000 2,460,000 610,000 350,000 600,000 4,350,000 3,640,000 2,240,000 3,190,000 3,100,000 3,390,000Tinedale!Farms MY393 2707 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000

Bud!Gerrits OI192 69341 150,000 150,000 150,000 150,000 150,000 150,000 150,000 150,000 150,000 150,000 150,000 150,000Foremost!Farms!USA BE743 56402 3,773,783 3,218,252 3,855,621 3,590,326 3,824,268 3,705,130 3,760,258 3,804,850 3,869,187 3,715,371 3,710,785 3,782,219Foremost!Farms!USA BE744 56403 3,773,783 3,218,252 3,855,621 3,590,326 3,824,268 3,705,130 3,760,258 3,804,850 3,869,187 3,715,371 3,710,785 3,782,219Foremost!Farms!USA BE742 56401 800,200 303,800 0 0 0 0 0 0 0 0 0 0Ted!Vosters!(Farm) HU575 2727 1,490,900 1,378,900 1,596,400 1,580,500 1,670,200 1,660,300 1,400,500 1,720,000 1,377,400 1,760,000 1,494,800 1,653,600

Tidy!View!Dairy NC480 2728 1,050,600 1,115,800 1,085,600 1,112,800 1,009,900 1,093,200 1,114,800 1,114,800 1,358,750 1,218,250 1,340,500 1,998,800North!Lake!Village TP817 2937 88,900 79,800 82,900 84,600 95,900 96,500 132,100 121,600 81,900 83,700 76,500 94,500

Neighborhood!Dairy SU271 67726 497,900 415,650 390,500 403,000 414,600 687,400 943,000 440,300 456,300 494,000 490,350 491,800Tidy!View!Dairy VL576 68045 640,700 640,000 650,300 654,200 652,300 660,500 670,500 651,133 691,534 650,200 660,500 670,600Tidy!View!Dairy BL577 68046 3,105,500 3,120,600 3,290,000 3,200,200 3,198,500 3,235,200 3,234,500 3,151,000 3,046,500 3,223,600 3,223,700 3,258,500

Ken!Verhasselt!(farm) RN063 68384 960,000 960,000 960,000 960,000 960,000 960,000 960,000 960,000 960,000 960,000 960,000 960,000Ken!Verhasselt!(farm) WH934 68385 960,000 960,000 960,000 960,000 960,000 960,000 960,000 960,000 960,000 960,000 960,000 960,000


Thrivent!Aid!Association!

AE086,!AE087,!EM215 17,257,700 18,523,700 13,816,200 15,957,146 14,545,950 20,705,350 20,705,350 22,860,348 13,878,542 1,041,250 114,710 0

Fox!Valley!Technical!College 3,458,500 3,458,500 3,458,500 3,458,500 3,458,500 3,458,500 3,458,500 3,458,500 3,458,500 3,458,500 3,458,500 3,458,600

SEASONALEagle!Link!Golf!Course KQ496 1892 0 0 0 188,161 1,289,065 2,495,865 2,842,575 2,355,080 1,208,725 0 0 0


USA!Youth LG839 1873 0 0 0 0 0 0 491,500 983,000 294,900 0 0 0Riverview!Country!Club 2205 0 0 0 181,000 893,000 2,028,000 3,337,000 1,156,000 652,000 0 0 0

Paper!Valley!Corp!(Chaska!Golf) BC615 21705 0 0 0 0 0 1,085,400 2,796,120 1,529,280 0 0 0 0Paper!Valley!Corp!(Chaska!Golf) BC614 21704 0 0 0 1,720 9,980 58,820 62,850 28,040 17,760 2,950 827 0Paper!Valley!Corp!(Chaska!Golf) BC616 21706 0 0 0 0 0 2,005,560 2,677,320 1,672,920 333,720 0 0 0

Fox!Valley!Golf!Club BC612 21701 0 0 0 300,000 600,000 3,000,000 8,000,000 6,000,000 500,000 30,000 0 0Reid!Municipal!Golf!Course BC617 21707 0 0 0 0 1,474,000 2,320,000 2,449,000 4,396,000 3,658,000 329,000 0 0

Royal!St.!Patrick!Dev!(Golf!Course) QO558 3499 0 0 0 1,646,640 3,761,760 6,083,280 8,045,280 9,103,200 1,009,200 996,960 0 0Country!Aire!Farms UN534 69343 8,000 9,000 12,000 18,500 19,000 18,000 18,500 18,000 18,000







Forest!Junction 1,197,000 1,022,000 1,038,000 1,143,000 1,105,000 1,288,000 1,163,000 1,289,000 1,042,000 988,000 978,000 1,179,000Freedom 2,740,000 2,427,000 3,181,000 2,587,000 3,844,000 3,603,000 4,382,000 4,745,000 4,694,000 4,575,000 4,832,000 5,702,000Holland 2,318,000 2,221,000 2,719,000 2,544,000 2,430,000 2,272,000 2,282,000 2,695,000 2,265,000 2,077,000 1,972,000 2,155,000




Meadowlark!Dairy UA331 68555 1,102,938 743,124 1,060,746 975,168 933,103 867,355 1,019,629 913,346 912,324 532,811 200New!Horizons!Dairy OP704 3229 10,800,000 10,800,000 10,800,000 10,800,000 10,800,000 10,800,000 10,800,000 10,800,000 10,800,000 10,800,000 10,800,000 10,800,000

Arla!Foods BE296 40510 17,900 59,000 87,000 193,400 2,455,300 3,000,000 3,500,000 3,760,000 3,650,000 4,650,000 4,190,000 4,150,000Tinedale!Farms MY393 2707 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000 1,600,000

Bud!Gerrits OI192 69341 102,100 102,100 102,100 102,200 112,300 112,300 112,300 112,300 102,100 102,100 102,100 102,100Foremost!Farms!USA BE743 56402 3,888,810 3,491,295 3,539,270 2,802,915 2,786,450 3,760,275 3,955,042 3,994,179 3,768,045 3,169,703 368,640 3,851,796Foremost!Farms!USA BE744 56403 3,888,810 3,491,295 3,539,270 2,802,915 2,786,450 3,760,275 3,955,042 3,994,179 3,768,045 3,169,703 368,640 3,851,796Foremost!Farms!USA BE742 56401 0 0 0 2,740,890 2,800,106 0 0 0 0 2,496,399 2,516,700 0Ted!Vosters!(Farm) HU575 2727 2,290,100 2,111,200 2,017,800 2,233,100 1,821,300 2,213,400 2,133,500 2,144,800 2,031,900 2,139,500 2,144,700 2,301,500

Tidy!View!Dairy NC480 2728 998,800 783,900 826,200 846,200 1,145,400 1,255,300 1,413,500 1,404,600 1,308,900 1,253,500 1,107,800 1,021,500North!Lake!Village TP817 2937 76,500 67,500 90,000 90,000 99,000 117,000 117,000 144,000 144,000 90,000 99,000 99,000

Neighborhood!Dairy SU271 67726 1,243,800 1,283,400 1,283,400 1,276,200 1,272,600 1,269,000 1,260,000 1,251,000 1,258,200 1,256,400 1,247,400 1,251,000Tidy!View!Dairy VL576 68045 594,950 570,800 625,000 521,500 649,700 713,900 1,029,200 1,078,900 786,300 735,800 648,300 682,600Tidy!View!Dairy BL577 68046 3,123,900 2,935,600 3,329,400 3,125,500 3,525,500 3,488,100 3,499,100 3,602,700 3,381,300 3,357,100 3,084,400 3,158,600

Ken!Verhasselt!(farm) RN063 68384 1,200,000 1,200,000 1,200,000 1,200,000 1,200,000 1,200,000 1,200,000 1,200,000 1,200,000 1,200,000 1,200,000 1,200,000Ken!Verhasselt!(farm) WH934 68385 1,200,000 1,200,000 1,200,000 1,200,000 1,200,000 1,200,000 1,200,000 1,200,000 1,200,000 1,200,000 1,200,000 1,200,000


Thrivent!Aid!Association!AE086,!

AE087,!EM215 28,500 2,916,900 4,439,100 8,932,550 10,370,600 18,081,590 20,841,553 14,380,077 15,144,950 12,214,990 9,287,780 10,843,500Fox!Valley!Technical!College 60,000 0 480,000 1,369,000 4,178,000 9,170,000 12,241,000 11,869,000 4,837,000 1,793,000 370,000 120,000

SEASONALEagle!Link!Golf!Course KQ496 1892 0 0 0 0 3,414,200 2,119,000 1,913,400 9,283,900 5,161,500 431,750 0 0


USA!Youth LG839 1873 0 0 0 0 0 0 491,500 983,000 294,900 0 0 0Riverview!Country!Club 2205 0 0 0 197,000 1,278,000 1,495,000 1,158,000 2,194,000 1,661,000 0 0 0

Paper!Valley!Corp!(Chaska!Golf) BC615 21705 0 0 0 0 0 0 487,080 1,292,760 1,152,360 230,040 0 0Paper!Valley!Corp!(Chaska!Golf) BC614 21704 0 0 0 4,330 2,040 16,880 26,940 22,390 17,750 1,850 290 0Paper!Valley!Corp!(Chaska!Golf) BC616 21706 0 0 0 0 462,240 465,480 1,311,120 2,180,520 1,588,680 0 0 0

Fox!Valley!Golf!Club BC612 21701 0 0 0 259,200 1,036,800 1,728,000 6,819,200 3,073,600 1,652,200 1,068,300 0 0Reid!Municipal!Golf!Course BC617 21707 0 0 0 0 1,474,000 2,320,000 2,449,000 4,396,000 3,658,000 329,000 0 0

Royal!St.!Patrick!Dev!(Golf!Course) QO558 3499 0 0 0 206,917 206,917 206,917 1,842,002 7,594,603 6,308,789 1,151,395 0 0Country!Aire!Farms UN534 69343 0 0 0 8,000 9,000 12,000 18,500 19,000 18,000 18,500 18,000 18,000




DRAWDOWN, RECOVERY, AND HYDROSTRATIGRAPHY IN WISCONSIN… · DRAWDOWN, RECOVERY, AND...

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