HYDROGEOLOGIC ASSESSMENT
REPORT
PROPOSED PROJECT TO PARTIALLY
FILL SILENO QUARRY
CITY OF BROOKFIELD, WAUKESHA
COUNTY, WISCONSIN
PREPARED FOR:
Hidden Lake, LLC
c/o Super Excavators, Inc.
N59 W14601 Bobolink Avenue
Menomonee Falls, Wisconsin 53051
PREPARED BY:
GZA GeoEnvironmental, Inc.
20900 Swenson Drive, Suite 150
Waukesha, Wisconsin 53186
August 27, 2013
GZA File No. 20.0153731.00
Copyright© 2013 GZA GeoEnvironmental, Inc.
GZA
GeoEnvironmental, Inc.
Engineers and
Scientists
August 27, 2013
File No. 20.0153731.00
Hidden Lake, LLC
c/o Super Excavators, Inc.
N59 W14601 Bobolink Avenue
Menomonee Falls, Wisconsin 53051
20900 Swenson Drive,
Suite 150
Waukesha, Wisconsin
53186
262-754-2560
Fax: 262-754-9711
www.gza.com
Attention:
Mr. Pete Schraufnagel
Vice President
Subject:
Hydrogeologic Assessment Report
Proposed Project to Partially Fill Sileno Quarry
City of Brookfield, Waukesha County, Wisconsin
Dear Mr. Schraufnagel:
In accordance with our July 25, 2013 Proposal for Services, GZA GeoEnvironmental,
Inc. (GZA) is pleased to submit this Hydrogeologic Assessment Report (“Report”) to
Super Excavators, Inc., on behalf of Hidden Lake, LLC (“Client”). The Report presents
the potential effects to the local groundwater system from the partial filling of the
former Sileno Quarry and. The property containing the former Sileno Quarry is located
west of Lilly Road and south of Burleigh Road in the City of Brookfield, Waukesha
County, Wisconsin (“Site”).
BACKGROUND
The Site covers approximately 85 acres and consists of an approximately 70-acre parcel
extending to ½-mile south of Burleigh Road in the east ½ of the Northwest ¼ of
Section 13 and an approximately 15-acre parcel extending ½-mile to the east of Lilly
road in the north ½ of the Southwest ¼ of the Northwest ¼ of Section 13, Township 7
North, Range 20 East, as shown on Figure 1. Based on information provided in an
October 1993 Phase I Environmental Audit prepared by HNTB Corporation (HNTB)
for the City of Brookfield, the Site was mined for sand and gravel from the 1920s until
1978. As reported in an October 1993 Sileno Property Park Development Feasibility
Study prepared by HNTB for the City of Brookfield, an estimated 6.7 million cubic
yards (yd3) of material were mined and removed from the Site during the operating life
of the sand and gravel pit. Currently, an approximately 35-acre lake exists in the floor
of the sand and gravel pit. Although redevelopment of the Site has been considered on
several occasions over the last 35 years, the Site has remained in its current state since
sand and gravel extraction operations ended in 1978.
PRELIMINARY REDEVELOPMENT PLAN
A figure depicting the preliminary development plans for the Site is provided in
Appendix A. According to the Hidden Lake LLC Plan, portions of the Site will be used
Copyright© 2013 GZA GeoEnvironmental, Inc.
An Equal Opportunity Employer M/F/V/H
Hidden Lake, LLC c/o Super Excavators, Inc.
File No. 20.0153731.00
August 27, 2013
Page 2
for the placement of 1 million yd3 of soil and clean fill generated from Wisconsin
Department of Transportation (WDOT) highway projects. The fill will be placed over a
period of up to five years in shallower northern portions of the lake, along the southern
and eastern shores of the lake and between the lake and Burleigh Road. Also, fill with
topsoil and other construction materials will be needed for park development and, under
a separate City of Brookfield approval, a future housing development to be located
along Burleigh Road. The portion of the Site that extends out to Lilly Road will have
no development activity. With the planned filling, the current lake will decrease in size
from approximately 34.74 acres to approximately 22.51 acres.
As a result of concern expressed by neighbors of the Site to the planned development,
the Wisconsin Department of Natural Resources (WDNR) has requested that a
groundwater study be conducted.
SOURCES OF INFORMATION
As an aid in preparing this hydrogeological assessment, GZA reviewed the 2013
Wauwatosa, Wisconsin United States Geological Survey (USGS) 7½-minute
topographic map for the area around the Site; approximately 550 domestic well
construction reports obtained from a state database for wells in Section 13, Township 7
North, Range 20 East; aerial photographs obtained from the Waukesha County
geographic information system (GIS) internet mapping website;1 USGS and Wisconsin
Geological and Natural History Survey and Southeastern Wisconsin Regional Planning
Commission (SEWRPC) geological and hydrogeological reports; prior reports prepared
for the City of Brookfield regarding potential redevelopment of the Site; and
information accessed from the City of Brookfield website,2 as referenced herein.
SITE TOPOGRAPHY
The Site is situated on a topographic high with elevations of approximately 850 feet3 on
the east and south sides of the Site. Elevations decrease to less than 800 within
approximately ¼-mile of the Site in all directions. Currently, central portions of the
Site within the footprint of the lake have elevations between 725 and 730 feet due to
historical sand and gravel extraction that occurred at the Site.
The current Site topography is provided in Appendix B. Due to the topographic highs
along nearly the entire eastern, southern and western margins of the 70-acre parcel (the
eastern portion of the Site), the watershed for the lake is almost entirely encompassed
within 65 acres of the 70-acre eastern parcel, as shown in the HNTB Site watershed
map, which is provided in Appendix C. Precipitation that falls on the 65-acre
watershed does not runoff the Site to any substantial degree and precipitation that falls
outside the 65-acre watershed does not run onto the Site to any substantial degree.
Precipitation that falls on the western 15-acre parcel remains in flat low-lying wetland
1
2
3
http://www.waukeshacounty.gov/defaultwc.aspx?id=39458.
http://www.ci.brookfield.wi.us/CivicAlerts.aspx?AID=897.
Elevations are referenced to the North American Datum of 1983 (NAD 83).
Hidden Lake, LLC c/o Super Excavators, Inc.
File No. 20.0153731.00
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Page 3
portions of the Site or flows off the Site to the west through the topographic low in the
northwest corner of the 15-acre parcel. Precipitation that falls on a very small portion
(less than 1 acre) of the 15-acre parcel runs off to east toward the 70-acre parcel. The
15-acre parcel also receives surface runon from the north from properties along
Waynescott Road and from properties along Lilly Road to the south.
AREA GEOLOGIC AND HYDROGEOLOGIC CONDITIONS
According to Gonthier, 1975,4 the Site is situated within an area of glacial end-moraine
deposits. Glacial end moraine generally consists of gently rolling hills underlain by till
(unsorted deposits of clay, silt, sand and gravel) and sand and gravel with various
degrees of sorting.
Other than the lake on the Site which had surveyed surface water elevations of
approximately 752.6 in November/December 2010 and 752.5 feet in March 2013, the
closest surface water body to the Site is Underwood Creek located approximately ¼mile west of the westernmost portion of the Site along Lilly Road at an elevation of
approximately 750 feet.
General geologic conditions within approximately 1 mile of the Site, as reported in area
well construction reports, consists of 50 to 150 feet of primarily clayey glacial till over
dolomite bedrock. In the immediate vicinity of the Site, geologic conditions consist of
a 10- to 50-foot veneer of clayey glacial till over up to 120 feet of glacial sand and
gravel which overlies dolomite bedrock.
An east-west oriented geological cross section through the northern portion of the lake
where substantial filling is planned is provided as Figure 2. The approximate location
of the geological cross section is shown on Figure 1. Geological information obtained
from domestic well-construction reports at 13650 Waynescott Road to the west and
2935 Huntington Circle to the east is shown on each end of the cross-section.
Additional geological information for the Site was obtained from four soil borings
drilled by Soil Testing Services, Inc. (STS) in the base of the sand and gravel pit in
1969, as reported in the HNTB October 1993 Phase I Environmental Audit. Sand and
gravel extends below the base of the pit, based on the sand and gravel encountered in
the four borings to drilling depths of at least 20 feet below the base of the pit. Based on
information obtained from the STS borings and from well construction reports for
domestic wells immediately adjacent to the Site, the sand and gravel appears to extend
to the dolomite bedrock.
According to SEWRPC, 2002,5 the underlying bedrock consists of approximately 200
feet of Niagaran Dolomite with the bedrock surface in the elevation range of 600 to 700
feet. Based on 25 domestic well construction reports obtained for properties adjoining
4
Gonthier, Joseph B., 1975, Ground-Water Resources of Waukesha County, Wisconsin, USGS and Wisconsin
Geological and Natural History Survey, Information Circular No. 29, 47 p.
5
SEWRPC. June 2002. Groundwater Resources of Southeastern Wisconsin, SEWRPC, Wisconsin Geological and
Natural History Survey, and Wisconsin Department of Natural Resources, Technical Report Number 37.
Hidden Lake, LLC c/o Super Excavators, Inc.
File No. 20.0153731.00
August 27, 2013
Page 4
the Site, the dolomite bedrock immediately surrounding the Site is primarily in the
range of 710 to 740 feet. The lowest elevation portions of the Site in the southern part
of the lake (725 to 730 feet) are likely just above or possibly in contact with dolomite
bedrock.
The Niagaran Dolomite is a productive and major aquifer in southeastern Wisconsin for
both private and municipal water supplies. As the City of Brookfield has been
expanding its municipal water supply, the area around the Site has become less
dependent on the local dolomite aquifer for domestic water supplies with homes
connecting to the municipal supply. According to the City of Brookfield Water System
Map6, municipal water is available for all the homes within at least 1,000 feet of the
Site.
SEWRPC, 2002, and Gonthier, 1975, report water table elevations near the Site in the
range of 720 feet and 740 feet, respectively. The regional groundwater flow direction,
as shown by SEWRPC, 2002, and Gonthier, 1975, is easterly/southeasterly under a
horizontal gradient of approximately 3E-03 to 5E-03 feet per feet (ft/ft). Groundwater
discharge likely occurs to the Menomonee River, which is located approximately 2
miles to the east of the Site at an elevation of approximately 670 feet.
LAKE ELEVATIONS
The lake elevation (ice elevation) recorded by Jahnke & Jahnke Associates, Inc. by
survey in March 2013 was 752.5 feet. As reported in its Draft Development
Alternatives Analysis, R.A. Smith National7 surveyed the lake level at 752.6 feet in
November/December 2010 timeframe. R.A. Smith National had stated in its analysis
that based on a reported lake level of 746.5 in 1993, the lake had risen 6 feet over 17
years. R.A. Smith also stated that if the lake continued to rise, it would stabilize at an
elevation of 768 feet and overflow into the 15-acre portion of the Site that extends to
Lilly Road. Actually, the 746.5-foot lake elevation was reported on a 1989 aerial
topographic survey in the HNTB October 1993 Phase I Environmental Audit.
Wisconsin experienced a severe drought in 1988-1989, and the lake elevation in 1989
would be expected to be well below its long-term average elevation.
Based on a review of Waukesha County aerial photographs provided on a 5- to 10-year
basis from 1990 to 2010, the elevation of the lake has been relatively steady based on
the isolated features that protrude through the lake surface and can be observed in the
aerial photographs. Variations in lake surface elevations are normal. In lakes not
controlled by a dam or surface water inflow, lake elevations commonly- fluctuate
several feet or more with seasonal variations and variations in long-term average
precipitation. For example, the severe drought that occurred in 1988-1989, as described
above, could account for a much lower than average lake elevation in 1989.
6
http://www.ci.brookfield.wi.us/DocumentCenter/Home/View/86
R.A. Smith National, Inc., December 28, 2010/Revised January 31, 2011, Draft Development Alternatives
Analysis, Quarry Group Property, Brookfield, Wisconsin, prepared for the City of Brookfield Department of
Community Development.
7
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Additionally, based on the erosional strandline that is apparent along the lake shore, the
lake level had stabilized many years ago after mining at the Site ceased in 1978. If the
lake had continually risen in the 35 years since sand and gravel extraction ceased,
submerged terrestrial vegetation such as trees would be evident in the lake.
The lake elevation is approximately 15 feet lower than the lowest elevations of 765 to
770 feet around the Site in properties adjoining the Site to the west. Because the lake
elevation is approximately 15 feet lower than the lowest elevations of 765 to 770
around the Site, flooding issues that have occurred in surrounding low-lying land are
not related to water levels in the lake.
WATER BUDGET
The water budget described herein covers the 65 acres of the lake watershed within the
70-acre parcel where filling is proposed and where changes in the water budget could
occur. Therefore, the term Site in this section refers to only the 65 acres of the 70-acre
parcel. The Site water budget consists of three terms: 1) surface water and
groundwater that enters the Site; 2) surface water and groundwater that leaves the Site;
and 3) changes in water storage on the Site. Water enters the Site through precipitation
that falls in the lake or on the side slopes within the Site watershed described in the
section on Site Topography and through groundwater flow into the Site. Precipitation
that falls on the side slopes runs into the lake or is retained in the soil and eventually
lost through evapotranspiration or recharges groundwater. Water is lost from the Site
through evaporation from the lake and through groundwater flow off the Site. Whether
water from the Site is lost or gained through groundwater flow depends primarily on
whether the lake water elevation is greater than or less than surrounding groundwater
elevations. Changes in storage occur with changes in the lake elevation which affects
the amount of water that is stored in the lake.
Based on Geraghty and others, 1973,8 the average annual precipitation near the Site is
approximately 31 inches, and the average evaporation from open-water surfaces is
about 29 inches. Therefore, a net long-term average gain of 2 inches of precipitation is
expected from precipitation directly in the 35-acre lake. Over the remaining 30 acres of
the 65-acre watershed, as much as ⅔ of the precipitation, or approximately 20 inches, is
expected to runoff into the lake given the steep slopes down to the lake and sparse
vegetation. The net average gain of 2 inches of precipitation into the lake and 20 inches
of runoff into the lake over the remaining 30 acres of watershed results in an average
estimated water addition to the lake of 2.4 million cubic feet (ft3) per year (18 million
gallons per year) or 35 gallons per minute (gpm) averaged over the year.
When operation of the sand and gravel pit occurred in 1978, and the dewatering pumps
were shut off, surface water collected and groundwater flowed onto the Site creating the
8
Geraghty, J.J., Miller, D.W., Van Der Leeden, Fritz, and Troise, F.L., 1973 Water Atlas of the United States,
Water Information Center, Inc., Manhasset Isle, Port Washington, N.Y.
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lake. Based on the area of lake and the elevations of exposed features protruding
through the surface of the lake observed in a 1980 aerial photograph obtained from the
Waukesha County GIS website, the lake elevation in 1980 was approximately 747 feet.
At an elevation of 747 feet, the lake would have contained approximately 11.5 million
ft3 of water or 86 million gallons of water. To gain 86 million gallons of water in the
two years after operations at the Site ceased would require an average addition of more
than 82 gpm of water into the lake. Based on the estimated average addition of 35 gpm
of water to the lake from direct precipitation and runoff, the balance of the water
flowing into the lake (47 gpm) came from groundwater inflow. Given the evidence of
sand and gravel deposits composing the sides and bottom of the lake, strong hydraulic
communication with the surrounding groundwater system is expected.
After the lake reached a long-term steady-state level, the water added to the lake at an
average of 35 gpm through direct precipitation and runoff into the lake would need to
discharge into groundwater to maintain a steady lake level (no change in storage).
Based on the 35-acre surface area of the lake9, a very low infiltration rate of 0.002
inches per hour10 (in/hr) is all that is required to maintain the lake elevation with a 35
gpm input. With sand and gravel present in the base and sidewalls of the lake, an
infiltration rate orders of magnitude higher is achievable.11 If the water did not
discharge to groundwater, the lake would continue to rise at a rate of approximately 1.5
feet per year and would have begun spilling over the low portion of the western rim by
about 1995.
EVALUATION OF PLANNED FILLING IMPACT ON LAKE LEVEL AND
GROUNDWATER
Based on the proposed filling of approximately 12 acres of the northern portion and
near-shore eastern and southern portions of the lake, an estimated 4.4 million ft3 (33
million gallons12) of lake water will be displaced by placed fill. Assuming that most of
the filling of the lake occurs in the earlier portions of the filling period, for example
over the first four years, the displaced water will be generated at an average rate of less
than 16 gpm.
With the shrinking of the area of the lake, the post-development water budget will have
less total water lost to evaporation from an open water body. Although the size of the
watershed remains unchanged, the soil covered portion of the Site will expand due to
filling of the lake which will result in the post-development water budget having a
greater area to contribute runoff to the lake. Under the development plan, the open-lake
portion of the Site will decrease from 35 acres to 23 acres and the soil-covered portion
9
The infiltration area used is conservative as it does not take into account the lake side walls.
At a relatively low vertical gradient of 0.1 ft/ft, a bottom sediment permeability of 1.5E-05 centimeters per
second, which is typical for clay sediment, would still allow the 35 gpm infiltration through the lake bottom.
11
Under its Site Evaluation for Stormwater Infiltration Conservation Practice Standard 1002, the WDNR publishes
design infiltration rates of 3.6 in/hr for sand and loamy coarse sand and 1.63 in/hr for loamy sand as defined by the
USDA textural soil class.
12
The displaced water calculation takes into account that approximately 10% to 15% the fill volume will adsorb
lake water and will not be displaced.
10
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that runs into the lake will increase from 30 acres to 42 acres. With a net average gain
of 2 inches of precipitation in the post-development 23-acre lake and a conservatively
high ⅔ of the precipitation or a maximum of approximately 20 inches expected to
runoff into the lake, an average estimated water addition to the lake of 3.2 million ft3
per year (24 million gallons per year) or 46 gpm is anticipated. This is an
approximately 11 gpm increase in the precipitation and run off portion of the lake
budget from the 35 gpm average rate under current conditions. Note that with the
filling of the Site, slopes will be lower than currently exist and the anticipated runoff is
expected to be less than ⅔ of the annual precipitation. Additionally, with the covering
of the fill and much of the Site with top soil and the establishment of vegetation, the
percentage of precipitation that runs off is expected to be much less than 20 inches.
Therefore, the 46 gpm addition of water to the lake is conservatively high and the
predevelopment and post-development values may be much closer.
The water added to the lake through direct precipitation less evaporation and runoff into
the lake would need to discharge into groundwater to maintain a steady lake level.
Based on the 23-acre, post-development area of the lake, a very low infiltration rate of
0.004 in/hr 13 is all that is required to maintain the lake elevation with the annual
addition of 3.2 million ft3 of water. With sand and gravel present in the base of the
lake, an infiltration rate more than an order of magnitude higher is achievable.
Due to previously expressed concerns, the anticipated rise in lake level from a 100-year
precipitation event was also calculated. A 100-year storm event consists of
approximately 5.5 inches of precipitation in 24 hours. If the entire 5.5 inches of
precipitation over the 65-acre lake drainage basin drained over a short period of time to
the 23-acre post-development lake, the water level in the lake would rise by less than
1.3 feet. Given retention of some of the precipitation in soil and the flow of lake water
through the lake bottom to groundwater, the rise in lake level would be less than 1.3
feet. Starting from a lake elevation of approximately 752.5, the anticipated maximum
rise in lake level from the 100-year storm event would result in a lake level more than
14 feet below the 768 lake elevation required for discharge into the portion of the Site
south of Waynescott Road.
Regarding the potential for the proposed project to affect groundwater quality, GZA
understands that the planned filling will be conducted with uncontaminated soil and
clean fill that is generated from WDOT highway projects. Additionally, the soil and
clean fill operation is intended to comply with Chapter NR 500.08(2)(a)14 of the Wis.
Adm. Code allowing the filling operation to be exempt from licensing and other
requirements of the solid waste regulations (Chapters NR 500 to 538 of the Wis. Adm.
Code) because the WDNR does not consider an operation of this type to be a source of
13
At a relatively low vertical gradient of 0.1 ft/ft, a bottom sediment hydraulic conductivity of 3E-05 centimeters
per second, which is typical for clay sediment, would still allow the 46 gpm infiltration through the 23-acre lake
bottom. A lake bottom sediment hydraulic conductivity one to two orders of magnitude higher is anticipated.
14
NR 500.08(2)(a) states “Facilities where only clean soil, brick, building stone, concrete or reinforced concrete not
painted with lead-based paint, broken pavement, and wood not treated or painted with preservatives or lead-based
paint are disposed.”
Hidden Lake, LLC c/o Super Excavators, Inc.
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potential groundwater contamination. Therefore, the proposed filling operation is not
expected to have an effect on groundwater quality.
CONCLUSIONS, OPINIONS AND RECOMMENDATIONS
Based on its review of Site conditions, the development plan, geological and
hydrogeological literature and data collected, GZA provides the following conclusions,
opinions and recommendations regarding the effect planned filling of the Site will have
on the groundwater system:

The lake elevation has reached a steady-state condition since the sand and
gravel pit ceased operating 35 years and has likely been at steady stated for at
least the last 20 years. Normal variations in the lake elevation will occur that
are attributable to seasonal and long-term variations in precipitation.

The lake elevation is primarily controlled by the area groundwater elevation.
Because the lake elevation is approximately 15 feet lower than the lowest
elevations of 765 to 770 around the Site in properties adjoining the Site to the
west, flooding issues that have occurred in surrounding low-lying land are not
related to water levels in the lake.

Water on the Site resulting from precipitation and runoff has a direct hydraulic
communication to groundwater through the lake bottom. Thus, the Site water
budget is buffered by the ability of groundwater to supply water to the Site
when the lake elevation is below regional groundwater levels or receive water
from the Site when the lake elevation is above regional groundwater levels.
Because of the connection to groundwater, lake level can remain steady with
changes in the Site water budget.

Because the pre- and post-development watersheds will be similar, the proposed
filling of the Site will not affect runoff patterns and will not have a material
change in the total water budget for the Site. Precipitation and runoff will
remain directed primarily to the lake in the 70-acre eastern parcel and will
remain as it currently is in the 15-acre western parcel.

The post-development lake portion of the Site water budget is anticipated to
increase up to 11 gpm (from pre-development 35 gpm to post-development 46
gpm) and the infiltration area will decrease due to the shrinking of the lake size
from 35 to 23 acres. Because the lake sediment consists of sand and gravel and
has a large capacity to transmit water, the post-development portion of the lake
water budget will continue to readily discharge to groundwater and will not
cause an increase in storage on the Site and a corresponding rise in lake level.

The anticipated post-development increase in groundwater flux through the lake
portion of 11 gpm (difference between 35 gpm and 46 gpm) will not have a
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material impact on area groundwater levels due to the very large capacity of the
regional aquifer to store and transmit water.

The anticipated maximum rise in lake level from the 100-year storm event is
less than 1.3 feet and would result in a lake level more than 14 feet below the
768 lake elevation required for discharge into the portion of the Site south of
Waynescott Road.

The proposed filling operation is not expected to have an effect on groundwater
quality because filling is planned to be conducted with uncontaminated soil and
clean fill generated from WDOT highway projects. As the soil and clean fill
operation is designed to comply with Chapter NR 500.08(2)(a) of the Wis.
Adm. Code, it will be exempt from licensing and the requirements of the solid
waste regulations because the WDNR does not consider this type of filling
operation to be a potential source of groundwater contamination.

Because of the desire to maintain sand and gravel in the base of the lake to
allow flow between lake water and groundwater, care needs to be taken during
filling to not allow clayey fill to cover portions of the lake not planned for
filling.
Based on our review of historic information, pertinent geologic and hydrogeologic
properties of the Site and surrounding region, and the planned development, GZA
believes that the proposed filling of the Site will not result in measurable long-term
effects on lake level, on groundwater level or on groundwater quality.
LIMITATIONS
In performing this assessment, GZA has relied on certain existing information
(domestic well logs, government geological and hydrogeological reports, consulting
reports, etc.) provided by other parties referenced therein. The evaluation completed by
GZA was performed in accordance with generally accepted practices of other
consultants undertaking similar studies at the same time in the same geographical areas,
and GZA observed the degree of care and skill generally exercised by other consultants
under similar circumstances and conditions. GZA’s findings and conclusions must be
considered not as scientific certainties, but rather as our professional opinion
concerning the significance of the limited data available at the time of the evaluation.
No warranty, expressed or implied, is made.
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GZA appreciated the opportunity to provide this professional evaluation to Hidden
Lake, LLC. If you have any questions or require additional information, please call the
undersigned at your convenience at (262) 754-2560.
Very truly yours,
GZA GeoEnvironmental, Inc.
Bernard G. Fenelon, P.G.
Senior Project Manager
Hydrogeologist
John C. Osborne, P.G.
Principal
District Manager
J:\153700to153799\153731 Brkfld Super Ex\Report\FINAL 153731.00 Report-Water Impact Eval 8-27-13.docx
Attachments
FIGURES
GZA-J:\153700to153799\153731 Brkfld Super Ex\Figures\AUTO CAD\SITE LOCATION.dwg [FIGURE 1 - SITE LOCATION] August 16, 2013 - 3:16pm kara.kunz
SITE
A
A'
N
0
1,000'
2,000'
4,000'
SCALE IN FEET
SOURCE: U.S.G.S. WAUWATOSA, WIS.
QUADRANGLE MAP (2013)
GZA GeoEnvironmental, Inc.
Engineers and Scientists
20900 SWENSON DRIVE, SUITE 150
WAUKESHA, WISCONSIN 53186
(262) 754-2560
HIDDEN LAKE, LLC
SITE LOCATION MAP
SILENO QUARRY PROPERTY
BROOKFIELD, WISCONSIN
8/14/13
20.0153731.00
1
T
OT
846
QUARRY CROSS SECTION B-B (NORTHERN WEST/EAST)
EAST LOT LINE
SC
NE
AY L
0 W EL
65 D W
3
1
A
RO
WEST LOT LINE
A
WEST
ELEV=843.8
293
5H
UN
CIR TING
CL
E W TON
EL
L
A'
EAST
846
840
840
834
834
828
828
822
822
ELEV=830
CLAY
816
816
810
810
804
804
798
798
792
MATCH
ELEV=789.4
PROPOSED
TOPOGRAPHY
792
786
VERTICAL EXAGGERATION = 5
786
0
35'
70'
ELEV=780.4
780
VERTICAL SCALE IN FEET
780
ELEV=776
0
774
175'
350'
774
EXISTING
TOPOGRAPHY
HORIZONTAL SCALE IN FEET
768
768
CLAY
762
762
MATCH
ELEV=753.0
756
756
NOTES
1.
2.
WATER ELEV = 752.5 (MARCH 2013)
3.
750
750
(1965)
744
744
738
738
732
732
726
(1963)
SAND AND GRAVEL
726
720
720
714
714
708
708
702
702
DOLOMITE
694
4.
ALL ELEVATIONS GIVEN ARE REFERENCED TO A SITE SPECIFIC DATUM.
FIGURE "PROPOSED QUARRY CROSS-SECTION B-B" WAS PROVIDED BY JAHNKE &
JAHNIKE ASSOCIATED INC. GZA UPDATED THE CROSS SECTION WITH GEOLOGIC
INFORMATION ALONG THE EDGE OF AND BENEATH THE SAND AND GRAVEL PIT.
FLUCTUATIONS IN THE WATER LEVEL MAY OCCUR DUE TO VARIATIONS IN RAINFALL,
TEMPERATURE, AND OTHER FACTORS DIFFERENT FROM THOSE PRESENT AT THE TIME
MEASUREMENTS WERE MADE.
MAGNIFICATION OF VERTICAL SCALE FOR PURPOSES OF PRESENTATION CAUSES TRENDS
IN SOIL STRATA TO APPEAR MORE PRONOUNCED THAN THAT WHICH ACTUALLY EXISTS.
WEST TO EAST
GEOLOGIC CROSS SECTION
SILENO QUARRY PROPERTY
BROOKFIELD, WISCONSIN
694
GZA GeoEnvironmental, Inc.
686
680
2-00
1-50
1-00
0+50
0+00
0+50
1+00
1+50
2+00
2+50
3+00
3+50
4+00
4+50
5+00
5+50
6+00
6+50
7+00
7+50
8+00
8+50
9+00
9+50
10+00
10+50
11+00
11+50
12+00
12+50
Engineers and Scientists
13+00
HIDDEN LAKE, LLC
20900 SWENSON DRIVE, SUITE 150
WAUKESHA, WISCONSIN 53186
(262) 754-2560
837.3
811.8
799.3
782.7
789.0
770.0
787.3
754.4
786.7
746.4
786.6
744.4
786.7
743.8
786.7
744.5
786.5
746.2
786.3
745.9
786.1
745.0
785.8
745.0
785.5
745.0
785.2
741.5
784.8
737.0
784.5
735.0
784.1
736.5
783.7
739.0
783.1
736.0
782.6
736.0
781.8
736.0
780.8
743.1
779.8
754.1
779.4
779.7
776.4
778.7
686
13+50
14+00
14+50
15+00
15+50
680
2
8/14/13
20.0153731.00
APPENDIX A
Preliminary Fill Plan
APPENDIX B
Current Site Topography
APPENDIX C
HNTB Site Watershed Map