905R84101
-
MENTAL PROTECTION AGENCY
CHICAGO, IL 60604 • WATER DIVISION
NT OF NATURAL RESOURCES
• BUREAU OF ENVIRONMENTAL IMPACT
Environmental Final
Impact Statement
Wastewater Treatment
Facilities for the Geneva Lake Area,
Walworth County, Wisconsin
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FINAL ENVIRONMENTAL IMPACT STATEMENT
on the
WASTEWATER TREATMENT FACILITIES
for the
GENEVA LAKE AREA
WALWORTH COUNTY, WISCONSIN
Prepared by the
United States Environmental Protection Agency
Region V
Chicago, Illinois
and the
Wisconsin Department of Natural Resources
Madi son, Wi sconsin
with assistance from
WAPORA, Incorporated
Chicago, II linoi s
June 1984
Submitted by:
Howard S. Druckenmi 1 ler
Director
Bureau of Environmental Analysis and Review
Department of Natural Resources
Valdas V. Adamjfus
Regional Administrator
U.S. Environmental Protec
Agen cy
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BEFORE THE DEPARTMENT OF NATURAL RESOURCES
Public Hearing to Receive comments on the Final Environmental Impact Statement
(FEIS) Prepared by DNR and EPA for the Geneva Lake Area Wastewater Facilities
Plan, Walworth County, Wisconsin.
NOTICE OF PUBLIC HEARING
NOTICE IS HEREBY GIVEN that pursuant to Chapters NR 150.07(6) and NR 150.09,
Wis. Admin. Code, and 40 CFR 6.400 [c] the Department of Natural Resources and
the United States Environmental Protection Agency (EPA) will hold a public
hearing for the purpose of receiving the views and comments of the public on
the FEIS on the proposed Wastewater Facility Plan for the Geneva Lake Area.
The communities addressed include the City of Lake Geneva, the southeast
shoreline of Geneva Lake in the Town of Linn, and the Lake Como Subdivision in
the East Planning Area and the Villages of Walworth, Fontana and Williams Bay
as well as contiguous unsewered shoreline areas in the West Planning Area.
Time: 7:00 p.m., Wednesday, July 25, 1984
Place: Big Foot High School Library, Walworth, WI
Following the completion of the hearing on the FEIS and the close of the
record by the hearing examiner, the Department and the EPA will review the
record including all testimony, evidence and written comments received during
the hearing process and will determine if they have complied with
Section 1.11, Wis. Stats., the Wisconsin Environmental Policy Act, and
42 U.S.C. 4371, the National Environmental Policy Act. At that time the
Department will also complete its review of the proposed Geneva Lake Area
Facility Plan. The Department will issue in conjunction with the U.S.
Environmental Protection Agency, a final written Record of Decision on the
proposed action on the proposal.
At the first part of the hearing all interested persons or their
representatives will be given an opportunity to present their views or
comments concerning the proposed Facility Plan and the FEIS. The hearing
examiner may limit oral presentation if he feels that the length of the
hearing will be unduly increased by repetition. Each interested person will
also be given the opportunity at the hearing to present facts, views or
comments in writing.
According to the provisions of NR 150.09(4), any person may petition for an
opportunity to cross examine the person or persons responsible for a specific
portion of the FEIS or present witnesses or evidence. The petition shall
include a statement of position on the action or proposal and specific
statements or issues that are desired to be cross examined or presented.
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-2-
Petitions shall be filed with the Department within 20 days of the publication
of this notice. Failure to file such a petition shall preclude the
opportunity to cross examine and to present witnesses or evidence under oath.
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If the Department finds that the action or proposal may affect substantial
interests of the petitioner, an order shall be issued stating what persons
will be made available for cross examination. Denials of petitions will be in
writing. Failure to issue an order within 10 days of the filing of the
petition shall constitute a denial. The opportunity to cross examine or
present witnesses or evidence under oath will be given after the informational
portion of the hearing is completed.
Written comments on the FEIS will be accepted and considered if received by the
Bureau of Environmental Analysis and Review, Department of Natural Resources,
Box 7921, Madison, WI 53707, by 4:30 p.m., on Thursday, July 26, 1984.
Copies of the FEIS on the proposed Geneva Lake Area Facility Plan are
available for public review at the following Department of Natural Resources
offices:
Bureau of Environmental Analysis and Review, 101 South Webster Street, Third
Floor, Madison, Wisconsin.
Southeast District Headquarters, 2300 North Third St., P.O. Box 12436,
Milwaukee, WI 53212.
Copies of the FEIS can be obtained by writing: Harlan D. Hirt, Chief,
Environmental Impact Section, U.S. EPA Region V, 230 S. Dearborn St., Chicago,
IL 60604.
In addition, copies have been sent to the following libraries and public
offices for public review:
Lake Geneva Public Library
918 Main St., Lake Geneva
Williams Bay Public Library
W. Geneva St., Williams Bay
Fontana Public Library
Hwy. 67, Fontana
Waiworth Memorial Library
Wai worth
Dated at Madison, Wisconsin, this 22nd Day of June, 1984
By ! ~^ ' '
Milton Donald, Hearing Examiner
5023S
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UNITED STATES
ENVIRONMENTAL PROTECTION AGENCY
REGION 5
230 SOUTH DtARBOHN ST
CHICAGO. ILLINOIS 60S04
IO ATTENTION OF.
5WFI
TO ALL INTERESTED AGENCIES, PUBLIC GROUPS AND CITIZENS:
The Final Environmental Impact Statement (EIS) for the Geneva Lake Area,
^Wa-.lw.onth.Xounty-,-W-i-SGons-i-n-,- is provided for your information and review.
This EIS has been prepared in compliance with the National Environmental
Policy Act of 1969 and the subsequent regulations prepared by the Council on
Environmental Quality and this Agency.
Upon publication of a notice in the Federal Register on June 22, 198?, a
30-day comment period will begin. Please send written comments to the atten
tion of Hap-lan-Dv-H-i-rt-,— Gh-i-e-f-,-E-nv-i-F0nment-a-l— Lmpact-Sect-i-on— 5WF-I-7— at— t-he
a-beve-addpe-s-s . After the close of the comment period, a Record of Decision
will be provided to all who received the Final EIS.
I weltome your participation in the EIS process for the Geneva Lake Planning
Area,*
Sin9prely yours;
Va-1-da-s-V-.-Ada rek-u-s,
Reg-i-ona-1—Adm-i-n-i-s-t-pa-t-on-
JCc**./ AS
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FINAL ENVIRONMENTAL IMPACT STATEMENT
ON THE
GENEVA LAKE AREA FACILITIES PLANS
WALWORTH COUNTY, WISCONSIN
Prepared by the US Environmental Protection Agency Region V and the
Wisconsin Department of Natural Resources.
For further information contact:
William Spaulding, Project Officer Steven Ugoretz
USEPA, Region V WDNR
230 South Dearborn Street Bureau of Environmental Impact
Chicago, IL 60604 P.O. Box 7921
312/886-0215 Madison, WI 53707
608/266-6673
' ABSTRACT
Wastewater collection and treatment facilities plans have been pre-
pared for the Geneva Lake East Planning area and the Geneva Lake West
Planning area. The communities addressed include the City of Lake Geneva,
the southeast shoreline area of Geneva Lake in the Town of Linn, and the
Lake Como subdivision' in the East Planning area and the Villages of
Walworth, Fontana and Williams Bay as well as contiguous unsewered • shore-
line areas in the West Planning area. Facilities planning documents have
concluded that the appropriate approach to wastewater management in unsew-
ered portions of the study area would be to abandon existing onsite waste-
water treatment systems, to construct wastewater collection and conveyance
facilities, and to convey wastewater to upgraded and expanded treatment
plants at Lake Geneva, Williams Bay, and a combined Walworth/Fontana plant
at the Village of Walworth.
Based on a review of facilities planning documents, USEPA and WDNR
determined that the Facilities Plan Recommended Action (FPRA) could result
in induced growth and secondary impacts, socioeconomic impacts, and poten-
tial wetland impacts. The potential significance of these issues necessi-
tated the preparation of an Environmental Impact Statement (EIS). The EIS
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has evaluated the FPRA, and developed an EIS Alternative which includes an
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analysis of continued use of orisite wastewater treatment systems in cur-
rently unsewered areas. The EIS also evaluates impacts on the natural and
man-made environment associated with both alternatives.
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EXECUTIVE SUMMARY
PURPOSE OF AND NEED FOR ACTION
The Geneva Lake-Lake Como study area is located in the southeast
corner of Wisconsin, approximately 50 miles southwest of Milwaukee and 75
miles northwest of Chicago. The study area encompasses approximately -44
square miles in the southern portion of Walworth County, and includes the
City of Lake Geneva, the Villages of Walworth, Fontana, and Williams Bay,
and the Towns of Geneva, Linn and Walworth, The locale is very popular as
a summer resort area because of the recreational resources afforded by the
5,000-acre Geneva Lake and the 1,000-acre Lake Como, and the area's proxim-
ity to both Chicago and Milwaukee.
In May 1974, the Southeastern Wisconsin Regional Planning Commission
(SEWRPC) adopted A Regional Sanitary Sewerage System Plan for Southeastern
Wisconsin. This document was prepared in accordance with Section 66.945
(10) of the Wisconsin Statutes and Section 208 of the Clean Water-Act, and
provides guidance for wastewater management planning to the local units of
government located in SEWRPC's seven-county region. Based on a cost-
effectiveness analysis, Donohue & Assoc., Inc., the facilities planner,
defined five revised sewer service areas (RSSAs) as the areas for which the
wastewater collection and treatment facilities are being planned.
Four municipal and three private wastewater treatment plants (WWTPs)
currently serve the existing sewered areas within the study area. Muni-
cipal WWTPs are located at Fontana, Lake Geneva, Walworth, and Williams
Bay. Private WWTPs serve the Americana Hotel (formerly the Playboy Club),
Interlaken Resort, and Kikkoraan Foods.
Several factors led to the consideration of a regional wastewater
management plan for the Geneva Lake-Lake Como study area. In Fontana,
before a third treatment lagoon was constructed, effluent from the original
two seepage lagoons had overflowed into Buena Vista Creek and thus into
Geneva Lake. The City of Lake Geneva's WWTP is currently meeting its
interim effluent standards for discharge to the White River. However, the
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Wisconsin Department of Natural Resources (WDNR) has issued more strict
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effluent discharge standards which the existing plant cannot .meet. The
Walworth WWTP, which is exceeding its hydraulic design capacity, is meeting
interim standards but is incapable of meeting final standards. The
Williams Bay plant has components that are in poor condition and is exper-
iencing hydraulic problems in both its primary and secondary clarifiers.
All of these plants have experienced hydraulic increases in recent years
due to population increases; a trend that will continue into the next 20
years.
The facilities plans prepared by Donohue & Assoc., Inc. propose to
serve portions of the study area with centralized wastewater collection and
treatment facilities that are currently served by onsite wastewater treat-
ment systems. Geologic conditions on some parcels in the study area pre-
sent limitations to the use of onsite wastewater treatment systems. Con-
cern that onsite systems may be contaminating surface and groundwater
resources has led some homeowner and beach associations to develop cen-
tralized domestic water supplies.
Because of the perceived problems associated with existing wastewater
management, the USEPA awarded Step 1 planning grants to the Village of
Walworth, the City of Lake Geneva, the Village of Fontana, and the Village
of Williams Bay between February and July of 1977. Although separate
planning grants were awarded, special conditions of the grants stipulated
that facilities planning efforts be coordinated, and that areawide solu-
tions to wastewater management be jointly investigated.
In February 1978, the US Environmental Protection Agency (USEPA)
issued a Notice of Intent to prepare an EIS on the proposed project. This
action was taken based upon USEPA's review of the Facilities Plan, which
indicated the possibility of significant environmental impacts resulting
from the proposed project. The Wisconsin Department of Natural Resources
(WDNR) concurred with the USEPA decision to prepare an EIS, and the two
agencies agreed to prepare a joint EIS to satisfy both Federal and State
requirements. The EIS was to be prepared concurrently with the completion
of the facilities planning documents.
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Pursuant to subsequent grant amendments, the facilities planners
submitted the following documents to WDNR for review:
• Preliminary Geneva Lake Facilities Plans, Volume 2 -
Treatment Alternatives, East Planning Area (Donohue &
Assoc., Inc. 1981a)
• Preliminary Geneva Lake Facilities Plans, Volume 2 -
Treatment Alternatives, West Planning Area (Donohue &
Assoc. , Inc. 1981b)
• Addendum to the West Geneva Lake Facilities Plans,
Volume 2 (Donohue & Assoc., Inc. 1982a)
• Geneva Lake Facilities Plans, Volume 2 - Process Spe-
cific Addendum, East Planning Area (Donohue & Assoc.,
Inc. 1982b)
• Final Draft Geneva Lake Facilities Plans, Volume 2 -
Treatment Alternatives, West Planning Area (Donohue &
Assoc. , Inc. 1983).
• Addendum 1 to Volume 2 - Facilities Plans for the Lake
Geneva West Planning Area - Walworth/Fontana (Donohue &
Assoc., Inc. 1983b)
ISSUES
, On the basis of .USEPA's Notice of Intent to prepare an EIS, the Direc-
tive of Work to WAPORA, Inc. (the EIS Consultant) and the facilities plan,
the following issues have been determined to be significant and are
addressed in this Final EIS:
• The likelihood that new interceptors and expansions in
wastewater treatment capacity would artificially induce
more residential development in the study area than
would otherwise be anticipated to occur
0 Secondary impacts of such development on agricultural
lands and existing open space vareas
• Impacts of the project on wetland resources in the
study area
• Economic impacts that could result in the displacement
of homeowners
• Controversy surrounding the regional approach to waste-
water management planning
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• Extent of present problems resulting from use of onsite
wastewater treatment systems
« Future impacts resulting from continued use of onsite
systems
e Cost-effectiveness of upgrading existing onsite systems
versus expanding centralized wastewater collection and
treatment facilities.
WASTEWATER MANAGEMENT ALTERNATIVES
Existing Onsite Wastewater Treatment Systems
Currently unsewered portions of the RSSAs were surveyed for perform-
ance data on onsite wastewater treatment systems. Within these surveyed
areas, there are approximately 1,700 onsite wastewater treatment systems
comprised mostly of septic tank and soil absorption systems. Information
concerning onsite systems has been derived from collection of original data
and use of existing published and unpublished sources. Information on
existing systems was obtained from Walworth County Planning, Zoning, and
Sanitation Office records./ Interviews with County sanitation personnel
also were useful in assessing environmental conditions and assessing the
suitability of septic tank and soil absorption systems for treating waste-
water. Two septic leachate detector surveys, color infrared aerial photog-
raphy, a mailed questionnaire, and a sanitary survey also were used to
assess the effectiveness of existing onsite wastewater treatment systems.
Fontana RSSA (Southwest Shore Area)
The Fontana RSSA includes the northeast quarter of Section 11 between
Fontana and Williams Bay, and most of Section 18 lying outside the Village
of Fontana. Included in Section 18 are the Oak Shores, Lake Geneva Club,
Shore Haven, Camp Sybil, Academy Estates, and Maple Hills subdivisions and
the Northwestern Military and Naval Academy, in addition to individual
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parcels. The aerial photographic survey identified no failing or mar-
ginally failing onsite systems within the area. In the Oak Shores Sub-
division, the sanitary questionnaire responses indicated that 2 out of the
10 respondents reported conditions that qualify as obvious problems with
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onsite wastewater treatment. In the Lake Geneva Club Subdivision, two
residents have identified frequent pumping and backups as typical experi-
ences. One holding tank was installed because the parcel had insufficent
size for a soil absorption system. There were three systems in Shore Haven
and Camp Sybil for which failures were indicated on questionnaires, sani-
tary surveys or permit records. Three owners reported that they have
cesspools, all of which were described as satisfactory. One holding tank
was installed because insufficient lot area was available. In the Academy
Estates Subdivision one holding tank was installed. The Maple Hills Sub-
division contains 30 residences, with information from questionnaires
available for five systems. Unplatted lands in the vicinity of these
subdivisions are large parcels with minimal problems. The Northwestern
Military and Naval Academy replaced the seepage bed for their main building
in 1974. During the 1982 septic leachate survey, a plume and a surface
breakout were identified as coming from the system that serves auxiliary
housing units on/Shadow Lane.
Williams Bay RSSA (North Shore Area)
The unsewered area within the Williams Bay RSSA consists primarily of
the Cisco Beach and Rowena Park subdivisions. Also included are the Sylvan
Trail and Ara Glen subdivisions and contiguous parcels. One holding tank
and one cesspool are reportedly located in Cisco Beach. One resident in an
area with a somewhat high water table reportedly had backups and wet
ground, and indicated that the County sanitarian refused permission to
extend the seepage bed because local soils had inadequate percolation
rates. Consequently, the resident pumped the septic tank frequently during
wet weather. Upgraded soil absorption systems have been installed for 10
systems since-1970.
Lake Geneva RSSA (Southeast Shore Area)
The major unsewered areas within the Lake Geneva RSSA are the south-
east shore area (from the Lake Geneva Country Club golf course to Big Foot
Beach State Park), Hillmoor Heights, and the Forest Rest and Geneva Bay
Estates subdivisions. Subdivisions along the southeast shore (Trinke, Lake
Geneva Beach, Robinson, and Robinson Hillside), are of primary concern.
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Within the Trinke Subdivision, a large area has soils with a high water
table. Of 33 houses in the area, three utilize holding tanks and one has a
mound system. From the questionnaires and sanitary surveys, four residents
indicated that they have problems with their systems (one pumps the septic
tank, as a holding tank). The shallow water table extends into the Lake
.Geneva Beach Subdivision near the lakeshore, and along Hillside Drive. A
small area within the Robinson Hillside Subdivision also has a high water
table that would preclude installation of soil absorption systems. In
addition, some areas in the Trinke and Robinson Hillside subdivisions have
soils with a somewhat high water table such that mounds would be required.
Generally, soils in this area are moderately coarse textured, especially in
the lower protions of the soil profile. Most residences are on deep, well
drained soils. The GLWEA sampling and subsequent WAPORA sampling of the
two creeks in the area identified elevated fecal coliform concentrations in
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Hillside Creek, but the source of the fecal material could not be posi-
tively identified.
The aerial photographic survey identified one confirmed and three
marginally failing onsite systems in Lake Geneva Beach. Of the six ques-
tionnaire respondents in Robinson Hillside, one indicated conditions that
qualify as an obvious problem. In Robinson, five residents indicated
obvious problems, either by way of the questionnaire or sanitary survey;
four of these were reportedly cesspools and one reported frequent pumping.
In Lake Geneva Beach, five residents reported conditions that qualified as
obvious problems, mostly excessive maintenance and cesspools. In addition,
two holding tanks are known to exist in Lake Geneva Beach. In Trinke,
three residents reported excessive maintenance of their system, and one
indicated wet and soggy ground over the seepage field. Holding tanks are
utilized for three new residences. All except one of these problem systems
are on soils with an elevated water table such that the depth requirement
for conventional seepage beds cannot be attained.
Lake Como RSSA
The Lake Como RSSA encompasses allv-of the Lake Como Beach Subdivision
and some adjacent parcels along County Road H. Approximately eight drain-
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ageways have a high water table. At least two of these drainageways con-
tain continuously flowing springs and have been utilized for drinking water
supply by area residents. Soils along the lakefront also have a high water
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table. A small percentage of residences are located on parcels with a high
water table.
The number of currently failing systems was identified by evaluating
data from the aerial photographic survey, the questionnaire results, the
sanitary survey results, and the County sanitarian's records. According to
these data, approximately 21 systems are currently failing. Most failing
systems were near the western end of the subdivision within two blocks of
the Lake. Proximity to drainageways and limited depth to the water table
appeared to be the primary factors in these failures. Inadequate systems
also were a common factor in the failures. An analysis of past failures
that have been corrected revealed that a high water table was the most
important factor, followed by inadequate system design. Approximately'one-
half of the past failures were rectified by installation of holding tanks.
The remainder extended the seepage bed or dry well, or had mounds con-
structed.
Description of Final Alternatives
The three final alternatives for providing wastewater treatment for
the RSSA include: No Action; the Facilities Plan Recommended Alternative
(FPRA),ywhich consists of providing* centralized collection and treatment
for all portions of the RSSAs; and the EIS Alternative, which consists of
providing management of onsite systems for currently unsewered portions of
the RSSAs and centralized collection and treatment for portions of the
RSSAs currently sewered. Table 1 shows a summary of the estimated total
present worth and annual user costs for the FPRA and the EIS Alternative
for service areas in the Geneva Lake RSSAs.
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Table 1. Summary of estimated total present worth and annual user cost
for the FPRA and EIS Alternative for major service areas in the
Lake Geneva RSSAs.
Total Present Worth Annual User Cost
Area
Lake Geneva
Lake Como
Southeast Shore
RSSA Subtotal
Walworth
Fontana
Southwest Shore
RSSA Subtotal
Williams Bay
Northwest' Shore
RSSA Subtotal
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TOTAL
a Includes additional
FPRA
$ 5,733,370
12,279,070
3,455,399
21,467,839
1,157,228
4,703,983
1,759,355
7,620,566
2,705,402
1,595,310
4,300,712
33,389,117
EIS
$8,058,345
2,994,813
719,968
12,114,016°
1,096,423
4,018,754
585,400
5,759,564a
2,836,318
516,874
3,352,192cl
21,225,772
minor service areas evaluated
FPRA
103
732
640
117
203
366
160
545
in the EIS
EIS
150
213
169
119
170
136
170
172
Alternative.
No Action Alternative ,
The No Action Alternative implies that neither USEPA nor WDNR (except
on an individual basis through the Wisconsin Fund where eligible individ-
ual onsite systems can be funded for upgrades through NR 128.30) would
provide funds to build, upgrade, or expand existing wastewater treatment
systems. Wastewater would continue to be treated by existing WWTPs and
existing onsite systems. Each individual WWTP would be responsible for
improving operations and for making any necessary non-structural process
adjustments to maintain permitted treatment levels throughout the 20-year
design period. County sanitarians would continue to be responsible for
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permitting and regulating existing onsite systems, and would continue to
require replacement or repair of obviously failing systems in unsewered
areas.
The existing Lake Geneva WWTP now fails to meet effluent limitations
for total phosphorus under its current limits. With no action, the
existing facilities would not be able to provide treatment to meet final
(1986) WPDES permit requirements. The hydraulic problems at the existing
Williams Bay WWTP reportedly cause the plant to overflow and discharge
partially treated effluent to Southwick Creek (which flows to Geneva Lake)
in violation of the WPDES permit. Because of these hydraulic limitations,
it is likely that overflows would continue to occur without some form of
upgrading. The existing Fontana WWTP is currently operating with no viola-
tions of surface water, groundwater, or public health standards, however,
portions of the WWTP are 25 years old. Under the No Action Alternative,
the older portions of the WWTP would require major structural and
mechanical renovation and additional seepage lagoon area would be required
to serve 20-year wastewater treatment needs. Flow at the Walworth WWTP
currently exceeds design capacity and some portions of the WWTP are in poor
structural condition. Without major structural improvements, the WWTP and
polishing lagoon will not be able to meet future effluent requirements. If
USEPA or WDNR did not provide funding, each of the municipalities may be
required to finance WWTP improvements on their own.
Under the No Action Alternative, local health authorities would con-
tinue to have inadequate information with which to identify failing systems
and to design onsite system repairs appropriate to the problems and their
causes. They are unlikely to have the time, personnel, or monitoring cap-
abilities necessary to be able to specify innovative attempts to solve all
problems. The result will be an increasing number of holding tanks on
small lots and on lots with high groundwater. If no action is taken,
existing onsite systems in the study area potentially would continue to be
used in their present condition. Although some replacement systemsxwould
be funded by WDNR, new and some replacement systems would be financed
solely by their individual owners.
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Facilities Plan Recommended Alternative
The Facilities Plan Recommended Alternative (FPRA) includes con-
struction of collection sewers and interceptors in most currently unsewered
areas of the RSSAs, upgrading of the Lake Geneva WWTP to serve the east end
of the planning area, upgrading of the Williams Bay WWTP, and construction7
of a new WWTP at Walworth to serve the west end planning area communities
of Walworth and Fontana. The existing Fontana WWTP and Walworth WWTP would
be abandoned. The facilities proposed for construction as the FPRA are
described in the following paragraphs.
Collectors and Interceptors
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For the FPRA, conventional gravity collection sewers are proposed, but
not costed, for collection of wastewater in all unsewered areas of the
RSSAs. Conventional gravity sewers were selected based on cost-effective-
ness analyses presented in the facilities planning documents. Gravity col-
lection sewers and interceptors consisting of gravity sewers, pumping sta-
tions and force mains are proposed. The interceptors were sized by the
facilities planner for a 50-year design period.
Lake Geneva WWTP
' The FPRA proposes to serve the City of Lake Geneva, the Lake Como
Beach Subdivision, and the southeast shore of Geneva Lake. The WWTP would
be designed to handle an average daily (summer) flow of 2.13 mgd, and a
peak daily flow of 5.2 mgd. Following primary treatment, effluent would
flow by gravity to a renovated trickling filter. The increased hydraulic
capacity trickling filter will utilize 6-foot deep plastic media instead of
the existing rock media. Trickling filter effluent will flow by gravity to
a new secondary clarifier. One 70-foot diameter secondary clarifier will
replace two existing clarifiers, because the existing units are too small
and shallow and have mechanical and structural problems. Clarified sec-
ondary effluent will flow by gravity to the existing chlorine contact
chamber, which will be converted into an effluent pump station.
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A rapid infiltration treatment system will be .located near the STH 50
and US 12 interchange. The infiltration system will consist of eight see-
page cells which allow for resting thus permitting nitrification and
denitrification to occur. This practice will minimize the impact of
nitrates on groundwater. The design average dosing rate will be approxi-
mately 23 inches per week.
Walworth/Fontana WWTP
The Walworth/Fontana WWTP proposed under the FPRA would replace the
existing Walworth and Fontana WWTPs, both of which would be decommissioned
and abandoned. .The proposed WWTP would serve the Village of Walworth, the
Village of Fontana, and subdivisions along the southwest shore of Geneva
Lake. The design capacity of the proposed WWTP would be 1.16 mgd.
A new oxidation ditch treatment system for Walworth and Fontana will
comprise a new subregional treatment facility on the existing Walworth pol-
ishing lagoon site adjacent to Piscasaw Creek. Conveyance facilities will
include upgrading the Fontana pump station; construction of a new force
main conveying Fontana wastewater out of the Geneva Lake drainage basin;
construction of an interceptor to convey Fontana wastewater from the drain-
age basin divide to the existing Walworth treatment plant site; replace-
ment of Walworth's existing treatment facility with a metering station; and
construction of an additional gravity interceptor paralleling Walworth's
existing gravity outfall to convey combined Walworth and Fontana flows from
the existing Walworth WWTP site to the new oxidation ditch WWTP site.
Following preliminary treatment, a dual oxidation ditch channel with
intrachannel clarification and subsurface aeration will provide secondary
treatment. Wastewater then will receive tertiary filtration using low he'ad
filters. Filtered effluent will receive ultraviolet (UV) disinfection and
be discharged to Piscasaw Creek.
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Williams Bay WWTP
A cost-effectiveness analysis performed by the facilities planner
determined that Williams Bay would be better served with their own fac-
ilities. The Village of Williams Bay then withdrew from the Geneva Lake
facilities planning effort, with the intent of submitting independent
facilities planning documents at a later time. However, since Williams Bay
is in the study area for this project, preliminary information developed by
the Village's consultants (Robers and Boyd) and supplemented by the fac-
ilities planner (By letter, Alan L. Berg, Donohue and Assoc., Inc., to Mark
B. Williams, WDNR, 3 November 1983) concerning construction of a new
aerated lagoon WWTP for Williams Bay has been Included in this EIS.
For this alternative, Williams Bay would'construct a new 0.9 mgd aer-
ated lagoon WWTP, with effluent treatment and disposal by rapid infil-
tration of the Village's existing seepage lagoons, which will be upgraded
and expanded. Items to be constructed or expanded include: a new aeration
lagoon with a liner, aeration equipment and structures, and miscellaneous
electrical, mechanical, plumbing, and ventilation services.
The EIS Alternative
j Evidence demonstrating an excessive number of failures of onsite sys-
tems and the resulting adverse effects of such failures within the planning
area have not been presented. Contrary to this, the needs documentation
information indicated that the number of failing onsite systems within the
RSSAs is low, and documented evidence of surface water and groundwater
pollution resulting from failing onsite systems is minimal. As a result, a
third alternative (herein referred to as the EIS Alternative) has been
developed for evaluation.
The EIS Alternative includes upgrading existing onsite systems with
obvious and, potential problems identified in the needs documentation pro-
cess, and improved management of existing and future onsite systems in the
area of the RSSAs not currently served by sewers; upgrading the Lake Geneva
WWTP; construction of a new WWTP to serve Williams Bay; "and construction of
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a new WWTP to serve the Villages of Walworth and Fontana, The service
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(
areas of the proposed WWTPs would include the year 2005 population expected
for currently sewered portions of these communities only, and would not
include expansion of sewers into currently unsewered areas.
Onsite Systems
Under the EIS Alternative, existing unsewered areas within the RSSAs
would remain on onsite systems. Management districts would be formed to
administer funds; inspect, design, and construct upgraded systems; ensure
proper operation and maintenance of the systems; and monitor performance of
systems. The management districts would likely use State funding for
completing the necessary facilities planning and design work for con-
struction grant application under NR 128.08. The EIS Alternative feasi-
bility analysis and costs presented in this EIS are based on using a
variety of sub-code systems. The sub-code systems appear justified within
a management district because the district would have the resources to
monitor performance of the systems and would have the authority to
establish special rules concerning operation. Also, numerous sub-code
systems have been operating satisfactorily, especially for seasonal
residences, within the planning area without any demonstrably harmful
effect on the environment. The district would arrange for the inspection,
design, and construction of upgraded systems. Individual upgrades would be
made in consultation with the property owner and the system design would be
selected from a range of technical options.
Lake Geneva WWTP
The proposed WWTP facilities to serve the Lake Geneva RSSA would have
a design capacity of 1.7 mgd. The WWTP facilities would be similar to
those proposed for the FPRA, and would consists of upgrading the existing
trickling filter facilities plus construction of new seepage cell facili-
ties and a sludge storage lagoon at a new site located southeast of the STH
50 and (US 12 interchange. Some treatment units would be smaller than those
proposed for the FPRA since only 1.7 mgd of wastewater would be treated
(daily average) instead of 2.1 ragd.
xiii
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Walworth/Fontana WWTP
During conduct of the facilities planning efforts, the facilities
planner investigated a second alternative for Walworth/Fontana, consisting
of a new aerated lagoon WWTP followed by a rapid infiltration treatment
system. The new WWTP would be located at the Donald Rambow farm or any
other appropriate parcel on the southwest border of the Village of
Walworth. The aerated lagoon system would consist of three cells designed
to remove 80% of the influent BOD. Oxygen transfer within the- aerated
/
lagoon would be provided by positive displacement blowers and static tube
aerators. A third, quiescent cell would be provided for effluent polish-
ing. The quiescent cell also would serve as the dosing cell for the land
application system. The aerated lagoons would be designed to produce an
effluent containing less than 50 mg/1 BOD.
All flow through the WWTP, from the force main discharge to the seep-
age cells, would be by gravity. Eight rapid infiltration seepage cells
would be provided, to allow for alternate dosing and resting. This would
enhance treatment and prolong the life of the system. Dosing and resting
seepage cells would alternately saturate and drain the soil, creating
anaerobic and aerobic conditions, respectively. This would allow both
nitrification and denitrification to occur, which would minimize the effect
of nitrates on groundwater. A system of observation wells also would be
installed around the perimeter of the seepage cell system, to monitor
groundwater quality.
The Rambow site was retained as a suggested site only for costing pur-
poses; i.e., if facilities at the Rambow site are cost-effective, then
facilities located in another area near the Village potentially would be
cost-effective. If an aerated lagoon land application system does prove to
be cost-effective, then further site evaluations could be undertaken to
find an acceptable site near to or within the Village.
xiv
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Williams Bay WWTP
For the EIS Alternative, a new Williams Bay aerated lagoon - rapid
I
infiltration WWTP would be constructed, as proposed in the FPRA. The only
difference is that a 0.7 mgd WWTP (average daily summer flow) would be
built instead of a 0.9 mgd WWTP, due to the reduced flow from a smaller
service area.
AFFECTED ENVIRONMENT
Natural Environment
The EIS presents information on the natural environment in the area
including air quality, geology, soils, prime farmland, groundwater, surface
water, as well as terrestrial and aquatic biota including wetlands. The
major elements of the natural environment that will affect decisions con-
cerning wastewater management alternatives are soils, groundwater, and
surface water.
The soils in the study area exhibit considerable variability in com-
position and characteristics. The depth to water table and low soil
permeability are the principal factors limiting the use of onsite systems.
However, interpretation of soil properties in lakeshore subdivisions cur-
rently served by onsite systems indicates .that relatively small portions of
these areas present severe limitations to conventional or alternative soil
absorption systems. These severe limitation areas are located primarily in
undeveloped areas along water courses, in low areas or in nearby lakeshore
areas.
Groundwater in the Geneva Lake - Lake Como study area is an important
resource since it supplies 100% of the area drinking water. The ground-
water aquifers are located in sandstone at depth and in unconsolidated sand
and gravel glacial deposits. Groundwater within the study area is general-
ly suitable for drinking water purposes and meets drinking water standards
and criteria in almost all cases. Laboratory analysis of well water
samples taken during a 1983 sanitary survey of unsewered areas showed no
xv
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significant concentrations of nitrate-nitrogen in any well water samples
taken and limited fecal coliform concentrations in only two instances.
Groundwater monitoring data from existing land application facilities in
the study area indicate that while the facilities are causing minor local-
ized increases in constituents such as nitrates, these facilities should
not limit any future uses of groundwater in the study area.
The surface waters of concern in this EIS are Geneva Lake, Lake Como,
the White River, Piscasaw Creek, and many intermittent and perennial
streams. The White River flows northeast out of Geneva Lake and joins the
Fox River 12 miles from the study area. Below the Lake Geneva WWTP, the
7 day, 10 year low-flow is estimated to be 0.89 cfs. The existing design
flow of the treatment plant is 1.7 cfs, so that under low-flow conditions
approximately 52% of the streamflow is effluent, thus strongly influencing
water quality.
Piscasaw Creek is an intermittent headwater stream that flows south
along the western township line of the Town of Walworth. Channelization
has reduced the quality of the creek due,to reduced residence time and loss
of flow to dilute wastewater effluent. WDNR (1981a) has reported that the
7 day, 10 year low-flow is approximately 0.70 cfs. Existing effluent dis-
charges from the Walworth WWTP lagoons total approximately 0.22 cfs. Under
t
the present wastewater management configuration, approximately 24% of the
volume of Piscasaw Creek is WWTP effluent in the mixing zone below the
plant.
Geneva Lake is a deep glacial lake with no major stream inflows.
Recharge is through wetland drainage, groundwater inflow, direct precipita-
tion and numerous small perennial and intermittent streams. Lake Geneva
has been classified as a mesotrophic or moderately "enriched" lake. How-
ever, symptomatic evidence of water quality degradation has recently been
present, leading to a concern that the lake may become eutrophic in the
long term.
xv i
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Lake Como is a shallow impounded wetland lake which has been classi-
fied as a highly eutrophic lake. Nutrient sources derive from the muck and
peat sediments as well as surface runoff from agricultural lands in the
watershed.
Manmade Environment
The EIS presents information on the manmade environment of the study
area including land use, population, economic conditions, recreation and
tourism, personal and government finances, and cultural resources. One of
the most significant elements of the manmade enviornment that will affect
decisions concerning wastewater management is the existing and projected
populations of the various communities.
The Geneva Lake - Lake Como study area is an established recreational
area with a population composed of permanent, seasonal, and transient
residents. The US Bureau of the Census collects data only on the permanent
residents although data is provided on both seasonal and permanent dwelling
units. During the period from 1940 to 1970, population in the area grew at
a much faster rate (84.9%) than the State (40.8%) and nation (53.8%).
During the decade 1970 to 1980, the area only grew by 11.4%. Data on past
trends in seasonal population are not available, however, 80,000 to 100,000
people are estimated to visit the area during the summer months. Base-year
1980 permanent and seasonal population estimates prepared for each of the
RSSAs as part of this EIS are shown in Table 2.
Projections for both seasonal and permanent population have been pre-
pared for the Geneva Lake-Lake Como Revised Sewer Service Areas for the
year 2005. These projections are based on data assembled by the South-
eastern Wisconsin Regional Planning Commission (SEWRPC) for areas slightly
larger than those currently being planned for. Design year 2005 peak
(seasonal and permanent) population estimates prepared for the EIS for the
RSSAs are shown in Table 3. Design year 2005 peak population estimates
prepared by the facilities planners are shown in Table 4. Differences
between the two estimates are attributable to a larger 1980 base year
seasonal population in the EIS estimates and different assumptions on the
xvii
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Table 2.
Base-year population for the RSSAs in the Geneva Lake-Lake Como
study area.
Area
063 Fontana
RSSA
Sewered
Unsewered
Permanent
Population
1,920
1,688
232
Base-Year 1980
Seasonal
Population
3,342
2,856
486
Peak
Population
5,262
4,544
718
066 Walworth
RSSA
Sewered
Unsewered
067 Williams Bay
RSSA
Sewered
Unsewered
908 Lake Como
RSSA
Sewered
Unsewered
059 Lake Geneva
RSSA
Sewered
Unsewered
Combined Total
RSSA
Sewered
Unsewered
1,693
1,555
138
1,951
1,759
192
1,379
0
1,379
6,395
6,049
346
13,338
11,051
2,287
90
84
6
2,262
1,911
351
1,344
0
1,344
1,983
1,431
552
9,021
6,282
2,739
1,783
1,639
144
4,213
3,670
543
2,723
0
2,723
8,378
7,480
898
22,359
17,333
5,026
xviii
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Table 3. Design-year population for the RSSAs in the Geneva'Lake-
Lake Como study area.
Area
063 Fontana
RSSA
Sewered
Unsewered
066 Walworth
RSSA
Sewered
Unsewered
067 Williams Bay
RSSA
Sewered
Unsewered
908 Lake Como
RSSA
Sewered
Unsewered
Year 2005
Population
6,346
5,309
1,037
618
320
298
5,862
4,909
953
3,374
0
3,374
Population Change
'1980-2005
Net
1,084
765
319
835
681
154
1,649
1,239
410
651
0
651
Percentage
20.6
16.8
44.4
46.8
41.5
106.9
39.1
33.8
75.5
23.9
0
23.9
059 Lake Geneva
RSSA
Sewered
Unsewered
Totals
RSSA
Sewered
Unsewered
13,029
11,880
1,149
31,046
24,418
6,628
4,651
4,400
251
8,687
7,085
1,602
55.5
58.8
27.9
38.8
40.9
31.9
xix
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Table 4. Donohue & Associates, Inc. population projections for 2005
(Donohue & Assoc., Inc. 1983b).
Area
063 Fontana
RSSA
066 Walworth
RSSA
067 Williams Bay
RSSA
908 Lake Corao
RSSA
059 Lake Geneva
RSSA
2005 Population
Permanent
2,300
2,207
3,420
1,970
11,530
a
Seasonal
3,944
2,207
5,927
3,365
17,750
Although Donohue lists this figure as seasonal, this is actually peak
population.
use of SEWRPC projections by the facilities planners. The EIS concludes
that SEWRPC projections for population growth for the period 1980 to 2005
"captures" both seasonal and permanent population. The facilities planning
documents have added a 53% increase on top of the projections to accom-
modate what is believed to be needed for the seasonal population.
ENVIRONMENTAL CONSEQUENCES
The EIS discusses the construction, operational, and secondary en-
vironmental impacts associated with implementation of the wastewater man-
agement alternatives. It also presents mitigative measures that can be
applied to reduce or eliminate the impacts identified.
xx
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Construction and Operational Impacts
Construction of either the FPRA or the EIS Alternative will have
construction related impacts on elements of the environment. In general,
excavation and construction of wastewater collection and conveyance lines
in unsewered areas under the FPRA would have a greater short-term impact
than would the EIS Alternative which calls for upgrading a limited number
of onsite systems. Air quality impacts would derive from fugitive dust
from site clearing, grading, excavating and related activities. Soils
exposed during construction would be subject to accelerated erosion.
Increased erosion resulting from construction could result in sedimentation
including nutrient and other pollutant inputs to surface waters. Construc-
tion activities associated with components of either of the proposed alter-
natives would result in some impacts to wildlife and vegetation.
The construction of WWTPs and rapid infiltration treatment systems has
the potential to irreversibly convert prime farmland to a developed land
use. On the west end, the facilities planners, and subsequently the EIS
Alternative, evaluated rapid infiltration on an 80 acre site on the south-
/
west border of the Village of Walworth. This site is actively farmed,
prime agricultural land on Class 1-1 soils. This class of soils represent
less than 1% of the most valuable soils in the State of Wisconsin. The
farm is located in an A-l exclusive agricultural use zoning district and
the owners are participating in the state preferential tax assessment
program. The adverse impacts that would occur from using this site for
land application of wastewater would be significant and long term.
The operational impacts of greatest concern are the effects of WWTP
effluent on surface and groundwaters. Under the FPRA, oxidation ditch WWTP
effluent from the Walworth/Fontana plant would be discharged to Piscasaw
Creek. Based on wasteload allocation studies prepared by WDNR effluent
quality discharged from this facility would be sufficient to sustain full
fish and aquatic life standards. Both the FPRA and the EIS Alternative
proposed land application by rapid infiltration at the Lake Geneva WWTP and
the EIS Alternative evaluates land application for the west end Walworth/
Fontana WWTP. These would result in the removal of WWTP effluent from
xxi
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Piscasaw Creek and the White River. Removal of the effluent would upgrade
the quality of these receiving waters in the short term but would reduce
their productivity and low flow stabilization in the long term.
The principal impact of concern in land application of wastewater by
rapid infiltration is nitrate-nitrogen concentrations in groundwater. The
national primary drinking water standard for nitrate-nitrogen is 10 mg/1.
Sampling data from- three existing rapid infiltration facilities in the
Geneva Lake study area indicate that these facilities may cause minor
changes in localized concentration of nitrates, however, they are minor in
degree and well below drinking water standards. None of the alternatives
are expected to result in any restrictions in current uses of groundwater
in the study area.
Fiscal Impacts
The costs of implementing a wastewater management alternative in the
study area could be apportioned between USEPA, the State of Wisconsin and
local residents. Apportionment of the costs are made on the basis of what
costs are eligible to be funded by the State of Wisconsin or USEPA. Be-
cause of their position on the State priority list, it is likely that the
City of Lake Geneva will receive Federal Construction Grants funding for
upgrading their wastewater treatment facilities, including 85% funding for
portions of their plan that are "alternative or innovative." In the other
communities, application would need to be made under the Wisconsin Fund
which provides grants for up to 60% of the eligible costs.
Even with State or Federal grants, the wastewater management alter-
natives could have an adverse financial impact on community residents, as
measured by their ability to afford the estimated average annual user
costs. The capital costs of the'alternatives also could have a significant
negative impact on the financial conditions of some of the individual
communities. The financial burden incurred 'could limit the ability of
those communities to engage in other capital improvement projects and
potentially could impact their ability to provide other public services.
xxii
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Secondary Impacts
Secondary impacts are likely to occur when improvements in wastewater
treatment capacity and capability lead to changes in the study area that,
in turn, induce or stimulate other developments which would not have taken
place in the absence of a project. One of the more significant factors
influencing the development potential of an area is the presence or absence
of centralized wastewater collection and treatment systems. In some sit-
uations, improvements in wastewater treatment capacity and capability can
induce, or stimulate, growth that would not have occurred without the
improvements. It is not clear at this time whether the development poten-
tial of the study area is directly related to the presence or absence of
centralized wastewater collection and treatment systems. However, the
population of the East Planning area used in the design of the FPRA is
projected to increase by 90.2% between 1980 and 2005, from 11,101. to
21,115. The population analysis developed for the EIS, however, differs
substantially from the FPRA, for the East Planning area. The EIS projects
a population increase of 47.8%, from 11,101 to 16,405. There is some
question whether the projections on which the FPRA is based would be real-
ized. However, the potential would exist to "induce" population growth to
/
these levels by providing wastewater treatment capacity as proposed by the
FPRA. For the West Planning area, induced growth effects are expected to
be minimal because the communities have projected small population
increases.
Both the FPRA and the EIS Alternative will result in increased resi-
dential development with attendant additions in impervious surface area,
storm sewers, and drainage ditches. The degree of impact on water quality
in the study area will vary based on the amount and density of residential
development that occurs. The EIS shows that a large concentration of
residential growth will occur in the Lake Geneva RSSA under the FPRA,
including the southeast shore of Geneva Lake. The water quality impact of
this growth is anticipated to be substantial. The new growth would be
concentrated closer to the lake at higher residential densities permitted
on sewered lots and would introduce biologically available nutrients to the
lake.
xxiii
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CONCLUSION
The EIS reviews in detail the existing information about the natural
and manmade environment in the Geneva Lake-Lake Como study area that is
useful in evaluating wastewater management alternatives. Shallow depth to
water table and limited permeability may restrict some future use of soils
for onsite treatment of wastewater, however, there are currently only a
limited number of systems that are known to be malfunctioning. A review of
surface and groundwater data from wells in the area shows almost no indica-
tion of contamination from onsite systems.
After evaluating the information presented in this EIS, the EPA has
developed recommendations for wastewater management in the planning area.
The WDNR does not make recommendations, and the recommendations contained
in this final EIS should not be interpreted as representing the views of
the WDNR.
The EIS has analyzed two principal alternatives for wastewater manage-
ment in the RSSAs including the Facilities Plan Recommended Alternative and
the EIS Alternative. For the unsewered areas within the RSSAs (and outside
the RSSAs), USEPA recommends establishment of management districts for
upgrading and operating the onsite systems. Because no Federal funds would
be expended for collection system extensions, sewer extensions into unsew-
ered areas would be a local option for area residents.
For the East Planning area, USEPA recommends that Lake Geneva con-
struct a WWTP of 1.7 mgd to accommodate the projected flows from the city
only. If the city elects to construct a larger WWTP, the USEPA would
consider the additional capacity ineligible for a Federal grant. The
improvements will consist of upgrading and constructing some new units at
the existing WWTP and constructing a land application facility using rapid
infiltration basins at the southeast intersection of US 12 and State
Route 50 in the Town of Lyons.
For the West Planning area, USEPA concurs with the recommendation that
Williams Bay pursue further facilities planning independently. The exist-
xxiv
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ing WWTP may be upgraded or replaced and the existing seepage basins would
be upgraded and expanded to accommodate the additional flow and to improve
operations. For Walworth and Fontana, USEPA defers to the local recom-
mendation that a surface water discharge facility be constructed at the
site of the existing Walworth polishing lagoons because Federal funds are
not proposed for construction of the facilities. An oxidation ditch with
intrachannel clarifiers followed by sand filters would be constructed. The
Fontana WWTP will be phased out and the flows pumped to Walworth.
xxv
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GENEVA LAKE-LAKE COMO ENVIRONMENTAL STATEMENT
TABLE OF CONTENTS
EXECUTIVE SUMMARY i
TABLE OF CONTENTS xxvi
LIST OF TABLES xxx
LIST OF FIGURES xxxvi
LIST OF APPENDICES xxxviii
1.0. PURPOSE OF AND NEED FOR ACTION 1-1
1.1. Project History 1-1
1.2. Legal Basis for Action and Project Need 1-9
1.3. Study Process and Public Participation 1-13
1.4. Issues 1-13
2.0. DESCRIPTION AND EVALUATION OF PROJECT ALTERNATIVES.
2.1.
2.2,
Existing Centralized Wastewater Conveyance and Treatment
Systems :
City of Lake Geneva
Village of Williams Bay
Village of Fontana
Village of Walworth
Other Existing Wastewater Treatment Facilities
Within the Study Area
Existing Onsite Waste Treatment" Systems
2.2.1,
2.2.2.
Existing Onsite Systems. . . ,
Performance of Onsite Systems,
2.2.2.1. Soils Characteristics for On-
site Treatment ,
2.2.2.2. County Permit File Data
2.2.2.3. Septic Leachate Survey . . . . ,
2.2.2.4. Property Owner Questionnaire . ,
2.2.2.5. Sanitary and Well Water Surveys
2.2.2.6. Water Quality Sampling Results ,
2.2.2.7. Parcel Size Characteristics . ,
2.2.2.8. Aerial Photographic Survey . . ,
2.2.3. Problems Caused by Existing Systems
2.2.3.1,
2.2.3.2.
2.2.3.3.
2.2.3.4.
Recurrent Backups
Surface Ponding
Groundwater Contamination . .
Surface Water Quality Problems
2.2.3.5. Indirect Evidence
2.2.4. Identification of the Extent of Problems
2.2.4.1. Fontana RSSA
2.2.4.2. Williams Bay RSSA
2.2.4.3. Lake Geneva RSSA
2.2.4.4. Lake Como RSSA
2.2.5. Septage and Holding Tank Waste Disposal
Practices ,
2-1
2-1
2-3
2-8
2-13
2-18
2-24
2-26
2-26
2-29
2-31
2-31
2-37
2-42
2-45
2-55
2-58
2-60
2-62
2-62
2-63
2-63
2-64
2-65
2-66
2-67
2-68
2-69
2-72
2-73
xxvi
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TABLE OF CONTENTS (continued)
2.3. Identification of Wastewater Management Options 2-75
2.3.1. Design Factors 2-75
2.3.1.1. Planning Period 2-75
2.3.1.2. Flow and Wasteload Reduction 2-76
2.3.1.3. Flow and Wasteload Characteristics . . . 2-87
2.3.1.4. Effluent Requirements 2-92
2.3.1.5. Economic Factors 2-94
2.3.2. Identification of Alternative Components 2-96
2.3.2.1. Wastewater Collection Systems 2-96
2.3.2.2. Wastewater Treatment Technologies .... 2-98
2.3.2.3. Effluent Disposal Methods 2-99
2.3.2.4. Sludge Treatment and Disposal 2-111
2.3.2.5. Onsite Treatment Systems 2-113
2.3.2.6. Septage and Holding Tank Waste
Disposal 2-119
• 2.3.3. Development and Screening of Preliminary
Alternatives. 2-124
2.4. Description of Final Alternatives ... 2-133
2.4.1. No Action Alternative 2-134
2.4.2. Facilities Plan Recommended Alternative 2-137
2.4.3. EIS Alternative 2-156
2.5. Cost-Effectiveness Analysis of the Final Alternatives . . 2-180
2.5.1. Cost-Effectiveness 2-180
2.5.2. Flexibility 2-183
2.5.3. Reliability 2-187
2.5.4. Implementability 2-190
3.0. AFFECTED ENVIRONMENT 3-1
3.1. Natural Environment 3-1
3.1.1. Atmosphere 3-1
3.1.1.1. Climate 3-1
3.1.1.2. Air Quality 3-2
3.1.1.3. Noise 3-3
3.1.2. Land 3-3
3.1.2.1. Physiography and Topography 3-3
3.1.2.2. Bedrock Geology 3-4
3.1.2.3. Surficial Geology 3-4
3.1.2.4. Soils 3-6
3.1.2.5. Prime Farmland 3-9
3.1.3. Water Resources and Water Quality 3-11
3.1.3.1. Groundwater 3-11
3.1.3.2. Streams 3-13
3.1.3.3. Lakes 3-16
3.1.3.4. Floodplains 3-27
3.1.4. Terrestrial and Aquatic Biota 3-27
3.1.4.1. Terrestrial Communities 3-27
3.1.4.2. Aquatic Communities 3-32
3.1.4.3. Wetlands 3-36
3.1.4.4. Threatened and Endangered Species .... 3-36
3.1.4.5. Significant Natural Areas 3-39
xxvii
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TABLE OF CONTENTS (continued)
3.2. Man-Made Environment 3-41
3.2.1. Land Use 3-41
3.2.1.1. Existing Land Use 3-41
3.2.1.2. Development Controls 3-43
3.2.1.3. Future Land Use Trends 3-44
3.2.2. Population 3-45
3.2.2.1. Population Trends . . 3-45
3.2.2.2. Base Year Population 3-47
3.2.2.3. Population Projections 3-51
3.2.3. Socioeconomic Characteristics 3-55
3.2.3.1. Demographic Characteristics 3-55
3.2.3.2. Housing 3-58
3.2.4. Economics 3-60
\3.2.4.1. Employment Trends in Walworth County . . 3-62
3.2.4.2. Local Employment Trends 3-67
3.2.4.3. Income 3-68
3.2.5. Municipal Finances. . . 3-69
3.2.5.1. Revenues and Expenditures 3-70
3.2.5.2. User Costs 3-73
3.2.5.3. Tax Assessments 3-73
3.2.5.4. Municipal Indebtedness . 3-74
3.2.6. Transportation Facilities 3-77
3.2.7. Recreation 3-80
3.2.8. Cultural Resources 3-81
3.2.9. Energy Consumption 3-84
4.0. ENVIRONMENTAL CONSEQUENCES 4-1
4.1. Primary Impacts 4-3
4.1.1. Construction Impacts 4-3
4.1.1.1. Atmosphere 4-3
4.1.1.2. Soil Erosion and Sedimentation 4-4
4.1.1.3. Surface Water 4-4
4.1.1.4. Groundwater 4-5
4.1.1.5. Terrestrial Biota 4-5
4.1.1.6. Wetlands 4-7
4.1.1.7. Land Use 4-7
4.1.1.8. Demography . .' 4-8
4.1.1.9. Prime and Unique Farmland 4-8
4.1.1.10. Economics 4-10
4.1.1.11. Recreation and Tourism 4-10
4.1.1.12. Transportation 4-11
4.1.1.13. Energy Resources 4-11
4.1.1.14. Cultural Resources 4-11
4.1.2. Operation Impacts 4-12
4.1.2.1. Atmosphere 4-12
4.1.2.2. Soils . 4-14
4.1.2.3. Surface Waters 4-16
4.1.2.4. Groundwater 4-21
xxviii
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TABLE OF CONTENTS (concluded)
4.1.2.5. Terrestrial Biota 4-34
4.1.2.6. Wetlands 4-34
4.1.2.7. Land Use 4-34
4.1.2.8. Demographics 4-35
4.1.2.9. Economics 4-35
4.1.2.10. Recreation and Tourism 4-35
4.1.2.11. Transportation 4-36
4.1.3. Fiscal Impact 4-36
4.2. Secondary Impacts 4-41
4.2.1. Demographics 4-41
4.2.2. Land Use 4-46
4.2.3. Surface Water 4-47
4.2.4. Recreation and Tourism 4-50
4.2.5. Economics ' 4-50
4.2.6. Sensitive Environmental Resources 4-51
4.3. Mitigation of Adverse Impacts 4-53
4.3.1. Mitigation of Construction Impacts 4-53
4.3.2. Mitigation of Operation Impacts 4-61
4.3.3. Mitigation of Secondary Impacts 4-62
4.4. Unavoidable Adverse Impacts 4-62
4.5. Irretrievable and Irreversible Resource Commitments ..... 4-63
5.0. PUBLIC COMMENTS AND RESPONSES 5-1
5.1. Responses to comments from the Public Hearing 5-1
5.2. Responses to correspondence from Federal Agencies 5-6
5.3. Responses to correspondence from State and Local Agencies . . 5-7
5.4. Responses to correspondence from Private Citizens 5-9
5.5. Index to comments 5-11
6.0. LIST OF PREPARERS 6-1
7.0. GLOSSARY OF TECHNICAL TERMS 7-1
8.0. LITERATURE CITED 8-1
xxix
-------
LIST OF TABLES
Page
2-1 Summary of Lake Geneva WWTP effluent characteristics for 1981
and 1982 - 2-6
\
2-2 Lake Geneva WWTP interim WPDES permit effluent limitations for
discharges to the White River 2-7
2-3 Summary of Williams Bay WWTP effluent characteristics for 1981
and 1982 2-11
2-4 Summary of Fontana WWTP effluent characteristics for 1981 and
1982 2-17
2-5 Summary of Walworth WWTP effluent characteristics for 1981 and
1982 2-22
I
2-6 Walworth interim WPDES permit effluent limitations for
discharge to Piscasaw Creek 2-23
2-7 Soil characteristics for onsite waste treatment systems in the
RSSAs, by subdivision 2-32
2-8 New and upgraded wastewater systems since 1970 for single
family residences for selected subdivisions within the RSSAs... 2-34
2-9 System upgrades since 1970 for large commercial structures for
the Lake Corno Beach Subdivision 2-35
2-10 Results of the laboratory analysis of the shallow groundwater
and ditch samples , 2-40
2-11 Comparison of the two septic leachate surveys. Only the shore-
line lengths surveyed in August 1982 are compared to the
shoreline lengths surveyed in November 1979 2-42
2-12 Questionnaire responces tabulated by subdivisions within the
RSSAs ; 2-43
2-13 Summary data concerning types of onsite treatment systems
from the August and September 1982 sanitary surveys of Geneva
Lake and Lake Como, Wisconsin 2-47
2-14 Summary data on operation of onsite treatment systems, from the
August and September 1982 sanitary surveys for Geneva Lake and
Lake Como, Wisconsin 2-49
2-15 Results of the laboratory analysis of well water samples from
the sanitary survey of August and September 1982 for Geneva
Lake and Lake Como, Wisconsin 2-51
XXX
-------
LIST OF TABLES (continued)
2-16 Selected land use data for comparison of watershed water
quality determinants 2-55
,2-17 Selected water quality data for comparison of land use water
quality relationships 2-56
2-18 Summary of parcel sizes of contiguous lots in common ownership
for subdivisions in square feet 2-59
2-19 Estimated I/I flows within centralized sewer collection systems v
as determined by I/I and SSES analyses for the RSSAs 2-77
2-20 Estimated existing flow and WWTP capacities for Lake Geneva,
Walworth, Fontana, and Williams Bay 2-88
2-21 Summary of wastewater flow and organic loading design factors
used in this EIS for the Geneva Lake-Lake Corao RSSAs 2-89
2-22 Summary of wastewater flows and organic loadings (using EIS
design factors) projected for the sewered portions^of the RSSAs
for the year 2005 2-90
2-23 Summary of wastewater flows and organic loadings projected by the
facilities planners for the RSSAs for the year 2005 2-91
2-24 Comparison of existing WWTP capacities (year 1980) and projected
flows (year 2005) for sewered portions of the RSSAs 2-92
2-25 WDNR proposed effluent limits for discharge to the White River.. 2-93
2-26 WDNR proposed permit effluent limits for discharge to Piscasaw
Creek 2-93
2-27 Economic cost criteria 2-95
'2-28 Service factors, excluding interest during construction, applied
to construction cost to compute capital cost 2-97
2-29 Sources of regional WWTP alternatives presented in SEWRPC 2-125
2-30 Summary of regional WWTP alternatives presented in Facilities
Plan Volume 1 2-126/
127
2-31 Breakdown of subregional service areas and general areas by sub-
division 2-129
2-32 Facilities Plan ranking of total present worth costs for waste-
water management alternatives serving currently unsewered
areas 2-130
xxxi
-------
LIST OF TABLES (continued)
2-33 Facilities Plan Volume 2 recommended wastewater management
alternative for unsewered areas 2-132
2-34 Alternative treatment processes, disposal methods and ranking
of total present worth costs for Facilities Plan Volume 2, WWTP
alternatives 2-134
2-35 Subdivisions to be served by centralized wastewater collection
and treatment facilities in the FPRA 2-138
2-36 Estimated cost of collection sewers and interceptors for cer-
tain subdivisions within the RSSAs as proposed in the FPRA.... 2-140
2-37 Estimated cost of the upgraded Lake Geneva WWTP and new rapid
infiltration system, as proposed in the FPRA 2-145/
146/147
2-38 Disaggregation of costs of the Lake Geneva collection system
and WWTP among major service areas of the Geneva Lake -
Lake Como RSSA, based upon poplation served 2-148
2-39 Estimated cost of the Walworth/Fontana WWTP (1.16 mgd) proposed
for the FPRA 2-151/
152
2-39A Estimated cost of the Walworth/Fontana WWTP (1.70 mgd)
proposed for the FPRA 2-153/
154
2-40 Disaggregation of costs for the FPRA among major service areas
of the Walworth/Fontana RSSAs, based on annual daily average
wastewater flows 2-155
2-41 Estimated cost of the Williams Bay WWTP proposed for the FPRA. 2-157
2-42 Disaggregation of costs among major service areas of the
Williams Bay RSSA, based upon population served 2-158
2-43 Summary of estimated costs for the FPRA for major service
areas within the Geneva Lake-Lake Como RSSAs 2-159
2-44 Estimated costs for onsite systems in major service areas with-
in the Geneva Lake-Lake Como RSSAs 2-165
2-45 Estimated cost of the upgraded Lake Geneva WWTP (1.74 mgd) and
new rapid infiltration system, as proposed in the EIS
Alternative 2-166/
167/168
2-46 Estimated costs for the Walworth/Fontana WWTP (1.09 mgd) as
proposed in the EIS Alternative. 2-173/
174
xxxii
-------
LIST OF TABLES (continued).
2-47 Disaggregation of costs between sewered portions of Walworth/
Fontana RSSAs, based on annual daily average wastewater
flows 2-175
2-48 Estimated cost of the Williams Bay WWTP (0.7 mgd) proposed for
EIS Alternative 2-176
2-49 Summary of estimated costs for the EIS Alternative for major
service areas within the Geneva Lake-Lake Como RSSAs 2-177/
178/179
2-50 Estimated annual user cost per existing connection for the
FPRA for the various service areas within the Geneva Lake-Lake
Como RSSAs 2-184
2-51 Estimated annual user cost per connection for the EIS Alterna-
tive for various service areas within the Geneva Lake-Lake
Como RSSAs 2-185
2-52 Management models for community management of private onsite
wastewater facilities 2-195
i
2-53 Potential program services for wastewater management systems.. 2-198
3-1 Amount of water used daily in 1971 for residential, commer-
cial, industrial, and municipal purposes in Walworth County,
Wisconsin 3-11
3-2 Total pumpage from aquifers in Walworth County in 1971 3-12
\
3-3 Summary of flow data for the White River 3-14
3-4 Summary of water quality data for the White River at Lake
Ge neva 3-15
3-5 Summary of water quality data for Como Creek 3-16
3-6 Morphologic and hydrographic characteristics of Geneva Lake
and Lake Como 3-17
3-7 Summary of National Eutrophication Survey water quality data
for Geneva Lake 3-19
3-8 Summary of WDNR water quality data for Geneva Lake November
1975 to April 1978 : 3-20
3-9 Estimated nutrient balance for Geneva Lake for various sources
and for losses via the White River 3-22
3-10 Water quality data for various seasons at Fontana Bay, Geneva
Lake 3-23
xxxiii
-------
XLIST OF TABLES (continued)
3-11 Monthly average fecal coliform counts at various swimming
beaches on Geneva Lake and in the mixing zones of perennial
streams 3-24
3-12 Bacterial content of shoreline water samples of Geneva Lake
and Lake Como, Wisconsin 3-25
3-13 Species listed as threatened or endangered by the State of
Wisconsin, and that potentially could occur in the Geneva
Lake-Lake Como study area 3-38
3-14 Significant natural areas in or near the Geneva Lake-Lake Como
study area 3-41
3-15 Land use/land cover in the Geneva Lake-Lake Como study area... 3-42
3-16 Base-year population estimates for the RSSAs in the Geneva
Lake-Lake Como study area 3-48/49
3-17 Estimated seasonal transient population in the Revised Sewer
Service Areas for 1980 3-50
3-18 Design-year population estimates for the RSSAs in the Geneva
Lake-Lake Como study area 3-54
3-19 Population projections for 2005 and 2030 3-55
3-20 Selected demographic characteristics, 1970 and 1980 3-56
3-21 Characteristics of the housing stock in the socioeconomic
area, 1980 3-59
3-22 Single family housing construction permits issued in revised
sewer service area 3-61
3-23 Walworth County employment trends, by sector, in 1971 and
1976 3-63
3-24 Employment by industry in Geneva, Linn, Lyons, Walworth, and
Bloomfield Townships, 1975 3-65
3-25 Unemployment rates in Walworth County, Wisconsin, and the US.. 3-67
3-26 Employment of civilian labor force in the socioeconomic area,
1980 3-67
3-27 Income characteristics of socioeconomic area, 1979 3-68
3-28 Sources of revenue for general operations produced by the
jurisdiction in the Geneva Lake-Lake Como socioeconomic area
1980 3-71
xxxlv
-------
LIST OF TABLES (continued)
3-29 Resources expended for general operations by the jurisdictions
in the Geneva Lake-Lake Como socioeconomic area, 1980 3-72
3-30 Current user costs for wastewater treatment in the socioeco-
nomic area communities .-. 3-73
3-31 Tax rates in 1981 for the jurisdictions in the Geneva Lake-
Lake Como socioeconomic area 3-75
3-32 Statutory debt limits, credit industry benchmarks, and compara-
tive statistics for the jurisdictions in the Geneva Lake-Lake
Como study area 3-76
3-33 Ratios of roadway volume to roadway capacity on selected road
segments in the Geneva Lake-Lake Como study area 3-78
3-34 Study area structures included in the National Register of
Historic Places ] 3-84
3-35 Energy consumption in Walworth County and the Geneva Lake-
Lake Como area, 1977 3-84
4-1 Index of important impacts for the construction and operation
of the wastewater management alternatives in the Geneva Lake-
Lake Como study area 4-2
4-2 Waste load allocation effluent limits for combined Fontana and
4-3
4-4
4-5
4-6
4-7
Industrial wastewater characteristics for the city of Lake
Ge neva
Sludge characteristics for the city of Lake Geneva
Estimated debt as a percentage of full equalized value
Estimated debt as a percentage of the statutory debt limit....
Estimated average annual user costs as a percentage of median
household income
4-27
4-28
4-37
4-38
4-39
4-8 Projected increases in developed residential acrerage from 1980
to the year 2005 for Williams Bay and Lake Geneva RSSAs 4-49
4-9 Estimated costs for a separate Walworth areated lagoom WWTP
proposed as a mitigative measure 4-57
4-10 Estimated costs for a separated upgraded and expanded Fontana
WWTP proposed as a mitigative measure 4-59
XXXV
-------
LIST OF FIGURES
Page
1-1 Geneva Lake-Lake Como regional location map 1-2
1-2 SSA Geneva Lake-Lake Como sewer service area 1-3
tfp.
1-3 RSSA Geneva Lake-Lake Como revised sewer service area 1-4
2-1 Location of municipal and private WWTPs in the vicinity of
Geneva Lake 2-2
2-2 Schematic diagram of the City of Lake Geneva WWTP 2-5
2-3 Schematic diagram of the Village of Williams Bay WWTP 2-10
2-4 Schematic diagram of the Village of Fontana WWTP 2-15
2-5 Schematic diagram of the Village of Walworth WWTP 2-21
2-6 Location of currently unsewered portions of the RSSAs 2-27
2-7 Suspected onsite treatment system effluent plumes detected
in Geneva Lake 2-39
2-8a Location of groundwater well sampling stations 2-52
2-8b Location of groundwater well sanpling stations 2-53
2-8c Location of groundwater well sampling stations. 2-54
2-9 Location of confirmed and marginally failing onsite treatment
systems ; 2-61
2-10 Example strategies for management of segregated human wastes
and residential graywater 2-85
2-11 Septic tank soil absorption systems 2-115
2-12 Septic tank pumping chamber-mound 2-116
2-13 Location of wastewater collection and treatment facilities
for the Facilities Plan Recommended Alternative 2-139
2-14 Expanded facilities for the Lake Geneva WWTP as proposed in
the FPRA 2-141
2-15 Layout of the rapid infiltration system proposed in the FPRA 2-143
2-16 Location of wastewater collection and treatment facilities
for the EIS Alternative 2-161
xxxvi
-------
LIST OF FIGURES
(concluded)
Page
3-1 Surficial geology 3-5
3-2 Soils association 3-8
3-3 Prime farmland 3-10
3-4 Land use/land cover 3-28
3-5 Wildlife habitat value 3-33
3-6 Wetlands 3-37
xxxvii
-------
LIST OF APPENDICIES
APPENDIX A AGRICULTURAL IMPACT STATEMENT
APPENDIX B LETTERS AND COMMENTS RECEIVED
xxxviii
-------
1.0. PURPOSE OF AND NEED FOR ACTION
1.1. Project History
The study area addressed in this Environmental Impact Statement (EIS)
is located in the southeast corner of Wisconsin, approximately 50 .miles
southwest of Milwaukee and 75 miles northwest of Chicago (Figure 1-1). The
study area encompasses approximately 44 square miles in the southern por-
tion of Walworth County, and includes the City of Lake Geneva, the Villages
of Walworth, Fontana, and Williams Bay, the Towns of Geneva, Linn and
Walworth, as well as minor portions of the Towns of Bloomfield, Delavan,
and Lyons. This part of Walworth County is located just south of the
Kettle Moraine area and is characterized by steep, hummocky, moraine ridges
that trend in a northeast-southwest direction reflecting glacial deposition
over a preglacial bedrock valley. The locale is very popular as a summer
resort area because of the recreational resources afforded by the 5,000-
acre Geneva Lake and the 1,000-acre Lake Como, and their proximity to both
Chicago and Milwaukee.
In May 1974, the Southeastern Wisconsin Regional Planning Commission
(SEWRPC) adopted A Regional Sanitary Sewerage System Plan for Southeastern
Wisconsin (Planning Report 30). This document was prepared in accordance
with Section 66.945(10) of the Wisconsin Statutes and Section 208 of the
Clean Water Act, and provides guidance on wastewater management planning to
the local units of government located in SEWRPC's seven-county region.
Recommended sewer service areas (SSA) were delineated in the plan and are
subject to revision at the local level. Five SSAs were located in the
Geneva Lake-Lake Corao study area (Figure 1-2). Based on a cost-effective-
ness analysis, Donohue & Assoc., Inc. (1981a) revised the boundaries of the
five SSAs during the course of facilities planning and the preparation of
this EIS. These five revised sewer service areas (RSSAs) are the areas for
which the wastewater collection and treatment facilities are presently
being planned (Figure 1-3).
Currently, four municipal and three private wastewater treatment
plants (WWTPs) serve the existing sewered areas within the study area.
Municipal WWTPs are located at Fontana, Lake Geneva, Walworth, and Williams
Bay.
1-1
-------
: MILWAUKEE
W&
i:--.:x::
GENEVA LAKE
LAKE COMO
STUDY AREA
Figure 1-1. Geneva Lake-Lake Como regional location map.
-------
LEGEND
— — — Study area boundary
........ Proposed sewer service area boundary
Geneva Lake facilities planning area
®.
v j<* \ s
»*««»"***4*'^"****»»»< »A*4»**
Figure 1-2. Geneva Lake-Lake Como sewer service area.
-------
LEGEND
— — — Study area boundary
-"--•"-• RSSA boundary
®.
Figure 1-3. Geneva Lake-Lake Como revised sewer service area.
-------
The Foritana plant consists of two treatment trains with a combined daily
capacity of 0.9 million gallons per day (mgd); a 25-year old -trickling
filter with primary and secondary clarification units; and a 10-year old
activated sludge plant. The effluent from these two trains is combined,
chlorinated and discharged to three seepage lagoons. The City of Lake
Geneva operates a 1.1-mgd facility with primary clarifiers and two parallel
trickling filter/final clarifiers. This WWTP discharges effluent of secon-
dary treatment quality to the White River. The Village of Walworth con-
structed a 0.15-mgd trickling filter in 1952 and added two polishing
lagoons in 1965. Effluent flows from the trickling filter a distance of
2.8 miles to the lagoons and is then discharged to a drainage ditch leading
to Piscasaw Creek, a tributary of the Rock River. The Village of Williams
Bay operates a 0.8-mgd activated sludge treatment plant built in 1931 and
rebuilt in 1968. Final effluent is directed to one of two seepage lagoons
for disposal.
Private WWTPs serve the Americana Hotel (formerly the Playboy Club),
Interlaken Resort, and Kikkoman Foods. The Americana Hotel is located east
of Route 12 and the City of Lake Geneva. Its 0.4-mgd WWTP is a contact
stabilization-type activated sludge compact plant with chlorination and
polishing lagoons and discharges to the White River. The Interlaken Resort
is located on the southwestern tip of Lake Como and although listed as a
municipal plant, it serves only the resort. This 0.125-mgd WWTP is a con-
tact stabilization-type activated sludge compact plant with tertiary sand
filters and discharges to two onsite seepage cells. The Kikkoraan Foods soy
sauce manufacturing facility and treatment plant are located approximately
three miles northwest of the Village of Walworth. The 0.25-mgd WWTP has an
aerated equalization basin preceding the contact stabilization package
units. This WWTP discharges to two onsite seepage beds. Kikkoman Foods
will continue to utilize the existing seepage cells for disposal of non-
contract cooling waters, and have decided to dispose of sanitary and
process wastewaters to the Walworth/Fontana Wastewater Treatment Plant.
^.
Alternatives for treatment and disposal of sanitary or process waste
streams from Kikkoman Foods were not extensively evaluated by this EIS.
These three private plants are located outside the RSSAs and the flows are
not included in alternatives considered herein.
1-5
-------
Several factors have led to consideration of a regional wastewater
management plan for the Geneva Lake-Lake Como study area. In Fontana,
before the third lagoon was constructed, effluent from the original two
seepage lagoons had overflowed into Buena Vista Creek due to increases in
wastewater flows and reduction of infiltration capacity in the seepage
lagoons over time. The City of Lake Geneva'WWTP is currently meeting its
interim effluent standards, however, the Wisconsin Department of Natural
Resources (WDNR) has issued more strict effluent discharge standards which
the existing plant cannot meet. The Walworth WWTP, which is exceeding its
hydraulic design capacity, is meeting interim standards but is incapable of
meeting final standards. The Williams Bay plant has components that are in
poor condition and is experiencing hydraulic problems in both its primary
and secondary clarifiers. All of these plants have experienced hydraulic
increases in recent years due to population increases; a trend that will
continue into the next 20 years. ' For more detail on the existing waste-
water treatment facilities and water quality problems see Section 2.1.
\
\
The facilities planning documents propose to serve portions of the
study area with centralized wastewater collection and treatment facilities
that are currently served by onsite wastewater treatment systems. These
existing onsite systems include single tank cesspools, holding tanks,
septic tanks with dry wells, and septic tanks with various forms of soil
absorption systems. Geologic conditions on some parcels in the study area
present limitations to the use of onsite wastewater treatment systems. The
shallow depth to the seasonal high water table on some parcels limits the
effectiveness of some onsite systems and on many lots poses constraints to
development. Concern that onsite systems may be contaminating surface and
groundwater resources has led some homeowner and beach associations to
construct centralized domestic water supplies. For more details concerning
onsite system problems see Section 2.2.
Until the 1960s, public control over the installation of onsite waste-
water treatment systems was nonexistent or only advisory. During the 1960s
and 1970s, the State government and local health departments formulated and
implemented procedures for preconstruction approval of onsite systems. The
design and construction of onsite wastewater treatment systems is now
1-6
-------
regulated in Wisconsin by Chapter ILHR 83 of the Wisconsin Administrative
Code. These procedures and design standards are administered by the
Department of Industry, Labor, and Human Relations at the State level and
by the Walworth County Planning, Zoning and Sanitation Office at the county
level.
Because of the perceived problems associated with existing wastewater
management, the USEPA awarded Step 1 planning grants to the Village of
Walworth, the City of Lake Geneva, the Village of Fontana, and the Village
i
of Williams Bay between February and July of 1977. Although separate
planning grants were awarded, special conditions of the grants stipulated
that facilities planning efforts be coordinated, and that areawide solu-
tions to wastewater management be jointly investigated. Facilities plan-
ning for the four communities was initiated during the summer of 1977.
Tasks completed under the initial grants included preparation of the fol-
lowing:
• Infiltration/Inflow (I/I) analyses for Fontana (Donohue &
Assoc., Inc. 1978d), Lake Geneva (Donohue & Assoc. , Inc.
1978b), Walworth (Donohue & Assoc., Inc. 1978), and Williams
Bay (Donohue & Assoc., Inc. 1978c)
• Sewer System Evaluation Survey (SSES) for Fontana (Donohue &
Assoc., Inc. 1980a)
• Combined facilities plan for Fontana, Lake Geneva, Walworth,
and Williams Bay (Donohue & Assoc., Inc. 1978a).
The facilities plan prepared by the Jensen and Johnson Division of
Donohue & Assoc., Inc. (1978a) outlined immediate needs for existing waste-
water collection and treatment facilities, provided data on problems asso-
ciated with onsite wastewater treatment systems, and identified environ-
mental resources that could be affected by various wastewater management
actions for the entire SSAs. The combined facilities plan concluded that
two regional plants, one at Walworth and one at Lake Geneva, were the most
cost-effective, environmentally sound wastewater management plan for the
study area.
In February of 1978, USEPA issued a Notice of Intent to prepare an EIS
on the proposed project. This action was taken based upon USEPA's review
1-7
-------
of the facilities plan, which indicated the possibility of significant
environmental impacts resulting from the proposed project. The Wisconsin
Department of Natural Resources (WDNR) concurred with the USEPA decision to
prepare an EIS, and the two agencies agreed to prepare a joint EIS to sat-
isfy both Federal and State requirements. The EIS was to be prepared
concurrently with the completion of the facilities planning documents.
/
WAPORA, Inc. (EIS consultant to USEPA) prepared a preliminary plan of study
for preparation of the EIS in September 1978.
Tasks necessary to complete the facilities plan were identified at
several meetings between Donohue & Assoc., Inc., WDNR, USEPA, the grant
applicants and WAPORA, Inc. in 1978 and 1979. These tasks were incorpo-
rated into engineering agreements calling for expanded facilities planning.
Following approval of the engineering agreements by all six participating
local governments, the lead communities, Lake Geneva and Walworth, executed
Step 1 facilities planning grant amendments for the remaining facilities
planning effort. The grant amendments were approved by USEPA in June 1980.
Pursuant to the grant amendments, the facilities planners subsequently
submitted the following documents to WDNR for review:
« Preliminary Geneva Lake Facilities Plans, Volume 2 - Treat-
ment Alternatives, East Planning Area (Donohue & Assoc.,
Inc. 1981a)
» Preliminary Geneva Lake Facilities Plans, Volume 2 - Treat-
ment Alternatives, West Planning Area (Donohue & Assoc. ,
Inc. 1981b)
• Addendum to the West Geneva Lake Facilities Plans, Volume 2
(Donohue & Assoc. , Inc. 1982a)
e Geneva Lake Facilities Plans, Volume 2 - Process Specific
Addendum, East Planning Area (Donohue & Assoc., Inc. 1982b)
• Final Draft Geneva Lake Facilities Plans, Volume 2 - Treat-
ment Alternatives, West Planning Area (Donohue & Assoc.,
Inc. 1983a).
• Addendum 1 to Volume 2 - Facilities Plans for the Lake
Geneva West Planning Area - Walworth/Fontana (Donohue &
Assoc., Inc. 1983b).
1-8
-------
1.2. Legal Basis for Action and Project Need
The National Environmental Policy Act of 1969 (NEPA) requires a Fede-
ral agency to prepare an EIS on "...major Federal actions significantly af-
fecting the quality of the human environment..." In addition, the Council
on Environmental Quality (CEQ) /has established regulations (40 CFR Part
1500-1508) to guide Federal agencies in determinations of whether Federal
funds or Federal approvals would result in a project that would signifi-
cantly affect the environment. USEPA has developed its own regulations (40
CFR Part 6) for the implementation of the NEPA review. As noted above,
USEPA Region V has determined that, pursuant to these regulations,' an EIS
was required for the Geneva Lake-Lake Como study area.
The State of Wisconsin has a similar statute, the Wisconsin Environ-
mental Policy Act (WEPA, Section 1.11), which is patterned after NEPA.
Under WEPA, State agencies must consider the .environmental implications of
all their proposals. Before proceeding with any major action that would
significantly affect the quality of the human environment, State agencies
must prepare a detailed statement concerning the environmental effects of
the proposed action. The regulations governing the preparation of a State
EIS are set forth in Chapter NR 150 of the Wisconsin Administrative Code.
If a proposed project includes both Federal and State involvement and has
potential significant environmental impacts, a joint EIS can be prepared by
the State and lead Federal agency to satisfy the requirements of both NEPA
and WEPA. A memorandum of agreement was signed between USEPA and WDNR in
1980 as joint lead agencies in preparing a joint USEPA/WDNR Environmental
Impact Statement.
The Federal Water Pollution Control Act of 1972 (FWPCA, Public Law
92-500), as amended in 1977 by the Clean Water Act (CWA, Public Law 95-217)'
and as amended in 1981 by the Municipal Wastewater Treatment Construction
Grant Amendments of 1981 (Public Law 92-217) established a uniform, nation-
wide water pollution control program according to which all state water
quality programs operate. WDNR has been delegated the responsibility and
authority to administer this program in Wisconsin, subject to the approval
of USEPA.
1-9
-------
Federal funding for wastewater treatment projects is provided under
Section 201 of the FWPCA. The USEPA will fund 75% of the grant eligible
costs for conventional collection and treatment facilities for grant awards
made prior to 1 October 1984. For grants awarded after 1 October 1984,
Federal participation will be for 55% of all grant eligible costs. For
alternative collection systems and treatment systems (e.g. pressure sewers,
septic tank effluent sewers, septic tanks, and soil absorption systems),
the funding level is 85% of the eligible costs for grant awards made prior
to 1 October 1984 and is 75% of all eligible costs for grants made after
1 October 1984. After 1 October 1984, the conventional sewer costs for
which USEPA will not provide funding assistance are collection sewers land
and easement costs, sewer laterals located in the street or in easements
required to connect house laterals with the sewer main, and house laterals
for connection to the system. Alternative system components for which
USEPA will not assist in funding are easement costs and house laterals for
connection to an onsite pumping or treatment system. Grant eligibility of
the onsite portions of alternative systems varies depending on their owner-
ship and management. Privately owned systems constructed after 27 December
1977 are not eligible for Federal grants. Grants of up to 60% of the
eligible costs of a pollution abatement program are potentially available
from the Wisconsin Fund, a state program designed to assist in financing
pollution abatement projects, when the pollution abatement programs meet
Federal and state grant requirements but do not rank high enough on the
Federal priority list to receive Federal funding.
The dispersal of Federal funds to local applicants is made via the
Municipal Wastewater Treatment Works Construction Grants Program adminis-
tered by USEPA. The Municipal Wastewater Treatment Construction Grants
Amendments of 1981 became law (Public Law 97-217) on 29 December 1981, and
significantly changed the procedural and administrative aspects of the
municipal construction grants program. The changes reflected in these
amendments have been incorporated into EPA's manual Construction Grants -
1982 (CG-82) Municipal Wastewater Treatment (USEPA 1982a). Under the 1981
Amendments, separate Federal grants are no longer provided for facilities
planning and design of projects. However, the previous designation of
these activities as Step 1, facilities planning, and Step 2, design, are
1-10
-------
retained in CG-82. The term Step 3 grant refers to the project for which
grant assistance will be awarded. The Step 3 grant assistance will include
an allowance for planning (Step 1) and design (Step 2) activities. Prior
to the amendments of 1981, the program consisted of a three-step process:
Step 1 included wastewater facilities planning; Step 2, the preparation of
detailed engineering plans and specifications; and Step 3, construction of
the pollution control system.
The CG-82 states that projects which received Step 1 or Step 2 grants
prior to the enactment of the 1981 amendments should be completed in
accordance with terms and conditions of their grant agreement. Step 3
grant assistance includes a design allowance for those projects which
received a Step 1 grant prior to 29 December 1981. A municipality may be
eligible, however, to receive an advance of the allowance for planning or
design if the population of the community is under 25,000 and the State
reviewing agency (WDNR) determines that the municipality would be unable to
complete the facilities planning and design to qualify for grant assistance
(Step 3). Communities in the Geneva Lake-Lake Como study area are still in
the Step 1 phase of the grant application process, although the City of
Lake Geneva is proceeding with Step 2 work.
Communities also may choose to construct wastewater treatment facil-
ities without financial support from the State or Federal governments. In
such cases, the only State and Federal requirements that apply are that the
design be technically sound and that the WDNR be satisfied that the facil-
ity will meet discharge standards. In addition, WDNR requires that the
facilities planning requirements be satisfied; specifically, cost-
effectiveness analysis and environmental assessment. These would be re-
viewed on a case-by-case basis by WDNR (By telephone, Mark Williams, WDNR,
1 August 1983). Any applicable local ordinances would still have to be
met.
If a community chooses to construct a wastewater collection and treat-
ment system with USEPA grant assistance, the project must meet all require-
ments of the Grants Program. The CWA stresses that the most cost-effective
alternative be identified and selected. USEPA defines the cost-effective
1-11
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alternative as the one that will result in minimum total resource costs
over the life of . the project, as well as meet Federal, state, and local
xrequirements. Non-monetary costs also must be considered, including social
and environmental factors. The most cost-effective alternative is not
necessarily the lowest cost alternative. The analysis for choosing the
most cost-effective alternative is based on both capital costs and opera-
tion and maintenance costs for a 20-year period, although only capital
costs are funded. Selection of the most cost-effective alternative must
also consider social and environmental implications of the alternative. An
alternative that has low monetary costs but significant environmental
impacts may not be preferred over an alternative with higher monetary costs
but lesser social and environmental impacts.
Wisconsin was required by the Federal Clean Water Act (PL 92-500) to
establish water quality standards for lakes and streams, and to establish
effluent standards for the discharge of pollutants to those lakes and
streams. Federal law stipulates that, at a minimum, discharges must meet
secondary treatment requirements. In some cases, even more strict effluent
standards are recommended by WDNR and are subject to USEPA approval and
conformance to Federal guidelines.
All wastewater treatment facilities are subject to requirements of
Section 402 of the Clean Water Act, which established the National Pollu-
tant Discharge Elimination System (NPDES) permit program. Under NPDES
regulations, all wastewater discharges to surface waters require an-NPDES
permit and must meet the effluent standards identified in the permit. The
USEPA has delegated the authority to establish effluent standards and to
issue discharge permits to the WDNR. The USEPA, however, maintains review
authority. The WDNR issues permits under the Wisconsin Pollutant Discharge
Elimination System (WPDES) program which encompasses the requirements of
the Federal program. Any permit proposed for issuance may be subjected to
a state hearing, if requested by another agency, the applicant, or other
groups and individuals. A hearing on a WPDES permit provides the public
with the opportunity to comment on a proposed discharge, including the
location of the discharge and the level of treatment.
1-12
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1.3. Study Process and Public Participation
In the Geneva Lake/Lake Como study area, participants in the waste-
water planning process during the past six years have included: the City of
Lake Geneva, the Villages of Fontana, Walworth, and Williams Bay, the Towns
of Geneva and Linn (grantees), the State of Wisconsin, USEPA, Donohue &
Assoc., Inc. (facilities planners), Robers and Boyd (consultants to
Williams Bay), WAPORA, Inc. (EIS consultant), and other Federal, State,
local, and private agencies and organizations. A policy advisory committee
composed of local officials, and a citizens advisory committee composed of
local residents were developed for this project. These committees and the
local news media have been active throughout the project. A public hearing
was held on 26 August 1981 to present the Geneva Lake East Planning Area
recommended plan. A public hearing on the Geneva Lake West Planning Area
was held on 27 October 1981. USEPA and WDNR conducted a public hearing on
the Draft Environmental Impact Statement on 9 February 1984.
Major work efforts in the preparation of this EIS took place during
1979 and 1980 and resulted in the preparation of an Affected Environment
Report (modified as Chapter 3) in November 1980, additional field work in
late summer of 1982, and preparation of the Draft EIS in 1983. The Final
EIS was prepared in 1984.
1.4. Issues
On the basis of USEPA's Notice of Intent to prepare an EIS, the Direc-
tive of Work to WAPORA, Inc. (including modifications), and the Facilities
Plan, the following issues have been determined to be significant and are
addressed in this EIS:
• The likelihood that effects of constructing new interceptors
and wastewater treatment capacity would artificially induce
more residential development in the study area than would
x otherwise be anticipated to occur
« Secondary impacts of such development on agricultural lands
and existing open space areas
1-13
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Impacts of the project on wetland resources in the study
area
Economic impacts that could result in the displacement of
homeowners
Potential impacts resulting in a shift from seasonal to
permanent occupancy
Controversy surrounding the regional approach to wastewater
management planning
Extent of present problems resulting from use of onsite
wastewater treatment systems
Future impacts resulting from continued use of onsite
systems
Cost-effectiveness of upgrading existing onsite systems
versus expanding centralized wastewater collection and
treatment facilities.
1-14
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2.0. DESCRIPTION AND EVALUATION OF PROJECT ALTERNATIVES
This chapter describes and evaluates alternative methods for collect-
ing, treating, and disposing of wastewaters generated within the Geneva
Lake Revised Sewer Service Areas (RSSAs). This chapter begins with a de-
scription of centralized wastewater collection and treatment systems cur-
rently operating within the RSSAs (Section 2.1.). A description of exist-
ing onsite wastewater treatment systems currently used in the RSSAs and
information documenting the extent of public health and pollution problems
caused by use of these onsite systems also is provided (Section 2.2.).
Sections 2.3. through 2.6. contain project planning and design information
for the RSSAs, and describe alternatives available (both, centralized and
onsite) for continued wastewater management throughout the planning period.
The chapter concludes with an evaluation of the costs, reliability, flexi-
bility, implementability, and acceptability of the various alternatives
developed for the RSSAs (Section 2.5.).
2.1. Existing Centralized Wastewater Conveyance and Treatment Systems
Four municipal wastewater treatment plants (WWTP) are located within
the Revised Sewer Service Areas. These WWTPs serve the City of Lake
Geneva, the Village of Williams Bay, the Village of Fontana, and the Vil-
lage of Walworth. Associated with each of these WWTPs is a centralized
sewage conveyance system which collects wastewater and conveys it to the
WWTP. Three private WWTPs (Interlaken Resort, Americana Hotel, and Kikko-
man Foods) are located outside of the RSSAs. The facilities serving Inter-
laken Resort and Americana Hotel will remain in operation as private sys-
tems. Kikkoman Foods will discharge its sanitary wastewater and process
wastewater to the Walworth/Fontana Wastewater Treatment Plant, but will
continue to operate their existing seepage cells for the disposal of non-
contract cooling water. The location of each WWTP is shown in Figure 2-1.
Detailed descriptions of major treatment units at each WWTP are contained
in the Facilities Plan Volume 1, prepared by Donohue & Assoc., Inc.
(1978a), and in the various Infiltration/Inflow analysis reports prepared
for the respective municipalities. A brief description of each wastewater
conveyance and treatment system (based upon information presented in vari—
2-1
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LEGEND
Study area boundary
I I Existing sewer service area
• Existing wastewater treatment plant
S Existing seepage cell site
P Existing polishing lagoon site
.»
Figure 2-1. Location of municipal and private WWTPs in the vicinity of Geneva Lake.
-------
ous facilities planning documents, observations made during a site inspec-
tion of each WWTP in August 1979, and recent telephone interviews with WWTP
operators and/or the WDNR) is presented below.
2.1.1. City of Lake Geneva
N
Conveyance Systems
The City of Lake Geneva is served by separate storm and sanitary sewer
systems. The sanitary sewer system consists of approximately 153,120 feet
of gravity sewer ranging in size from six inches to 21 inches in diameter,
and contains approximately 12,400 feet of four-inch, six-inch, and eight-
inch diameter force mains. The sanitary sewer system contains eight lift
stations owned by the City and one privately owned lift station. Sanitary
sewers were first installed in 1890 in the downtown area of the City. San-
itary sewers currently serving Lake Geneva are constructed of vitrified
clay, concrete, and asbestos cement pipe (Donohue & Assoc., Inc. 1978b).
A separate storm sewer system conveys surface runoff to Geneva Lake
and to the White River. In some areas, the lack of adequate storm drainage
facilities causes periodic street flooding. The City of Lake Geneva is
planning to alleviate the flooding problem in the near future as part of
their continued storm sewer development program (Donohue & Assoc., Inc.
1978a). There are no known cross connections between the sanitary and
storm sewer systems.
The City of Lake Geneva currently has a sewer use ordinance which pro-
hibits discharge of clearwater (e.g., storm water) into the sanitary sewer
system. An infiltration/inflow (I/I) analysis was conducted by the City's
engineers, Donohue & Assoc. , Inc., to determine if excessive amounts of
extraneous clearwater (e.g., rainwater seeping through the ground, or
stormwater leaking out of storm sewers) were entering the sanitary sewers
through broken pipes, loose joints, or illegal sewer connections. Exces-
sive I/I is defined as that amount of extraneous water that can be removed
from the sewer system (e.g., by repairing the leaks or plugging the illegal
connections) for less cost than that required to treat the I/I at the WWTP.
2-3
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The I/I analysis, which concluded that the Lake Geneva sanitary sewer sys-
tem is not subject to excessive I/I as defined by current USEPA guidelines,
was approved by the WDNR on 25 August 1976.
Treatment System
The City of Lake Geneva owns and operates the Lake Geneva WWTP located
along the White River at a site in the northeastern portion of the City.
The WWTP was initially constructed in 1930 as a trickling filter treatment
facility and was extensively modified in 1966. Disinfection and phosphorus
removal facilities were added in 1977. Present average design capacity of
the plant is 1.1 million gallons per day (mgd).
All wastewater from the City flows to the WWTP through a 21-inch di-
ameter gravity sewer (Figure 2-2). Wastewater entering the WWTP is first
comminuted and then pumped to aerated grit removal facilities. Following
grit removal, the wastewater flows through two primary clarifiers. Efflu-
ent from the primary clarifiers is next directed to two parallel treatment
trains, each containing one trickling filter and one final (secondary)
clarifier. Final clarified effluent is either recirculated through the
treatment process or lifted to the chlorine contact chamber. Effluent then
is disinfected by chlorination in the chlorine contact chamber and dis-
charged through a short outfall sewer to the White River. Alum and poly-
mers are added at various locations in the treatment system to achieve
phosphorus removal. Primary and secondary sludge is stabilized by a
single-stage anaerobic digester. WDNR permits call for digested liquid
sludge to be hauled to agricultural lands in the area for land application.
WWTP Operating Data
The Lake Geneva WWTP was inspected by WAPORA, Inc. on 29 August 1979.
All treatment units generally were operating satisfactorily on the day of
inspection. The WWTP effluent characteristics for 1981. and 1982 are listed
in Table 2-1. Current (interim) WPDES permit limitations for the WWTP
(until 1985) are listed in Table 2-2. Effluent BOD, suspended solids, and
pH concentrations generally met requirements of the current WPDES permit
2-4
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I
L/l
DIGESTER
DIGESTER CONTROL
BUG.
not to scale
Figure 2-2.
Schematic diagram of the City of Geneva Lake WWTP
(Donohue & Assoc., Inc. I978b).
-------
Table 2-1. Summary of Lake Geneva WWTP effluent characteristics for 1981 and 1982 (By telephone, Charles Pape,
WDNR, 23 March 1983).
ho
ON
Month
1981
January
February
March
April
May
June
July
August
September
October
November
December
Flow
(mgd)
0.682
0.659
0.666
0.746
0.763
0.815
0.808
0.838
0.785
0.661
0.624
0.573
BOD
(rag/1)
31
44
22
22
18
15
11
15
16
16
14
13
Suspended
Solids
(mg/1)
34
31
26
23
21
21
1-9
23
23
24
24
27
PH
(Std. Units)
7.5
7.4
7.5
7.6
7.4
7.4
7.5
" 7.4
7.4
7.4
7.5
7.4
Maximum
Residual
Chlorine
(mg/1)
-
-
-
0.808
0.885
1.328
0.808
0.620
0.571
0.479
0.644
0.545
Fecal
Colif orm
(///100ml)
620
67
161
35
44
75
95
36
569
661
^129
• 80
Total
Phosphorus
(mg/1)
1.076
1.033
0.852
1.076
0.738
1.092
1.017
1.091
1.054
0.962
0.949
-
Average
1982
0.718
20
25
7.5
0.744
214
0.995
January
February
March
April
May
June
July
August
September
October
November
December
0.746
0.765
0.839
1.024
0.766
0.755
0.902
0.775
0.622
0.592
0.622
0.927
57
38
23
29
22
19
17
16
18
14
16
15
38
36
29
29
22
23
23
21
20
22
26
25
7.6
7.6
7.5
7.6
7.4
7.3
7.5
7.4
7.7
7.5
7.7
7.5
0.582
0.700
0.556
0.966
0.518
0.954
0.990
0.818
0.767
0.640
1.113
0.759
4900
1004
1808
686
392
159
112
348
430
253
670
1052
1.530
1.419
1.088
1.005
0.924
1.043
1. 110
1.480
2.020
1.053
1.431
1.230
Average
0.778
24
26
7.5
0.780
949
1.278
-------
Table 2-2. Lake Geneva WWTP interim WPDES permit effluent limitations for
discharges to the White River8 (By telephone, Charles Pape, WDNR,
23 March 1983).
Effluent Parameter
BOD (monthly)
BOD (weekly)
Suspended solids
(monthly)
Suspended solids
(weekly)
pH (pH units)
Total residual chlorine
(daily)
Fecal coliform (ff/100 ml)
(monthly)
Average
Quantity
kg/day (Ib/day)
187(413)
249(550)
187(413)
249(550)
Concentration (mg/1)
Minimum Average Maximum
45
60
45
6.0
60
9.0
0.5
NL1
Total phosphorus
(monthly)
4.2(9)
1.0
Permit applies until 31 December 1985.
Based on design flow of 1.1 mgd.
"No limits set. Reporting only.
2-7
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during this period, however, the BOD monthly average limit was exceeded
once in 1982. Current effluent limits were often exceeded for maximum
residual chlorine and total phosphorus. The existing treatment plant
experiences hydraulic problems in the primary and final clarifiers and in
the chlorine contact chamber. These units do not have adequate capacity at
average design flow conditions (Personal interview, Robert Shepstone,
Treatment Plant Operator, City of Lake Geneva, 29 August 1979).
2.1.2. Village of Williams Bay
Conveyance Systems
The Village of Williams Bay has separate sanitary and storm sewer sys-
tems. The sanitary sewer system collects domestic, public, and commercial
wastewater and conveys it to the WWTP located near the northern Village
limits. The sanitary sewer system consists of approximately 81,400 feet of
gravity sewer ranging in size from 6 to 15 inches in diameter, seven lift
stations, and approximately 9,300 feet of forcemain ranging in size from 4
to 8 inches in diameter. Pipe materials used in construction of the sani-
tary sewer system are vitrified clay, cast iron, concrete, and polyvinyl
chloride. There were occasional bypasses or overflows of sewage from the
Williams Bay collection system (Donohue & Assoc., Inc. 1982a).
The Village also is served by a separate storm drainage system con-
taining approximately 19,200 feet of storm sewer consisting of reinforced
concrete pipe. Areas within the Village that do not have storm sewers
(i.e., areas east of Elkhorn Road) are served by drainage ditches, private
catch basins, and curbs and gutters which all flow toward Geneva Lake.
There are no known direct cross-connections between the storm and sanitary
sewer systems.
The Village of Williams Bay has a sewer ordinance which controls
installation and use of sanitary sewers in the Village, and prohibits dis-
charge of clearwater into the sanitary sewer system. A detailed discussion
of the Village's sanitary and storm sewer systems and a copy of the sewer
use ordinance are presented in the I/I analysis prepared by Donohue &
2-8
-------
Assoc., Inc. (1978c). The I/I analysis, which concludes that the Williams
Bay sanitary sewer system is not subject to excessive infiltration/inflow
as defined by current USEPA guidelines. On 15 January 1979, WDNR concluded
that the I/I is excessive and that a SSES should be performed.
Treatment System
The Village of Williams Bay WWTP was initially constructed and placed
in operation in 1931, and was extensively modified in 1969. The WWTP pro-
vides secondary treatment utilizing the conventional activated sludge pro-
cess (Figure 2-3). Final wastewater effluent is pumped to two seepage
lagoons for final treatment and disposal by rapid infiltration. The WWTP
has an average hydraulic design capacity of 786,000 gpd. The WWTP consists
of a comminutor, a primary clarifier, a parshall flume, a pumping station,
two aeration tanks, a final clarifier, a chlorine contact tank, an effluent
pumping station, a sludge thickener, three anaerobic digesters, and four
sludge drying beds.
Primary sludge can either be pumped to a gravity thickener or to a
single anaerobic digester. Waste activated sludge is always thickened -In
the gravity thickener and stabilized in a two-stage anaerobic digestion
system. A portion of the digested sludge is wet-hauled for disposal on
farmland or to a sludge lagoon. The remainder of the sludge is dewatered
on drying beds and hauled to farmland for application.
Operating Data
The Williams Bay WWTP was inspected by WAPORA, Inc. on 29 August 1979.
All treatment units were hydraulically overloaded at the time of the visit.
The treatment plant operator reported that the Williams Bay area received
heavy rains during the night of 28-29 August 1979 and the plant was receiv-
ing wastewater flow beyond its capacity (Personal interview, Danny Mullins,
Treatment Plant Operator, Village of Williams Bay, 29 August 1979). Efflu-
ent characteristics for the Williams Bay WWTP for the years of 1981 and
1982 are summarized in Table 2-3. The WDNR WPDES permit policy requires
the average monthly BOD concentration in wastewater prior to land applica-
2-9
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PRIMARY CLARIFIES BYPASS
|^—RETURN ACTIVATED
SLUDGE
I—WASTE ACTIVATED
SLUDGE
RAW
WASTEWATER
LEGEND
WASTEWATER FLOW
SLUDGE FLOW
not to scale
Figure 2-3. Schematic diagram of the Village of Williams Bay WWTP
(Donohue & Associates, Inc. 1978c).
-------
Table 2-3.
Month
1981
January
February
March
April
May
June
July
August
September
October
Novembe r
December
Average
1982
January
February
March
April
May
June
July
August
September
October
November
December
Summary of Williams Bay WWTP effluent characteristics for 1981
and 1982a (By telephone, Charles Pape, WDNR, 23 March 1983).
Suspended Fecal
Flow BOD Solids pH Coliforms
(mgd) (mg/1) (mg/1) (Std. Units) (///100ml)
0.436
0.492
0.467
0.571
0.521
0.499
0.530
0.574
0.507
0.478
0.438
0.446
0.497
0.420
0.440
0.670
0.753
0.590
0.568
0.432
0.471
0.620
,1
,3
,6
5
57.3
41.6
47.0
29.
27.
33.4
71.2
39.
33.
38.6
42.0
25.6
40.6
47.0
55.7
59.8
58.6
30.0
73.0
37.6
32.7
30.8
2.7
4.1
5.6
3.1
5.8
3.5
5.1
13.0
8.0
6.0
5.8
5.5
5.7
9.2
54.8
14.
6.
15.6
4.2
,5
,7
3.4
39.8
8.8
7.4
7.3
7.4
7.4
7."4
.7.6
7.8
7.6
7.4
7.4
7.4
7.3
7.5
7.3
7.3
7.5
7.1
7.1
7.1
7.1
7.6
7.7
4
10
29
106
40
40
5432
Average
0.551
47.2
17.4
7.3
809
An audit of the laboratory indicates that the accuracy of the data is
questionable.
Flow meter is capable of measuring approximately 90% of plant capacity
(0.65 mgd). Therefore, accuracy of flow data is not known.
2-11
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tion to not exceed 50 mg/1 in 80% of samples taken. This limit was
exceeded two times in 1981 and four times (out of nine months for which
data are available) in 1982. Effluent quality produced by the Williams Bay
WWTP is generally satisfactory. Final chlorinated effluent from the plant
is pumped to two seepage lagoons for disposal. At the time of the site
visit, one lagoon was almost empty and the other lagoon contained little
effluent.
Some portions of the WWTP are in poor structural condition. Concrete
tankage of the older portion is spalling. Hydraulic problems have been
experienced at the plant. Effluent pumps reportedly do not have adequate
capacity to pump final effluent to the seepage lagoons (Personal interview,
Danny Mullins, Treatment Plant Operator, Village of Williams Bay, 29 August
1979).
According to the Addendum to West Geneva Lake Facilities Plan (Donohue
& Assoc., Inc. 1982a) the collection system has "occasionally" experienced
problems resulting in the overflow or bypass of wastewater to Southwick
Creek (which flows to Geneva Lake) in violation of the WPDES permit. The
Village has addressed this problem by renovating a lift station and initi-
ating limited sewer rehabilitation. Robers and Boyd, the Village's engi-
neers, in a report which summarized their review of the Facilities Plan
documents, pointed out the following deficiencies in the existing WWTP
(Robers and Boyd, "Williams Bay Wastewater Treatment Plant Proposed Expan-
sion" 31 March 1981, included as Appendix CC of Donohue & Assoc., Inc.
1983a):
• The final clarifier size limits the effective WWTP capacity to
approximately 0.5 ragd. When this flow is exceeded, solids can
be washed out of the clarifier and the unit will sometimes
overflow
• Aeration tank freeboard is inadequate *,
• The existing pipe network has hydraulic problems
• Digesters, sludge drying beds, and chlorine contact tank do
not have adequate capacity for future flows
2-12
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• Laboratory and maintenance facilities are inadequate
• Automatic samplers, a standby generator, a sludge hauling/
disposal vehicle, and observation wells at the seepage cells
are now lacking and should be provided.
In 1982 the Village installed monitoring wells at seepage cell No. 2
to evaluate operation of the cell and potential of adjacent land for expan-
sion. The initial sampling report of the well driller (Warzyn Engineering,
Inc. 1982) found that, although Cell No. 2 was typically loaded heavily (up
to 4 feet/day), the impact on groundwater quality was not "significant". A
review of data presented in the report indicates that BOD, chlorides, total
Kjeldahl nitrogen, and sodium appear to be elevated above background
levels. No values for the parameters measured were above limits set by the
National Primary Drinking Water Standards (NPDWS), except for one well
located 1,700 feet down gradient (with respect to groundwater flow) which
had a nitrate-nitrogen level of 11.0 mg/1 (the NPDWS limit is 10 mg/1).
Wells adjacent to the lagoon had nitrate nitrogen levels of 4.5 and 5.4
mg/1 (Warzyn Engineering, Inc. 1982).
2.1.3. Village of Fontana
Conveyance System
The Village of Fontana sanitary sewer system consists of approximately
121,100 feet of gravity sewer ranging in size from 6 to 12 inches in dia-
meter, approximately 21,000 feet of force main, and nine lift stations.
The sanitary sewer system was initially constructed in 1956 using vitrified
clay pipe. Since then, numerous extensions have been added to the sanitary
sewer system using various pipe materials including: polyvinyl chloride
(PVC), concrete, asbestos cement, plastic reinforced asbestos cement, and
cast iron. There are five wastewater overflows located at the five lift
stations which prevent the backup of raw sewage into basements in the event
of lift station failure due to prolonged power outage or mechanical
breakdown.
The Village has a sewer use ordinance which limits connections to the
sanitary sewer system and prohibits discharge of clearwater into the sani-
2-13
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tary sewer system. An I/I analysis of the Fontana sewer system concluded
that the system was subject to excessive infiltration/inflow as defined by
USEPA. The I/I analysis recommended that the Village eliminate identifi-
able sources of I/I through Sewer System Evaluation Survey (SSES) and
rehabilitation efforts. A subsequent SSES report (Donohue & Assoc., Inc.
1980a) estimated average and peak I/I flows to be 0.432 ragd and 1.843 mgd,
respectively. The SSES concluded that average and peak I/I could be re-
duced through rehabilitation efforts to an estimated 0.170 mgd and 0.698
mgd, respectively. The SSES report was approved by the WDNR on 19 January
1980. Although some rehabilitation work has been completed, the flow
reductions projected have not been achieved (By telephone, Joseph Rogge,
Fontana WWTP Operator, 28 October 1983).
•>
Treatment System
The Village of Fontana WWTP is located on the northwest side of the
Village at an elevation higher than its service area. The original WWTP
was built in 1958 and major additions were made in 1972. All wastewater is
pumped from the main lift station, located on the west side of South Shore
Drive near Lake Street, through a force main to the WWTP. Wastewater flows
enter a flow division box and are directed to the trickling filter treat-
ment train (constructed in 1958) or the contact stabilization activated
sludge process train (constructed in 1972). The combined treatment facili-
ties have an average design capacity of 0.9 mgd and a peak daily capacity
of 1.8 ragd.
The treatment facilities constructed in 1958 include a primary clari-
fier, rock media trickling filter, final clarifier, and an anaerobic diges-
ter (Figure 2-4). Plant additions constructed in 1972 included enlargement
of the main lift station; addition of a 14-inch force main parallel to the
original 10-inch force main; a magnetic flow meter and recorder; a waste-
water flow division box; field erected contact stabilization activated
sludge process equipment including contact zone, reaeration zone, final
settling zone, and aerobic digester; heated primary anaerobic digester with
gas mixing equipment; chlorination equipment and chlorine contact tank; a
cover for the existing trickling filter; and an addition to the original
service building.
2-14
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5" RECIRCULATON
W 6 C,l T~?LUOGE~OlSPOSAL~
LEGEND
SLUOCe LINE
CHLORINE LINE
IILTRATC LINE
PUMP O
1972 ADDITION ^
VALVE (J)
TWO CELL
SEEPAGE
LAGOON
(9.8 ACRES
TOTAL)
SEEPAGE
LAGOON
(27.7 ACRES)
not'to scale
Figure 2-4. Schematic diagram of the Village of Fontana WWTP
(Adapted from Donohue & Assoc., Inc. 1978d).
-------
Clarified effluent from both treatment trains is combined and enters
the chlorine contact tank. Total disinfected plant effluent flows through
an 18-inch gravity outfall sewer to three seepage lagoons, located approxi-
/
mately 600 feet west of the treatment site, for disposal. The original
seepage lagoons (9.8 acres total) were constructed to operate in series,
which complete effluent seepage to groundwater and overflow to adjacent
lands. However, a third 30-acre seepage lagoon was constructed in 1979 to
alleviate the problem of WWTP effluent overflowing the existing lagoons and
entering Geneva Lake via Buena Vista Creek (Personal interview, Joe Rogge,
Treatment Plant Operator, Village of Fontana, 30 August 1979).
Primary and secondary sludge from the trickling filter treatment train
is stablized in a two-stage anaerobic digester. Waste activated sludge
from the contact stablization plant is aerobically digested, and then
stored in the second-stage of the anaerobic digester. Digested sludge is
pumped to onsite sludge drying beds. Dried sludge is made available to
\
local citizens for pickup for use on lawns and flower gardens. All sludge
made available is utilized on a local basis.
Operating Data
The Fontana WWTP was inspected by WAPORA, Inc. on 30 August 1979. All
treatment units generally were operating satisfactorily on the day of
inspection. Effluent characteristics for the Fontana WWTP for the years
1981 and 1982 are summarized in Table 2-4. Effluent quality produced by
the WWTP is generally satisfactory. Final chlorinated effluent from the
WWTP flows by gravity to the one of three seepage lagoons for disposal.
WDNR's WPDES policy limits the BOD concentration of wastewater applied to
the lagoons to a maximum 50 mg/1 and 80% of samples taken. The average
monthly BOD limitation was not violated by the Fontana WWTP during 1981 or
1982.
A lysimeter was installed eight feet below the surface of the new
seepage lagoon at the time of construction to monitor wastewater effluent
.percolating through the soil. Since monitoring began in 1979, NPDWS drink-
ing water limits for the parameters measured have never been exceeded
2-16
-------
Table 2-4. Summary of Fontana WWTP effluent characteristics for 1981 and
1982 (By telephone, C. Pape, WDNR, 23 March 1983).
Flow
Month
1981
January
February
March
April
May
June
July
August
September
October
Novembe r
December
Average
1982
January
February
March
April
May
June
July
August
September
October
November
December
0.54
0.63
0.59
0.71
0.66
0.69
0.73
0.77
0.61
0.57
0.49
0.53
0.63
0.49
0.50
0.77
0.90
0.70
0.66
0.88
0.76
0.57
0.66
0.69
0.89
Average
0.71
BOD
(mg/1)
14
15
15
12
13
11
11
16
10
11
10
11
12
13
11
11
12
12
16
17
21
14
11
7
14
13
Suspended
Solids
- (mg/1)
11
11
11
12
8
11
13
10
11
10
10
12
11
12
11
12
10
9
17
11
16
10
12
7
8
11
PH
(Std. Units)
7.3
7.0
7.2
7.2
7.2
7.2
7.2
7.2
7.3
7.2
7.2
7.2
7.2
7.2
7.2
7.3
7.4
7.5
7.5
7.6
7.8
8.0
7.4
2-17
-------
(Appendix C). However, sodium concentrations, total dissolved solids
concentrations, and conductivity are elevated above background levels (By
telephone, Roger Scovill, WDNR 3 May 1983).
Operational procedures practiced at the plant are currently not in
compliance with WDNR policies governing rapid infiltration facilities.
Site hydraulic limitations and lagoon design prevent a dose/rest cycle as
required by WDNR. The dose/rest cycle is promoted to maintain an aerobic/
anaerobic environment in the soil which facilitates nitrification and
denitrification. The lagoons currently operate with a minimum of two feet
of standing water at any time, however, effluent from the lagoons does not
cause any surface water, groundwater, or public health violations.
These seepage lagoons were permitted as a temporary disposal
(treatment) facility. Site investigations performed for the facility
included eight soil borings at the current seepage site to determine soil
texture and profile and thus, suitability for rapid infiltration. Labora-
tory permeability tests were only performed on one sample which indicated
an exceptionally low permeability (K=1.6 x 10 cm/sec). This permeability
is lower than is being experienced currently at the site. Thus the labora-
tory data is insufficient to conclusively determine the long-term ability
of the site to treat and dispose of wastewater. Due to the lack of con-
clusive laboratory data, EPA considers the site to have an undefined poten-
tial for continued use but the WDNR has decided that the Fontana lagoons
should be taken out of service.
2.1.4. Village of Walworth
Conveyance Systems
The Village of Walworth is served by separate sanitary and storm sewer
systems. The sanitary sewer system collects and conveys domestic, commer-
cial, and industrial wastewater generated within the Village to the exist-
ing WWTP. The sanitary sewer system consists of approximately 53,000 feet
of collector, interceptor, and outfall sewer ranging from six to ten inches
in diameter. There is one lift station connected to approximately 680 feet
2-18
-------
V
of six inch diameter force main. The sanitary sewer system consists pri-
marily of vitrified clay pipe (Donohue & Assoc., Inc. 1976). Approximately
90 percent of the existing sewer system was constructed in the early
1950's. There is one bypass in the sanitary sewer system located immedi-
ately upstream of the WWTP through which untreated wastewater can be by-
passed directly to two existing polishing lagoons located adjacent to
Piscasaw Creek.
The Village of Walworth has approximately 8,300 feet of storm sewers
ranging in size from 12 to 30 inches in diameter. The Village has a sewer
use ordinance which prohibits connection of clearwater sources to the
sanitary sewer system. An I/I analysis was conducted in 1976 which con-
cluded that the Walworth sanitary sewer system is not subject to excessive
I/I as defined by USEPA guidelines. The I/I analysis was approved by the
WDNR on 2 January 1977.
Treatment System
The Village of Walworth owns and operates the Walworth WWTP located at
Beloit Street at the western edge of the Village. The WWTP was initially
constructed in 1952 with polishing lagoons added in 1966 and disinfection
facilities added in 1975. Average hydraulic design capacity of the plant
is 0.15 mgd with an estimated peak hydraulic design capacity of 0.3 mgd.
Treatment capabilities of the plant and polishing lagoons are classified as
secondary.
Raw wastewater enters the plant through a ten-inch diameter sewer and
passes through a comminutor and/or bar screen (Figure 2-5). After passing
through the coraminutor, the wastewater is pumped to an Imhoff tank. Imhoff
tank effluent is sprayed over a rock media in the trickling filter by means
of a rotary distributor. Effluent from the trickling filter is conveyed to
the final clarifier where biological solids are allowed to settle. Efflu-
ent from the final clarifiers is chlorinated prior to discharge to a ten-
inch diameter outfall sewer. The WWTP effluent flows by gravity approxi-
mately three miles to a polishing lagoon lift station. Pumps at the lift
station discharge the WWTP effluent through a six-inch diameter force main
2-19
-------
and a diversion box to the two polishing lagoons, which cover a combined
area of approximately ten acres. Effluent from the lagoons is discharged
into Piscasaw Creek, a tributary of the Rock River.
Solids contained in the comminuted wastewater are allowed to settle in
the Imhoff tank. Additional solids collected in the final clarifier are
also returned to the Imhoff tank. Solids in the bottom of the Imhoff tank
are stabilized by anaerobic digestion. Currently, digested sludge is re-
moved by a commercial septage hauler (J&J Septage Hauler, Elkhorn, WI) and
wet-hauled to local farms for land application.
Operating Data
The Walworth WWTP was inspected by WAPORA, Inc. on 30 August 1979.
All treatment units generally were operating satisfactorily on the day of
inspection. Effluent characteristics for the Walworth WWTP for the years
1981 and 1982 are summarized in Table 2-5. During this period, effluent
BOD , suspended solids, and pH concentrations generally met the require-
ments of the current interim WPDES permit (Table 2-6). However, the maxi-
mum pH limit was exceeded twice in 1981 and three times in 1982. The
Village of Walworth's interim WPDES Permit expires on 31 December 1985.
The existing Walworth WWTP will not be able to meet final permit conditions
established by the WDNR.
Wastewater entering the Walworth WWTP presently is exceeding the plant
design capacity. In 1972, the Village proposed abandonment of the existing
plant and construction of a new WWTP. Approval of this proposal has been
delayed pending completion of facilities planning activities required by
USEPA and the WDNR (Donohue & Assoc. , Inc. 1978a). Portions of the Wal-
worth WWTP are in poor structural condition (e.g., the concrete walls of
the trickling filter unit are spalling).
2-20
-------
not to scale
Figure 2-5. Schematic diagram of the Village of Walworth WWTP
(Donohue & Assoc., Inc. 1976).
-------
Table 2-5. Summary of Walworth WWTP effluent characteristics for 1981 and 1982
(By telephone, Charles Pape, WDNR, 6 May 1983).
Residual
Month
1981
January
February
March
April
May
June
July
August
September
October
November
December
Average
1982
January
February
March
April
May
June
July
August
September
October
November
December
Average
Flow
(mgd)
0.197
0.197
0.187
0.179
0.202
0.176
0.170
0.188
0. 183
0.191
0.185
0.239
0.191
0.240
0.228
0.195
0.183
0.174
0.201
0.207
0.191
0.168
0.168
0.173
0.181
0.192
BOD
(mg/1)
8.4
16.9
18.0
22.1
9.0
7.3
7.2
6.8
4.3
2.6
1.7
3.2
9.0
12.0
47.0
42.1
24.7
21.4
22.3
17.7
7.3
12.0
9.7
8.7
4.9
19.2
Suspended
Solids
(mg/1)
21.7
27.1
61.0
39.3
10.0
7.6
18.3
15.8
6.7
9.5
3.7
7.5
19.0
9.0
16.6
25.1
37.0
46.5
64.0
23.8
11.9
14.5
21.5
8.6
5.3
23.7
Chlorine
PH
(Std. Units)
7.8
8.5
9.1
9.2
8.2
7.8
8.4
8.6
8.4
8.6
3.0
7.9
8.4
7.8
7.6
8.2
9.2
9.3
9.4
9.0
8.7
8.5
8.5
8.1
8.1
8.5
Ave.
(mg/1)
0.44
0.42
0.33
0.14
0.06
0.03
0.04
0.04
0.07
0.08
0.06
-
0.16
0.08
0.11
-
-
-
-
-
-
—
-
-
-
0.10
Max.
(mg/ 1)
-
-
-
-
-
-
-
-
0.12
0.10
0.11
0.11
0.11
0.10
0.20
0.15
0.10
0.15
0.10
0.06
0.07
0.10
0.12
0.10
1.5
0.23
Fecal
Coliform
(///100ml)
204
74
6
3
8
11
26
112
22
27
13
5
43
307
9139
3348
20
31
8
86
17
17
61
49
13
1091
2-22
-------
Table 2-6. Walworth interim WPDES permit effluent limitations for discharge to Piscasaw Creek.3
(By telephone, Charles Pape, WDNR, 6 May 1983)
Average
Quantity Concentration (mg/1)
Effluent Parameter (Kg/day (Ib/day) • Minimum Average Maximum
Winter (November through April)
BOD5 (monthly) 78.8 (162.6) 65
BOD (weekly) 102.2 (225.2) 95
Suspended solids (monthly) - - - - -
pH (std. units) - 6.0 - 9.0
Fecal coliform (monthly) (///100 ml) - - NL°
Summer (May through October)
BOD5 (monthly) 34.1 (75.1) 30
BOD (weekly) 51.1 (112.6) - 45
Suspended solids (monthly) 102.2 (225.6) 90
Suspended solids (weekly) 136.2 (300.2) - . 120
pH (std. units) . - 6.0 - 9.0
Fecal coliform (monthly) (///100 ml) - - NLC
Total residual chlorine (daily) - - - NL
aPermit applies until 31 December 1985.
Based on design flow of 0.30 ragd.
£
No limits set. Reporting only.
-------
2.1.5. Other Existing Wastewater Treatment Facilities Within
the Study Area
Three private WWTPs also located within or near the RSSAs are:
e Americana Resort
• Interlaken Resort
• Kikkoman Foods.
These private wastewater treatment facilities were not inspected by WAPORA,
Inc. Descriptions of the private WWTPs and associated facilities given in
the following paragraphs are based upon information contained in various
facilities planning documents.
The Americana Resort operates a year-round resort and condominium
units east of the City of Lake Geneva. The WWTP at the Americana Resort
consists of a field-erected contact stabilization activated sludge compact
plant with chlorination. Effluent is directed to two small polishing
lagoons (placed in series) prior to discharge to the White River. Waste
activated sludge is aerobically digested and liquid hauled by a commercial
septage hauler.
The Americana WWTP has a rated design capacity of 0.4 mgd and is be-
lieved to be achieving adequate treatment. There is also a smaller 0.1 mgd
contact stabilization plant on the site which is not presently in use.
According to the plant operator, wastewater flows at the Americana Resort
average approximately 0.2 mgd during the summer and 0.15 mgd during the
winter. The WWTP appears to have adequate capacity for some expansion
(Donohue & Assoc., Inc. 1978a).
Interlaken Resort is located on the southwestern shore of Lake Corao
just off STH 50. The resort consists of both motel and condominium units
and is operated throughout the year. The Interlaken WWTP consists of a
field-erected contact stabilization activated sludge compact plant followed
by tertiary sand filters. Chlorinated WWTP effluent is pumped to one of
2-24
-------
two soil absorption fields for disposal. Waste activated sludge is aer-
obically digested and disposed of in liquid form by a commercial septage
hauler. The plant is designed to handle 0.125 mgd.
Two additional unused units are currently on the site. A small
prefabricated activated sludge unit capable of handling 0.05 mgd, and a
small lagoon formerly used for polishing plant effluent are available for
further expansion. However, one factor potentially limiting capacity of
the plant is the lack of suitable land for expansion of the soil absorption
field (Donohue & Assoc., Inc. 1981b).
Kikkoman Foods operates a 0.24 mgd compact activated sludge plant
approximately three miles west of the Village of Walworth. Industrial and
sanitary wastes are combined and equalized in an underground vault before
treatment. Effluent is discharged to two seepage lagoons operated in par-
allel. Sludge is aerobically digested, dried on sand beds, and disposed by
landspreading onsite (Donohue & Assoc., Inc. 1981b).
The WWTPs are all operating below their capacity and within permit
requirements according to recent operating data. However, during January
1983, the WDNR reported that recent groundwater monitoring at the Kikkoman
seepage lagoons indicated potential problems (Donohue & Assoc., Inc.
1983a). One groundwater sample indicated high chloride levels. In addi-
tion, groundwater levels at the northwest and northeast corners of the
seepage lagoons were determined to be 1.0 and 1.5 feet, respectively, below
the bottom of the lagoons. The WDNR regulations (Section NR 214) require
at least ten feet to be maintained between the bottom of seepage cells and
high groundwater. Monitoring well data indicated that, at times, the
groundwater level may be mounding to a level as high as 3 to 18 feet below
the lagoon bottom. WDNR has concluded that serious problems exist with the
present system and that significant upgrading will be necessary to enable
long-term use of the site by Kikkoraan. Recent facilities planning docu-
ments (Donohue & Assoc., Inc. 1981a, 1981b, 1982a, 1983a) recommend that,
for the current 20-year planning period, the three private wastewater
treatment systems remain as separate systems in lieu of being combined with
municipal systems serving adjacent areas (Donohue & Assoc., Inc. 1983a).
2-25
-------
Recently, Kikkoman Foods has proposed discharge of its sanitary and process
wastewaters to the Walworth/Fontana Treatment System. This proposal has
been made because of problems being experienced by Kikkoman Foods at their
existing wastewater disposal system which have resulted from a high
chloride concentration in their process wastewaters and a shallow water
table below the existing seepage lagoons. Kikkoman will continue to dis-
pose of noncontact cooling water at the existing seepage cells. Kikkoman's
proposal has been accepted by the Villages.
2.2. Existing Onsite Waste Treatment Systems
/
Currently unsewered portions of the RSSAs were surveyed for perfor-
mance data of onsite waste water treatment systems (Figure 2-6). Within
these surveyed areas, there are approximately 1,700 onsite wastewater
treatment systems comprised mostly of septic tank and soil absorption sys-
tems. Information concerning onsite systems has been derived^rom collec-
tion of original data and use of existing published or unpublished sources.
Information on existing systems was obtained from Walworth County Planning,
Zoning, and Sanitation Office records. Interviews with County sanitation
personnel also were useful in assessing environmental conditions and suit-
ability of septic tank and soil absorption systems for treating wastewater.
Two septic leachate detector surveys, color infrared aerial photography, a
mailed questionnaire, and a sanitary survey also were used to assess the
effectiveness of existing onsite wastewater treatment systems.
2.2.1. Existing Onsite Systems
The majority of dwellings within the RSSAs use septic tank and soil
absorption systems for wastewater treatment and disposal. Other dwellings
primarily rely on holding tanks, although a few privies and cesspools re-
main in use. Nearly all septic tanks are constructed of precast concrete,
although some bitumastic-coated steel and fiberglass tanks are also in use.
Nearly all holding tanks are steel tanks. Soil absorption systems current-
ly in use are primarily seepage beds, although mounds, dry wells, and seep-
age trenches are also utilized. Prior to 1966, design and installation of
onsite systems was not regulated.
2-26
-------
LEGEND
Study area boundary
Como Lake RSSA
Geneva Lake RSSA
Williams Bay RSSA
Walworth RSSA
Fontana RSSA
Unsewered portions of the RSSAs
Existing pumping station to be upgraded
Existing WWTP to be upgraded
Existing WWTP to be abandoned
Figure 2-6. Location of currently unsewered portions of the RSSAs.
-------
Since 1966, a permit has been required from the Walworth County Plan-
ning, Zoning, and Sanitation Office for design and construction of onsite
systems. Until 1980, onsite permit records did not consistently indicate
whether a system was inspected and installed according to the permit. In
some cases inspections were made, but they were not routinely performed.
Since 1980, the Wisconsin Administrative Code (Wis. Adm. Cd.) has required
counties to inspect onsite systems during installation.
Prior to 1980, the Wisconsin Department of Health and Social Services
was responsible for regulation of onsite systems. In 1980, this responsi-
bility was shifted to the Department of Industry, Labor and Human Relations
(DILHR). The DILHR is specifically responsible for reviewing and approving
designs for large onsite treatment systems, for mounds, and for holding
tanks per provisions of Wis. Adm. Cd. ILHR #83.
The "Wisconsin Fund" was authorized under State Statute,
Chapter 144.245, which then implemented Wis. Adm. Cd. NR 128.30 to assist
in funding of onsite systems. Each county must become qualified to admin-
ister monies and apply for funding on behalf of individual homeowners.
Walworth County is qualified to administer funds. Funding is available at
a 60% level, or a maximum of $3,000, for onsite systems. The residence, in
order to qualify, must be occupied more than 51% of the year. Participa-
tion in the program in Walworth County has been active; approximately
$100,000 has been disbursed to homeowners thus far for onsite system re-
placements (Personal interview, James Knilans, Walworth County Sanitarian,
10 May 1983).
Overall, only a small percentage of failing onsite systems have been
identified within the study area. Those that have experienced failure are
usually old, inadequately sized systems. Most upgrades of existing systems
occur when an inspection of the existing system is necessary for a building
permit for remodeling projects.
Within the RSSA, about 81% of the systems installed under the permit
.program since 1970 are conventional seepage beds, 10% are holding tanks, 7%
are dry wells, and 2% are mound systems. The State directs that a soil
2-28
-------
absorption system be installed wherever feasible. Thus, the use of holding
tanks illustrates the unsuitability.of certain parcels for soil absorption
systems. County sanitarians are not authorized to issue permits for soil
absorption systems that would require a variance from the Wis. Adm. Cd.
The State, however, can authorize variances for certain conditions
that do not meet the requirements of the Wis. Adm. Cd. Historically, the
DILHR has not allowed variances for smaller size absorption systems based
on water conservation or seasonal use. The DILHR does allow variances for
distances to lot lines and depth to apparent groundwater (indicated by soil
mottling) where monitoring demonstrates a lower water table. State ap-
proval must be obtained for alternative onsite wastewater treatment sys-
tems, such as, mounds, in-ground pressure systems, and holding tanks (By
telephone, Dave Fredrickson, DILHR, 18 January 1983). Walworth County, by
ordinance, no longer permits holding tanks to be installed for new resi-
dences (Personal interview, James Knilans, Walworth County Sanitarian,
10 May 1983).
2.2.2. Performance of Onsite Systems
The purposes of surveys and other data collection techniques described
herein were to: (1) assess the performance of existing onsite wastewater
systems in unsewered portions of the RSSAs and (2) to provide a locally-
derived information base for describing and costing a non-sewered alterna-
tive for those portions of the RSSAs.
The performance of onsite systems was assessed according to whether
they threatened public health, or impaired surface water quality or ground-
water quality. Specific types of failures included:
• surface malfunctions (septic tank effluent that is not
absorbed by the soil so that it flows to the ground surface)
• direct discharge of septic tank or other untreated waste-
water to the ground surface, to ditches, or to streams
• contamination of groundwater in drinking water wells
2-29
-------
• contamination of lakeshore areas by septic tank effluent
that is insufficiently treated, by the soil.
Recognizing that some poorly performing systems do not show signs of
failure all the time, an assessment of potential problems was made in addi-
tion to quantifying actual documented problems. Criteria for estimating
potential problems were based on USEPA, Region V Guidance: Site Specific
i
Needs Determination and Alternative Planning for Unsewered Areas (USEPA
Region V 1981). These estimates were expected to be higher than the actual
number of system upgrades that might be justified by more detailed, site-
specific investigations. However, data for both documented and potential
problems were used in the subsequent development of alternatives for unsew-
ered areas within the RSSAs being studied.
Types of information collected and evaluated in the site-specific
needs documentation included:
• Soil characteristics — US Department of Agriculture Soil
Conservation Service soil survey data for the study area
were interpreted to identify areas of soils with limitations
that interfere with successful operation of soil absorption
systems
• County sanitarians' records — existing information from the
County Planning, Zoning, and Sanitation Office, including
the sanitarians' records for onsite system problems and new
or upgraded systems, was reviewed
• Septic leachate surveys — surveys providing continuous sam-
pling of near-shore areas to determine where groundwater
flow entering a lake may be contaminated by septic tank
effluent were conducted by K-V Associates, Inc. in 1979 and
by WAPORA, Inc. in 1982
• Sanitary opinion questionnaire — a questionnaire sent to
property owners in the unincorporated areas by Opinion
Research Associates, Inc. in 1980 was analyzed for usable
information
• Sanitary and water well survey — residences who noted prob-
lems with their onsite systems on the questionnaire were
surveyed and well water samples were collected for testing
by WAPORA, Inc. in 1982
• GLWEA records — sampling programs conducted by GLWEA con-
cerning surface water and groundwater quality were reviewed
and interpreted
-------
o Parcel size analysis — real estate assessment records of
1978, including the subdivision plat and certified survey
maps from Walworth County were analyzed for contiguous lots
under common ownership and for improvements (updated from
building and sanitary permits)
• Aerial infrared photography — records of possible surface
malfunctions identified by photographic interpretation and
field checked by the USEPA Environmental Photographic In-
terpretation Center (EPIC) were reviewed.
2.2.2.1. Soils Characteristics for Onsite Treatment
A soil survey for Walworth County was published by the USDA Soil Con-
servation Service in 1971. The survey describes soil profile characteris-
tics, slopes, and engineering properties for various soil series found in
the county. From the soil maps, soil series in some subdivisions of con-
cern were measured by planimetry and listed to show the percentage of vari-
ous soil mapping units within the subdivision. Soils mapped in selected
subdivisions within the RSSAs were rated by SCS with respect to limitations
for conventional drainfields. These soils were also rated for use with
alternative soil absorption systems (Table 2-7). Based on these ratings,
the percentage of soils unsuitable for any soil absorption system can be
summed. For example, the Camp Sybil-Shore Haven-Lake Geneva Club area only
has approximately 2% of its soils ranked unsuitable for onsite systems.
Approximately 67% of the soils are suitable for drainfields, and an addi-
tional 31% are suitable for contour drainfields. By contrast, the Trinke-
Lake Geneva Beach-Robinson area contains 31% soils ranked unsuitable for
onsite systems, although the majority of those soils are mapped in a common
park area and several large lots in Trinke. Similarly, in the Lake Como
Beach Subdivision, 18% of the area consists of soils ranked unsuitable for
any soil absorption system. These soils are predominantly located in
marshy lakeshore areas. Other subdivisions in the RSSAs that are currently
unsewered are located on soils suitable for absorption systems.
2.2.2.2. County Permit File Data
Files of the Walworth County Planning, Zoning, and Sanitation Office
were reviewed for information concerning onsite system problems, the number
2-31
-------
Table 2-7. Soil characteristics for onsite waste treatment systems in the RSSAs, by subdivision (SCS 1971).
Occurrence (%) of Soil Series in:
Lake Geneva Lake
SCS SOIL
Name
Alluvial land
Casco-Rodman
Elburn
Fox
Hough ton
Kendall
Marsh
Matherton
McHenry
McHenry
McHenry
Miami
Miami
Miami
Miami
Miami
Miami
Miami .
Palms
Pel la
Piano
P lano
St. Charles
Sebewa
Mapping
Symbol
Am
CrE2
EbA
FsB
Ht
K1A
Mf
MmA
- MpB
MpC
MpC2
MyB
MyC
MyC2
MwC2
MwD2
MxC2
MxE2
Pa
Ph
PsA
PsB
ScB
Sm
Surface
Texture3
1
sil-1-grl
sil
sil
muck
sil
muck
sil
sil
sil
sil
sil
sil
sil
1
1
1
1
muck
sil
sil
sil
sil
sil
Slope
Range
%
0-2
20-30
1-3
2-6
0-2
1-3
0-2
1-3
2-6
6-12
6-12
2-6
6-12
6-12
6-12
12-20
6-12
20-35
0-2
0-3
0-2
2-6
2-6
0-3
Depth to
Water Table
(feet)
3-5
5
1-3
5
0-1
1-3
0-1
1-3
5
5
5
5
5
5
5
5
5
5
0-1
0-1
5
5
5
0-1
Permeability
(inches per hour)
variable
0.63-20(18") 6.3
0.63-2.0(16")0.20
0.63(52"). 63-2.0
0. 63-2. 0(38")6. 3-20
0.63-2.0
0.63-2.0(12")0.20
0.63(36")0. 63-2.0
variable
0. 63-2. 0(36")6. 3-20
0. 63-2. 0(35")2. 0-6.
0. 63-2. 0(35")2. 0-6.
0. 63-2. 0(35")2. 0-6.
0.63-2.0
0.63-2.0
0.63-2.0
0.63-2.0
0.63-2.0
0. 63-2. 0(36")2. 0-6.
0. 63-2. 0(36")2. 0-6.
0.63-2.0
0.63-2.0(12")0.20
0.63(42")0. 63-2.0
0.63-2.0
0.63-2.0
0.63-2.0
0.63-2.0(29") 20
SCS Rating
For
Drainfield "
V sev: fl
Sev: si
V sev: fwt
SI
Sev : hwt
Sev: fwt
V sev: hwt
V sev: fwt
3 SI
3 Mod: si
3 Mod: si
SI
Mod: si
Mod: si
Mod: si
Sev: si
3 Mod: si
3 Sev: si
V sev: hwt
V sev: hwt
SI
SI
Mod : shwt
V sev: hwt
Suitability
for Soil Ab-
sorp. Syst.c
Un
Un
M
D
• - Un
M
Un
M
D
Cd
Cd
D
Cd
Cd
Cd
Cd
Cd
Un
Un
Un
D
D
M
Un
Lake Como
Beach
1
-
2
-
5
1
2
-
-
_
-
11
29
-
3
19
-
1
-
8
1
14
2
1
Cisco
Beach
13
—
-
-
8
_
-
-
-
-
19
26
-
-
19
2
-
-
-
-
_
13
-
Beach,
Tritike,
Robinson
_
_
5
13
6
_
4
17
2 '
7
12
6
2
_
_
_
_
6
12
-
_
8
-
Geneva Club,
Shore Haven,
Camp Sybil
-
_
_
_
_
_
-
-
-
-
67
31
_
_
_
_
_
_
_
_
_
_
2
a
Soil texture abbreviations are: 1 - loam, sil - silt loam, grl - gravelly loam.
bRating abbreviations for seepage beds are: V sev - very severe; SI - slight; Mod - moderate; hwt -high water table;
fl - temporarily flooded; si - slope; fwt - fluctuating water table; shwt - seasonally high water table.
-Soil absorption system abbreviations are: Un - unsuitable; M - mound; D - drainfleld; Cd - contour drainfield.
-------
and types of system upgrades recently completed, and the number of new
systems installed. The information was used to estimate the percentage of
onsite upgrades made per year, and to determine the types of replacements
that currently are being installed. Informa'tion such as this is useful
when selecting and evaluating onsite wastewater treatment alternatives.
The Walworth County Planning, Zoning, and Sanitation Office and the
State DILHR require permits to be obtained by individual property owners
prior to installation of a new or replacement onsite wastewater treatment
system. In addition, County sanitarians make field inspections when com-
plaints concerning failing systems or improperly constructed new onsite
systems are received. These inspections are recorded at the County offices
and indicate previous or potential problems. Most onsite system upgrades i
have been constructed as a result of additions and alterations to the resi-
dence, or as a consequence of an inspection for a loan approval.
Permit records for selected subdivisions within the RSSAs are sum-
marized in Table 2—8 (for single family residences) and Table 2—9 (for
large commercial structures). The records show that a large proportion
(82%) of the systems installed since 1970 have been seepage beds. Since
1980, installation of systems in compliance with the Wis. Adm. Cd. -has
been more strictly enforced, and thus a higher proportion of mounds and
holding tanks has been installed. Holding tanks have been installed pri-
marily because of a high water table coupled with a small parcel size which
eliminates consideration of a mound. Details for each shore area are
discussed in the following paragraphs.
Southwest Shore Area /
Permit records (Table 2-8) for Lake Geneva Club, Shore Haven, and Camp
Sybil indicate that the majority of new systems and upgrades installed in
selected subdivisions are seepage beds. Generally, the water table is deep
and the percolation rate is high, so that dry wells or small seepage beds
can be installed even though parcel sizes are small. Two holding tanks
have been installed on parcels that were too small for seepage beds.
2-33
-------
Table 2-8. New and upgraded wastewater systems since 1970 for single family residences for
selected subdivisions within the RSSAs (from Walworth County sanitary permit records).
Pump Tank
Seepage Bed
Subdivision
Lake Geneva Club
Shore Haven— Camp Sybil
Trinke
Lake Geneva Beach
Robinson's 1st, 2nd, 3rd
Cisco Beach
Rowena Park
Lake Como Beach
Total
New
0
3
1
3
0
4
6
60
77
Upgrade
0
3
0
2
3
3
4
96
111
+ Seepage Bed
New
0
0
1
0
0
1
0
1
3
Upgrade
0
0
0
1
0
1
0
2
4
Dry Well
New
0
0
0
0
0
0
0
1
1
Upgrade
0
1
0
0
0
6
2
7
16
Pump Tank
+ Mound
New
0
0
0
0
0
0
0
0
0
Upgrade
0
0
0
0
0
0
1
3
4
ST Only
Upgrade
2
2
0
1
5
4
0
20
34
Holding Tank
New
0
0
4
1
0
0
0
6
11
Upgrade
1
1
0
0
0
0
0
11
13
Total
New
0
3
6
4
0
5
6
68
92
Upgrade
3
7
0
4
8
14
7
139
181
a. This system has a pump tank for lifting raw wastewater to the septic tank.
-------
Table 2-9. System upgrades since 1970 for large commercial structures for
the Lake Como Beach Subdivision (from the Walworth County
System Permitted
sanitary permit records).
Structure Business
Sugar Shack Bar
Lake Como Club House Club House
Marty & Kay's Tavern Tavern
Tavern (near Club House) Tavern
Rocky & Pat's Tavern Tavern
Corao Vista Motel
Blue Spruce Tavern
Como Cabins Cottages
(existing components in
parentheses)
Holding tank, two 2000 gal
Septic tanks, two 2000 gal +
(soil absorption system)
(Septic tank + dry well) +
seepage bed
(Septic tank + soil absorp-
tion system) + 400 ft
seepage bed /
Holding tank 7,630 gal
Motel - 8 units Holding tank 5,000 gal
Tavern Septic tank 1,000 gal +
(seepage bed)
(Septic tank + dry well) +
seepage bed
2-35
-------
Southeast Shore Area
Permit records (Table 2-8) for Trinke, Lake Geneva Beach, and
Robinson's first, second, and third subdivisions indicate that the number
of new and upgraded systems is approximately equal. Most new systems have
been installed in Trinke and have utilized holding tanks. These were
installed because the water table depth was so shallow that mounds could
not be permitted. In Lake Geneva Beach, four new and four upgraded systems
have been installed. Of the eight systems, six have used seepage beds and
one was a holding tank. A considerable number of solely septic tank re-
placements (five) have occurred in Robinson's first, second, and third
subdivisions. The other three upgrades have utilized seepage beds.
Northwest Shore Area
The Cisco Beach and Rowena Park area has had 11 new systems and 21
upgrades installed (Table 2-8). All of these systems.have used soil ab-
sorption systems, with the exception of four septic tank only upgrades.
Dry wells (eight) are common upgrades of systems in both subdivisions.
Lake Como Beach
Permit records (Table 2-8) for Lake Como Beach indicate that 61 of the
68 new systems used seepage beds; one was a dry well; and six used holding
tanks. The holding tanks were installed because a high water table pre-
vented installation of seepage beds, and mounds were not yet permitted
except on an experimental basis. Of the 181 upgrades, 115 used seepage
beds, 26 used dry wells, four used mounds, 13 used holding tanks, and 34
were septic tank only. The majority of the holding tanks were installed
because of a high water table and restricted parcel size. Most seepage
beds were constructed as additions to existing soil absorption systems
(either existing dry wells or seepage beds). The permit records include
occasional comments that the upgrade is a repair, although the reasons for
the repairs are rarely recorded. If an addition to a soil absorption
system was permitted, and it was noted as a repair, then it was assumed
that recurrent backups or surfacing effluent were the reasons for insti-
tuting upgrades.
2-36
-------
Upgrades used for large commercial structures are listed in Table 2-9.
Two taverns and the Como Vista Motel are located near the shore. The motel
and one tavern haye had replacements of soil absorption systems with hold-
ing tanks. The other tavern had its septic tank replaced. Two taverns are
located near the Lake Corao Beach Club House near the center of the sub-
division. Taverns have had additional seepage bed area added to existing
soil absorption systems. In addition, the Club House has had its septic
/
tank replaced, the Sugar Shack on Hwy H has had a replacement holding tank
installed, and a cottage motel on Hwy H has had a seepage bed added to its
existing dry well.
2.2.2.3. Septic Leachate Survey
A septic leachate survey involves a scan of a shoreline area of a lake
from a slow moving boat using an instrument called a septic leachate de-
tector (ENDECO 2100, Environmental Devices Corp., Marion MA). The purpose
of a septic leachate survey is to detect groundwater entering a lake that
may be contaminated by septic tank effluent. Typically, soils remove a
very high percentage of nutrients and bacteria from septic tank effluent
(Jones and Lee 1977) . However, due to soil limitations or improper system
maintenance, partially treated septic tank effluent may enter a lake (Ellis
and Childs 1973) and represent a potental health hazard and water quality
problem.
The septic leachate detector is a combination of two instruments: a
conductivity meter and a fluorometer. The detector operates by drawing a
continuous water sample from the lake, and detects elevated dissolved salts
(by the conductivity meter) and dissolved organic compounds (by the fluoro-
meter), two parameters typically associated with septic tank effluent.
However, sources other than septic tank effluent may also produce strong
detector responses which may falsely indicate or mask groundwater con-
taminated by septic tank effluent. For example, positive fluorometer
responses can be attributed to wetlands or decaying aquatic plants, and
positive conductivity responses can be caused by discharges of water soft-
ener or fertilizers. An operator's observations regarding possible sources
of detector responses are critical to interpretation of the machine data.
2-37
-------
The presence of septic leachate in lake waters does not prove that
lake water quality is being degraded. In fact, field sampling .of surface
waters and groundwaters within effluent plumes on other mid-western, gla-
cial lakes has demonstrated that septic leachate is often very low in
biological nutrients, and devoid of fecal coliform bacteria due to adequate
treatment by lakeshore soils. Yet fluorescence and conductivity often
remain high and can be detected.
To assess the level of treatment provided by lakeshore soils locally,
the strongest effluent plumes detected were sampled. To do this, small
diameter probes were driven to groundwater at intervals along a shoreline
transect laid out in proximity to where the plume was detected in the lake.
The probes were pumped until the water drawn became clear, and then samples
were collected. Groundwater samples collected along the shoreline transect
were injected into the septic leachate detector. The sample with the
highest conductivity and fluorescence was assumed to be the strongest part
of the groundwater plume. A groundwater sample was collected from the
probe at this time and sent to a laboratory for a thorough chemical and
bacteriological analysis. For comparison, background groundwater samples
were also taken from areas where septic tank contamination was believed to
be absent or minimal. Background samples were both field checked with the
detector and sent to the laboratory.
A septic^leachate detector scan was performed along shoreline sections
of Geneva Lake and Lake Como from 31 August to 3 September 1982. This
study was accomplished to corroborate information from a septic leachate
" \
survey conducted in November 1979 by \ K-V Associates, Inc. (Donohue &
Assoc., Inc. 1983a). Specific areas scanned and suspected effluent plumes
are shown in Figure 2-7. Only two plumes of suspected wastewater origin
were detected along the Geneva Lake shoreline. No plumes of wastewater
origin were detected along the north shoreline of Lake Como. Onshore
reconnaissance of all other positive leachate detector signals were deter-
i
mined to be stream source plumes. Results of laboratory analyses of water
samples supported the field determination of the location of emerging
wastewater plumes in Geneva Lake (Table 2-10, samples 3 and 4).
2-38
-------
LEGEND
Saptlc leachate detector.
survey area (1982)
• •••••• Subdivision* surveyed
• Water samples
f Erupting plume
- — - Study area boundary
*Hf : ^jr >
, ,,^LJ^L%--i^-~ji«^
§— t^ ^2 '"ifu :
L^SS^1
f "-,*-. ?77' ;»'
• ^V- 4V
>«*/ , ^;
Figure 2-7. Suspected onsite treatment system effluent plumes detected in Geneva Lake.
-------
Table 2-10. Results of the laboratory analysis of the shallow groundwater and ditch samples.
Sample
1
2
3
4
5
6
7
8
9
10
. 11
12
13
14
15
16
17
18
19
20
21
22
23
24
Type
of
Sample
grdwtr.
stream
grdwtr.
grdwtr.
grdwtr.
grdwtr.
grdwtr.
stream
stream
stream
stream
stream
stream
lake
lake
grdwtr.
grdwtr.
stream
stream
stream
stream
stream
spring
stream
Sample
Location
Geneva Lake
Geneva Lake
Geneva Lake
Geneva Lake
Geneva Lake
Geneva Lake
Geneva Lake
Geneva Lake
Geneva Lake
Geneva Lake
Geneva Lake
Geneva Lake
Geneva Lake
Geneva Lake
Geneva Lake
Geneva Lake
Geneva Lake
Lake Como
Lake Como
Lake Como
Lake Como
Lake Como
Lake Como
Lake Como
Fecal
Coliform
Colonies/100 ml
2
+ 100a
1
1
1
1
50
1
1
4
18
87
40
35
38
20
10
1
+ 100
+100
+ 100
+100
1
+ 100
Tot. Phos
(mg/1)
0.01
0.18
9.05
0.22
0.01
1.01
0.61
0.01
0.01
0.01
0.05
0.01
0.06
0.01
0.01
0.01
0.01
0.02
0.01
0.01
0.60
0.01
0.02
0.01
TKN
(mg/1)
0.87
0.05
1.52
0.09
0.15
0.82
1.03
0.52
0.66
0.05
0.20
0.22
0.07
0.05
0.10
0.05
0.05
0.04
20.7
0.61
0.19
0.05
1.69
.0.05
NO^N
(mgJ/l)
0.13
3.81
0.05
4.48
3.04
0.05
0.05
0.18
-0.62
1.97
0.75
0.54
0.63
0.14
0.16
4.20
4.57
4.43
2.61
5.76
3.89
3.34
5.42
0.32
Chloride
(mg/1)
58.5
92.2
23.0
20.4
76.2
18.6
15.1
13.3
41.7
42.6
67.4
67.4
66.5
12.4
12.4
58.5
83.4
62.9
35.5
33.7
38.1
43.4
15.1
122
Total
Diss. Solids
(mg/1)
356
676
476
434
672
384
244
378
594
478
568
542
536
254
260
396
602
570
504
440
496
478
434
652
Total
Alk.
(mg/1)
366
417
445
369
482
346
216
330
361
300
351
346
345
180
185
377
382
375
404
365
379
372
354
400
£H
7.5
7.3
7.2
7.2
6.9
6.8
6.9
6.8
6.9
6.8
7. 1
7.5
7.3
7.8
7.8
7.1
7.1
6.8
7.5
7.5
7.9
7.9
6.9
7.8
Laboratory analysis was sensitive to a maximum of 100 colonies per 100 ml.
-------
Shallow groundwater transects were conducted at locations 3, 4, and 7
based upon strong signals recorded during the shoreline scan with the sep-
tic leachate detector. For Geneva Lake, sample 3 (a shallow groundwater
sample collected in six inches of water just off shore) had a very high
phosphorus concentration which indicated a highly probable breakthrough of
septic tank effluent. Elevated fecal coliform bacteria levels at site 7 on
Lake Geneva also gave a strong indication of potential septic tank effluent
contamination of the groundwater. However, samples 6 and 7 were taken from
the Lake Geneva Beach Association Park, which is a considerable distance
(several hundred feet) from any wastewater source.
In addition to shallow groundwater sampling, samples were also col-
lected from ephemeral streams and springs in the Geneva Lake-Lake Como
area. Water in ephemeral streams may originate from springs, but may also
come from tile drains emanating from households in adjacent subdivisions.
Individual water samples from several streams were analyzed both by the
leachate detector and also by laboratory analysis. Results of the stream
sampling, however, were not easily interpreted (Table 2-10). For example,
samples 10-13 in the Lake Geneva Beach Subdivision and samples 21-24 in the
Lake Como Subdivision had elevated fecal coliform levels. However, exami-
nation of the watershed indicated these elevated levels may have been de-
rived from animal sources, roads and parking lots, or other non-point
sources. Samples 10-13, taken in sequence from the headwaters to the mouth
of Hillside Creek, showed no distinct pattern of increase in any parameter
examined. Nor was there any pattern in the stream examined at Lake Como.
Thus, no conclusions were reached concerning water quality or "public health
impacts of onsite treatment systems on these surface waters.
As previously discussed, a septic leachate scan was performed in 1979
(K-V Associates, Inc. 1979) and results were reported in the Facilities
Plan (Donohue & Assoc. , Inc. 1981a). The previous survey encompassed the
majority of the shorelines of Geneva Lake and Lake Como, including the sew-
ered shoreline of Geneva Lake. Results of the most recent survey are gen-
erally comparable to the results of the previous survey for the unsewered
2-41
-------
portions of the RSSAs (Table 2-11). Some generalized conclusions drawn
from the results from both septic leachate surveys include:
• Few emerging effluent plumes assumed to originate from on-
site systems were found entering Geneva Lake or Lake Como
• The majority of positive detector responses were attributed
to feeder stream watershed sources
• Water softener discharges were probably responsible for
positive inorganic (e.g., dissolved salts) responses
Table 2-11. Comparison of the two septic leachate surveys. Only the
shoreline lengths surveyed in August 1982 are compared to
the shoreline lengths surveyed in November 1979.
Geneva Lake 1979 1982
Miles of shoreline compared: 6 6
Number of effluent plumes detected: 0 2
Number of stream source plumes detected: 5 11
Lake Como
Miles of shoreline compared: 1 1
Number of effluent plumes detected: 3 0
Number of stream source plumes detected: 5 8
2.2.2.4. Property Owner Questionnaire
An opinion questionnaire (Appendix A of the Draft EIS) was prepared by
Opinion Research Associates, Inc., and was mailed to the approximately
5,000 property owners in the areas served by onsite systems. 'Although more
,than 1,100 responses were received, only 318 respondents were aware of
problems with onsite wastewater treatment facilities within their subdi-
vision or immediate area. A summary of responses to the questionnaire,
tabulated by subdivisions within the RSSAs, is listed in Table 2-12.
Although the response was good, the results of the opinion question-
naire must be>used with care. Information regarding the occupancy, family
size, age of house and onsite system, and type of system should be reli-
able. However, the nature of the survey (being an opinion survey rather
than a factual survey) limits its usefulness for needs documentation pur-
2-42
-------
Table 2-12.
Questionnaire responses tabulated by subdivisions within the RSSAs.
KJ
I
-P-
Oak Shores
Lake Geneva Club
Shore Haven
Camp Sybil
Academy Estates
Maple Hills
Sec. 18
Sub-total
Trinke Estates
Lake Geneva Beach
Robinson's Sub.
Robinson Hillside
Sec. 11, 12 & 14
Sub-total
Lake Geneva Golf
Hills
Forest Rest
Sylvan Trails
Rowena Park
Cisco Beach
Ara Glen Estates
Sub-total
Lake Como Beach
Sec. 21 & 22
TOTAL -
Year-
round
5
1
5
0
2
3
8
24
3
10
3
5
4
25
11
2
2
5
17
0
37
131
217
Occupancy
Seasonal
2
5
6
7
0
1
6
27
4
13
5
1
3
26
0
2
1
5
25
1
34
40
127
System type
Weekend
5
2
2
1
0
3
2
15
4
4
4
0
3
15
0
1
2
5
23
0
31
58
119
ST-SAS3
10
7
13
5
1
7
14
57
8
25
8
6
9
56
9
4
4
12
56
1
86
204
403
HTb
0
1
0
1
1
0
0
3
1
0
0
0
0
1
1
1
0
0
1
0
3
13 '
20
CPC
0
0
0
1
0
0
0
1
0
1
2
0
0
3
0
0
0
0
1
0
1
1
6
Don't
Know
0
0
0
1
0
0
0
1
0
0
0
0
0
0
1
0
1
1
4
0
7
6
14
Pumping history
Septic tank soil absorption system.
Cesspool.
Holding tank.
One system was a privy.
Last
year
5
2
1
2
1
1
5
17
4
12
3
2
5
26
7
1
1
3
27
0
39
82
164
Last
5 years
2
2
9
0
0
5
4
22
2
10
5
2
2
21
3
2
0
4
12
0
21
62
126
More
than 5
2
4
2
2
0
1
1
12
1
0
2
1
1
5
0
0
2
2
8
0
12
28
57
Don't
Know
1
0
1
1
0
0
4
7
3
4
1
1
1
10
1
2
1
5
14
1
24
53
94
-------
Onsite system experience
Back-ups
2
3
2
0
1
2
11
0
2
4
1
2
9
2
0
0
0
6
0
8
11 .
39
Wet
ground
4
0
1
0
0
7
7
1
4
0
1
0
6
2
0
0
1
4
0
7
4
24
Odors
2
0
1
0
0
1
6
1
6
2
0
1
10
2
0
0
0
7
0
9
13
38
Other
Problems
1
0
0
0
0
0
1
0
0
0
0
0
0
1
0
0
0
1
0
2
3
6
Surface
Discharge "
2
0
0
0
0
0
2
0
2
1
0
1
4
0
0
0
0
3
0
3
35
44
[nconvenienc<
5
1
3
4
2
2
18
2
9
5
2
1
19
2
0
0
2
19
0
23
34
94
House age
0-5
0
0
2
0
1
3
8
2
1
1
1
1
6
0
0
0
1
4
1
6
23
43
5-10
0
0
1
0
0
0
1
0
1
0
1 ^
0
2
0
0
2
2
2
0
6
12
21
10
8
8
10
8
5
10
49
7
23
8
4
7
49
7
0
2
11
45
0
65
156
319
System age
0-5
0
2
3
0
1
3
11
3
3
2
1
3
12
1
0
0
2
8
1
12
42 •
77
5-10
1
2
1
0
0
0
4
1
3
0
1
1
6
0
0
2
1
7
0
10
41
61
10
8
1
7
5
6
8
37
4
18
6
3
4
35
4
3
2
9
35
0
53
115
240
-------
poses. Certain questions were framed in an indeterminate manner, such as
the question on experiences with the sewage treatment system. The question
is not framed as a current or on-going problem so that, if an individual
ever experienced a problem, these items would be marked. Indeed, many who
marked one of these questions in the questionnaire noted further that they
did not consider their system a problem or even an inconvenience. Also,
"wet ground" and "odors" are not considered obvious problems for needs
documentation purposes. Numerous respondents marked "other" for experi-
ence, but noted that their system worked well. Nevertheless, these systems
were tabulated in the summary as "other problems."
The questions on whether the system discharges to a "ground surface
ditch (sic), a creek, or lake" appeared to be misconstrued frequently. In
marking a response, many underlined "ground surface," thus, these responses
are ambiguous. Many respondents indicated that their system was a problem
or an inconvenience even though they did not experience back-ups or surface
breakouts of effluent. Others noted that they had to restrict water use in
order to have the system operate satisfactorily.
Results of the questionnaire indicated that more than 90% of the
onsite systems currently being used in each of the RSSAs are conventional
septic tank and soil absorption systems. No breakdown of seepage beds, dry
wells, or mounds was requested on the questionnaire. Of those respondents
who knew how recently their septic tank had been pumped, nearly half to
more than half indicated that their septic tank was pumped within the last
year. Over 65% of the respondents had had their septic systems pumped out
within the last five years. This indicated that most residents are sensi-
tive to the local recommendation to have their septic tank pumped annually.
The majority apparently do not experience problems as long as their septic
tanks are pumped at regular and frequent intervals.
In summary, the experiences that a majority of residents have had with
onsite wastewater treatment systems indicate that a large proportion of
owners have never had problems. The percentage of residents who have
experienced no backups or wet ground ranged from 70% to 85% for the various
RSSAs. Because the majority of residents have not experienced problems,
2-44
-------
onsite wastewater treatment systems were presumed to be viable, long-term
methods for wastewater management in currently unsewered portions of the
RSSAs.
2.2.2.5. Sanitary and Well Water Surveys
A sanitary survey was conducted which involved 124 onsite sanitary
inspections at residences in selected subdivisions within the RSSAs. Each
onsite sanitary inspection consisted of a patterned interview with the
resident, an inspection of the property with emphasis on the location of
the onsite treatment system, and an inspection of the visible parts of the
resident's water well. The resident interviews sought to gather infor-
mation on:
• Type and age of the onsite wastewater treatment system
• Type of water supply and water use patterns
• Number of users of the onsite treatment system
• Types and frequency of noticeable problems with the onsite
system
• Past repairs and frequency of maintenance of the onsite
treatment system
« Locations of buildings, onsite system, and well.
Information gathered during each onsite sanitary inspection was recorded on
standard forms (Appendix B of the Draft EIS).
The sanitary survey was designed to target dwellings thought most
likely to be experiencing or to have experienced problems with onsite sys-
tems. In contrast with a random survey, such a targeted survey is expected
to locate a higher proportion of problem systems and, thus, provide a bet-
ter analysis of factors that contribute to problems locally. The source of
information used to select dwellings for the survey was the 1980 property
owner questionnaires. Dwellings were selected for the sanitary survey if
the response indicated a possible problem.
2-45
-------
Sixty homes from the Lake Como Beach Subdivision and 60 homes from
Geneva Lake were targeted to be surveyed. Residences around Geneva Lake
were located in the following subdivisions: Rowena Park, Cisco Beach,
Sylvan Trail Estates, Robinson's subdivisions, Lake Geneva Beach, Trinke
Estates, Camp Sybil, Shore Haven, and Lake Geneva Club. Follow-up contacts
were made at the target residence if no one was home the first time. If no
one was home a second time, another household in the same immediate area
was selected. A total of 124 sanitary surveys were conducted by WAPORA,
Inc. and USEPA personnel in August and September 1982. Of that total, 71
surveys were conducted at the targeted residence, and the remaining 53
surveys were conducted at nearby residences.
In conjunction with the sanitary survey, well water samples were col-
lected from 33 residences and were tested for chlorides, nitrates, phos-
phorus, total dissolved solids, total alkalinity, pH, and fecal coliform.
Wells were selected for testing if the homeowner was available when field
collections were conducted, if no water softener or iron removal equipment
was on the system, and if the well was adequately protected from surface
contamination.
Data from the sanitary surveys (Table 2-13) noted occupancy, lot size,
and the type of system. A great deal of information was unavailable^,or was
obscured by differences in terminology. In numerous cases, the survey
forms were not completely filled out because the resident was not know-
ledgeable about the facilities.
Occupancy of the surveyed residences was made up of 71 permanent
(occupied more than six months of the year) and 53 seasonal households.
Certain subdivisions, namely, Camp Sybil, Shore Haven, and Trinke Estates,
contained nearly all seasonal residences.
Twenty of the residences were located on parcels of less than 7,500
square feet. The highest proportions of small _lots were in Lake Geneva
Beach, Robinson, Lake Geneva Club, and Cisco Beach subdivisions. Most
surveyed parcels were in the 10,000 to 20,000 square-foot range (i.e., one
quarter to one half acre).
2-46
-------
Table 2-13. Summary data concerning types of onsite treatment systems from the August and September 1982 sanitary surveys of Geneva Lake
and Lake Como, Wisconsin.
Lot size (sf)
Type of system
Occupancy
Subdivision
Lake Geneva Club
Shore Haven
Camp Sybil
Subtotal, SW shore
Trinke Estates
Lake Geneva Beach
Robinson's
M Subtotal, SE shore
Permanent Seasonal
Sylvan Trail Estates 0
Cisco Beach 13
Rowena Park 2
Subtotal, N shore 15
3
3
6
12
5
4
7
16
7,500
3
1
0
4
0
5
5
10
0
3
0
3
7,500-
9,999
2
2
2
6
0
1
0
1
0
5
0
5
10,000-
20.000
0
1
0
1
0
2
4
6
1
8
0
9
20,000
0
0
0
0
5
1
1
7
0
1
6
7
Septic tank
+ dry well
1
1
1
3
1
3
2
6
0
3
1
4
Septic tank
+ seepage bed
3
3
5
11
3
5
8
16
1
13
4
18
Septic tank Septic tank
•*• dry well + pump tank
+ seepage bed + mound
1
T
Cesspool
Other
2 unknown
1 privy
Lake Como Beach
45
17
10
37
11
14
35
1 holding
tank
Total
71
53
20
22
53
25
27
80
-------
Types of sewage disposal systems encountered included septic tanks,
grease traps, privies, cesspools, dry wells, seepage beds, and mounds.
These also occurred in many combinations. The most common system, consist-
ing of a septic tank and seepage bed, was encountered in 80 situations.
Separate systems for laundry or kitchen wastewater were encountered occa-
sionally. In these cases, only the primary system was tabulated.
The age of each treatment system (Table 2-14) was tabulated by the age
of its oldest reported part. Of the total of 116 for which age was re-
ported, 9 were less than 5 years old, 18 were 5 to 10 years old, 27 were 11
to 20 years old, and 62 were more than 20 years old. A number of the
residents surveyed have remodeled and expanded their residence recently for
permanent occupancy, at which time the onsite system was replaced or
upgraded.
A total of 26 systems have had repairs or replacements of components
out of the 124 systems surveyed (Table 2-14). The most common repair has
been the addition of a seepage bed (12). The septic tank has been replaced
or repaired on six systems and pipes cleaned or repaired on four systems.
Many of these upgrades or repairs appear to coincide with a change of
owners and/or a change in occupancy from seasonal to permanent. The County
sanitarian's records indicate that 273 systems have been upgraded or re-
paired since 1970.
Each resident surveyed was asked how recently the septic tank had been
pumped and the reason for pumping. These responses are summarized in Table
2-14, with the exception that, when the frequency of pumping was given,
this number was utilized. Thus, these numbers are somewhat ambiguous. The
number who pump annually or have pumped within the last year totaled 20.
The number who pump annually to triennially totaled 66. A total of 27
systems have not been pumped within the past five years. Many reported
that they pump annually or biennially because they have heard that it is
good practice, not because it is necessary. The overall average appears to
be about two years, which is more frequent than is typically thought
necessary.
2-48
-------
Table 2-14.
Summary data on operation of onsite treatment systems, from the August and September 1982 sanitary surveys for Geneva Lake
and Lake Como, Wisconsin.
Repairs or Upgrades
Subdivision
Lake Geneva Club
Shore Haven
Camp Sybil
Total SW shore
Trinke Estates
Lake Geneva Beach
Robinson's
Total SE shore
Sylvan Trail Estates ..' 0
Cisco Beach
Rowena Park
Total N shore
Lake Como Beach
TOTAL
Pumping
Age of System (years)
5
0
0
0
0
0
0
0
0
0
2
0
2
7
9
5-10
1
0
0
1
1
1
1
3
0
3
2
5
9
18
11-20
0
1
0
1
0
0
3
3
1
4
1
6
17
27
20
3
2
5
10
4
8
3
15
0
7
2
9
28
62
Frequency (years)
1
1
0
2
3
2
3
0
5
0
2
0
2
10
20
1-3
1
3
2
6
2
3
10
15
0
9
5
14
31
66
4-5
1
0
1
2
0
1
0
1
0
0
0
0
2
5
5
2
1
1
4
0
2
0
2
1
6
0
7
14
27
New
—
Septic Repair
Tank
0
0
1
1
0
0
1
1
0
3
0
3
1
6
pipes
0
0
0
0
0
0
1
1
0
1
0 ,
1
2
4
Add
seepage
bed
1
1
0
2
1
0
0
1
0
4
0
4
5
12
Add
dry well Other
0
0
0
0
0 new pump
0
1
1
0
0 enlarged and
cleaned ST + DW3
0
0
1 added mound
2 3
Seasonal
backup
0
0
1
1
0
0
1
1
0
1
0
1
2
8
•Problems
Seasonal
wet ground
0
0
0
0
1
0
0
1
0
0
0
0
3
4
Frequent
pumping
1
0
0
1
2
1
0
3
0
1
0
1
3
8
ST + DW indicates septic tank and dry well.
-------
The number of respondents who indicated that they have ongoing prob-
lems with their system totaled 23 (Table 2-14). No one area had a greater
concentration than any other area. Excessive maintenance, that is, fre-
quent pumping was the most frequently mentioned problem with (eight re-
sponses). Seasonal backups and seasonally wet ground were each noted as
problems at eight and four systems, respectively.
The well water sampling results are presented in Table 2-15, and the
sampling locations are plotted in Figures 2-8a through 2-8c. The nitrate-
nitrogen (NCL-N) data indicated that no groundwater wells had levels sig-
nificantly elevated above background. The highest nitrate concentration
measured was 2.85 mg/1 while the Federal drinking water standard is 10 mg/1
(USEPA 1976). Only two of the 33 wells tested had nitrate concentrations
above 1 mg/1. Total Kjeldahl nitrogen (TKN), the sum of ammonia and organ-
ically bound nitrogen, was greater than 1 mg/1 in seven well water samples.
TKN is important not so much as a harmful pollutant, but as a source of
nitrate nitrogen after oxidation. Elevated TKN also suggests relatively
recent contamination by organic wastes. Currently, there are no Federal
water quality criteria, for TKN. Three wells in Lake Como Beach had a
positive fecal coliform response (Table 2-15), while no wells in Geneva
Lake subdivisions had a positive fecal coliform response. Federal drinking
water criteria documents recommend a maximum limit of 100 colonies per 100
ml for bathing waters, and suggest that a level of virtually no organisms
(i.e., disinfection) is desirable for drinking water. Chloride concentra-
tions ranged from less than 1 rag/1 to 121 mg/1. Three wells had chloride
concentrations over 100 mg/1 which may be an indication that either septic
effluent is strongly influencing this well, or a water softener or some
other source may be influencing these concentrations. Federal water qual-
ity criteria documents recommend a maximum limit of 250 mg/1'of chlorides
and sulfates for drinking water. A correlation between positive fecal
coliform samples, chloride concentrations, and/or nitrogen concentrations
for the wells sampled was not well established.
Five wells were known to be less than 30 feet in depth, and one of
these was a dug well of 10 feet in depth. Two of the three positive coli-
form responses came from these wells. Two of the four chloride concen-
2-50
-------
Table 2—15. Results of the laboratory analysis of well water samples from the sanitary survey of August and September 1982
for Geneva Lake and Lake Como, Wisconsin.
I
Ui
Sample No. Subdivision
Geneva Lake
1
2
3
4
5
6
7
8
9
10
11
12
13
Lake Como
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
Cisco Beach
Cisco Beach
Lake Geneva Beach
Lake Geneva Beach
Lake Geneva Club
Robinson's Sub.
Robinson's Sub.
Rowena Park
Trinke Estates
Trinke Estates
Trinke Estates
Trinke Estates
Sylvan Trail Estates
Lake Como Beach
Lake Como Beach
Lake Como Beach
Lake Como Beach
Lake Como Beach
Lake Como Beach
Lake Como Beach
Lake Como Beach
Lake Como Beach
Lake Como Beach
Lake Como Beach
Lake Como Beach
Lake Como Beach
Lake Como Beach
Lake Como Beach
Lake Como Beach
Lake Como Beach
Lake Como Beach
Lake Como Beach
Lake Como Beach
106
127
NAa
45
187
100
44
125
167
70
NA
NA
190
132
100
100
18
10
100
135
120
205
90
NA
30
20
185
23
100
NA
125
199
150
Well
Depth
(ft)
106
127
NAa
45
187
100
44
125
167
70
NA
NA
190
132
100
100
18
10
100
135
120
205
90
NA
30
20
185
23
100
NA
125
199
150
Fecal
Coliform
Colonies/100 ml
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
50
1
1
1
4
1
1
1
1
Total
Phos.
(mg/1)
0.07
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.19
0.01
0.05
0.01
0.07
0.01
0.01
0.05
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.02
0.01
0.05
TKN
(mg/1)
4.90
0.05
0.44
0.15
1.97
0.05
0.17
0.12
0.70
0.23
0.60
1.52
0.64
0.25
0.16
1.14
0.64
0.07
0.48
0.96
1.12
0.62
0.05
0.05
0.10
0.48
2.05
0.05
0.40
0.48
0.17
0.19
1.64
NO-N
(mg3/!)
0.05
0.05
0.65
0.16
0.05
0.54
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.13
0.14
0.05
0.05
0.05
0.05
0.05
2.85
0.17
0.05
0.61
0.05
0.05
2.07
0.05
0.05
Chloride
(mg/1)
2.7
8.9
117
2.7
1.7
101
3.5
3.5
1.8
1.7
1.7
1.0
13.3
3.5
48.8
14.2
121
37.2
17.7
17.7
1.7
1.0
1.0
4.4
22.2
10.6
1.0
94.9
1.0
41.7
24.8
1.0
2.7
Total
Diss.
Solids
(mg/1)
354
378
724
328
344
636
342
416
322
288
400
324
432
342
538
426
686
450
502
478
364
360
430
404
440
386
324
610
362
608
490
316
370
Total
Alkalinity
(mg/1) as CaC03
£H
386
310
464
294
323
366
282
381
280
305
294
312
320
331
348
359 ~
412
345
368
355
354
327
364
378
383
330
368
415
362
432
377
330
370
7.1
7.0
6.8
7.0
7.0
6.8
6.9
6.9
7.1
7.1
7.1
7. 1
7.0
7.1
7.0
7.3
6.9
6.7
7.2
7.2
7.0
7.2
7.3
7.0
6.8
7.9
7.0
7.0
7.0
7.0
6.8
7.1
6.9
NA - indicates data not available.
-------
Figure 2-8a. Location of groundwater well sampling stations.
-------
Figure 2-8b. Location of groundwater well sampling stations.
-------
Figure 2-8c. Location of groundwater well sampling stations.
-------
trations above 50 mg/1 were also from these shallow wells. However, none
of the elevated TKN concentrations was from these shallow wells, contrary
to what one might expect.
2.2.2.6. Water Quality Sampling Results
Two Lake Geneva drainage area watersheds were analyzed to determine
water quality impacts 'of existing land use on the basis of data in Table
2-10 and additional data provided by GLWEA (1982). Selected land use data
from these sources for the Hillside Creek watershed on the southwest shore-
line, and the Pottawatomie Creek watershed on the west shoreline of Lake
Geneva are listed in Table 2-16.
Table 2-16. Selected land use data for comparison of watershed water
quality determinants (all figures rounded to the nearest
acre) (GLWEA 1982).
Rural Land Urban Land
Acres of
Wetlands, Acres in Acreage,
Drainage Total Acres Ponds, & Agricultural Total Sewered
Area Drained Streams Use to Unsewered Acres
Hillside
Creek 166 NRa 71 0/68
Pottawatomie
Creek 514 26 63 77/19
a
Not reported; assumed to be insignificant.
While Pottawatomie Creek drains more than three times as much land
area as Hillside Creek and is a more significant source of water and nutri-
ents to Lake Geneva (SEWRPC In pub.), land use characteristics of these
watersheds are dissimilar. Therefore, it cannot be concluded that the
higher nutrient load of Pottawatomie Creek is due only to its larger size.
As presented by GLWEA (1982), Pottawatomie Creek watershed has a total of
over 288 acres of combined dry-land natural areas and recreational land.
These land uses are not manageable in terms of reducing nutrient or bacter-
2-55
-------
ial pollution loads. The same is true for the approximately 26 acres of
combined wetlands, ponds.i and stream acreage for the Pottawatomie Creek
watershed. On the other hand, agricultural and residential land uses are
significant nutrient sources that can be managed to achieve reduced nutri-
ent loads by implementing erosion controls or by abating animal and human
waste pollution.
As listed in Table 2-16, agricultural land use acreage figures for the
two watersheds are similar. The use category of "developed land" is the
only manageable land use type which varies significantly in areal extent
between the two watersheds. This category includes residential, commer-
cial, and industrial land uses, exclusive of green or forested surround-
ings. Nearly three quarters of the developed acreage in the Pottawatomie
watershed is sewered (only 19 acres are not sewered). None of the 68 acres
of developed land in the Hillside Creek watershed is sewered. Because
assertions were made in the Facilities Plan (Donohue & Assoc., Inc. 1983a)
that unsewered, developed lands are a significant source of nutrient and
bacterial contamination, it was anticipated that water quality surveys of
Pottawatomie and Hillside creeks would reflect qualitatively the extent of
unsewered, developed land. Selected water quality data from surveys of
these two watersheds conducted in 1975 and 1976 (GLWEA 1977) and subse-
quently in 1982 (refer to Table 2-10) are listed in Table 2-17.
Table 2-17. Selected water quality data for comparison of land use-water
quality relationships.
Watershed
Hillside
Creek
Hillside
Creek
Pottawatomie
Creek
Average
Average Coliforra to
No. of Samples Colonies Streptococcus
(data source) /100ml.) Ratio
n = 16 526 1.25
(GLWEA 1977)
n = 4 37 NAa
(Table 2-10)
n = 16 141 0. 90
(GLWEA 1977)
Average
Nitrate-
Nitrogen
Concentration
(mg/1)
0.24
0.97
0.49
aNA - data not available
2-56
-------
No significant relationships were identified between the extent of
unsewered, developed land (Table 2-16) and water quality data (Table 2-17).
Factors which may have obscured the anticipated water quality impact of
unsewered acreages in the Hillside Creek watershed include:
• Occurrence of historic drought during the sampling period
covered by the GLWEA study (the summer and autumn of 1976)
• Existence of a barnyard or feedlot operation in the Hillside
Creek watershed as identified in GLWEA (1982) land use
tabulations.
An extended period of drought would decrease the likelihood of onsite
treatment system failure and thereby increase the (apparent) significance
in surface waters of non-human sources of bacterial indicator organisms.
Stream access by dairy animals or even the presence of waterfowl or pets
could account for the levels of fecal coliforra reported for Hillside Creek
waters by the GLWEA in 1975-1976 (Table 2-17). The probable presence of
non-human sources of fecal coliforms is indicated by the relatively low
ratios of coliform counts to streptococcus counts found by GLWEA in 1975-
1976 for both of these streams. Both ratios are close to unity. A ratio
approaching 4.4 is considered indicative .of human waste sources (Geldreich
1965).
Speculations about the impact of the GLWEA sampling being conducted
under drought conditions are somewhat corroborated by the relatively lower
average nitrate concentrations found for Hillside Creek in the 1975-1976
survey as compared to the average from the 1982 watershed 'survey (Table
2-17). Nonetheless, the data (Tables 2-16 and 2-17) are insufficient for
conclusive examination of land use and water quality relationship, particu-
larly in light of the presence of a feedlot in the Hillside Creek area
(GLWEA 1982) and the low ratios of fecal coliform to fecal streptococcus
organisms found for both watersheds.
Although the Hillside Creek watershed has 3.5 times the amount of un-
sewered development as does the Pottawatomie Creek watershed, existing in-
formation on water quality is insufficient to indicate the need for provid-
ing sewer service.
2-57
-------
2.2.2.7. Parcel Size Characteristics
One of the criteria that the County uses in evaluating new or replace-
ment onsite systems is parcel size. Contiguous lots under one ownership
were tabulated and the area calculated for developed and undeveloped par-
cels. A summary of parcel sizes for each subdivision within the RSSAs is
listed in Table 2-18. A parcel size of 10,000 sf (minimum) within an
existing subdivision currently is required for a new residence in Walworth
County.
Small parcel sizes are indicative of potential difficulties in con-
structing and maintaining soil absorption systems. Either dry wells or
reduced size seepage beds must be installed on small parcels. If indi-
vidual wells are utilized, isolation distances (i.e., recommended distances
between sanitary facilities and groundwater wells) are difficult to achieve
and well pollution is possible. Small parcels are not necessarily a prob-
lem if the soils have relatively high permeabilities, if there is a deep
water table, and if the residents produce small quantities of wastewater.
For example, while developed parcels in the Camp Sybil Subdivision are
small, few of the residents (all seasonal occupants) reported significant
problems with their onsite systems.
A majority (approximately 55%) of the developed parcels in subdivi-
sions along the southwest shore contain less than 10,000 sf each. These
small lots are located primarily in the Lake Geneva Club, Shore Haven, and
Camp Sybil subdivisions. Many other small parcels are available in the
Maple Hills subdivision, but currently are undeveloped. Developed parcels
in other subdivisions in the southwest shore area primarily are in the
10,000-20,000 sf size range.
Approximately 38% of the developed parcels along the southeast shore
also contain less than 10,000 sf each. Lake Geneva Beach and Robinson's
subdivisions contain a large portion of these small developed parcels. All
developed parcels in Trinke Estates are larger than 15,000 sf.
2-58
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Table 2-18. Summary of parcel sizes of contiguous lots in common ownership for subdivisions in square feet.
Oak Shores
Lake Geneva Club
Shore Haven -
Camp Sybil
Academy Estates
Maple Hills
Subtotal, SW shore
Trinke Estates
Lake Geneva Beach
Robinson's Sub.
Robinson Hillside
Subtotal, SE shore
Lake Geneva
Golf Hills
Forest Rest
Geneva Bay Estates
Subtotal, NE shore
residence
vacant
residence
vacant
residence
vacant
residence
vacant
residence
vacant
residence
vacant
residence
vacant
residence
vacant
residence
vacant
residence
vacant
residence
vacant
residence
vacant
residence
vacant
residence
vacant
residence
vacant
2,000-
5,000
1
0
15
0
33
1
0
0
0
22
49
23
0
0
0
12
3
1
0
1
3
14
6
6
0
0
0
0
6
6
5,000-
7,500
0
0
0
0
28
2
0
0
0
56
28
58
0
0
24
1
29
4
2
1
55
6
23
90
0
0
0
0
23
90
7,501-
9,999
0
0
12
1
4
0
1
0
1
10
18
11
0
0
11
2
7
1
0
0
18
3
8
1
0
0
0
0
8
1
10,000-
12,500
17
0
2
0
6
1
0
0
3
11
28
12
0
0
9
1
15
1
3
5
27
7
30
0
0
1
0
0
30
1
12,501-
15,000
1
0
0
0
7
0
0
0
5
8
13
8
0
0
4
0
7
3
1
1
12
4
10
0
0
0
0
0
10
0
15,001-
20,000
1
0
0
0
2
0
0
0
4
7
7
7
1
1
11
0
6
1
5
1
23
3
6
0
2
0
7
0
15
0
20,000
2
0
0
0
0
0
12 *
3
15
10
29
13
32
5
10
0
6
0
12
8
60
13
2
0
8
4
12
2
22
6
Total
22
0
29
1
80
4
13
3
28
124
172
132
33
6
69
16
73
11
23
17
198
50
85
97
10
5
19
2
114
104
-------
residence
vacant
residence
vacant
residence
vacant
residence
vacant
residence
vacant
residence
vacant
residence
vacant
0
0
0
0
17
7
0
0
17
7
32
191
107
241
0
0
0
0
37
9
0
0
37
9
45
104
188
267
0
0
0
0
27
1
0
0
27
1
84
94
155
110
0
0
0
0
33
3
0
0
33
3
260
306
378
329
0
0
0
0
14
2
0
0
14
2
87
34
136
48
0
0
1
0
14
1
3
0
18
1
201
65
264
76
4
5
8
0
7
0
57
6
76
11
225
61
412
104
4
5
9
0
149
23
60
6
222
34
934
855
1,640
1,175
-------
Adjacent to the City of Lake Geneva (the northeast shore area),
approximately 43% of the developed parcels in the Lake Geneva Golf Hills
Subdivision and its addition (Hillmoor Heights) contain less than 10,000 sf
each. The Forest Rest and Geneva Bay subdivisions consist entirely of par-
cels larger than 15,000 sf.
Of the northwest shore area subdivisions, only Cisco Beach has parcel
sizes smaller than 10,000'sf. Approximately 55% of these developed parcels
are less than 10,000 sf.
The Lake Como Beach Subdivision has 161 developed parcels of less than
10,000 sf (17%). These are distributed 'throughout the subdivision but most
are located within 500 feet of the shoreline. Of the undeveloped parcels,
45% are less than 10,000 sf. Approximately 426 (46%) of the developed
parcels in the Lake Como Beach Subdivision contain more than 15,000 sf
each, which is an approximate minimum size for construction and operation
of a full-size mound effluent disposal system.
2.2.2.8. Aerial Photographic Survey
An aerial photographic survey was conducted by the USEPA Environmental
Photographic Interpretation Center (EPIC) in 1978-1979 to locate septic
tank systems exhibiting apparent surface breakout failures in the study
area. A field survey was conducted to confirm the apparent septic tank.
failures. The field survey identified 10 confirmed onsite system failures
for Lake Como Beach and 9 marginally failing systems (Figure 2-9). A con-
firmed failure was a system at which strong evidence of effluent surfacing
was observed at the time of the field inspection. A marginally failing
system contained evidence of having failed in the past, or having the po-
tential for malfunctioning during periods of excessive use or moderate to
heavy rainfall. In the Lake Geneva area, the Lake Geneva Beach subdivision
had one confirmed failure and three marginally failing systems, and the
Lake Geneva Golf Hills Subdivision had one confirmed failure and two mar-
ginally failing systems.
2-60
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®
LEGEND
;
EIS study area boundary
* Confirmed septic tank system failure
O Marginal septic tank system failure
Figure 2-9. Location of confirmed and marginally failing onsite treatment systems.
-------
2.2.3. Problems Caused by Existing Systems
Use of onsite systems that fail to function properly can result in
backups in household plumbing, ponding of effluent on the ground surface,
groundwater contamination that may affect water supplies, and excessive
nutrients and coliform levels in surface water. The USEPA Guidance and
Program Requirements Memorandums (PRMs) 78-9 and 79-8 (in effect when this
project was initiated) required that documented pollution problems be iden-
tified and traced back to the causal factors. The USEPA Region V guidance
document entitled "Site Specific Needs Determination and Alternative Plan-
ning for Unsewered Areas" provides guidance on how to satisfy these PRMs.
Projects may be funded only where a significant proportion of residences
can be documented as having or causing problems. The USEPA Region V in-
terpretation of these regulations is that eligibility for USEPA grants is
limited to those systems for which there is direct evidence that indicates
they are causing pollution or those systems that are virtually identical in
environmental constraints and in usage patterns to documented failing sys-
tems. The following four sections discuss the types of direct evidence of
onsite system failure that are eligible for funding under the above refer-
enced guidance.
2.2.3.1. Recurrent Backups
Backups of sewage in household plumbing constitute direct evidence if
they can be related directly to design or site problems. Plugged or broken
pipes or full septic tanks would not constitute an evidence of need. The
opinion questionnaire and the sanitary survey utilized in this study pro-
vided information on backups within the study area. On the questionnaires,
many respondents indicated that they had experienced backups but that they
presently did not consider their system a problem or inconvenience. These
systems are not obvious problems. On the surveys, several residents noted
.that they had sluggish drains after a period of wet weather. These qualify
as obvious problems because repeated use of the facilities would cause a
backup.
2-62
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2.2.3.2. Surface Ponding
Ponding of effluent above or around a soil absorption system consti-
tutes direct evidence of failure. Aerial photography was utilized to iden-
tify such failing systems within the RSSAs. The photographic analysis and
subsequent field survey identified few confirmed failures with effluent
ponding on the ground surface. Disposal areas of marginally failing sys-
tems were identified by the presence of lush vegetation over the beds or
trenches, probably due to effluent rising near the soil surface. Ground-
water ponding on the soil surface and effluent pipe discharges were pre-
sumed to be minor evidences of failures within the study area. Wastewater
disposal permits also identified a small percentage of systems, as failing.
The property owner questionnaire responses also indicated potential prob-
lems resulting in surface ponding. No distinction was made, though, be-
tween ponding (an obvious problem) , and wet ground (not an obvious prob-
lem). Within the subdivisions in the RSSAs, 44 respondents out of a total
number of 483 (9%) indicated that they experienced wet ground or ponding.
Of 124 residences surveyed as part of the Sanitary Survey, only 5 indicated
that they had problems with surface ponding or wet ground. The permit
files contain correspondence concerning past experiences with surface fail-
ures but these have been repaired. This information was useful for assess-
ing what types of environmental conditions and water use patterns caused
surface failures.
2.2.3.3. Groundwater Contamination
Contamination of water supply wells constitutes direct evidence of
soil absorption system failure when concentrations of nutrients indicative
of soil adsorption system effluents greatly exceed background levels of
groundwaters in the area and/or exceed primary drinking water quality
standards. In order for well sampling data to qualify as direct evidence
of failures, specific well information must be collected. This information
includes depth of the well, its orientation with respect to soil absorption
systems, and the degree of protection from surface contaminants.
2-63
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Bacteriologically unsafe well water can result from improper well con-
struction, improper pump installation, or groundwater contamination. Of
the three, groundwater contamination seems to be the most minor cause.
Well samples from the study area were tested for certain constituents (pri-
marily conductivity, chlorides, ammonia, and nitrates), that would aid in
identifying whether septic tank effluent is adversely affecting well water
quality. Some wells in the study area are dug or driven, penetrating less
than 30 feet. These shallow wells would have a high potential for contami-
nation. While the well sampling conducted in conjunction with the sanitary
survey showed these wells to have poorer quality water than deeper wells,
drinking water quality standards were not exceeded, except for one fecal
coliform sample from a 30 feet deep well in Lake Como Beach.
Other well water sampling programs conducted by GLWEA, K-V Associates,
Inc. , and Aqua-Tech Inc. also identified certain constituents that were
elevated above background levels, but which did not exceed safe drinking
water standards.
2.2.3.4. Surface Water Quality Problems
Surface water quality problems directly attributable to onsite systems
must be serious enough to warrant taking action. Problems with public
health implications from high fecal coliform counts, are serious enough to
warrant attention. However, nutrient inputs, primarily nitrogen and phos-
phorus must be analyzed in terms of their contribution to water quality
degradation and whether water quality would be significantly altered by an
improvement action. A variety of means for evaluating the contribution of
septic tank effluent to water quality problems are available and have been
applied within the RSSAs.
Septic leachate detector surveys (Section 2.2.2.3.) were conducted to
locate and quantify nutrient inputs from septic tank-soil absorption sys-
tems. When septic leachate plumes were located, groundwater samples were
collected. The results indicate that most plumes of septic leachate origin
had low levels of phosphorus and nitrate as compared to typical levels in
unattenuated septic tank effluent. Coliform counts were rarely elevated;
2-64
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elevated counts were obtained only where surface flows from streams entered
lakes.
Water quality concerns in surface water focus primarily on bacterio-
logical contamination rather than nutrient enrichment. Bacteriological
contribution to surface waters from onsite systems in the study area was
determined to be minimal, according to septic leachate detector sampling
and other analyses.
Lush growth of macrophytes, algae, and zooplankton typically serve as
indicators of nutrient enrichment. The septic leachate detector surveyors
noted few places where evidence of nutrient enrichment was occurring. Map-
ping of aquatic biota often provides a general indication of the level of
nutrient availability, although numerous sources may contribute to produc-
tivity. Specific connections between productive areas and septic tank ef-
fluents typically must be identified in order to determine the need for a
project. None of the aquatic sampling programs conducted for this project
made those specific connections.
2.2.3.5. Indirect Evidence
Indirect evidence that correlates with known failures can be used as
an initial screening device for locating areas where failures are probable.
Site limitations that imply failures are:
o Seasonal or permanent high water table
• Lack of isolation distances for water wells (depending on
well depth and presence or absence of hydraulically limiting
layers)
• Documented groundwater flow from a soil absorption system to
a water well
• Slowly permeable soils with percolation rates greater than
60 minutes per inch
• Permeable bedrock within 3 feet of a soil absorption system
• Rapidly permeable soil with percolation rates less than 0/1
minutes per inch
2-65
-------
• Holding tanks, which indicate that site limitations poten-
tially prevent installation of soil absorption systems
• Onsite treatment systems that do not conform to accepted
practices or current sanitary codes including, but not
limited to, cesspools, the "55 gallon drum" septic tank, and
other inadequately sized components
• Onsite systems in an area where local data indicate exces-
sive failure rates or excessive maintenance costs.
These indirect evidences can be used to assess the probability that
failures will occur in the near future, based on known failures of similar
sized systems located in areas with similar water use patterns. In the
RSSAs, inadequately sized systems have been the primary reason for addi-
tions to and replacements of existing systems. Most onsite systems recent-
ly upgraded in the study area were upgraded when a building permit for a
structure alteration or addition was obtained; but some (especially in the
early 1970s), were upgraded because they had failed. The primary environ-
mental condition responsible for failures in the study area was a high
water table. Only a few parcels within the RSSAs were determined to be un-
acceptable for soil absorption systems because the percolation rate is
severely limiting. Also; rapidly permeable soils within the RSSAs were
rarely encountered. Thus, it was concluded that most unsewered parcels
within the RSSAs are suitable for onsite soil adsorption systems, as long
as the water table depth is evaluated and designed for (e.g., by using
mound systems) when necessary.
2.2.4. Identification of the Extent of Problems
Several currently unsewered subdivisions within the RSSAs were identi-
fied by Donohue & Assoc. , Inc. as having combinations of problems and par-
cel size limitations such that off-site treatment (e.g., centralized col-
lection and treatment) is necessary. These subdivisions were reevaluated
where additional information was available, in order to clarify whether
off-site treatment is necessary and whether off-site treatment is less
costly than onsite treatment using an appropriate mix of technologies. To
evaluate the existing sewage treatment systems and associated site condi-
tions, each subarea was evaluated separately, as discussed in the following
/
paragraphs.
2-66
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2.2.4.1. Fontana RSSA (Southwest Shore Area)
The Fontana RSSA includes the northeast quarter of Section 11 between
Fontana and Williams Bay, and most of Section 18 lying outside the Village
of Fontana. Included in Section 18 are the Oak Shores, Lake Geneva Club,
Shore Haven, Camp Sybil, Academy Estates, and Maple Hills subdivisions and
the Northwestern Military and Naval Academy, in addition to individual par-
cels. Soils generally are moderately coarse-textured and the water table
is deep. A few springs, though, are present south of South Shore Drive.
Five ephemeral streams enter the lake within this area. Most residences
are located within the Lake Geneva Club (31), Shore Haven (36), Camp Sybil
(41), and Maple Hills (30) subdivisions. Residences predominately are oc-
cupied on a seasonal basis (158), compared to those occupied year-round
(51). The Lake Geneva Club, Shore Haven, and Camp Sybil subdivisions have
/
48 occupied parcels of less than 7,500 sf, and 16 occupied parcels of be-
tween 7,500 sf and 10,000 sf.
The aerial photographic survey identified no failing or marginally
failing onsite systems within the area. In the Oak Shores Subdivision, the
sanitary questionnaire responses indicated that 2 out of the 10 respondents
reported conditions that qualify as- obvious problems. In the Lake Geneva
Club Subdivision, two residents have identified frequent pumping and back-
ups as typical experiences. One holding tank was installed because the
parcel had insufficient size for a soil absorption system after the resi-
dence and a craft shop were altered. Sanitary surveys, questionnaires, and
permit records were available for 14 of the 31 residences. The Shore Haven
and Camp Sybil subdivisions have four parcels that lie in both subdivi-
sions; thus, they are discussed together. Information was available on 32
out of 77 onsite treatment systems from questionnaires, sanitary surveys,
and permit records. There were three systems for which failures were indi-
cated. Three owners reported that they have cesspools, all of which were
described as satisfactory. One holding tank was installed because insuf-
ficient lot area was available after a new house was constructed, and one
other holding tank was reported. The Academy Estates Subdivision was sub-
divided and platted in 1975, consequently residences and associated onsite
systems are of recent origin. One holding tank was installed. Information
2-67
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was available from questionnaires for two systems. The Maple Hills Subdi-
vision contains 30 residences, with information from questionnaires avail-
able for five systems. One respondent indicated problems with backups.
Unplatted lands in the vicinity of these subdivisions are large parcels
with minimal problems. The questionnaires contained information from 11
residences and none noted serious problems. The marina, however, was noted
as having problems with backups. Also, the Northwestern Military and Naval
Academy replaced the seepage bed for their main building in 1974. During
the 1982 septic leachate. survey, a plume and a surface breakout were iden-
tified as coming from the system that serves auxiliary housing units on
Shadow Lane.
The northeast quarter of Section 11 between Williams Bay and Fontana
consists of Mogg's, Uihlein's and Robert's subdivisions, plus a few unplat-
i
ted parcels. Approximately 18 residences and one business are located on
these parcels. All are on large parcels, the smallest is about 20,000
square feet. The soils are deep and well drained, and the depth to the
water table typically is greater than five feet.
Information from the questionnaires indicated that five septic tank
and soil absorption systems and one cesspool were located within the area.
The respondents indicated no problems of a serious nature.
2.2.4.2. Williams Bay RSSA (North Shore Area)
The unsewered area within the Williams Bay RSSA consists primarily of
the Cisco Beach and Rowena Park subdivisions. Also included are the Syl-
van Trail and Ara Glen subdivisions and contiguous parcels. The parcels
within the Cisco Beach Subdivision are the smallest (81 of the 149 are less
than 10,,000 square feet), while the other subdivisions have none under
15,000 square feet. Soils are generally well drained, except for a portion
of Cisco Beach and Sylvan Trail Estates that has a seasonally high water
table of from one to three feet. The permeability of the soil is generally
high, except in a few small areas.
2-68
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One holding tank and one cesspool are reportedly located in Cisco
Beach. One resident in an area with a somewhat high water table reported
frequent pumping as a problem. Another resident reported that his system
had backups and wet ground, and that the county sanitarian refused permis-
sion to extend the seepage bed because local soils had inadequate percola-
tion rates. Consequently, the resident pumped the septic tank frequently
during wet weather. Upgraded soil absorption systems have been installed
for 10 systems since 1970.
Other subdivisions in the Williams Bay area had no systems that could
be identified as obvious problems. Few systems required replacement (most-
ly for house additions) and soils and parcel size are not apparent
problems.
2.2.4.3. Lake Geneva RSSA
The major unsewered areas within the Lake Geneva RSSA are the south-
east shore area (from the Lake Geneva Country Club golf course to the Big
Foot Beach State Park), Hillmoor Heights, and the Forest Rest and Geneva
Bay Estates subdivisions. The highest density of residences is found in
the Lake Geneva Beach and Robinson subdivisions along the southeast shore.
Subdivisions along the southeast shore, Trinke, Lake Geneva Beach,
Robinson, and Robinson Hillside, are of primary concern. Within the Trinke
Subdivision, a large area has soils with a high water table. Of 33 houses
in the area, three utilize holding tanks and one has a mound system. From
the questionnaires and sanitary surveys, four residents indicated that they
have problems with their systems (one pumps the septic tank as a holding
tank). The shallow water table extends into the Lake Geneva Beach Sub-
division near the lakeshore, and along Hillside Drive. A small area with-
in the Robinson Hillside Subdivision also has a high water table that would
preclude installation of soil absorption systems. In addition, some areas
in the Trinke and Robinson Hillside subdivisions have soils with a somewhat
high water table such that mounds would be required. Generally, soils in
this area are moderately coarse textured, especially in the lower portion
of the soil profile. Most residences are on deep, well drained soils.
2-69
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Two intermittent streams, Trinke and Hillside creeks, enter the lake in
this area. The GLWEA sampling and subsequent WAPORA sampling identified
elevated fecal coliform concentrations in Hillside Creek, but the source of
the fecal material could not be positively identified.
The highest concentration of residences is in the Lake Geneva Beach
(69 units) and Robinson (73 units) subdivisions, with smaller numbers in
the Trinke (33 units) and Robinson Hillside (23 units) subdivisions. In
the' Trinke, Lake Geneva Beach, and Robinson subdivisions about 25% of the
residents are permanent, while in Robinson Hillside nearly all of the resi-
dences are occupied year-round. Robinson Hillside is a relatively new sub-
division with seven building permits issued since 1970, and has the great-
est proportion of buildable parcels. Three residences in Robinson Sub-
' /
division are on parcels of less than 5,000 square feet; 55 residences in
Lake Geneva Beach and Robinson are on parcels of 5,000 to 7,500 square feet
and 18 residences in Lake Geneva Beach, Robinson, and Robinson Hillside are
on lots of 7,500 to 10,000 square feet. The remaining 122 residences (62%)
are on lots larger than 10,000 square feet.
The aerial photographic survey identified one confirmed and three
marginally failing onsite systems in Lake Geneva Beach. Of the six ques-
tionnaire respondents in Robinson Hillside, one indicated conditions that
qualify as an obvious problem. In Robinson, five residents indicated
obvious problems, either by way of the questionnaire or sanitary survey;
four of these were reportedly cesspools and one reported frequent pumping.
In Lake Geneva Beach, five residents reported conditions that qualified as
obvious problems, mostly excessive maintenance and cesspools. In addi-
tion, two holding tanks are known to exist in Lake Geneva Beach. In
Trinke, three residents reported excessive maintenance of their system, and
one indicated wet and soggy ground over the seepage field. Holding tanks
are utilized for three new residences. All except one of these problem
systems are on soils with an elevated water table such that the depth re-
quirement for conventional seepage beds cannot be attained.
Areas of Sections 11, 12, and 14 between the subdivisions, Bigfoot
Beach State Park, and along County Road BB are of lesser concern. Although
2-70
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only a forceraain is shown through this area, it is the intention of the
City of Lake Geneva to ultimately provide sewer service to this area. A
new lift station and forceraain will be constructed to replace the existing
Bigfoot lift station and forcemain when it is constructed, the lift station
and forceraain will have capacity to serve these areas of Sections 11, 12,
and 14. Furthermore, it should be noted that the City of Lake Geneva is
currently constructing a new interceptor known as the southeast inter-
ceptor. The design capacity for this interceptor included service to the
areas south of Bigfoot Park. Approximately 26 permanent residences and 37
seasonal residences are located within this area. An additional five
commercial structures, including at least one restaurant and the Queen of
Peace monastery are within the area. Soils in this area primarily are deep
and well drained, and are moderately coarse textured. Some areas along
County Road BB have a seasonally high water table of 1 to 3 feet depth. Of
the 10 questionnaire responses, two respondents indicated problems with
backups (one of these indicated that their system was no longer a problem
or inconvenience). The structure with continuing problems is a restaurant
on County Road BB. Nearly all of the parcels are larger than 1/2 acre
(21,780 sf) and have few limitations to utilization of onsite systems.
Another area of concern is Hillmoor Heights (the Lake Geneva Golf
Hills Subdivision and Addition). It is assumed that the 83 residences are
occupied year-round. Parcel sizes were determined to be as follows: six
less than 5,000 square feet; 23 between 5,000 and 7,500 square feet, and
eight between 7,500 and 10,000 square feet. A narrow band of soils in the
Addition have a high water table, although only about three houses are lo-
cated in this area. The aerial photographic survey identified one con-
firmed and two marginally failing systems. Questionnaire respondents in-
dicated that two systems (of a total of 11 responses) were obvious prob-
lems. One of these was located in high water table soils, and the other
system potentially utilized a holding tank (not verified).
West of Lake Geneva along the north shore of the lake are two subdi-
visions adjacent to the city limits, Geneva Bay Estates and Forest Rest.
There are 30 residences in or adjacent to the subdivisions, and 20 of these
are occupied year-round. Soils in the Geneva Bay Estates Subdivision have
2-71
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a seasonally high water table because the subdivision is located on the
bottom and sides of a drainageway. The Forest Rest Subdivision is located
on deep, well drained soils. The aerial photographic survey identified no
failing systems in these subdivisions. In the Forest Rest Subdivision and
in the contiguous parcels, all five sanitary questionnaire respondents
indicated their systems were satisfactory, although one system uses a hold-
ing tank. All of the parcels in these subdivisions are larger than 15,000
square feet.
2.2.4.4. Lake Como RSSA
The Lake Como RSSA encompasses all of the Lake Corao Beach Subdivision
and some adjacent parcels along County Road H. There are approximately 950
residences in the RSSA, of which approximately one-half are seasonal.
Permanent residences tend to predominate at greater distances from the
lake, primarily because the parcels are larger and the residences were
constructed more recently.
Approximately eight drainageways are located within the subdivision,
and the soils along these drainageways have a high water table. At least
two of these drainageways contain continuously flowing springs and have
been utilized for drinking water supply by area residents, primarily be-
cause the water from local wells has high iron and sulfur content. Soils
along the lakefront also have a high water table. A small percentage of
residences are located on parcels with a high water table. Percolation
rates measured for installation of onsite systems ranged from five to 60
minutes per inch, though most rates were near 30 minutes per inch. An
occasional property was encountered that had percolation rates too slow for
conventional soil absorption systems (60 minutes per inch).
The number of current failing systems was identified by evaluating
data from the aerial photographic survey, the questionnaire results, the
sanitary survey results, and the County sanitarian's records. According to
these data, approximately 21 systems currently are failing. Failures pri-
marily are surface seepage of effluent, although excessive maintenance to
prevent surface failures and backups also are common. A few residents (ap-
2-72
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proxiraately 8 out of 400) had no idea what kind of system was present (a
number of thesexhad no running water). Most failing systems were near the
western end of the subdivision within two blocks of the lake. Proximity to
drainageways and limited depth to the water table appeared to be the pri-
mary factors in these failures. Inadequate systems also was a common fac-
tor in the failures. An analysis of past failures that have been corrected
revealed that a high water table was the most important factor, followed by
inadequate system design. Approximately one-half of the past failures were
rectified by installation of holding tanks. The remainder extended the
seepage bed or dry well, or had mounds constructed. For many of the par-
cels on which holding tanks were installed, an area suitable for the exten-
sion of the soil absorption system or construction of a mound was not
available.
A total of 32 residences are constructed on parcels less than 5,000
square feet, 45 are on parcels of 5,000 to 7,500 square feet, and 84 are on
parcels of 7,500 to 10,000 square feet. A number of residences on two-lot
parcels (4,000 square feet) have had upgraded soil absorption systems con-
structed on them with approval from the County sanitarian's office. These
are allowed where soils are coarse-textured and the water table is low.
Holding tanks have been installed on parcels that have restrictive soils or
a high water table. Three of the 400 systems for which information is
available are reported to be cesspools. Holding tanks are reported for 26
residences and three businesses. Only 11 of the 139 upgrades constructed
since 1970 have been holding tanks. A few of the conventional upgrades
installed in the early part of the decade have subsequently failed because
they were not constructed in accordance with requirements of the Wis. Adm.
Code.
2.2.5. Septage and Holding Tank Waste Disposal Practices
Septic tanks and holding tanks are pumped by contract septage haulers
who provide their service on a by-call basis. Several commercial sep.tage
haulers operate in the area. The haulers are licensed and inspected by
the WDNR Bureau of Solid Waste Management under the provisions of Chapter
NR 113 of the Wis. Adm. Code.
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Approximately 43 holding tanks currently serve residences within the
RSSAs (approximately 22 permits were granted since 1970). In addition,
approximately three businesses use holding tanks. The volume of holding
tank waste currently pumped within the study area is approximately 2,000
gallons per residence per month, or approximately 600,000 gallons from
residences and approximately 500,000 gallons from businesses per year.
Owners of holding tanks installed subsequent to November 1980 must submit
quarterly pumping reports to the County sanitarian detailing the date and
the volume pumped. Records from five owners within the RSSAs have been
submitted to the County sanitarian's office, one of which is a tavern in
Lake Como Beach Subdivision. The records are not sufficiently extensive to
establish a clear pattern of water usage. The volume utilized above (2,000
gallons per month) was based on existing records and estimated residence
occupancy.
Septage (septic tank solids) volumes are difficult to determine be-
cause each residence and each type of onsite system produces septage at
considerably different rates. The rule of thumb for a permanent residence
is 65 to 70 gallons per capita per year (USEPA 1977b). Septage production
from seasonal residences is assumed to be 15 gallons per capita per year.
Approximately 71,000 gallons per year of septage currently is discharged
from residences in the RSSAs. The volume of septage pumped from businesses
is negligible in comparison.
Haulers dispose of holding tank wastes and septage on land. The haul-
ers each have state inspected and approved sites where they may apply
wastes to the land. The WDNR Bureau of Solid Waste Management has statu-
tory authority over these licensed disposal sites. The Bureau inspects
sites for initial licensing, and has responsibility for inspecting subse-
quent operations. Septage and holding tank wastes are surface-applied to
the land throughout the year. Bureau regulations specify that no surface
spreading of these liquid wastes may occur within 1,000 feet of a residence
(500 feet if the homeowner grants permission); wastes must be spread on
lands with at least 36 inches of soil; sites must satisfy requirements for
separation distance from drainageways and wells; and wastes must be applied
at a rate of less than 30 gallons per 100 square feet (13,000 gallons per
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acre) per day. This means that, currently, approximately 0.25 acres of
land are required for septage disposal within the RSSAs.
2.3. Identification of Wastewater Management Options
2.3.1. Design Factors
Sections 2.1. and 2.2. of this EIS provided a description of existing
centralized collection and treatment systems, and existing onsite treatment
systems currently operating in the RSSAs. To plan for proper wastewater
management in the future, one must first determine the future conditions.
One must also determine what kind of economic evaluation criteria will be
used for evaluating various alternatives, in order to compare all alterna-
tives on an equal basis. These conditions (population, wastewater flows,
effluent limitations, and economic criteria) remain the same and are ap-
plicable to all alternatives, regardless of what size or type of alterna-
tive collection and treatment system is evaluated.
I
2.3.1.1. Planning Period
Current USEPA guidelines specify that a planning period of 20 years be
used in facilities planning (USEPA 1982a). Although some structures like
sewer pipelines can last 40 or 50 years, most major sewage treatment pro-
cess equipment has a design life of 15-20 years. A 20-year design period
is reasonable since it is long enough to satisfy a community's needs for a
reasonable period, yet allows for additional facility expansion or upgrade
at a time when most equipment will be wearing out. Although it may be
difficult to complete construction by 1985 (depending on what kind of
facilities are evaluated and proposed), the Wisconsin Department of Nat-
ural Resources (WDNR) has approved the period 1985-2005 as the facilities
planning period for this project. Population projections estimated for
this period are presented in Section 3.2.2.
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2.3.1.2. Flow and Wasteload Reduction
A design year peak population (Section 3.2.2.) typically is utilized
to determine sewage flow that would be generated by residents and by com-
mercial and industrial facilities. However, before a design flow can be
determined, other flows and/or wasteloads must be evaluated to document
that proposed treatment facilities would not be treating extraneous flows
or pollutants that are not cost-effective to treat in a collection and
treatment facility. Elimination or reduction of extraneous wastewater
flows and wasteloads can substantially reduce the size of new or expanded
treatment facilities. Methods of flow and waste reduction considered for
use in the study area include reduction of infiltration and inflow to
existing sewers, reduction of commercial/industrial wasteloads, water
conservation measures, waste segregation, and a detergent phosphorus ban.
v
Infiltration/Inflow Reduction
Extraneous flow from infiltration/inflow (I/I) into sewer systems can
be a significant part of the wastewater flow to a WWTP. Rehabilitation of
existing sewer lines to eliminate I/I (when cost-effective) can often sub-
stantially reduce the required capacity of a new or upgraded WWTP.
As described in Section 2.1., an I/I analysis often is conducted when
water other than wastewater is suspected to be entering a sewer system.
I/I analyses were prepared for Lake Geneva (Donohue & Assoc., Inc. 1978b),
Walworth (Donohue & Assoc., Inc. 1976), Fontana (Donohue & Assoc., Inc.
1978d), and Williams Bay (Donohue & Assoc., Inc. 1978c). Estimated I/I
flows for these communities are presented in Table 2-19. No I/I flow was
found in the Walworth system. Excessive I/I was found in the Fontana
Wastewater Collection System; it was the only system where rehabilitation
of the collection system might be cost-effective, according to USEPA
guidelines.
A Sewer System Evaluation Survey (SSES) was prepared for Fontana (Don-
ohue & Assoc., Inc. 1980a). An SSES is a detailed survey of limited por-
tions of a collection system which were identified by the I/I analysis to
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Table 2-19. Estimated I/I flows within centralized sewage collection sys-
tems as determined by I/I and SSES analyses for the RSSAs
(Donohue & Assoc., Inc. 1976, 1978b, 1978c, 1978d, 1980).
RSSA
Lake Geneva
Williams Bay
Fontana
Walworth
Average
Annual I/ I (mgd)
0.120
0.217
0.432
0.0
Maximum
(Peak) I/I (mgd)
1.650
1.200
1.843
0.0
have large amounts of extraneous flow. The SSES typically involves inspec-
ting and evaluating each foot of pipe in the portion of the sewer system
being studied, using smoke injectors, dye studies, and internal television
inspection. The SSES determines where each fault is, what kind of fault it
is, how much extraneous flow the fault allows to enter the system, and how
much it will cost to repair each fault. The Fontana SSES report concluded
that it was cost-effective to remove 1.145 mgd (61%) of the peak and
0.262 mgd (61%) of the annual average I/I. Rehabilitation costs were
estimated to be $242,000 (Dec. 1979). After rehabilitation, the I/I flow
was expected to be 0.699 mgd peak, and 0.170 mgd, annual average. Rehab-
ilitation efforts on the Fontana collection system completed in 1982 helped
reduce flows to the WWTP initially, but currently flows are as high
(greater than 1 mgd) as they were prior to conduct of the rehabilitation
program (By telephone, Ralph Wiedenhoft, Fontana WWTP Superintendent,
28 October 1983). Thus, I/I values shown in Table 2-19 for Fontana repre-
sent I/I values determined by the SSES prior to rehabilitation.
A review of the I/I analysis for Williams Bay indicated that the
cost-effectiveness analysis was prepared using a large estimated population
(5,500), as compared to the estimated peak population of 3,670 (sewered).
Current USEPA guidelines (USEPA 1982a) suggest the I/I may be excessive if
average daily flows are greater than 120 gpcd, or if peak flows received at
the WWTP are more than 2.5 times the average design capacity. Approxi-
mately 3,670 persons generating average summer flows of 0.425 mgd equals
116 gpcd. The peak flows of 1.408 mgd received at the Williams Bay WWTP,
divided by the average daily design flow of 0.786 mgd, equals a peak factor
of 1.79. Since the value 116 gpcd is less than the 120 gpcd guideline and
the 1.79 peak factor is less than the guideline of 2.5, I/I at the Williams
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Bay WWTP is not excessive, as was determined by the original I/I analysis.
However, WDNR has reviewed these documents, questioned population and flow
figures, and indicated their belief that I/I is excessive. Therefore, the
population and flow figures used in the Williams Bay I/I analysis were
questioned and a reanalysis performed by the WDNR concluded that the I/I in
the Williams Bay system is excessive. The WDNR recommended that a SSES be
performed in the village.
Since the I/I analyses conducted for this project concluded that I/I
is not excessive in Walworth or Lake Geneva, further actions regarding
removal of I/I are not required in these areas. Fontana has conducted a
SSES and a partially successful sewer rehabilitation program, thus further
I/I removal efforts may be required. However, wastewater collection sys-
tems in these municipalities will continue to deteriorate throughout the
20-year planning period. Therefore, routine efforts to maintain the struc-
tural integrity of the collection system and to keep I/I at a minimum
should continue throughout the planning period.
Commercial/Industrial Wasteload Reduction
In addition to flow, the "strength" of sewage also greatly affects the
size and cost of sewage treatment processes. Average residential /sewage
flows typically have organic loadings, or sewage strengths, in the range of
150 mg/1 to 300 mg/1 of 5-day biochemical oxygen demand (BOD). Some indus-
tries typically discharge sewage with much more strength than residential
sewage, with BODs often in the 1,000 mg/1 to 3,000 mg/1 range. USEPA
requires approved sewer use ordinances and industrial pretreatment ordi-
nances. These ordinances typically require all facilities that discharge
wastewater from commercial and industrial processes to have a permit. The
ordinances also allow the city to monitor industrial discharges and, if
excessive or abnormally high or low strength wastewaters are being dis-
charged, the city can assess additional financial charges or require pre-
treatment of the wastewater. In addition, the ordinances often prohibit
discharge of certain stormwaters, high temperature wastes, greases and
waxes, flammable materials, solids, unshredded garbage, oils, acids, heavy
metals, toxic compounds, radioactive materials, or other materials in
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excess of limits established in the ordinance that could damage collection
lines or could be detrimental to sewage treatment processes.
USEPA construction grants regulations regarding transport and treat-
ment of compatible industrial wastewaters state:
"(a) Grant assistance shall be provided for treatment works
capacity to transport or treat compatible industrial wastewater,
only if the treatment works (including each collector, intercep-
tor, pumping station, plant component, and other system compo-
nent) would be eligible for grant assistance in the absence of
the industrial capacity (USEPA 1982b)."
In other words, USEPA generally would fund collection and treatment facil-
ities needed for treating residential sewage, but would not fund additional
treatment units or larger units required to treat high strength industrial
flows that could be eliminated by industrial pretreatment.
Although the Geneva Lake area primarily is recreational in nature,
several commercial and industrial facilities generate and discharge waste-
water to existing collection facilities. The City of Lake Geneva and the
Villages of Williams Bay, Fontana, and Walworth all have sewer use ordin-
ances that allow control of what is discharged to the sewers. Industries
currently do not discharge significant amounts of wastewater to the sys-
tems, thus implementation of additional industrial pretreatment monitoring
and control programs probably is not necessary. It also does not appear
that future treatment facilities will be designed for or subjected to un-
reasonable amounts of industrial wastewater flows. The cities in the study
area, however, must continue the monitoring and enforcement of current
sewer use ordinances in order to comply with Construction Grants regula-
tions (USEPA 1982b).
Water Conservation Measures
Concerns over the high costs of water supply and wastewater disposal
and an increasing recognition of the benefits that may accrue through water
conservation are serving to stimulate the development and application of
water conservation practices. The diverse array of water conservation
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practices may, in general, be divided into three major categories: (!)
elimination of non-functional water use; (2) water-saving devices, fix-
tures, and appliances; and (3) wastewater recycle/reuse systems.
Elimination of Non-functional Water Use
Non-functional water use typically is the result of the following:
o Wasteful water-use habits such as using a toilet flush to
dispose of a cigarette butt, allowing water to run while
brushing teeth or shaving, or operating a clotheswasher or
dishwasher with only a partial load,
e Excessive water supply pressure - for most dwellings a water
supply pressure of 40 pounds per square inch (psi) is ade-
quate, and a pressure in excess of this can result in un-
necessary water use and wastewater generation, especially
with wasteful water-use habits,
© Inadequate plumbing and appliance maintenance - unseen or
apparently insignificant leaks from household fixtures and
appliances can waste large volumes of water and generate
similar quantities of wastewater. Most notable in this re-
gard are leaking toilets and dripping faucets. For example,
even a pinhole leak which may appear as a dripping faucet
can waste up to 170 gallons of water per day at a pressure
of 40 psi. More severe leaks can waste more water and gen-
erate even more massive quantities of wastewater.
Water-Saving Devices, Fixtures, and Appliances
The quantity of water traditionally used by household fixtures or
appliances often is considerably higher than actually needed. Typically,
toilet flushing, bathing, and clotheswashing collectively account for more
than 70% of the interior water use and wastewater flow volume of a house-
hold (Siegrist, Woltanski, and Waldorf 1978). Thus, efforts to accomplish
major reductions in wastewater flow volume, as well as its pollutant load,
have been directed toward these uses. Some selected water conservation/
wasteload reduction devices and systems developed for these household
activities include:
• Toilet devices and systems
Toilet tank inserts - such as water filled and weighted
plastic bottles, flexible panels, or dams
Dual-flush toilet devices
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Shallow-trap toilets
Very low volume flush toilets
Non-water carriage toilets
« Bathing devices and systems
Shower flow control devices
Reduced-flow shower fixtures
« Clotheswashing devices and systems
Wasteflow reduction may be accomplished through use of
a front loading machine which requires less water.
Also, a clotheswasher with a suds-saver feature pro-
vides for storage of washwater from the wash cycle, for
subsequent use as wash water for the next wash cycle.
The rinse cycle which uses fresh, clean water remains
unchanged.
Wastewater Recycle/Reuse Systems
These systems provide for the collection and processing of all house-
hold wastewater or of fractions produced by certain activities, for subse-
quent reuse. A system which has received a majority of development efforts
includes recycling bathing and laundry wastewater for flushing water-carri-
age toilets or for outside irrigation.
Other Water Conservation Measures
Another possible method for reduction of sewage flow is the adjustment
of the price of water to control consumption. This method normally is used
to reduce water demand in areas with water shortages. It probably would
not be effective in reducing sanitary sewer flows because much of its im-
pact is usually on luxury water usage, such as lawn sprinkling or car wash-
ing. None of these luxury uses imposes a load on a sanitary sewerage sys-
tem or on onsite systems. Therefore, use of price controls ,in this study
area probably would not be effective in significantly reducing wastewater
flows. In addition, because many residents in the study area obtain water
1
from individual wells, the only cost savings associated with reduced water
use would be as a result of lower power costs for pumping and less chemical
use for conditioning or treatment of the water by the individual homeowner.
2-81
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Other measures include educational campaigns on water conservation in
everyday living, and installation of pressure-reduction valves in areas
'where water pressure is excessive (greater than 60 pounds per square inch).
Educational campaigns usually take the form of spot television and radio
commercials, and distribution of leaflets with water and sewer bills.
Water saving devices must continue to be used and maintained for flow re-
duction to be effective.
Results of Water Conservation Measures
Wastewater flows on the order of 15 to 30 gpcd can be achieved by
installation of combinations of the following devices and systems:
« Replace standard toilets with dual cycle or low volume
toilets
e Reduce shower water use by installing thermostatic mixing
valves and flow control shower heads. Use of showers rather
than baths should be encouraged whenever possible
« Replace older clotheswashing machines with those equipped
with water-level controls or with front-loading machines
e Eliminate water—carried toilet wastes by use of .in-house
composting toilets
e Use recycled bath and laundry wastewaters for lawn irriga-
tion during the summer
• Recycle bath and laundry wastewaters for toilet flushing.
Filtration and disinfection of bath and laundry wastes for
this purpose has been shown to be feasible and aesthetically
acceptable in pilot studies (Cohen and Wallman 1974;
McLaughlin 1968). This is an alternative to in-house com-
posting toilets that could achieve the same level of waste-
water flow reduction
e Use of commercially available air-assisted toilets and
shower heads, using a common air compressor of small horse-
power could reduce sewage volume from these two largest
household sources up to 90%.
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Impacts of Water Conservation Measures on Wastewater Treatment Systems
Methods that reduce wastewater flow or pollutant loads may provide the
following benefits to a wastewater program:
• Reduce the sizes and capital costs of new sewage collection
and treatment facilities
e Delay the time when future expansion or replacement facili-
ties will be needed
a Reduce operation costs of pumping and treatment
• Mitigate sludge and effluent disposal impacts
e Extend the life of existing soils absorption system(s) that
currently are functioning satisfactorily
e May reduce wastewater loads sufficiently to remedy failing
soil absorption systems in which effluent is surfacing or
causing backups
e Reduce the size of the soil disposal field required for new
onsite systems.
The I/I reports conducted for this project analyzed the residential
contribution to the total wastewater flow for each RSSA based on water sup-
ply records. These records indicated that, for the permanent population,
the per capita residential flow contribution (average daily base flow -
ADBF) is approximately 48 gpcd for Lake Geneva, 40 gpcd for Walworth, 85
gpcd for Fontana, and 55 gpcd for Williams Bay. USEPA guidelines indicate
that water conservation and flow reduction measures must be considered
where the ADBF is greater than 70 gpcd, unless the current -population is
less than 10,000 (USEPA 1981b). Based on this criteria, implementation of
water conservation measures will not be required for Lake Geneva, Walworth
or Williams Bay, because the ADBF is less than 70 gpcd for these communi-
ties. The ADBF for Fontana is greater than 70 gpcd, but its population
(permanent plus seasonal) is less than 10,000. Based on these analyses,
implementation of water conservation measures will not be mandatory in the
sewered areas of the RSSAs.
The water conservation measures described herein should be considered
for implementation on an individual, voluntary basis, particularly for the
'2-83
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unsewered areas. Application of these measures will enhance the operation
of existing, upgraded, and future onsite systems. Where appropriate, some
of these measures are included in the preliminary design and costing of
f
onsite portions of the wastewater management alternatives evaluated later
in this document. Additional potential benefits of flow reduction to the
community, as well as the usefulness of methods, analysis procedures, and
examples are provided in a document entitled Flow Reduction (USEPA 1981a).
Waste Segregation
Various other methods for wastewater flow and wasteload reduction in-
volve separation of toilet wastes from other liquid waste. Several toilet
systems can be used to provide for segregation and separate handling of
human excreta (often referred to as blackwater), and, in some cases, gar-
bage wastes. Removal of human excreta from wastewater serves to eliminate
significant quantities of pollutants, particularly suspended solids, nitro-
gen, and pathogenic organisms (USEPA 1980).
Wastewater generated by fixtures other than toilets often is referred
to as graywater. Characterization studies have demonstrated that typical
graywater contains appreciable quantities of organic matter, suspended
solids, phosphorus, and grease. Organic materials in graywater appear to
degrade at a rate not significantly different from those in combined resi-
dential wastewater. Microbiological studies have demonstrated that signif-
icant concentrations of pathogenic organisms, such as total and fecal coli-
forms typically are found in graywater (USEPA 1980).
Although residential graywater does contain pollutants and must be
properly managed, graywater may be more simple to manage than total resi-
dential wastewater due to a reduced flow volume. A number of potential
strategies for management of segregated human excreta (blackwater) and
graywater are presented in Figure 2-10. Since implementation of wasteload
reduction measures is not mandatory for the RSSAs (as explained previ-
ously), use of waste segregation measures will not be considered further in
the development of alternatives for the RSSAs. However, the municipalities
and individual onsite system owners in the RSSAs are encouraged to consider
and utilize waste segregation facilities on an individual, voluntary basis.
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SEGREGATED HUMAN WASTE MANAGEMENT
Human Wastes
Very Low Volume
Flush Toilet
Closed Loop
Recycle Toilet
Treatment
Onsite
Disposal
Holding Tank
Disinfection
Land
Disposal
Sewage
Treatment
Plant
Incinerator
Toilet
GRAYWATER MANAGEMENT
Soil Absorption
Alternatives
1
Reuse
1
Surface Water
Discharge
Figure 2-10. Example strategies for management of segregated
human wastes and residential graywater.
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Wisconsin Ban on Phosphorus
Phosphorus frequently is the nutrient that controls algal growth in
surface waters, and therefore has an important influence on lake or stream
eutrophication. Enrichment of lake waters with nutrients encourages the
growth of algae and other microscopic plant life. Decay of plants in-
creases biochemical oxygen demand (BOD) and lowers the amount of dissolved
oxygen (DO) in water. Substantial drops in DO levels subsequently can re-
sult in loss of aquatic life (e.g., fish kills). The addition of nutrients
into lake waters also encourages higher forms of plant life, thereby has-
tening the aging process by which a lake evolves into a bog or marsh. Nor-
mally, eutrophication is a natural process that proceeds slowly'over time.
However, human activity can greatly accelerate the eutrophication process.
Phosphorus, nitrogen, and other nutrients contributed to surface waters by
human wastes, laundry detergents, and agricultural runoff often result in
over-fertilization, over-productivity of plant matter, and "choking" of a
body of water within a few years.
To reduce phosphorus concentrations in wastewater, the Wisconsin
legislature previously banned the use and sale of domestic laundry deter-
gents containing more than 0.5% phosphorus by weight. The original ban,
which expired in July 1982, was reintroduced and passed in the 1983 Legis-
lative Session and became effective in January 1984. The original ban
appears to have had a positive impact on surface water quality in the Great
Lakes Basin, primarily by reducing phosphorus levels and algae in tributary
and near-shore waters (Hartig and Horvath 1982). The preliminary assess-
ment of the effect of the original ban concluded that:
e Based on a survey of 58 major wastewater treatment plants in
Michigan, influent and effluent total phosphorus concentra-
tions decreased by 23% and 25%, respectively
• The phosphorus detergent ban resulted in a 20% reduction in
total phosphorus loadings to the Great Lakes.
A phosphorus ban does not increase or decrease the cost of onsite
wastewater treatment systems. It is possible (although not confirmed or
quantified by previous research), that a reduction in phosphorus discharged
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to soil absorption systems results in a considerable reduction in the
amount of phosphorus transported to the groundwater from soil disposal sys-
tems. Since a phosphorus ban has been imposed by the State, further con-
sideration of phosphorus bans by the municipalities in the RSSAs is not
required.
2.3.1.3. Flow and Wasteload Characteristics
Once population projections, and flow and wasteload control strategies
had been developed and/or evaluated, a summary of existing conditions
(existing WWTP flows, per capita flows, and WWTP capacities) was made
(Table 2-20) so that this information could be analyzed and reasonable flow
and wasteload characteristics selected for application to projected
conditions.
Design criteria were selected based upon information presented in
various facilities planning documents and standard engineering design
references (Table 2-21). The design factors for flows and loadings basi-
cally are the same as used by the facilities planner, with the exception of
the per capita flows for Fontana and Williams Bay. Whereas the facilities
planners used values of 99 gpcd and 80 gpcd for the theoretical average
daily base flow (not including I/I) for permanent residents for Fontana and
Williams Bay, respectively, the EIS design criteria used approximately 81
and 55 gpcd, respectively (Table 2-21 and Tables E-7 and E-8 Appendix E of
the Draft EIS). These values were developed from water use records from
the respective communities.
The design criteria were applied to projected conditions to arrive at
design flows and loadings for the year 2005. The design flows developed
/
for use in the EIS evaluations are listed in Table 2-22. Design informa-
tion used by the facilities planners are listed in Table 2-23 for
comparison.
Existing WWTP capacities were compared to projected wastewater flows
from currently sewered portions of the RSSAs to determine if the ^existing
WWTPs were adequate to serve future needs (Table 2-24). The Lake Geneva
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Table 2-20. Estimated existing flow and WWTP capacities for Lake Geneva,
Walworth, Fontana, and Williams Bay (Adapted from Donohue and
Assoc., Inc. 1976, 1978b, 1978c, 1978d, and 1980a).
Item
Theoretical
•q
Wastewater Flow
Permanent residents
Population
Flow rate
. Flow
Other
Seasonal residents
Commercial
Industrial
Public0
Subtotal
Total summer average
I/I total
Average annual
Maximum
Total
Summer seasonal
average
Maximum
Units
gpcd
mgd
mgd
mgd
mgd
mgd
mgd
mgd
mgd
mgd
mgd
mgd
Lake Geneva
I/I
5469
48
0.261
0.140
0.362
0.023
0.060
0.585
0.846
0.120
1.650
0.966
2.495
Walworth
I/I
1662b
40
0.067
-
0.029
0.010
0.011
0.050
0.117
0.0
0.0
0.117
0.117
Fontana Williams Bay
I/I SSES
1885
85
0.155
0.233
0.227
—
-
0.460
0.615 0.615
0.291 0.432
1.444 1.843
0.906 1.047
2.059 2.458
I/I
1700
55
0.093
0.021
0.071
-
0.012
0.104
0.208
0.217
1.200
0.425
1.408
Existing WWTP capacity
Average annual
design
Maximum hydraulic
mgd
mgd
lad
3.0d
0.150
0.300
0.9 0.9
1.8 1.8
0.786
Estimated from water pumping records from 1976 (except for Walworth
-1974-1975).
"Average" annual population.
^
Summer flow. Winter flow less for some communities.
Raw water pumping capacity.
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Table 2-21. Summary of wastewater flow and organic loading design factors used
in this EIS for the Geneva Lake-Lake Como RSSAs.
Residential
Item
Wastewater Flows
Lake Geneva
c
Fontana
Walworth
Williams Bay
a
Unit
gpcd
gpcd
gpcd
gpcd
Perm.
50
81.3
44.0
54.7
Seasonal Transient
40
40
40
40
35.
35C
35
35
Comm.
45
18.0
26.4
31.1
Indust.
10
7.2
Public
5
3.9
4.1
7.2
Organic Loading
Lake Geneva and Walworth
BOD
SS
TKN
NH -N
P 3
Fontana
BOD
SS
Williams Bay
TKN
P
Ib/c/d
Ib/c/d
Ib/c/d
Ib/c/d
Ib/c/d
Ib/c/d
Ib/c/d
Ib/c/d
Ib/c/d
0.17
0.20
0.034
0.020
0.007
0.24
0.23
0.064
0.024
0.14
0.16
0.026
0.016
0.0059
0.19
0.18
0.051
0.019
0.12
0.14
0.022
0.014
0.0052
0.17
0.16
0.045
0.017
Average Daily Base Flow based on analyses of water records presented in facilities
planning documents. Peak factors (from analyses of water records) Lake Geneva - 1.95,
Fontana - 2.25, Walworth - 3.5, and Williams Bay - 1.3 (Donohue 1982b, 1983).
Organic loadings for seasonal and transient residents are estimated to be 80% and 70%
respectively of permanent resident loadings. Wastewater flow for seasonal and transi-
ent residents are estimated to be 80% and 70% of the Lake Geneva permanent residential
flow. From Donohue & Assoc., Inc. (1982b, 1983), USEPA (1977), and Section NR
110.09(2) of the Wisconsin Administrative Code which suggests that seasonal "visitors
are equivalent to 50 to 80% of full-time residents.
"The design factors are the same for the Facilities Plan recommended alternative except
for the unit wastewater flows for Fontana (permanent residential - 99, commercial - 76,
public - 11 gpcd) and Williams Bay (no design factors presented in the Facilities
Plan.)
Abbey Resort 146.5 gpcd.
"Based on factors/guidelines contained in Section NR 110.15(6) of the Wis. Adm. Cd. ,
USEPA (1977), and Donohue & Assoc., Inc. (1982b, 1983a). See Appendix E of the Draft
EIS.
2-89
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Table 2-22. Summary of wastewater flows and organic loadings (using EIS design factors) projected
for the sewered portions of the RSSAs for the year 20053. **
ITEM
Lake Geneva WWTP
Winter
Summer
Walworth/Fontana WWTP
Winter
Walworth
Fontana
Total
Summer
Walworth
Fontana
Total
Williams Bay WWTP
Winter
Summer
Flow (mgd)
Average Daily Base
1. 148
1.277
0.206
0.316
0.522
0.212
0.490
0.702
0.279
0.413
I/I
0.460
0.460
0.066
0.325
0.391
0.066
0.325
0.391
0.279
0.279
Total Average
1.608
1.737
0.272
0.641
0.913
0.278
0.815
1.093
0.558
0.692
Maximum Day
4.385
4.636
0.853
1.483
2.336
0.874
1.876
2.750
2.163
2.337
Organic Loadings (lb/day)
BOD
1,776
2,221
430
662
449
1,321
1,770
510
977
SS
2,090
2,605
506
633
527
1,255
1,752
600
1139
TKN
355
447
86
93
89
181
270
192
364
MH -N
209
261
51
55
53
111
164
SO
1L9
P
77
96
19
20
20
41
61
72
136
See Appendix E of the Draft EIS for design population and design flow computations.
**This table was developed from Facilities Planning information prior to the decision of Kikkoman Foods to discharge industrial
process and sanitary wastewater to the proposed Walworth/Fontana Sewerage System. The information contained In this table does
not include the costs and capacities related to the Kikkoman discharge.
-------
Table 2-23. Summary of wastewater flows and organic loadings projected by the facilities planners
for the RSSAs for the year 2005*. **
Flow (mgd)
ITEM Average Daily Base I/I
Lake Geneva WVTP
Annual Average
Summer
Walworth/Fontana WWTPc>d
Average
Walworth
Fontana
Total
Summer
Walworth
Fontana
Total
Williams Bay WWTP
Average
Summer
1. 138
1.669
0. 172
0.428
0.600
NA
NA
NA
NA
NA
0.460
0.460
0.066
0.334
0.400
NA
NA
NA
NA
NA
Total Average
1.838
2.129
0.238
0.762
1.000
0.238
0.920
1. 158
0.726
0.874
Maximum Day
5.200
5.200
0.475e
1.362e
1.8371
0.475e
1.631e
1.836
2.829e
2.829e
Organic Loadings (Ib/day)
BOD
2,300
3,200
357
628
985
357
858
1,214
1,145
1,573
li
2,700
3,750
NAf
NA
NA
NA
NA
NA
NA
NA
TKN
500
640
NA
NA
NA
NA
NA
NA
NA
NA
NH -N
300
380
NA
NA
NA
NA
NA
NA
NA
NA
£
110
140
NA
NA
NA
NA
NA
NA
NA
NA
.Includes projected sewer service area for entire RSSA.
Donohue (1982b).
^By telephone, F. Wintheiser, Donohue & Assoc., Inc. to WAPORA, Inc. 11 May 1983.
Donohue (1983a).
jPeak hour flows.
NA - Not available in facilities planning documents.
**This table was developed from Facilities Planning information prior to the decision of Kikkoman Foods to discharge industrial
process and sanitary wastewater to the proposed Walworth/Fontana Sewerage System. The information contained in this table does
not Include the costs and capacities related to the Kikkoman discharge.
-------
and Walworth WWTPs will not have the capacity to properly treat projected
average daily design flows in year 2005, and the Lake Geneva, Williams Bay,
and Walworth WWTPs will not have the hydraulic capacity to handle projected
peak design flows in year 2005. Therefore, new or expanded WWTPs will be
required to provide proper wastewater management within currently sewered
portions of the RSSAs. To provide centralized collection and treatment
services to currently unsewered areas, larger treatment facilities would be
required. The following section concerning WWTP effluent limitations de-
scribes additional reasons why new or expanded treatment facilities poten-
tially will be needed.
Table 2-24. Comparison of existing WWTP capacities (year 1980) and
projected flows (year 2005) for sewered portions of the
RSSAs. **
Existing WWTP Capacity (mgd) Projected Flows (mgd)
Wettest Maximum
RSSA Average Peak . 30-Day Day
1.74 4.64
0.69 2.34
0.82 1.88
0.28 0.87
a
Projected flow were determined using EIS design factors (Table 2-23
and Appendix E of the Draft EIS).
** This table was developed from Facilities Planning information prior to
the decision of Kikkoman Foods to discharge industrial process and
sanitary wastewater to the proposed Walworth/Fontana Sewerage System.
The information contained in this table does not include the costs and
capacities related to the Kikkoman discharge.
2.3.1.4. Effluent Requirements
The WWTPs currently operating in the RSSAs must achieve a certain
level or degree of treatment as specified by the WDNR. The WDNR estab-
lishes effluent limitations and issues permits for WWTPs which discharge
effluent to surface streams (the State of Wisconsin does not allow dis-
charge of WWTP effluent directly to lakes). Effluent limitations currently
applicable to the Lake Geneva WWTP discharge to the the White River, as de-
scribed in Table 2-25, are considered limitations for secondary treatment,
2-92
Lake Geneva
Williams Bay
Fontana
Walworth
1.10
0.79
0.90
0.15
3.00
1.41
2.46
0.30
-------
although the effluent currently required (BOD/TSS of 45/45) is not as
stringent as the USEPA secondary treatment requirements (BOD/TSS of 30/30).
r
However, beginning in 1985, WWTPs that discharge to the White River must
achieve advanced treatment. Advanced treatment also will be required for
any WWTPs on the west side of Geneva Lake that discharge to Piscasaw Creek.
Effluent limits proposed by WDNR for discharge of municipal wastewater from
a new or expanded Lake Geneva WWTP to the White River and from a new Wal-
worth/Fontana WWTP to Piscasaw Creek are presented in Table 2-25 and
Table 2-26, respectively.
Table 2-25. WDNR (1981b) proposed effluent limits for discharge to the
White River (effective 1 January 1986).
Concentration
Effluent Parameter Minimum
Winter (November through April)
BOD (weekly)
Suspended solids (weekly) -
pH 6.0
Residual chlorine (daily maximum) -
Fecal coliform (///100 ml)
Ammonia nitrogen (NH -N) (weekly)
Dissolved oxygen (dally) 6.0 tng/1
Phosphorus - total, (as P)
(monthly) -
Summer (May through October)
BOD (weekly)
Suspended solids (weekly) -
pH 6.0
Residual chlorine (daily maximum)
Fecal coliform (///100 ml)
Ammonia nitrogen (NH -N) (weekly)
Dissolved oxygen (dally) 6.0 mg/1
Phosphorus - total (as P)
(monthlyj
a No limits set. Reporting only.
Average
10 mg/1
10 mg/1
NLa
4.0 mg/1
1.0 mg/1
10 mg/1
10 mg/1
///100 ml
2.0 mg/1
1.0 mg/1
Maximum
\
9.0
0.15 mg/1
7.5
0.15 mg/1
Table 2-26. WDNR proposed permit effluent limits for discharge to
Piscasaw Creek (WDNR 1981a).
Effluent Parameters Summer (mg/1) Winter (mg/1)
BOD (weekly) 10 10 10 10
Suspended solids (weekly) 10 10 10 10,
Ammonia nitrogen (NH -N) (weekly) 25 49
pH range J 6-7.6 6-7.2 6-8.1 6-7.6'
Dissolved oxygen (minimum daily) 66 66
a
The NH^-N limits cannot be more stringent than these limits.
Alternative NH -N and pH limits are listed to offer optional levels.
1 2-93
-------
Effluent limits also have been established by WDNR for discharge of
municipal wastewater to land application sites. WWTP effluent must not
exceed BOD limits of 50 mg/1 in 80% of samples taken.
Existing WWTPs in the RSSAs currently do not discharge effluents of
advanced treatment quality. Therefore, new or expanded facilities will be
required in order to produce effluents of the quality required by WDNR.
2.3.1.5. Economic Factors
One item which is always of interest to the public and for which in-
formation must be given is the cost associated with various treatment
facilities. Comparisons of costs for various treatment alternatives are
usually made. However, comparisons always must be made on a common basis.
Therefore, standard economic cost criteria to be applied to all alterna-
tives were developed for use in this EIS. The economic cost criteria used
in this document are presented in Table 2-27. All costs are indexed to
third quarter 1982 (September 1982). Costs derived from the facilities
planning documents have been updated to this point using appropriate cost
indices. \
Costs of project alternatives are compared on a total present worth
cost basis with an amortization or planning period of 20 years (1985 to
2005) and an interest rate of 7.625%. Service lives and salvage values for
equipment, structures, and sewerage facilities also are presented in Table
2-27. Salvage values were estimated using straight-line depreciation for
items that could be used at the end of the 20-year planning period. Appre-
ciation of land values was assumed to be zero over the project period
(Donohue & Assoc., Inc. 1982b, 1983a). Operation and maintenance (O&M)
costs include labor, materials, and utilities (power). Costs associated
with the treatment works, pumping stations, solids handling and disposal
processes, conveyance facilities, and onsite systems are based on current
prevailing rates.
2-94
-------
Table 2-27. Economic cost criteria (September 1982),
Item
Units
Value
Amortization period
Interest (discount) rate
Cost indices - 3rd Quarter 1982
USEPA indices
WWTP construction (Green Bay WI)
WWTP O&M
Sewer construction (Milwaukee WI)
Sewer O&M
Pump station O&M
ENR construction cost index (September 1982)
Service Life
WWTPs and Pumping Stations:
Structures
Mechanical equipment
heavy duty - large pumps, clarifiers,
HVAC, etc.
Medium duty - small pumps, raech.
bars screens, etc.
Light duty - blowers, etc.
Process piping
Interceptors and sewers0
Land
Onsite systems and cluster drainfields:
Structures
Equipment
c
Salvage Value
WWTPs and Pumping Stations:0
Structures
Mechanical equipment
Heavy duty
Medium duty
Light duty
Process piping
Interceptors and sewers0
Land0
Onsite systems and cluster drainfields:
Structures
Equipment
years
%
years
years
years
years
years
years
years
years
years
20
7-5/8 (7.625)
194
4.58
187
1.606
239.0
3,902
40
20
153
10a
30
40
Permanent
50
20
50
0
33
50
100
60
0
, One replacement required within planning period.
Salvage value of 15th year replacement.
°From Donohue & Assoc., Inc. (1982b, 1983a).
2-95
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Total capital cost includes the initial construction cost plus a
service factor. The service factor includes costs for engineering, contin-
gencies, legal and administrative, and financing fees. Service factors
used in both the facilities planning documents and in this EIS for each
project alternative and alternative components, are summarized in Table
2-28.
2.3.2. Identification of Alternative Components
Once standard planning and design information applicable to all alter-
natives was developed (as described in Section 2.3.1.), various components
of complete treatment systems were identified and evaluated. Once adequate
system components are identified, they then can be put together in various
combinations to form alternatives for wastewater management in the facili-
ties planning area. Components identified as being potentially applicable
to the Geneva Lake facilities planning area included wastewater collection,
wastewater treatment, effluent discharge, sludge treatment and disposal,
and onsite treatment and disposal.
2.3.2.1. Wastewater Collection Systems
Wastewater management systems that utilize centralized WWTPs collect
wastewater from individual homes and transport it to the .WWTPs through
interceptor systems. The Facilities Plan for the East End evaluated the
following alternative collection systems:
• Conventional gravity, sewers - designed to collect raw sewage
and transport it by gravity flow to a WWTP, interceptor
sewer, or pumping station
« Small diameter gravity sewers - designed to collect septic
tank effluent (which contains less solids than raw sewage)
and to transport it by gravity flow to a WWTP, interceptor
sewer, or pumping station
9 Low pressure sewers - consisting of a pump at each connec-
tion pumping wastewater through a small diameter pressure
main to a WWTP, interceptor sewer, or pumping station. Low
pressure sewers can be designed to pump raw sewage (grinder
pump system) or septic tank effluent.
2-96
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Table 2-28, Service factors, excluding interest during construction, applied
^
to construction cost to compute capital costs.
Percent Of Initial Construction Cost
NO
vo
Facilities planning
Lake Geneva WWTP
Walworth/Fontana WWTP
Walworth/Fontana Inteceptors
Williams Bay WWTP
Interceptors (Others)
/ Collection sewers
EIS planning
Conventional sewers, interceptors and WWTPs
Non-conventional sewers, cluster drainfields,
and onsite systems
Contingencies
15.0
10.0
10.0
15.0
0.0
10.0
13.0
Legal and
Engineering Administrative
15.0 -a
15.0
15.0
15.0
0.0
10.0 3.0
15.0 3.0
Financing
-
4.0
4.0
Total"
30.0
25.0
25.0
30.0
0.0
27. Oc
35.0
Included in legal and engineering costs.
From Donohue & Assoc., Inc. (1982b, 1983a).
EIS assumed figure of midpoint between Walworth/Fontana and Lake Geneva totals under FPRA
-------
Another collection system type, vacuum sewers, are available but were
not selected for evaluation because they are still a new technology, are
subject to frequent malfunctions, and typically are not cost-effective when
compared with similar-sized pressure sewer systems.
-/ Interceptor sewers collect and transport wastewater from a number of
discrete areas to a WWTP through trunk gravity sewers, pumping stations,
and force mains. Principal conditions and factors necessitating the use of
pumping stations in the sewage collection or interceptor system are as
follows:
• The elevation of the area to be served is too low to be
drained by gravity flows to existing or proposed trunk
sewers
o Service is required for areas that are outside the natural
drainage area, but within the sewage or drainage district
o Omission of pumping, although possible, would require exces-
sive construction costs because of deep cuts required for
installation of a trunk sewer to drain the area.
The pumping station pumps wastewater under pressure through a pipeline
referred to as a force main. For the sake of economy, force main profiles
generally conform to existing ground elevations.
2.3.2.2. Wastewater Treatment Technologies
A variety of wastewater treatment technologies were considered in the
various facilities planning documents. In general, wastewater treatment
options include conventional physical, biological, and chemical processes
and land treatment. Conventional options utilize preliminary treatment,
primary sedimentation, secondary treatment, filtration, phosphorus removal,
pH adjustment, and effluent aeration. These unit processes are followed by
disinfection prior to effluent disposal. Land treatment processes include
slow-rate infiltration or irrigation, overland flow, and rapid
infiltration.
The degree of treatment required and the treatment processes best
suited for utilization often are dependent on the effluent disposal option
2-98
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selected. Wastewater treatment processes evaluated in the facilities plan-
ning documents are outlined in the following sections. Where disposal of
treated wastewater is by effluent discharged to surface waters, effluent
quality limitations determined by WDNR establish the required level of
treatment.
/
2.3.2.3. Effluent Disposal Methods
Effluent disposal options available for use in the Geneva Lake area
are: discharge to surface waters, disposal on land, and reuse.
Surface Water Discharge
1
WDNR will permit effluent discharge to the White River and to Piscasaw
Creek from WWTPs meeting the State's designated effluent limitations (refer
to Section 2.3.1.4.). Treatment processes considered in the facilities
planning documents for WWTPs discharging to surface waters included
physical/chemical treatment and a number of physical/biological treatment
systems.
\ ' /
Physical/chemical treatment (typically involving preliminary treat-
ment, flocculation - sedimentation with lime, recarbonation, filtration,
carbon absorption, and disinfection) is best suited to larger facilities
than those under consideration because of the high capital and operating
costs involved. Therefore, physical/chemical treatment was considered not
feasible for the Geneva Lake area and was not evaluated further.
Physical/biological treatment processes considered included prelimi-
nary treatment, primary sedimentation, secondary treatment with nitrifica-
tion, secondary sedimentation, phosphorus removal, filtration, pH adjust-
ment, disinfection and effluent aeration. Processes evaluated to provide
secondary treatment and nitrification were: extended aeration activated
sludge, trickling filter followed by activated sludge, rotating biological
contactors (RBC), and a two-stage activated sludge process.
2-99
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Land Application
Land application or land treatment of wastewater utilizes natural
;
physical, chemical, and biological processes in vegetation, soils, and
underlying formations to renovate and dispose of domestic wastewater. Land
application methods have been practiced in the United States for more than
100 years, and presently are being used by hundreds of communities through-
out the nation (Pound and Crites 1973).
In addition to wastewater treatment, benefits of land application may
include nutrient recycling, timely water applications (e.g., crop irriga-
tion), groundwater recharge, and soil improvement. These benefits accrue
to a greater extent in arid and semi-arid areas, but also are applicable to
humid areas. Secondary benefits include preservation of open space and
summer augmentation of streamflow for land application systems which in-
clude winter storage.
Components of a land application system typically include a central-
ized collection and conveyance system, some level of primary treatment,
secondary treatment to achieve BOD concentrations of 50 mg/1 or less, pos-
sible storage, and the land application site and equipment. In addition,
collection of treated wastewater may be included in the system design,
along with discharge or resue of the treated wastewater. Additional com-
ponents may be necessary. to meet state requirements or to make the system
operate properly.
Land application of municipal wastewater encorapases a wide variety of
possible treatment processes or methods of application. The three prin-
cipal processes utilized in land treatment of wastewater are:
• Overland flow
• Slow-rate or crop irrigation
• Rapid infiltration.
In the overland flow process, wastewater is allowed to flow over a
sloping surface and is collected at the bottom. The wastewater is treated
2-100
-------
as it flows across the land, and the collected effluent typically is dis-
charged to a stream. Overland flow generally results in an effluent with
an average phosphorus concentration of 4 mg/1. Phosphorus removals usually
range from 40% to 60% on a concentration basis (USEPA 1981b).
In slow-rate irrigation systems, partially treated wastewater is ap-
plied to the land, usually with spray irrigation equipment, to enhance the
growth of vegetation (e.g., crops and grasses). The crops perform a major
role in removing nutrients through vegetative metabolic growth. Wastewater
is applied at rates that may range from 0.8 to 3.1 inches per week. The
upper 2 to 4 feet of soil is where major removals of organic matter, nutri-
ents, and pathogens occur. Some treatment processes which occur are fil-
tration, chemical precipitation, and adsorption by soil particles. Applied
wastewater is either lost to the atmosphere by evapotranspiration, taken up
by the growing vegetation, or percolates to the water table. The water
table must be naturally low, or must be maintained at a reasonable depth by
wells or tile drainage. Surface soil must be kept aerobic (by alternating
irrigation and drying cycles) for optimum removal conditions to occur.
<
Rapid infiltration involves high rates (4 to 120 inches per week) of
wastewater application to highly permeable soils, such as sands and loamy
sands. Although vegetative cover may be present, it is not an integral
part of the treatment system. Wastewater treatment occurs within the first
few feet of soil by filtration, adsorption, precipitation, and other geo-
chemical reactions. In most cases, SS, BOD, and fecal coliforras are re-
moved almost completely. Phosphorus removal can range from 70% to 99%, de-
pending on the physical and chemical properties of the soils. Nitrogen re-
moval, however, generally is less efficient. Ammonia-nitrogen (NH -N)
present in wastewater is almost completely converted to nitrates (NO ) by a
j \
rapid infiltration system. Nitrates percolating into groundwater used for
drinking, however, can cause health problems. Both ammonia-nitrogen and
nitrates can be removed from wastewater by conventional nitrification/de-
nitrification treatment processes prior to application to a rapid infiltra-
tion system. Denitrification, removal of nitrates by microbial reduction
can be partially accomplished (approximately 50% removal) by adjusting ap-
plication cycles, supplying an additional carbon source, using vegetated
2-101
-------
basins, collecting and recycling the rapid infiltration effluent with
underdrains or collection wells, and/or reducing application rates (USEPA
1981c). If denitrification is not achieved prior to rapid infiltration or
by other special measures, then effluent reaching groundwater potentially
will contain nitrates ranging from 10 to 15 mg/1.
In rapid infiltration systems, little or no consumptive use of waste-
water by plants and only minor evaporation occurs. Because most of the
wastewater infiltrates into the soil, groundwater quality may be affected.
To minimize the potential for groundwater contamination, the WDNR requires
a minimum unsaturated zone below the system of 4 ft. during operation. Due
to the rapid rates of application, the permeability of the underlying
aquifer must be high to insure that the water table will not mound signifi-
cantly and limit the long-term usefulness of the site.
Treatment Prior to Land^ Application
Limitations on discharges to land disposal systems are given in WDNR's
WPUES permit policy documents. The applicable discharge limitations are
summarized as follows:
9 There shall be no discharge to a land disposal system except
after treatment in a sewage treatment system that includes a
secondary treatment process
e The BOD concentration in the discharge to the land disposal
system shall not exceed 50 mg/1 in more than 20% of the
monitoring samples that are required during a calendar
quarter
e The discharge shall be alternately distributed to individual
sections of the disposal system in a manner to allow suffi-
cient resting periods to maintain infiltrative capacity of
the soil.
Wastewater treatment processes evaluated in the Facilities Plan for
use prior to land application systems consisted of preliminary treatment
(bar screen, grit removal, and, for some alternatives, primary sedimenta-
tion), a number of secondary treatment alternatives, and disinfection.
Secondary treatment processes evaluated were oxidation ditch, trickling
filter, aerated lagoon, and RBCs.
2-102
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Several people who testified at the public hearing on the DEIS re-
quested that WDNR institute a moratorium on the construction of seepage
cells in the state. WDNR does not intend to issue'such a moratorium. The
request for the moratorium appears to arise from the misconceptions that a
significant number of seepage cells in Wisconsin have experienced hydraulic
failure, and that serious groundwater contamination will occur below and
downgradient from seepage cell sites.
On 2 December 1983, the WDNR issued a white paper which discusses
seepage cell problems encountered by 10 communities in Wisconsin. This
document is possibly being interpreted to mean that these 10 communities
represent a significant fraction of the operating seepage cells in the
State. Rather, these 10 communities represent a small portion of all muni-
cipal seepage systems in the State. Of the approximately 150 municipal
seepage cells presently operating in the State, less than 10 have experi-
enced hydraulic failure.
As a consequence of the White Paper investigation, WDNR has initiated
more rigorous reviews of proposed seepage cell systems. Extensive and
detailed site investigations are required to be performed in the facilities
planning process. These data are analyzed for each system to determine
whether the proposed system will have adequate hydraulic capacity, will not
significantly degrade groundwater, and will be cost-effective. This more
stringent review procedure has resulted in the rejection of land treatment
options at Stanley, Owen-Withee, Saint Cloud, Crystal Lake Sanitary
District No. 1, and Baldwin.
For Owen-Withee, the WDNR had approved the facilities plan and was
reviewing the engineering plans and specifications when the site was re-
jected. For the Crystal Lake Sanitary District, the system was under
construction when the WDNR became concerned with the suitability of the
site. Then, WDNR demanded a surface water discharge. Saint Cloud,
Baldwin, and Stanley would have been approved had the reviews occurred
prior to 1982.
2-103
-------
The concern that disposal of treated municipal wastewaters on land
would cause serious groundwater contamination is unsupported by data from
existing systems. The WDNR has never documented a situation where the
operation of a municipal seepage cell system has rendered the groundwater
unsuitable for its intended use. Groundwater monitoring data from munici-
pal systems over recent years indicate that the characteristics of the
groundwater will be altered and, for several systems, the chemical changes
(increased ammonia and/or nitrate concentrations, and the dissolved solids)
are approaching unacceptably high levels so that increased monitoring of
the groundwater has been warranted. However, the operation of municipal
seepage cells in the state appear to be having minimal effects on ground-
water quality. Nationally, and in Wisconsin, a number of cases have been
documented of severe groundwater contamination resulting from improper
disposal of industrial or other toxic wastes. These problems should not be
compared with the disposal of treated municipal wastewater via seepage
cells.
In summary, the WDNR does not feel that a moratorium on the construc-
tion of seepage cells for treated municipal wastewater is warranted at the
present time.
Land Suitability
The suitability of a soil for land application is largely dependent on
the depth of the soil, its permeability, the depth to the water table, and
the type of land application system to be utilized. Overland flow treat-
ment is generally suited to soils of limited infiltration rate (i.e., very
low permeability), but requires moderately large amounts of land. Few
soils in the vicinity have the requisite limited permeability for overland
flow. Slow-rate irrigation utilizes soils that have moderate infiltration
rates and sufficient horizontal permeability so that an efficient under-
drainage system can be installed, if necessary. Extensive areas, particu-
larly southwest of Walworth, appear well suited for slow-rate irrigation.
However, due to low application rates, large amounts of land are required
for slow-rate irrigation systems. Rapid infiltration utilizes moderately
coarse to coarse textured soils that are unsaturated to a considerable
2-104
-------
depth. A number of locations in the planning area potentially are well
suited for rapid iinfiltration.
A site screening analysis was conducted by Donohue & Assoc., Inc.
(1981a, 1983a). Criteria used for evaluating slow-rate irrigation sites
for both the east and west planning areas included:
• Provision of secondary treatment and disinfection
• Application rate of approximately two inches per week
• Minimum storage capacity of six months
• Seventy-five percent of the total acreage which is usable
• Provision of a buffer zone of 500 feet for storage lagoon
and 1,000 feet for irrigation area.
Land within a four-mile radius of potential treatment plant locations
was evaluated for suitability of irrigation of cropland. For the east
planning area, no large tracts of suitable soils were identified, and thus
slow-rate irrigation was eliminated from further consideration (Donohue &
Assoc., Inc. 1981a).
For the west planning area, considerable acreage has soils suitable
for slow-rate irrigation. However, negative public comment during prepara-
tion of the Volume 1 Facilities Plan and the previous areawide Regional
,v*
Water Quality Management Plan (prepared by the SEWRPC) ruled out any fur-
ther consideration of effluent irrigation for the west planning area. Pri-
mary objections to use of slow-rate irrigation were potential groundwater
pollution and municipal control of nearly 900 acres of agricultural land
(Donohue & Assoc., Inc. 1983a).
Rapid infiltration was considered for both the east and the west plan-
ning areas. Planning criteria used for preliminary site identification is
as follows:
e Provision of secondary treatment
• Application rate of approximately 26 inches per week
2-105
-------
• Minimum storage capacity of two days
» Provision of a buffer zone of 500 feet for the storage
lagoon and seepage cells
• Provision of multiple cells for adequate dosing and resting
cycles.
Land within a four-mile radius of existing treatment plant locations (Lake
Geneva on the east and Walworth on the west) was evaluated for suitability
for rapid infiltration. Preference was given to sites near these existing
treatment plants.
For the east planning area, a site at the southeast corner of U.S.
Routes 12 and 50 was initially selected for further investigation. No
other potential sites were identified in Volume 2: Treatment Alterna-
tives, East Planning Area (Donohue & Assoc. , Inc. 1981a). For the west
planning area, the E 1/2, NW 1/4 of Section 28 (Rambow Site) was selected
for further analysis. Other sites were not identified in Volume 2: Treat-
ment Alternatives, West Planning Area (Donohue & Assoc., Inc. 1983a). The
existing Fontana seepage basin site was screened out because the WDNR be-
lieved the Fontana system was not working well, and thus had stated the
Fontana seepage system would only be allowed to continue on an interim
basis.
Extensive testing of soils and groundwater conditions at these sites
was conducted to determine if these sites were suitable for rapid infiltra-
tion. Groundwater contamination concerns were important issues for both
sites and had to be adequately addressed by hydrogeological reports.
The east planning area site had soil borings and observation wells
installed (By letter, Patrick D. Reuteman, Giles Engineering Assoc., Inc. ,
to Tom Gapinske, Donohue & Assoc., Inc., 11 May 1982). Field testing of
soil permeability and laboratory testing of grain-size distribution and
permeability was then conducted. The report on soil testing (Giles Engi-
neering Assoc., Inc. 1983) also included estimates of soil permeability
obtained from grain-size distribution curves and logs from soil borings.
The general hydrogeologic conditions, surrounding land use, geologic cross-
2-106
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sections, observation well water levels, and a preliminary site layout are
contained in a seepage cell investigation report (By letter, Paul
Wintheiser, Donohue & Assoc., Inc., to Mark B. Williams, WDNR, 14 July
1982). The proposed land application system layout, preliminary design,
and environmental assessment are provided in Volume 2 - Process Specific
Addendum East Planning Area (Donohue & Assoc., Inc. 1982b). The site bor-
ings indicated that the depth to a limiting soil layer varies from approxi-
mately 10 feet on the south property line to 45 feet in the middle of the
site. The aquatard appears to slope from the west to the east. At one
point near the northwest corner of the property the aquatard depth is at 23
feet depth (11 feet after proposed construction). The easterly line of
soil borings encountered silty and clayey soil material at approximately
860 feet msl (the proposed bottom elevation of the lagoons is 885 feet).
Permeability of soils at the site range from 2.0 x 10~ cm/sec to 9.76
x 10~ cm/sec as determined by the falling-head field percolation test, the
estimated rate based on the amount passing the No. 200 sieve, and the
falling-head method on recompacted laboratory samples.
Groundwater flow in the area appears to be toward the northeast
(Borman 1976). Groundwater elevations appear to slope from the level of
Geneva Lake (864 feet) toward groundwater discharge locations, the White
River and its tributaries. A drainage channel near the east boundary of
the east site appears to be the major groundwater discharge location.
Elevation of the drainageway is approximately 830 feet at the Route 50
culvert. Groundwater elevations measured in observation wells the piezo-
meters at the east site were at ab.out 845 feet, and sloped to the
northeast.
Private wells to the north of Route 50 were identified as likely to be
affected by effluent application at the proposed east end rapid infiltra-
tion site. Three wells are located directly north of the site (one is lo-
cated at an abandoned service station and the other two are located further
to the northeast). Information on what elevation and geologic strata
groundwater is obtained was not available. The drainageway to the east
2-107
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will likely prevent groundwater movement farther east. Movement of infil-
trated effluent to the west would depend on the extent of groundwater
mounding under the site. The Golf Hills Subdivision is located about 3,000
feet west, and the groundwater elevation within the subdivision was deter-
mined by field investigations conducted by Donahue and Associates to be
approximately 880 feet. Thus, in order for groundwater to flow from the
rapid infiltration site to the subdivision, groundwater under the rapid
infiltration site would have to mound above an elevation of 880 feet rasl.
Application of effluent at the east rapid infiltration site poten-
tially would cause mounding of the groundwater. An analysis performed by
the Wisconsin Department of Natural Resources indicated that the expected
groundwater mounding may range from as small as to be nonexistent on a
day-to-day operational basis, to greater than several hundred feet assuming
constant and uniform wastewater application over the entire seepage area
during the 20 year design period. It should be noted that any mounding
greater than 30 feet would mean hydraulic failure for the seepage cells.
Based on expected conditions the groundwater mounding should not exceed 10
to 15 feet under the seepage cells. This mounding would raise the eleva-
tion of the groundwater under the seepage cell site to approximately
860 ft. above mean sea level. Most infiltrated effluent likely would flow
to the northeast, the current flow direction. As previously indicated,
soil borings indicate silty and clayey soil layers exist at an elevation of
approximately 860 feet rasl along the eastern side of the site. The clayey
soil material potentially could retard flow sufficiently so that ground-
water is forced to flow north, east, and west. Concern has been expressed
by local citizens that the site is not suitable for land application and
that use of the site may adversely affect groundwater in the area. An
analysis using the Hantush (Hantush, 1967) groundwater model was performed
by WDNR to determine the increase in groundwater depth at locations 500 ft.
from the seepage cells. The assumptions used predicted a maximum long-term
mound under the seepage cells of about 15 feet. At 500 ft. from the cell,
however, there is no predictable rise in the existing groundwater eleva-
tion. Therefore, flooding of adjacent lands due to groundwater mounding is
not anticipated. This analysis is applicable in any direction relative to
the seepage cell site: this would include the stream and wetland area
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located approximately 500 ft. west of the site, the residences located
between 500 and 700 ft. north of the site and the Golf Hills Subdivision
located approximately 3000 ft. west of the site.
Analyses of groundwater monitoring are, however, based upon parameters
such as soil hydraulic conductivity, depth to water table, time and rate of,
application, and related hydrogeological factors which can vary consider-
ably across the site. The geology of the area is not homogeneous and
therefore an accurate prediction of actual mounding can only be determined
by further modeling after extensive geological investigation of the site.
The west planning area land application site had soil borings conduct-
ed on it in May 1983 (By letter, Michael G. Nielsen, Giles Engineering
Assoc., Inc., to Marie Robinson, Donohue & Assoc. , Inc., 18 May 1983). In
July, test pits were excavated and infiltrometer tests were conducted (By
letter, Douglas L. Weinkauf, Giles Engineering Assoc. , Inc., to Robert
Zook, Donohue & Assoc., Inc., 18 July 1983). Grain-size distribution
curves were constructed on soil samples from both field investigations.
Estimates of permeability calculated from the grain-size distribution
curves and an initial evaluation of the site were provided in an initial
subsurface report (By letter, Alan L. Berg, Donohue & Assoc., Inc. , to
Mark B. Williams, WDNR, 6 June 1983). These analyses were subsequently
published in the Addendum No. 1 to Volume 2, West Planning Area - Walworth/
Fontana (Donohue & Assoc., Inc., 1983b). A final site investigations
report was not prepared because local opposition to land application re-
sulted in a more in-depth evaluation of an oxidation ditch alternative.
The soil borings and the test pits indicated that from the surface, 8
feet of soil material (approximately), is clayey silt to sand silt. Below
this surface material is sand and gravel outwash with occasional cobbles.
This material was encountered at approximately the same depth in three soil
borings and two test pits; thus, it appears to be consistent laterally over
the site. The deepest boring was extended to 30 feet and, at that depth,
had not encountered any layers of restricted permeability.
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The hydraulic conductivity of the surface soils material was deter-
_9
rained empirically and was estimated to be approximately 5 x 10 cm per
second. The infiltrometer tests indicated that the surface soils had an
infiltration rate of less than 1 inch per hour. Below 8 feet the empirical
hydraulic conductivity ranged from 5 x 10~ to 5 xlO~ cm per second. The
infiltration rates below 8 feet ranged from 10 to 26 inches per hour.
Donohue & Assoc. , Inc. (1983b) estimated that the soil material below 8
feet could be designed wth an application rate of 20 inches per week.
Groundwater was encountered in one boring at 26.5 feet below the
ground surface (972 msl). The water table in the area is relatively level
(Borman 1976) and may slope to the north or to the west under the selected
site. The groundwater flow direction is either toward Pottawatomie Creek
to the northeast or to Piscasaw Creek to the west. The complex geology of
the area makes it difficult to conclude what direction the groundwater
actually flows. Piscasaw Creek is at elevation 920 feet near the State
line and is approximately 2.5 miles west of the selected site. The land
surface slopes 20 feet per mile and the groundwater table slopes 8 feet per
mile toward Piscasaw Creek.
The nearest private wells are ^ mile west of the site and other pri-
vate wells are located at ^ mile on the north, east, and south. No infor-
mation was reported on these wells.
Movement of infiltrated effluent from seepage cells on this site would
likely be to the north, to Pottawatomie Creek, and to the west, to Piscasaw
Creek. No analysis of potential mounding of groundwater and its flow paths
has been provided. If the surface soils to a depth of 8 feet were to be
removed, the existing groundwater table would be 18.5 feet below the seep-
age cells. It is unlikely that the mounding would be sufficiently great so
as to result in violations of the regulations with respect to the minimum
depth to groundwater (4 feet at an operating site).
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Reuse
Wastewater management techniques included under the category of
treated effluent reuse may be identified as:
c Public water supply
• Groundwater recharge
• Industrial process uses or cooling tower makeup
• Energy production
e Recreational turf irrigation
• Fish and wildlife enhancement.
Reuse of treatment plant effluent as a public water supply or for
groundwater recharge could present potential public health concerns. No
major industries in the area require cooling water. The availability of
good quality surface water and groundwater and abundant rainfall limit the
demand for the use of treated wastewater for recreational turf irrigation.
Direct reuse would require very costly treatment beyond stringent effluent
limits and a sufficient economic incentive is not available to justify the
expense. Thus, reuse of treated effluent currently is not a feasible
management technique for the study area.
2.3.2.4. Sludge Treatment and Disposal
All of the wastewater treatment processes considered will generate
sludge, although the amount of sludge generated will vary considerably de-
pending on the process. Wastewater sludge is largely organic, but signifi-
cant amounts of inert chemicals are present if phosphorus removal is per-
formed. A typical sludge management program would involve interrelated
processes for reducing the volume of the sludge (which is mostly water) and
final disposal. v'^.
Volume reduction involves both the water and organic content of
sludge. Organic material can be reduced through digestion, incineration,
or wet-oxidation processes. Moisture reduction is attainable through
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concentration, conditioning, dewatering, and/or drying processes. The mode
of final disposal selected determines the processes that are required.
Sludge disposal methods considered in the facilities planning docu-
ments were land disposal of liquid or dewatered sludge. Current disposal
methods include landfilling of liquid sludge, landspreading of liquid
sludge on farms, distribution of dried sludge to residents for private use,
and use of dried sludge as a fertilizer on public land.
Proposed sludge treatment processes considered in the facilities plan-
ning documents (Donohue & Assoc., Inc. 1978a, 1980b, 1981a, 1981b) include
thickening, digestion, and dewatering. Gravity thickening will result in a
sludge with a solids concentration of about 3%. Aerobic digestion will
produce a stabilized sludge with a 4% solids concentration, and anaerobic
digestion will produce stabilized sludge with a 6% solids concentration.
For disposal options involving land disposal of dried sludge, sludge
dewatering may be required. Sludge dewatering can be accomplished with
drying beds or mechanical equipment including belt filters, vacuum filters,
and filter presses. The facilities planning documents considered the use
of belt filters, which will produce sludge cake (dried sludge) with a
20-40% solids concentration.
For disposal options involving land disposal of liquid sludge, sludge
storage facilities are required. For the Lake Geneva WWTP, the Facilities
Plan for the East End considered an earthen lagoon with a 180 day storage
capacity (Donohue & Assoc., Inc. 1981a).
The cost-effectiveness analysis of liquid and dried sludge disposal by
land application presented for the Lake Geneva WWTP in the Facilities Plan
(Donohue & Assoc. , Inc. 1981a) concluded that land application of liquid
sludge was most cost-effective. The facilities planner's recommended
sludge treatment processes for the Lake Geneva WWTP are gravity thickening,
anaerobic digestion, lagoon storage, and land application of liquid
sludge. Lake Geneva has applied for WDNR permits to dispose of liquid
sludge on six sites with a total suitable disposal area of 622 acres
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(Donohue & Assoc., Inc. 1982b). Based on laboratory analysis of the sludge
and general soil conditions in the area, the average annual application
rate allowed under WDNR and USEPA guidelines is 2.4 tons per acre based on
nitrogen loadings, 110 tons per acre based on cadmium loadings, and 60 tons
per acre based on zinc loadings (Donohue & Assoc., Inc. 1982b). Using an
average annual application rate of 2.4 tons per acre, the east planning
area served by the Lake Geneva WWTP would require approximately 288 acres
for annual sludge disposal if the entire Lake Geneva RSSA and the Lake, Como
RSSA were sewered (Donohue & Assoc., Inc. 1982b). Thus, there appears to
be sufficient suitable land to dispose of sludge by land spreading for
sludge generated in the east end of the planning area.
Sludge disposal options considered for the west end WWTPs varied ac-
cording to the alternative treatment processes considered. For the aerated
lagoon treatment option, small amounts of decomposed sludge would accumu-
late in the lagoons and disposal would not be required during the 20-year
design period. For treatment alternatives including RBC trickling filters,
and anaerobic digestion, sludge disposal would involve liquid sludge stor-
age and disposal. For the extended aeration and oxidation ditch treatment
alternatives, solids handling facilities would include liquid sludge stor-
age, belt presses for sludge dewatering, and truck hauling dried sludge to
the final disposal site.
The Facilities Plan initially recommended an aerated lagoon treatment
system for the west end to serve Walworth/Fontana. Sludge disposal was not
a consideration since sludge would not be withdrawn from this plant during
the design period. However, the facilities planner has recently evaluated
utilization of a new oxidation ditch treatment system to serve Walworth/
Fontana. Sludge from this system would be collected in a storage facility,
/
pumped in liquid form into a haul truck, and transported to agricultural
areas for disposal by land spreading.
2.3.2.5. Onsite Treatment Systems
Onsite systems which are feasible for use in the study area are
largely those that are being utilized at the present time. Some modifi-
2-113
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cations of existing designs are suggested to improve operation of the
onsite systems.
Septic tanks presently being installed in the area are considered ade-
quate both in terms of construction and capacity. The continued use of
750-gallon tanks for small residences and 1,000- and 1,500-gallon tanks for
larger residences are recommended. Septic tanks should have an exposed
manhole or inspection port to monitor the contents of the tank. If, during
pumpouts and inspections, certain septic tanks are found to be faulty or
seriously undersized, these tanks would then be repaired or replaced.
\
Seepage beds and seepage trenches (Figure 2-11) currently being in-
stalled in the County have a 20-year design life, although they would
likely function satisfactorily for a considerably longer period. The seep-
age beds commonly installed range in size from 630 square feet (sf) to
1,245 sf for a new single family residence. The size is dictated by the
Wisconsin Administrative Code based on the number of bedrooms and water
using appliances in the residence, and on soil permeability. No changes in
design procedures are anticipated as necessary to provide adequate sewage
treatment. At the present time no reduction in the area of the seepage bed
is allowed by the Wis. Adm. Cd. even though water conservation appliances
may be installed. Existing residences that have failing soil absorption
systems may receive a permit for an addition to an existing soil absorption
system if the system is then sized according to the Wis. Adm. Cd.
Mound soil absorption systems (Figure 2-12) are constructed according
to detailed design standards given in the Wis. Adm. Cd. to overcome limita-
tions of primarily shallow water table but also limited permeability.
Mound systems have pressure distribution systems pressurized by effluent
pumps. The number of mound systems allowed at new residences is limited to
3% of the total number of onsite systems permitted, but is not limited for
existing residences.
A variation of the conventional seepage bed and mound is the in-ground
pressure distribution system (ILHR 83.14). This system is applicable to
coarse-textured soils on small parcels because a reduction in bed area is
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Bui I ding
sewer
r
E'i
i
IT-
r;
m
H
n
i
i
i
3
i
j
Plan
Profile
PRECAST SEPTIC TANK
Solid wall pipe
Sol id wal I pipe
Perforated Pipe
Limits of excavation
Plan
DRAINFIELD
To soil absorption system
/•Sol Id wal I pipe
J^Perforated Pipe
^-Limits of excavation
flan
ORAINBED
Natural backfill
Limits of excavation
Gravel envelop
Figure 2-11. Septic tank/soil absorption system.
-------
NJ
I
Perforated PVC pipe
TopsolI
Bui I ding
sewer
High water alarm switch
Pump
Septic solids
SEPTIC TANK
PUMPING CHAMBER
r
Pipe from pump
t^zmtm
Plan
MOUND
•Perforated pipe
Figure 2-12. Septic tank/pumping chamber mound.
-------
allowed compared to the conventional seepage bed. The in-ground system is
similar in design to a mound system which includes the septic tank, the
pump tank and pump, and the pressurized distribution piping which is
located in a gravel bed built in natural soil. In soils of 0 to 10 minutes
per inch percolation rate, a conventional seepage bed is sized based on 205
square feet per bedroom, while the bed of an in-ground pressure distribu-
tion system is based on 125 square feet per bedroom. This results in a
considerable savings in the disposal area required.
Dry well soil absorption systems currently in use for some structures
would have limited application for some parcels. A total of 17 dry wells
have been installed in selected subdivisions within the RSSAs over the past
12 years. Depth of unsaturated permeable material must be sufficiently
great so as to provide separation from the water table. Dry wells may be
installed only where insufficient area is available for a seepage bed. Di-
ameters of dry wells range from 3 to 13 feet, and the sidewall length is
controlled by the required area.
Blackwater holding tanks may be appropriate for existing residences
whose soil absorption systems fail because the absorption beds lack suffi-
cient area. Components of the system include a low-flow toilet (0.8 gal-
lons per flush), a holding tank for toilet wastes only, and the existing or
upgraded septic tank-soil absorption system for the remainder of the
wastes. When the toilet wastes are diverted from the septic tank-soil
absorption system, that system has an opportunity to function properly.
Significant reductions of organic loads (a 20 to 40% reduction in phos-
phorus loadings and an 80% reduction in nitrogen loadings) to the septic
tank-soil absorption system occur when toilet wastes are excluded. Black-
water holding tanks are recommended if a lot has insufficient area for any
other soil absorption system, and would be utilized in place of holding
tanks. The Wise. Ad. Code has no regular provision for blackwater tanks,-
thus approval must be obtained from the Department of Industry, Labor and
Human Relations (ILHR 63.09[2][b]). . With a 1,000 gallon tank, pumping may
be necessary following every fourth month of occupancy.
2-117 .
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Curtain drains are not strictly a wastewater treatment device, but
can improve the operation of an existing system. The Wis. Ad. Cd.
(IHLR 83.09) has a paragraph on monitoring groundwater levels where arti-
ficial drainage is existing, but does not address artificial drainage for
improving operation of existing systems. In soils with limited vertical
permeability or where upslope drainage is a problem, curtain drains have
been very effective (Personal interview, Steve Martin, Ohio Environmental
Protection Agency, 16 September 1983). The Wisconsin Administrative Code
specifies that there be documentation on the drainage system design and on
the maintenance responsibility of existing drainage tile. Curtain drains
are installed a short distance away from and slightly below the bottom of
the soil absorption system.
The cluster system designates a common soil absorption system and the
treatment and collection facilities for a group of residences. The common
soil absorption system is used because the individual lots are unsuitable
for onsite soil absorption systems. An area of soils unsuitable for a
.common soil absorption system must be available in order to consider this
option. Where offsite treatment is required, cluster soil absorption
systems may be feasible.
The existing septic tanks, with some replacements, are assumed to be
adequate for pretreatment. Septic tank effluent could be conveyed by
small-diameter gravity sewers or pressure sewers to the soil absorption
system sites. A cost-effectiveness analysis could establish which collec-
tion system to use for a particular area. A dosing system is typically
required on large drainfields in order to achieve good distribution in the
field. Where the collection system uses pressure sewers, a separate accu-
mulator tank and lift station is required. The wet well and lift station
on the septic tank effluent gravity sewers can perform that function.
Cluster soil absorption systems are usually designed as three or more
seepage beds, trenches, or mounds. One would be rested for a one-year
period while .the others would be dosed alternately. The soil absorption
systems must be designed based on the requirements of the Wis. Ad. Code.
The trench bottom or bed area requirements are sized in a manner comparable
\
to single family residences.
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Although the present soils information and topography indicate that
cluster soil absorption systems may be feasible in a large number of areas,
further field investigations would be needed before final designs could
proceed. The depth of permeable material must be determined in order to
show that groundwater mounding into the soil absorption system would not
occur.
The operation and maintenance requirements of the system are minimal.
Periodic inspections of the lift stations and the soil absorption systems
are essentially all that is necessary. The septic tanks and the lift
station wet wells would require occasional pumping of solids. Maintenance
of the collection piping is expected to be minimal (Otis 1979). Once a
year, the rested soil absorption system would be rotated back into use and
another one rested. Blockages of the collection systems should occur only
rarely because of the use of clarified effuent. Lift stations are entirely
dependent on a reliable power supply. Thus, only community power outages
will affect operation of the system. Since wastewater generation is also
dependent on power for pumping well water, the potential for serious envi-
ronmental effects are somewhat mitigated.
Holding tanks do not strictly constitute onsite treatment because the
treatment of the wastes still must occur away from the site. Holding tanks
are utilized where soil absorption systems cannot be installed because of
site limitations. Since holding tanks for seasonal residences often are
pumped three or fewer times per year, they can be the most cost-effective
onsite system. Holding tanks must have capacity to store the design volume
of sewage produced at a residence in five days. For typical residences,
the required volume is about 2,000 gallons. Holding tanks are equipped
with pumping connections and high water alarms.
2.3.2.6. Septage and Holding Tank Waste Disposal
Use of a septic system requires periodic maintenance (every 1 to 5
years) that includes pumping out accumulated scum and sludge, called sep-
tage. Septage is a highly variable anaerobic slurry that contains large
quantities of grit and grease; a highly offensive odor; the ability to
2-119
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foam; poor settling and dewatering characteristics; high solids and organic
content; and a minor accumulation of heavy metals. Typical concentration
values for constituents of septage are as follows (USEPA 1980b):
Total solids 38,800 rag/1
BOD 5,000 mg/1
COD5 42,900 mg/1
TKN 680 mg/1
NH 160 mg/1
Tollal P 250 mg/1
Holding tank wastes are relatively dilute as compared to septage, but
are about twice as concentrated as raw sewage. Extended detention times
cause holding tank wastes to become anaerobic and odorous. Assuming that
holding tank wastes have double the concentration of raw sewage, typical
concentration values would be as follows:
Total solids 625 mg/1
BOD 540 mg/1
COD5 1,500 mg/1
TKN 160 mg/1
NO 90 mg/1
Total P 35 rag/1
Septage and holding tank wastes disposal regulations have been estab-
lished mainly in states with large concentrations of septic tanks. Wiscon-
sin has established rules regarding disposal of liquid septage and holding
tank wastes particularly concerning waste disposal on land. General meth-
ods of septage and holding tank wastes disposal include:
• Land disposal
• Biological and physical treatment
• Chemical treatment
• Treatment in a wastewater treatment plant.
Land Disposal
Two basic types of land disposal utilized for septage and holding
tank wastes are:
• Methods which optimize nutrient recovery, such as applica-
tion of liquid wastes to cropland and pastures
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• Methods of land application in which there is no concern for
recovery of nutrients in the liquid wastes, such as land-
filling.
Septage can be considered a fertilizer because of its nutrient value
when applied to soil. Nitrogen, phosphorus, and micronutrients are con-
tained in septage. The septage application rate usually is dependent upon
the amount of nitrogen available to the crop. The die-off of pathogens
(harmful bacteria and viruses) in septage which is surface spread is
quicker than that of pathogens in septage injected into the soil. Where
septage is incorporated into the top three inches of soil, generally 99% of
all pathogens will die off within one month (Brown and White 1977).
Advantages of direct cropland application of septage and holding tank
wastes are: the recycling of nitrogen and phosphorus; the low technology,
maintenance, and cost of the system; and the rapid destruction of patho-
genic organisms. Disadvantages include possible odor and water quality
problems if the wastes are not spread properly, and the difficulty (and
possible inability) to apply wastes when the ground is very wet.
Spreading septage and holding tank wastes on the land surface should
be accomplished according to the requirements of the State of Wisconsin.
The amount applied should be dependent on the type of waste (septage or
holding tank) disposed because the concentrations of constituents in sep-
tage are about five times those of holding tank wastes. Nuisance condi-
tions attributed to surface spreading can be minimized by subsurface injec-
tion. The WDNR regulations concerning surface spreading of liquid wastes
on soils include:
« Depth to bedrock or high groundwater must be at least 36
inches
• Disposal is not permitted on land used during the current
growing season for pasturing livestock or for vegetables
intended for human consumption, or on land used for growing
forage crops during the eight weeks preceding harvest
• Disposal is not permitted on land with greater than 12%
slopes
2-121
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• Disposal on land with 6 to 12% slopes is limited to areas
greater than 500 feet upgrade from a drainageway
e Disposal on land with 0 to 6% slopes is limited to areas
greater than 200 feet upgrade from a drainageway
e Disposal is limited to areas greater than 50 feet from any
property line
• Disposal is limited to areas greater than 200 feet from a
potable water well or reservoir
• Disposal is limited to areas greater than 1,000 feet from a
residence or area frequented by the public (500 feet if
written permission is obtained from the owner)
• The rate of disposal shall not. exceed 30 gallons per 100
square feet per day.
The regulations are slightly different if liquid wastes are immediate-
ly plowed or knifed in. Distances from a residence then may be 500 feet,
and distances from a drainageway may be 100 feet (on land with 0 to 6%
slopes).
Extensive acreage in Walworth County is suitable for application of
septage and holding tank wastes. During certain periods of the year,
though, field access may be limited by heavy rainfall, deep snow cover, or
frozen ground. Graveled access road can be and are used during these
periods, though runoff of wastes to streams during these times is likely.
Biological and Physical Treatment of Septage
Septage may be treated biologically in anaerobic lagoons, aerobic la-
goons, or digesters. Some advantages of aerobic treatment are the reduc-
tion of the offensive odor of septage; production of a sludge with good
dewatering characteristics; and production of a supernatant with a lower
BOD,, than anaerobic supernatants. The major disadvantage of aerobic treat-
ment compared to anaerobic treatment is the higher operation and mainten-
ance cost. Advantages of anaerobic treatment systems are stabilization of
organic solids from waste material; relatively low operating and mainten-
ance costs. A disadvantage of anaerobic treatment is the high BOD of the
effluent and the potential for creating nuisance odors.
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Chemical Treatment of Septage
Treatment of septage by adding chemicals is used to improve dewater-
ability, reduce odors, or kill pathogens. Chemical treatment processes in-
clude addition of coagulants, rapid chemical oxidation, and lime stabili-
zation.
Some advantages associated with chemical treatment of septage are:
• A good reduction in the concentration of pollutants can be
achieved
• Dewaterability of septage is improved so the waste can be
dewatered on sand beds
• Effective control of pathogenic organisms is possible.
Disadvantages of chemical treatment of septage are:
9 High costs are usually associated with chemical treatment,
and in many instances these alternatives are only feasible
where relatively large quantities of septage are produced
• Large quantities of chemicals are needed
• A relatively high level of technology is needed.
Wastewater Treatment Plant
Holding tank wastes can be disposed of in any kind of sewage treatment
plant since the characteristics of the wastewaters are similar. Special
care must be exercised during discharge of holding tank wastes into the
treatment plant, because holding tank wastes are anaerobic and odorous.
Septage can be adequately treated at a properly operated WWTP. Both
activated sludge or fixed media-type plants (trickling filters or RBCs) are
used to treat septage. Septage can be discharged into the liquid stream or
sludge stream. Since septage is handled as a slurry, possible addition
points at a WWTP are the upstream sewer, the bar screen, the grit chamber,
the primary settling tank, or the aeration tank. Discharge into the up-
stream sewer allows solids to settle out of the sewer, particularly at per-
iods of low flow.
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Septage can be treated easily at WWTPs that feature long detention
times, such as facultative lagoons, aerated lagoons, or oxidation ditches.
These plants are less susceptible to upsets from shock loadings, and can
easily accommodate septage as long as the additional organic load was
included in the plant design.
Points where septage can be added to sludge handling processes include
the aerobic and anaerobic digester, the sludge conditioning process, or
sand drying beds. Septage added to a WWTP at 2% or less of the total flow
will have little impact on the treatment processes.
The advantages of treating septage in a WWTP are:
• Septage is diluted with wastewater and treated
• Few aesthetic problems are assocated with this type of
septage handling
• Skilled personnel are present at the plant site.
The disadvantages of septage disposal at a WWTP are:
• A shock effect can occur in the unit processes of the WWTP
if septage is not properly introduced into the wastewater
flow
• Additional equipment and facilities prior to treatment are
required for separation, degritting, and equalization of the
wastes.
Septage disposal alternatives adequate for this study area probably
are limited to land application, because the potential of upsetting sewage
or sludge treatment processes within a treatment plant is considerable.
Holding tank wastes, on the other hand, can safely be treated within a sew-
age treatment plant. Thus, the option of treating holding tank wastes at
various sewage treatment plants should be investigated further.
i
2.3.3. Development and Screening of Preliminary Alternatives
A number of wastewater management alternatives were explored in the
Facilities Planning documents. These in turn were based on alternatives
developed by SEWRPC in the 1978 Regional Sanitary Sewerage Plan for South-
2-124
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eastern Wisconsin. The alternatives presented in SEWRPC (1978) consisted
of combinations of sub-regional centralized collection and treatment sys-r
terns designed to serve the entire 1990 population within the SEWRPC service
area. No consideration was given to continued use of existing onsite
systems. A summary of the SEWRPC regional alternatives is presented in
Table 2-29.
Table 2-29. Sources of regional WWTP alternatives presented in SEWRPC
(1978).
Total
SEWRPC
Alternative
East End
1
2
West End
1
2
3
No.
2
1
3
2
1
WWTPs
Location
Lake Geneva, Como
Lake Geneva
Fontana, Walworth, Williams
Walworth, Williams Bay
Walworth
Present Worth
Cost Ranking a
lb
2
Bay 1
2.
3b
Notes:
alncluding construction and O&M costs for WWTPs and interceptors (includ-
ing pumping stations) only. Does not include collector costs which
would be the same for each alternative.
Recommended SEWRPC alternative.
Volume 1 of the Facilities Plan (Donohue & Assoc. , Inc. 1978a)
includes an evaluation of regional wastewater management alternatives for
the SEWRPC service area. Alternatives were developed based on the assump-
tion that all present and future wastewater flows, except for the Playboy
Resort (now Americana) and Kikkoman Foods, both of which have their own
WWTPs, would be treated at the proposed regional WWTPs. Continued use of
onsite systems was not considered.
The alternatives consisted of combinations of upgrading and expansion
of existing WWTPs or construction of new WWTPs located at Lake Geneva,
Fontana, Walworth, and Williams Bay. A summary of the alternatives in-
cluding the sub-regional service area of each WWTP and a ranking of the
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Table 2-30. Summary of regional WWTP alternatives presented in Facilities Plan Volume 1 (Donohue & Assoc., Inc. 1978a).
Alternative
(No Action)
II
11-A
II-B
II-C
III
WWTP
Location
Lake Geneva
Fontana
Walworth
Williams Bay
Interlaken
Lake Geneva
Como
Fontana
Walworth
Williams Bay
Lake Geneva
Fontana
Walworth
Williams Bay
Lake Geneva
Fontana
Walworth
Williams Bay
Lake Geneva
Fontana
Williams Bay
Walworth
Lake Geneva
Wai worth/ Fontana
Williams Bay
Construction
None
None
None
None
None
Upgrade/expand '
New
Upgrade/expand
New
Upgrade/expand
Upgrade/ expand
Upgrade/expand
New
Upgrade/expand
Upgrade/ expand
Upgrade/ expand
New
Upgrade/expand
Upgrade/ expand
Upgrade/expand
Upgrade/ expand
New
Upgrade/ expand
New
Upgrade/ expand
Discharge
White River
Seepage lagoon
Plscasaw Creek
Seepage lagoon
Soil absorption
White River
Como Creek
Land application
Piscasaw Creek
Seepage lagoon
White River
Land Application
Piscasaw Creek
Seepage lagoon
White River
Land Application
Piscasaw Creek
Seepage lagoon
White River
Shore Seepage
lagoon
Piscasaw Creek
White River
Piscasaw Creek
Seepage lagoon
Service Area
City of Lake Geneva
Vil. of Fontana
Vil. of Walworth
Vil. of Williams Bay
Interlaken
C Lake Geneva, SE Shore Geneva Lake
N&S Shores, Lake Como, Interlaken
V Fontana, Fontana S Shore
V Walworth
V Williams Bay, E Williams Bay
C Lake Geneva, SE Shore Geneva Lake,
N&S Shore Lake Como, Interlaken
V Fontana, Fontana S Shore
V Walworth
V Williams Bay, E. Williams Bay
C Lake Geneva, SE Shore Geneva Lake
V Fontana, Fontana S Shore
V Walworth
V Williams Bay, E. Williams Bay,
N&S Shores, Lake Como, Interlaken
C Lake Geneva, SE Shore Geneva Lake,
N&S Shores Lake Como, Interlaken
V Fontana, Fontana S Shore
V Williams Bay, E Williams Bay
V Walworth
C Lake Geneva, SE Shore Geneva Lake,
N&S Shores Lake Como, Interlaken
V Walworth, V Fontana, Fontana S Shore
V Williams Bay, E Williams Bay
Total
Present Worth.
Cost Ranking
N/A
-------
Table 2-30 (Continued)
III-A Lake Geneva Upgrade/expand White River C Lake Geneva, SE Shore Geneva Lake,
NYS Shores Como Lake, Interlaken
Walworth New Pi seasaw Creek V Walworth, V Fontana, V Williams Bay,
E Williams Bay, Fontana S Shore
IH-B Lake Geneva Upgrade/expand White River Entire service area
Notes:
a
See Table 2-31 for subdivisions included in subregional service areas.
Total present worth cost (initial and future capital costs, O&M costs, minus salvage value) ranking Includes
costs for WWTP and interceptors only. Collector sewers are not included because they are the same for each
Alternative.
-------
total present worth costs are presented in Table 2-30. A breakdown of the
subdivisions included in each sub-regional service area is presented in
Table 2-31.
These alternatives were evaluated based on cost-effectiveness, envi-
ronmental impacts, flexibility, and implementability. Alternative III-A
was the recommended alternative and includes upgrading and expansion of the
existing Lake Geneva WWTP to serve the east end of the service area, and a
new WWTP at Walworth to serve the west end of the service area.
In Volume 2 of the Facilities Plan, WWTP design and effluent disposal
alternatives were evaluated for the regional WWTPs proposed in Volume 1.
The discussion is presented in two documents: one for the east end
(Donohue & Assoc. , Inc. 1981a), and another for the west end (Donohue &
Assoc., Inc. 1981b, 1983a). The Volume 2 documents also included a dis-
cussion of the existing onsite systems in the planning area, and presented
an evaluation of the costs to upgrade the onsite systems or construct
cluster systems for these areas as alternatives to centralized collection
and treatment at WWTPs. The analyses also includes a comparison of small
diameter gravity, and pressure sewers as alternatives to conventional
gravity collector sewers in the unsewered area. Alternatives developed for
the Lake Como Beach Area were used as a "case study" to screen out high
cost onsite and collection alternatives. The ranking of the total present
worth costs for the alternatives evaluated for the unsewered areas are
presented in Table 2-32.
The results of the evaluation indicate that upgrading of onsite sys-
tems 10 years old or older with new septic tanks and soil absorption sys-
tems or mounds for 60% of existing residence (a very conservative design
assumption) is the most cost-effective alternative for wastewater manage-
ment for all the unsewered areas except the south shore of Lake Como.
However, upgrading of onsite systems was rejected for a number of unsewered
areas because general site conditions in the area were deemed not suitable
for onsite systems due to unquantified factors, such as: steep slopes,
poor soils, numerous problems with existing onsite systems, high ground-
\
water, and small lots. For these areas the wastewater management alterna-
2-128
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Table 2-31. Breakdown of sub-regional service areas and general areas
by subdivision (Donohue & Assoc., Inc. 1978a)
City of Lake Geneva
Village of Fontana
Village of Williams Bay
Village of Waiworth
SE Shore Geneva Lake
(Sub-regional Service Area)
Southeast Shore Area
Lake Geneva Beach
Trinke Estates
Robinsons
Robinsons Hillside
Birches-Genevista Area
Genevista
Lake Geneva Terrace
Lawrence's Addition
Lakeview Park
The Birches
Edgewater Terrace Area
Edgewater Terrace
Lake Geneva Highlands
East Williams Bay
(Sub-regional Service Area)
Cisco Beach Area
Cisco Beach
Ara Glen
Rowena Park
Sylvan Trail Estates
Sunset Hills Area
Sunset Hills
Sunset Hills Shores
Elgin Club
Odden Park
S. B. Chapin
Lake Geneva Knoll
Fontana South Shore
(Sub-regional Service Area)
Shore Haven - Camp Sybil Area
Camp Sybil
Shore Haven
Oak Shores
Chicago Club
Lake Geneva Club
Academy Estates Area
Northwestern Academy
Academy Estates
Maple Hills Area
Maple Hills
N Shore Lake Como
(Sub-regional Service Area)
Lake Como Beach Area
Lake Como Beach
S Shore Lake Como
(Sub-regional Service Area)
Consumers Company Area
Consumers Company
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Table 2-32. Facilities Plan ranking of total present worth costs for
wastewater management alternatives serving currently unsewered
areas. (Donohue & Assoc., Inc. 1983a)
Ranking of
Present Worth
General Area
Lake Corao Beach Area
Alternatives
Individual ST-SAS1"
Individual mound
Individual holding tanks
Conventional gravity sewers
Small diameter gravity sewers
Grinder pump low pressure sewers
Septic tank efflunt pump low
pressure sewers
Cluster mound
Cluster holding tanks
Costs
1
2
3
4
5
6
7
8
9
Southeast Shore Area
Individual ST-SAS
Conventional gravity sewers
Individual mounds
Cluster mound
Individual holding tanks
1
2
3
4
5
Birches - Genevista Area
Individual mounds
Individual holding tanks
Conventional gravity sewers
Cluster mound
1
2
3
4
Edgewater Terrace Area
Individual mounds
Conventional gravity sewers
Individual holding tanks
Cluster mound
1
2
3
4
Shore Haven -
Camp Sybil Area
Individual mounds
Conventional gravity sewers
Cluster mound
Individual holding tanks
1
2
3
4
South Shore Lake Como
Conventional gravity sewers
Individual mounds
Cluster mound
Individual holding tanks
1
2
3
4
Cisco Beach Area
Individual mounds
Conventional gravity sewers
Individual holding tanks
Cluster mound
1
2
3
4
Sunset Hills Area
Individual mounds
Individual holding tanks
Conventional gravity sewers
Cluster mound
1
2
3
4
See Table 2-31 for subdivisions in each general area.
Ranking of total present worth costs over 20 years. Including initial
capital, future construction, and O&M costs minus salvage value.
"ST-SAS: Septic tank soil absorption system.
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tive was selected based on a comparison of the total present worth costs of
cluster systems and centralized collection with treatment at a WWTP.
Only conventional gravity sewers were considered in the analysis based
on the results of the Lake Como Beach Area "case study" which indicated
that this was the most cost-effective collection alternative.
The Facilities Plan recommended wastewater management alternatives for
the unsewered areas within the SEWRPC Service Area are presented in
Table 2-33. Upgraded individual onsite systems or cluster mounds were
recommended for a number of areas previously identified for service with
centralized collection and treatment in the SEWRPC and Facilities Plan
Volume 1 documents. Based on this evaluation, a revised sewer service area
(RSSA) was delineated which includes the areas presently sewered and the
areas recommended for sewering in the Facilities Plan Volume 2 documents
(Figure 1-3). The areas within the SEWRPC sewer service area (SSA) but
outside the RSSA were excluded from further planning considerations in
facilities planning and this EIS.
After publication of the preliminary Draft of Volume 2 for the west
end of the planning area (Donohue & Assoc. , Inc. 1981b), the Village of
Williams Bay rejected the regional WWTP concept recommended in the Volume 1
document because it would significantly increase their annual cost over
operation of their existing WWTP. Addendum 1 to Volume 2 - for the Lake
Geneva West Planning Area (Donohue & Assoc., Inc. 1983b) reevaluated the
cost of upgrading the existing Williams Bay WWTP and a new Walworth/
Fontana WWTP compared to the Volume 1 regional WWTP. Based on this analy-
sis, the sub-regional concept providing two WWTPs for the west end (up-
grading the existing Williams Bay WWTP and construction of a new sub-
regional WWTP to serve Walworth/Fontana) was recommended in the final Draft
of West End Volume 2 (Donohue & Assoc., Inc. 1983a).
This document also included a reevaluation of the cost-effectiveness
of maintaining separate wastewater treatment facilities for the Interlaken
Resort, Kikkoraan Foods, and the Christian League for the Handicapped. In
all three cases, it was originally recommended that these facilities main-
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Table 2-33. Facilities Plan Volume 2 recommended wastewater management
alternative for unsewered areas. (Donohue & Assoc., Inc. 1983a)
Sub-regional Area/
General Area
SE Shore Geneva Lake
Southeast Shore Area
Birches - Genevista Area
Edgewater Terrace Area
Facilities Plan
Recommended Alternative
Conventional gravity sewers
Cluster mounds
Cluster mounds
SW Shore Geneva Lake (Fontana South Shore)
Shore Haven - Camp Sybil Area Conventional gravity sewers
Academy Estates Area Conventional gravity sewers
Maple Hill Area Individual mounds
NW Shore Geneva Lake (East Williams Bay)
Cisco Beach Area
Sunset Hills Area
Conventional gravity sewers
Individual mounds or
small cluster mounds
N Shore Lake Como
Lake Como Beach Area
Conventional gravity sewers
S Shore Lake Como
Consumers Company Area
Individual mounds or
small cluster mounds
a
See Table 2-31 for breakdown of subdivision included in each area.
Includes treatment at regional WWTP.
2-132
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tain their own individual wastewater treatment facilities for the 20 year
planning period. The Facilities Plan has now been revised to conclude
that the Interlaken Resort and the Christian League should maintain their
own facilities. Kikkoman Foods will discharge its sanitary and process
wastewaters to the Walworth/Fontana Treatment System.
The wastewater treatment processes and disposal alternatives evaluated
for the new east end WWTP, located at Lake Geneva, and the new west end
WWTP, located at Walworth/Fontana, included a number of secondary processes
with surface water and land disposal. The WWTP alternatives were evaluated
and the ranking of the total present worth costs are presented in
Table 2-34. The recommended WWTP alternatives were:
o Lake Geneva Regional WWTP - upgrade and expand existing
trickling filter WWTP with land disposal at new seepage cell
site
• Walworth/Fontana WWTP - construct new aerated lagoon WWTP
with land disposal at new seepage cell site
• Williams Bay WWTP - upgrade and expand existing activated
sludge WWTP with land disposal at existing seepage cell
sites.
The upgrade and expansion of the existing trickling filter WWTP ,was
recommended over the lower cost new aerated lagoon WWTP for the Lake Geneva
plant because the costs were very close (within 1%) ; the upgrade alterna-
tive has a lower annual operation and maintenance cost, making it less
susceptible to inflation; and future expansion of the aerated lagoon would
require purchase of additional land.
2.4. Description of Final Alternatives
Three system alternatives for providing wastewater treatment for the
RSSAs are described in this section. The alternatives include: No Action;
the Facilities Plan Recommended Alternative (FPRA), which consists of pro-
viding centralized collection and treatment for all portions of the RSSAs;
and the EIS Alternative, which consists of providing management of onsite
systems for currently unsewered portions of the RSSAs and centralized
collection and treatment for portions of the RSSAs currently sewered.
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These alternatives and their associated costs are described in the follow-
ing sections. All costs are based on third-quarter (September) 1982 costs.
Table 2-34. Alternative treatment processes, disposal methods and ranking
of total present worth costs for Facilities Plan Volume 2
WWTP alternatives.
Ranking
of Total
Alter-
natives
Treatment
Process c
Effluent
Disposal
Lake Geneva Regional WWTP
I Extended aeration
II Rotating biological contactor
III Two-stage activated sludge
IV Trickling filter/activated sludge
V Trickling filter
VI New aerated lagoon
Walworth-Fontana WWTPb
I Extended aeration
II Trickling filter/activated sludge
III Oxidation ditch
IV Trickling filter
V Aerated lagoon
VI Rotating biological contactor
Williams Bay WWTPC
- Activated sludge
White River
White River
White River
White River
Land application
Land application
Piscasaw Creek
Piscasaw Creek
Land application
Land application
Land application
Land application
Land application
Present
Worth Costs
4
6
5
3
2
1
5
6
3
2
1
4
Upgrade/expand existing Lake Geneva WWTP Alternatives I-V (Donohue &
Assoc., Inc. 1981a). Now WWTP for Alternative VI (Donohue & Assoc., Inc.
1982b).
New WWTP (Donohue & Assoc., Inc. 1983b).
CUpgrade/expand existing WWTP (Donahue & Assoc., Inc. 1983b).
2.4.1. No Action Alternative
The no action alternative implies that neither USEPA or WDNR (except
on an individual basis through the Wisconsin fund where eligible individual
onsite systems can be funded through NR 128.30) would provide funds to
build, upgrade, or expand existing wastewater treatment systems.
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Wastewater would continue to be treated by existing WWTPs and existing
onsite systems. Each individual community would be responsible for improv-
ing operations and for making any necessary non-structural process adjust-
ments to maintain permitted treatment levels throughout the 20-year design
period. County sanitarians would continue to be responsible for permitting
and regulating existing onsite systems, and would continue to require
replacement or repair of obviously failing systems in unsewered areas. A
description of the no action alternative for each WWTP and for the un-
sewered areas is presented below.
Lake Geneva WWTP
As described previously, the existing Lake Geneva WWTP has an average
design capacity of 1. 1 mgd and generally is in satisfactory operating con-
dition. However, it regularly fails to meet effluent limitions for total
phosphorus under current (interim) permit requirements. The projected year
2005 average daily (summer) design wastewater flow for the existing Lake
Geneva WWTP service area is 1.737 mgd. With no action, the existing facil-
ities would not be able to provide treatment to meet final (1986) WPDES
permit requirements. Without Federal or State funding, construction of new
and/or upgraded facilities potentially would place a financial burden on
the local community. Therefore, the community probably would continue to
operate the existing WWTP for several years without major improvements. At
some point prior to year 2005, increased flows would overload the plant,
potentially causing backups and overflows of sewage both in the collection
system and at the WWTP site. The WWTP would continue to discharge, with
increasing frequency, an effluent of lower quality that would not meet per-
mit requirements into the White River. Ultimately, WDNR would take en-
forcement action forcing the Village to upgrade their existing facilities
or construct new facilities as necessary to meet WPDES permit requirements.
Williams Bay WWTP
The existing Williams Bay WWTP has an average hydraulic design capac-
ity of 0.786 mgd. Some portions of the plant are in poor structural condi-
tion and the plant has experienced hydraulic problems. The existing plant
generally meets the BOD effluent requirements for land application, but has
2-135
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exceeded the limit on occasion. Hydraulic problems reportedly cause the
plant to overflow and discharge partially treated sewage to Southwick Creek
(which flows to Geneva Lake) in violation of the WPDES permit.
The projected year 2005 average daily (summer) design wastewater flow
for the existing service area is 0.692 mgd, which is less than the existing
WWTP design capacity. However, because of hydraulic limitations at the
plant, it is likely that overflows would continue occasionally in violation
of the WPDES permit. In addition, the aging condition of the WWTP struc-
tures and equipment make it likely that the plant would require a major
renovation and, perhaps, that additional seepage lagoon area would be re-
quired to adequately serve the wastewater treatment needs of the existing
service area over the 20-year design period. If USEPA or WDNR do not pro-
vide funding, the Village eventually may be required to undertake the reha-
bilitation and expansion on its own.
Fontana WWTP
The existing Fontana WWTP has an average daily design capacity of 0.9
ragd and a peak daily capacity of 1.8 mgd. The WWTP currently is operating
satisfactorily, but portions of the WWTP are 25 years old. A new seepage
lagoon at the WWTP appears to be operational, but the old lagoon has exper-
ienced problems. The projected year 2005 average daily (summer) design
wastewater flow for the existing service area is 0.815 mgd, which is less
than the existing WWTP design capacity. If the facilities were new, they
probably would operate satisfactorily over the design period. However,
with no action taken it is likely that the older portions of the WWTP would
require major structural and mechanical renovation and that additional
seepage lagoon area would be required to adequately serve the wastewater
treatment needs of the service area over the 20-year design period. If
USEPA or WDNR does not provide funding, the Village may be required to
finance WWTP improvements on its own.
Waiworth WWTP . v
The existing Walworth WWTP has an average daily design capacity of
0.15 mgd. Flow to the WWTP currently exceeds its design capacity, and some
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portions of the WWTP are in poor structural condition. The projected year
2005 average daily (summer) design wastewater flow for the existing service
area is 0.278 mgd. The WWTP and polishing lagoon system currently is dis-
charging an effluent of a quality consistent with its design, but it will
not be able to meet future effluent requirements without major structural
improvements. If the no action alternatives were implemented by USEPA and/
or the WDNR, these needed improvements would have to be financed solely by
the Village of Waiworth.
Onsite Systems
Wastewater would be treated by existing onsite systems, and no new on-
site facilities would be built except to replace obviously failed systems.
This EIS assumes, however, that County sanitarians would continue responsi-
bility for ensuring that failing existing systems are upgraded according to
DILHR standards. The need for improved wastewater management around Geneva
Lake and Como Lake is not well documented. The number of onsite systems
experiencing serious or recurrent malfunctions is small.
Under the no action alternative, local health authorities will con-
tinue to have inadequate information with which to identify failing systems
and to design onsite system repairs appropriate to the problems and their
causes. They are unlikely to have the time, personnel, or monitoring ca-
pabilities necessary to be able to specify innovative attempts to solve all
problems. The result will be an increasing number of holding tanks on
small lots and on lots with high groundwater. If no action is taken, exis-
ting onsite systems in the study area potentially would continue to be used
in their present condition. Although some replacement systems would be
funded by WDNR, new and some replacement systems would be financed solely
by their individual owners.
2.4.2. Facilities Plan Recommended Alternative
The Facilities Plan recommended alternative (FPRA) includes construc-
tion of collection sewers and interceptors in nearly all currently unsew-
ered areas within the RSSAs, upgrading of the Lake Geneva WWTP to serve the
east end of the planning area, upgrading of the Williams Bay WWTP, and
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construction of a new WWTP at Walworth to serve the west end planning area
communities of Walworth and Fontana. The existing Fontana WWTP and Wal-
worth WWTP would be abandoned. Location of the proposed collection and
treatment facilities for the FPRA are presented in Figure 2-13. The facil-
ities proposed for construction as the FPRA are described in the following
paragraphs.
Collectors and Interceptors
For the FPRA, conventional gravity collection sewers are proposed, but
not costed, for collection of wastewater in the unsewered areas of the
RSSAs. Conventional gravity sewers were selected based on cost-effective-
ness analyses presented in the facilities planning documents. Gravity col-
lection sewers and interceptors consisting of gravity sewers, pumping sta-
tions and force mains are proposed. The interceptors were sized by the
facilities planner for a 50-year design period. The estimated cost of con-
structing and operating collection sewers for certain subdivisions within
the RSSAs as proposed in the FPRA (Table 2-35) is listed in Table 2-36.
Table 2-35. Subdivisions to be served by centralized wastewater collection
and treatment facilities in the FPRA.
Lake Geneva Waiworth/Fontana Williams Bay
WWTP WWTP WWTP
City of Lake Geneva Village of Walworth Village of Williams Bay
Lake Como Beach Sub. Village of Fontana Northwest shore
Cisco Beach Sub.
Southeast shore Southwest shore Ara Glen Sub.
Lake Geneva Beach Sub. Camp Sybil Sub. Rowena Park Sub.
Trinke Estates Sub. Shore Haven Sub. Sylvan Trail
Robinson's Sub. Oak Shores Sub. Estates Sub.
Robinson Hillside Sub. Chicago Club Sub.
Lake Geneva Club Sub.
Northwestern Academy
Academy Estates Sub.
Maple Hills Sub.
The cost to the individual homeowner to construct the connection to the
system (approximately $1,000) is not included in the costs. The use of
onsite wastewater treatment systems would be discontinued in the subdivi-
sions served by sewers. All future residences in the RSSAs would be served
by the central gravity collection systems.
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LEGEND
m
D
X
X
s
Study area boundary
Como Lake RSSA
Geneva Lake RSSA
Williams Bay RSSA
Walworth RSSA
Fontana RSSA
Area proposed for new Interceptors
Existing pumping station to be upgraded
Existing WWTP to be upgraded
Existing WWTP to be abandoned
Seepage cell to be abandoned
Existing seepage cell site
Proposed WWTP
Proposed seepage cell site
Proposed interceptor
Proposed force main
Proposed pumping station
RSSA boundary
Figure 2-13. Location of wastewater collection and treatment facilities for the Facilities Plan Recommended Alternative.
-------
Lake Geneva WWTP
The FPRA proposes to serve the City of Lake Geneva, the Lake Como
Beach Subdivision, and the southeast shore of Geneva Lake. The WWTP would
be designed to handle an average daily (summer) flow of 2.13 mgd, and a
peak daily flow of 5.2 ragd.
Table 2-36. Estimated cost of collection sewers and interceptors for
certain subdivisions within the RSSAs, as proposed in the
FPRA (see Appendix F of the Draft EIS)
Initial Annual Construction Salvage
Item Capital O&M 10th Yr. Value
Collection Sewers
Lake Como (Geneva Town)c $9,272,500 $13,000 $151,300 $4,749,750
Southeast Shore (Linn Town)C 1,313,300 6,300 812,500 1,266,000
Southwest Shore (Linn Town)d 679,750 3,600 - 339,900
Northwest Shore (Linn Town)6 723,300 4,200 67,500 412,300
Interceptor
Lake Como Beach0 2,031,250 440 - 1,216,690
Southeast ShoreC 1,463,710 3,290 - 876,220
Southwest Shored 640,850 290 - 385,530
Northwest Shore6 552,370 860 - 330,460
Total $16,677,030 $31,980 $1,031,300 $9,576,850
aUpdated to the third quarter 1982 (see Table F-5, Appendix F of the Draft EIS).
See Table 2-35 for a list of subdivisions proposed for collector sewers.
CTo Lake Geneva WWTP.
To Walworth/Fontana WWTP.
6To Williams Bay WWTP.
For the upgraded WWTP, approximately 50 feet of existing interceptor
sewer will be relaid to accommodate a new raw wastewater pump station (Fig-
ure 2-14). Wastewater will flow by gravity through a new mechanical bar
screen, and a manual bar screen also will be provided for backup. A new
grit chamber will separate heavier grit from lighter organic matter. Grit
accumulating in the bottom of the grit chamber will be pumped out period-
ically and transported by truck to a sanitary landfill.
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UPGRADE TRICKLING
FILTER WITH COVER
AND NEW MEDIA
108 YEAR FLOOD
ELEVATION 831.6-
i ABANDON
i PRIMARY
CLARIFIER
ABANDON ' •
TRICKLING-.'.
FILTER •••
ABANDON
SECONDARY
CLARIFIER —
ABANDON
SECONDARY
CLARIFIER
CONVERT CHLORINE
CHAMBER TO EFFLUENT
PUK1 STATION
UPGRADE
DIGESTER
EQUIPMENT—
Figure 2-14. Expanded facilities for the Geneva Lake WWTP as proposed in the FPRA
(Donohue & Assoc.j Inc. 1982b).
-------
Following grit removal, wastewater will flow by gravity to a new raw
wastewater pumping station. Six constant speed, submersible pumps will
\
handle the anticipated flow. The wastewater will be metered using a mag-
netic flow meter and then transported to a new 55-foot diameter primary
clarifier.
Primary effluent will then flow by gravity to a renovated 88-foot dia-
meter trickling filter. A fiberglass domed cover will be used to enhance
treatment efficiencies during cold weather. A new distribution arm and
larger piping will increase hydraulic capacity of the filter. The trick-
ling filter will utilize 6-foot deep plastic media instead of the existing
rock media.
Trickling filter effluent will flow by gravity to a new secondary
clarifier. The existing raw wastewater pump station will be used to recy-
cle trickling filter effluent back to the filter influent, which will main-
tain optimum hydraulic loadings to the filter, enhance treatment, and meet
NR 110 code requirements.
One 70-foot diameter secondary clarifier will replace two existing
clarifiers, because the existing units are too small and shallow and have
mechanical and structural problems. Clarified secondary effluent will flow
by gravity to the existing chlorine contact chamber, which will be convert-
ed into an effluent pump station. Four vertical turbine pumps will trans-
port effluent to a 2.8 million gallon dosing lagoon at the rapid infiltra-
tion site through a 21-inch diameter, 7,250-foot force main.
The rapid infiltration system will be located near the STH 50 and
US 12 interchange. The infiltration system will consist of eight seepage
cells (Figure 2-15). Multiple cells will allow for resting other cells to
extend their life, and to provide better treatment. Resting will allow
nitrification and denitrification to occur, which will minimize the impact
ot nitrates on groundwater. The average design dosing rate will be approx-
imately 23 inches per week.
2-142
-------
Figure 2-15. Layout of the rapid infiltration system proposed
in the FPRA(Donohue & Assoc., Inc. 1982b).
-------
Discharge from a dosing cell to the seepage cells will be by gravity
through a 36-inch diameter pipe. The discharge will be controlled by sev-
eral valves which can be automatically or manually operated. The bottom of
the dosing lagoon will be located a minimum of eight feet above that of the
seepage cells to facilitate gravity flow. The dosing lagoon will have a
synthetic liner to prevent leakage, since no onsite soils are suitable for
that purpose. One seepage cell will contain a centrally located under-
drain. The underdrain will terminate in a standpipe to ensure a direct
means of collecting leachate from the system for analysis. Several new
groundwater monitoring wells will be required around the rapid infiltration
site due to the proposed layout, and to conform to the construction re-
quirements of NR 110.25(5).
Sludge treatment and disposal will consist of upgrading the City's
existing'system. Primary and secondary sludge'will be pumped to the exist-
ing 45-foot diameter anaerobic digester. Digester equipment and sludge
pumps will be upgraded or replaced as necessary. Digested sludge will be
transported by truck to a new sludge storage lagoon.
A 2. 1 million gallon sludge storage lagoon is proposed at the rapid
infiltration site. Approximately 180 days storage will be provided. Li-
quid haul of digested sludge will be accomplished using an existing 2,800
gallon sludge truck, plus one new sludge application vehicle consisting of
a farm tractor and a 3,000 gallon trailer. Soil incorporation of the
sludge will be used to take advantage of the sludge's nutrient value. The
City currently is obtaining licensed sludge application sites in the vicin-
ity of the sludge lagoon in order to minimize travel expense.
Besides the above mentioned process additions, the existing Lake
Geneva WWTP will be upgraded in the areas of office and laboratory facili-
ties; an existing service building will be remodeled, standby power will be
provided, and floodproofing the site will be accomplished by earth filling
around some existing structures. Estimated costs for the expanded Lake
Geneva WWTP and new rapid infiltration system, as proposed by the FPRA, are
listed in Table 2-37. A disaggregation of costs among the major service
areas in the Lake Como - Lake Geneva RSSAs also is included in Table 2-38.
2-144
-------
Table 2-37. Estimated cost of the upgraded Lake Geneva WWTP (2.13 mgd) and
new rapid infiltration system, as proposed in the FPRA
(Adapted from Donohue and Assoc., Inc., 1982b).
WASTEWATER TREATMENT PLANT SITE
General Construction
Raw Wastewater Pump Station
Grit Removal
Primary Clarifier
Trickling Filter Modifications
Trickling Filter Cover
Secondary Clarifier
Digester Modifications
Sitework
Demolition
Generator Building
Effluent Pump Station
Remodel Service Building
Mechanical Equipment
Mechanical Bar Screen
Grit Handling
Raw Wastewater Pumps
Primary Clarifier
T. F. Media
T. F. Distributor Arm
T. F. Underdrain Rehabilitation
Effluent Pumps
T. F. Recirculating Pump
Modifications
Anaerobic Digester
Sludge Pumps
Standby Generator
Metering and Sampling
Secondary Clarifier
Process Piping
Laboratory and Office Equipment
Sludge Vehicle
Plumbing
HVAC
Electrical
Subtotal - WWTP Site
Initial Cost
110,000
65,000
40,000
8,000
67,000
165,000
5,000
14,000
20,000
20,000
15,000
30,000
Service
Life
(Years)
40
40
40
20
40
40
20
20
40
20
20
70,000
49,000
105,000
64,000
218,000
54,000
15,000
46,000
6,000
146,000
10,000
96,000
58,000
67,000
204,000
10,000
105,000
30,000
40,000
190,000
15
15
15
20
20
20
20
15
15
20
15
20
20
20
30
20
15
20
20
20
Future
15th Year
Cost
$ 70,000
49,00
105,000
46,000
6,000
10,000
$2,142,000
105,000
$391.000
Salvage
Value
20th Year
$ 55,000
32,200
20,000
33,500
82,500
10,000
52,500
36,800
78,800
34,500
4,500
7,500
67,900
78,800
$594.500
2-145
-------
Table 2-37. (Continued)
Initial Cost
LAND APPLICATION SITE
Sitework
Process Piping
Roadways
Fencing
Percolate Monitoring System
Observation Wells
Control Structures
Sludge Lagoon
Land Purchase
AT&T Cable Relay
Subtotal - Land Application Site $1,280.000
CONVEYANCE PIPING
Effluent Force Main
Sludge Transport
Subtotal - Conveyance Piping
TOTAL CONSTRUCTION COST
Engineering, Legal, Adm. (15%)
Contingencies (15%)
ESTIMATED INITIAL CAPITAL COST
$ 290,000
65.000
$ 355.000
$ 560,000
$ 573,000
$£4910|iOOO
Service
Life
(Years)
I 286,000
257,000
38,000
13,000
7,000
4,000
30,000
50,000
445,000
150,000
20
30
20
20
20
20
20
20
—
—
30
30
Future
15th Year
Cost
$391,000
Ts= = i=s=:=
Salvage
Value
20th Year
$ 85,600
$ 85.600
$ 96,600
21,600
$118,200
$111,300
2-146
-------
Table 2-37. (Continued).
ANNUAL O&M
Item
Collection
Sewer O&H
WWTP
Total O&M
Sewage Disposal Salary
Social Security
Retirement
Health and Life Insurance
Car Allowance
Electricity
Water
Telephone
Fuel - Digester
Fuel - Office
Repairs - Equipment
Repairs - Sewer
Repairs - Lift Stations
Maintenance - Equipment
Maintenance - Sewers
Maintenance - Lift Stations
Survey of Sewers
Engineering
Chemicals
Sludge Removal
Building - Maintenance
Testing
Vehicle - Maintenance
Alarm Circuits
Emergency Power
Insurance
Travel and School
Miscellaneous
Billing Expense
Debt Service
Outlay
TOTAL
i 4,000.00
300.00
500.00
700.00
600.00
2,000.00
2,600.00
220.00
8,000.00
3,000.00
2,000.00
2,500.00
15,000.00
5,000.00
— _
400.00
___
2,000.00
450.00
500.00
600.00
500.00
2,000.00
5,000.00
10,000.00
5,000.00
$78,006.37
5,108.00
8,586.00
6,512.47
600.00
37,500.00*
2,600.00
500.00
5,800.00
1,925.00
4,800.00
1,500.00
—
5,000.00
2,000.00
7,000.00
400.00
2,800.00
1,000.00
— -
5,770.00
800.00
10,000.00
43,448.45
20,000.00
$ 82,006.37
5,408.00
9,086.00
7,212.47
1,210.00
39,500.00
5,200.00
720.00
5,800.00
1,925.00
4,800.00
8,000.00
3,000.00
1,500.00
2,000.00
2,500.00
15,000.00
10,000.00
2,000.00
7,000.00
800.00
2,800.00
3,000.00
450.00
500.00
6,370.00
1,300.00
2,000.00
15,000.00
53,448.45
25,000.00
$72,870.00 $251,656.29
$366,526.29
2-147
-------
Table 2-38. Disaggregation of costs of the Lake Geneva collection sytem
and WWTP among major service areas of the Geneva Lake-
Lake Como RSSA, based upon population served:3
Area
Lake Como
Lake Geneva
Southeast Shore
Total
Base-year
Population
2,723
7,480
898
11,101
Cost Share
25%
67%
8%
100%
Area
Lake Como
Lake Geneva
Southeast Shore
Total
Capital
Cost
$1,227,500
3,289,700
392,800
$4,910,000
Future
15th Yr.
Cost
$ 97,750
261,970
31,280
$391,000
Annual
O&M
$ 91,625
245,555
29,320
$366,500
Salvage
Value
$199,575
534,861
63,864
$798,300
Cost disaggregation computed by WAPORA, Inc.
2-148
-------
The proposed WWTP facilities as described above involve upgrading and
expanding the existing City of Lake Geneva trickling filter WWTP and land
disposal of effluent at a new seepage cell site. Proposed upgrading of the
existing WWTP was selected by the facilities planners based on a cost-
effectiveness analysis comparing that option with the option of construc-
ting a new aerated lagoon WWTP. The cost-effectiveness analysis concluded
that the total present worth costs of both options were within one percent
of each other. The upgrade and expand option was selected because the
aerated lagoon would require utilization of an additional 14 acres of land
suitable for future seepage cells, and because the lagoon had a higher
energy consumption and therefore was more vulnerable to escalation of
energy costs (Donohue & Assoc., Inc. 1982b).
Walworth/Fontana WWTP
The Walworth/Fontana WWTP proposed for the FPRA would replace the
existing Walworth WWTP, Fontana WWTP and Kikkoman Foods WWTP. The proposed
WVTP would serve the Village of Walworth, Village of Fontana, and subdivi-
sions along the southwest shore of Geneva Lake (Table 2-35). The design
capacity of the proposed WWTP would be 1.70 ragd.
A new oxidation ditch treatment system for Walworth and Fontana will
comprise a new subregional treatment facility on the existing Walworth pol-
ishing lagoon site adjacent to Piscasaw Creek. Conveyance facilities will
include upgrading the Fontana pump station; construction of a new force
main conveying Fontana wastewater out of the Geneva Lake drainage basin;
construction of an interceptor to convey Fontana wastewater from the drain-
age basin divide to the existing Walworth treatment plant site; replacement
of Walworth's existing treatment facility with a metering station; and
construction of an additional gravity interceptor paralleling Walworth's
existing gravity outfall to convey combined Walworth and Fontana flows from
the existing Walworth WWTP site to the new oxidation ditch WWTP site.
Preliminary treatment of wastewater entering the oxidation ditch
treatment facility first will involve mechanical bar screening and flow
2-149
-------
metering facilities. Preliminary treated wastewater then will flow into a
wet well where it will be lifted by submersible pumps to grit removal
units. Vortex separation with grit washing will be used for grit removal
due to less odors being generated because of the grit washing operation.
Secondary treatment will be accomplished by dual oxidation ditch chan-
nels. Aeration will be accomplished using conventional surface rotors.
Mixed liquor/suspended solids from oxidation ditch will be settled in large
flocculating final clarifies. The design engineer has suggested that the
flocculating clarifiers will produce effluent consistent with the required
limitations. Therefore, the communities have proposed not to install
tertiary filtration equipment. The WDNR is evaluating this proposal and
tertiary filters will be added if necessary. Settled effluent will be
disinfected with chlorine and dechlorinated prior to discharge.
Sludge disposal will be by application of liquid sludge to approxi-
mately 40 acres of agricultural lands. Studies by the facilities planner
indicate that nitrogen will be the limiting parameter for annual appli-
cation. Sludge will be applied at the rate of 4.14 dry tons per acre, or
actually 67,000 gallons per acre since it will be in liquid form. Copper
is the limiting parameter regarding life of the site; however, the site
will be adequate for 22 years, which is longer than the 20-year design life
of the system. An exact site for sludge disposal currently has not been
selected.
Cost estimates for the proposed new Waiworth/Fontana WWTP as described
for the FPRA are presented in Table 2-39. A disaggregation of costs among
the major service areas in the Walworth/Fontana RSSAs is contained in
Table 2-40.
Williams Bay WWTP
Initial facilities planning documents proposed a Walworth/Fontana re-
gional WWTP that also would serve Williams Bay. A re-evaluation of this
concept however, determined that it would be more cost-effective to serve
Williams Bay separately from the proposed Walworth/Fontana system. Once it
2-150
-------
Table 2-39.
Estimated cost of the Walworth/Fontana WWTP (1.16 mgd) proppsed for
the FPRA (Adapted from Donohue & Assoc., Inc. 1983d). **
CONVEYANCE FACILITIES
Fontana Pump Sta. -
Modifications Mechanical
Walworth Metering Site
Structural
Mechanical
Piping
Fontana to Walworth
Walworth to WWTP Site
CONSTRUCTION COST -
CONVEYANCE FACILITIES
Engineering (15%)
Contingencies (10%)
CAPITAL COST -
CONVEYANCE FACILITIES
TREATMENT FACILITY
Influent Lift Sta.
Mechanical
Structural
Screening/Flow Metering
Mechanical
Structural
Grit Removal
Mechanical
Structural
Oxidation Ditch
Mechanical
Structural
Tertiary Sand Filtration
Mechanical
Structural
UV Disinfection/pH Adjustment
Mechanical
Structural
Cascade Post Aeration/Outfall
Structural
Sludge/Decant/Holding Tank
Mechanical
Structural
Other
Sludge Vehicle
Service Building
Lab & Office Equipment
Metering & Sampling
Control Structures
Landscaping/Roads
Fencing
Land
Initial
Cost
($)
245,000
15,000
25,000
553,000
475,000
1,313,000
195,000
130,000
l^^OOO
25,000
30,000
48,000
32,000
50,000
25,000 .
220,000
610,000
220,000
80,000
105,000
30,000
20,000
40,000
48,000
100,000
50,000
30,000
25,000
10,000
25,000
10,000
60,000
Service Future Future
Life 10th Yr. 15th Yr.
(Yrs) ($) ($) .
15 — $245,000
40
40
40
40 — —
-0- 245,000
33 = = = = = =======
15 — 25,000
40 — —
20
40 — —
20 —
40
20
40
20
40
20
40 — —
40
20
40 — —
10 100,000
40 —
20
20
40
20
20
Infinite
Salvage
Value
($)
$163,500
7,500
276,500
237,500
685,000
=======
16,500
15,000
16,000
12,500
305,000
40,000
15,000
10,000
24,000
2 5 ', 000
5,000
60,000
2-151
-------
Table 2-39. (Concluded)
CONVEYANCE FACILITIES
Well/Plumbing
HVAC
Process Piping
Electrical
CONSTRUCTION COST -
TREATMENT FACILITY
Engineering (15%)
Contingencies (10%)
CAPITAL COST -
TREATMENT FACILITY
SUBREGIONAL FACILITIES
Initial Service
Cost Life
($) (Yrs)
30,000
60,000
200,000
220,000
2,403,000
360,000
240,000
3^003^000
4,641,000
20
20
20
20
Future
10th Yr.
($)
100^000
Future
15th Yr.
($)
Salvage
Value
($)
25,000
= S = S9 = =S
^544^000
100,000 270,000 1,229,000
O&M COST ESTIMATE
CONVEYANCE FACILITIES
Fontana Pump Sta.
Walworth Pump Sta.
ANNUAL O&M COST -
CONVEYANCE FACILITIES
TREATMENT FACILITY
Labor
Electric Power
Natural Gas and Fuel
Parts and Maintenance Supplies
Chemicals
ANNUAL O&M COST -
TREATMENT FACILITY
EXISTING COLLECTION SYSTEM3
Sewer System O&M
Administrative/Billing
ANNUAL O&M COST -
EXISTING COLLECTION SYSTEM
$20,000
500
20,500
60,000
44,600
7,000
13,000
600
125,000
Annual Cost
Walworth
$10,000
11.000
$21,000
Fontana
$23,000
6.500
$29,500
Costs were taken from Appendix M of Addendum No. 1 to Volume 2: West Planning
Area (Donohue & Asoc. , Inc. 1983b).
** This table was developed from Facilities Planning information prior to the
decision of Kikkoman Foods to discharge industrial process and sanitary wastewater
to the proposed Walworth/Fontana Sewerage System. The information contained in
this table does not include the costs and capacities related to the Kikkoman
discharge.
2-152
-------
Table 2-39A.
Estimated cost of the Walworth/Fontana WWTP (1.70 mgd) proposed for
the FPRA (Adapted from Donohue & Assoc., Inc. 1983d). **
CONVEYANCE FACILITIES
Fontana Pump Sta. -
Modifications Mechanical
Walworth Metering Site
Structural
Mechanical
Piping
Fontana to Walworth
Walworth to WWTP Site
Kikkoman
CONSTRUCTION COST -
CONVEYANCE FACILITIES
Engineering (15%)
Contingencies (10%)
CAPITAL COST -
CONVEYANCE FACILITIES
TREATMENT FACILITY
Influent Lift Sta.
Mechanical
Structural
Preliminary Treatment
Mechanical
Oxidation Ditch
Mechanical
Structural
Clarification
Mechanical
Structural
Disinfection/pH Adjustment
Mechanical
Structural
Cascade Post Aeration/Outfall
Structural
Sludge Handling
Mechanical
Structural
Sludge Vehicle
Other
Service Building
Lab & Office Equipment
Metering & Sampling
Control Structures
Landscaping/Roads
Fencing
Land
Initial
Cost
245,000
15,000
25,000
553,000
475,000
120,000
1,469,000
200,200
146.800
1^836^000
84,000
108,000
68,000
190,000
523,000
169,000
507,000
30,000
137,000
25,000
40,000
153,000
100,000
60,000
30,000
25,000
10,000
25,000
10,000
60,000
Service
Life
(Yrs)
15
40
40
40
40
40
15
40
20
20
40
20
40
20
40
40
20
40 '
10
40
20
20
40
20
20
Infinite
Service
Life
(Yrs)
Future
10th Yr.
($)
Future
15th Yr.
($)
Salvage'
Value
($)
$245,000
-0-
245,000
=======
84,000
100,000
$163,500
7,500
276,500
237,500.
60,000-
$750,500
56,000
54,000
261,500
253,500
68,500
12,500
76,500
30,000
5,000
60,000
2-153
-------
Table 2-39A. (Concluded)
CONVEYANCE FACILITIES
Well /Plumbing
HVAC
Process Piping
Electrical
CONSTRUCTION COST -
TREATMENT FACILITY
Engineering (15%)
Contingencies (10%)
CAPITAL COST -
TREATMENT FACILITY
SUBREGIONAL FACILITIES
Initial
, Cost
($)
30,000
60,000
273,000
274,000
2,991,000
450,000
299,000
$3^740^000
$5,576,000
Service
Life
(Yrs)
20
20
20
20
Future
10th Yr.
($)
100^000
100,000
Future Salvage
15th Yr. Value
($) . ($)
JltOOO ^SJJUJOO
329,000 1,628,000
Annual Cost
O&M COST ESTIMATE
CONVEYANCE FACILITIES
Fontana Pump Sta. $20,000
Walworth Pump Sta. 500
ANNUAL O&M COST -
CONVEYANCE FACILITIES 20,500
TREATMENT FACILITY
Labor 80,000
Electric Power 84,000
Natural Gas and Fuel 7,000
Parts and Maintenance Supplies 13,000
Chemicals 600
ANNUAL O&M COST -
TREATMENT FACILITY $184,600
Footnote: Costs generated by WDNR from information developed by Strand Associates,
Madison, Design Consultants for Waiworth/Fontana. Capacity and Costs
account for discharge from Kikkoman Foods.
** This table was developed from Facilities Planning information prior to the decision
of Kikkoman Foods to discharge industrial process and sanitary wastewater to the
proposed Walworth/Fontana Sewerage System. The information contained in this
table does not include the costs and capacities related to the Kikkoman discharge.
2-154
-------
'Table 2-40. Disaggregation of costs for the FPRA among major service areas of the
Walworth/Fontana RSSAs, based on annual daily average wastewater
flows. **
Area
Walworth
Fontana
Currently sewered
Southwest shore
Total
Area
Fontana:
Sewer System O&M
Administrative
Pump Station
Piping
WWTP
Subtotal (Fontana)
Southwest shore
Currently
sewered area
Walworth:
Sewer System O&M
Administrative
Metering Station
Piping
WWTP
Subtotal (Walworth)
Total
Design
Flow
235,000 gpd
765,000
area 677,000
88,000
1,000,000
Future
Capital 10th Yr.
Cost Cost
-
— —
$ 306,000
1,145,400
2,297,300 76,500
$3,748,700 $76,500
431,000 8,800
3,317,700 67,700
- -
- -
50,000
139,400
705,700 23,500
$895,100 $23,500
$4,641,000 $100,000
Capital
Cost Share
23.5%
76.5%
88.5%
11.5%
100.0%
Future
15th Yr.
Cost
-
—
$245,000
-
19,100
$264,100
30,400
233,700
-
-
-
-
5.900
$5,900
$270,000
Base Year
Flow
O&M
Cost Share
190,000 gpd 20.9%
718,000
650,000
68,000
908,000
Annual
O&M
$ 23,000
6,500
20,000
105.500
$155,000
14,700
147,300
$ 10,000
11,000
500
7.500
$29,000
79. 1%
90.5%
9.5%
100.0%
Salvage
Value
$163,500
458,200
416.200
$1,037,900
119,300
918,600
7,500
55,800
127.800
$191,100
$184,000 $1,229,000
a Cost disaggregation computed by WAPORA, Inc.
** This table was developed from Facilities Planning information prior to the decision
of Kikkoman Foods to discharge industrial process and sanitary wastewater to the pro-
posed Walworth/Fontana Sewerage System. The information contained in this table
does not Include the costs and capacities related to the Kikkoman discharge.
2-155
-------
was determined that Williams Bay would be served with separate facilities,
the Village of Williams Bay withdrew from the Geneva Lake facilities plan-
ning effort, with the intent of submitting independent facilities planning
documents at a later time. However, since Williams Bay is in the planning
area for this project, preliminary information developed by the Village's
consultants (Robers and Boyd) and supplemented by the facilities planner
(Donohue & Assoc., Inc., 1983c) concerning construction of a new aerated
lagoon WWTP for Williams Bay has been included in this EIS.
For this alternative, Williams Bay would construct a new 0.9 mgd-aer-
ated lagoon WWTP, with effluent disposal by rapid infiltration at the Vil-
lage's existing seepage lagoons, which will be upgraded and expanded.
Items to be constructed and/or expanded include: a new aeration lagoon with
a liner, yard piping, a service building and laboratory, aeration equipment
and structures, and miscellaneous electrical, mechanical, plumbing, and
ventilation services. A preliminary cost estimate of the proposed Williams
Bay facilities is given in Table 2-41. A disaggregation of costs among the
major service areas in the Williams Bay RSSA also is contained in
Table 2-42. A summary of the total estimated costs associated with the
FPRA is listed in Table 2-43.
2.4.3. EIS Alternative
Evidence demonstrating an excessive number of failures of onsite sys-
tems and the resulting adverse effects of such failures within the planning
area has not been presented. Contrary to this, the needs documentation in-
formation (Section 2.2.) indicated that the number of failing onsite sys-
tems within the RSSAs is low, and documented evidence of surface water and
groundwater pollution resulting from failing onsite systems is minimal. As
a result, a third alternative (herein referred to as the EIS Alternative)
has been developed for evaluation.
The EIS Alternative includes upgrading existing onsite systems with
obvious and potential problems identified in the needs documentation pro-
cess, and improved management of existing and future onsite systems in the
areas of the RSSAs not currently served by sewers; upgrading the Lake
2-156
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Table 2-41. Estimated cost of the Williams' Bay WWTP (0.9 ragd) proposed for the FPRA
(Adapted from letter, Alan L. Berg, Donohue & Assoc., Inc., to
Mark B. Williams, WDNR, 14 October 1983).
TREATMENT FACILITY
New Wastewater Pumping
Mechanical
Force Main
Earthwork
Lagoon Liner
Process Piping
Aeration Blowers
Aeration Piping
Aerators
Blower Building
Roadways
Landscaping
Fencing
Observation Wells
Control Sructures
Metering & Sampling
Electrical
CONSTRUCTION COST -
TREATMENT FACILITY 1
Engineering (15%)
Contingencies (15%)
CAPITAL COST -
TREATMENT FACILITY 1
ANNUAL O&M COST -
TREATMENT FACILITY
Labor
Electric Power
Natural Gas and Fuel
Parts and Maintenance Supplies
Total for Treatment Facility
EXISTING COLLECTION SYSTEM3
Total for Sewer System
TOTAL ANNUAL O&M
Initial
Cost
($)
87,000
18,000
242,000
101,000
261,000
45,000
28,000
79,000
25,000
12,000
18,000
5,000
5,000
15,000
23,000
16,000
29,000
,040,000
150,000
150,000
,304,000
$34,000
39,000
3,000
4,000
80,000
100,000
180,000
Service Future Future
Life 10th Yr. 15th Yr.
(Yrs) ($) ($)
15 87,000
40
20
20
30
20
20
20
40
20
20
20
20
20
20
20
20
20 -0- 87,000
Annual Cost
Salvage
Value
($)
58,000
9,000
87,000
-f —
166,000,
Cost was taken from Apendix CC of Volume 2:
(Donohue & Assoc., Inc. 1983a).
Treatment Alternatives, West Planning Area
2-157
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Table 2-42. Disaggregation of costs among major service areas of the
Williams Bay RSSA, based upon population served.
Area
Williams Bay
Northwest Shore
Base-Year
Population
3,670
543
Cost
Share
87%
13%
Total:
4,213
100%
Area
Williams Bay
Northwest Shore
, Total
Capital
Cost
$3,134,000
170,000
$1,304,000
Future
15th Yr.
Cost
$76,000
11,000
$87,000
Annual
O&M
$156,400
23,600
$180,000
Salvage
Value
$144,400
21,600
$166,000
Cost disaggregation computed by WAPORA, Inc.
2-158
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Table 2-43. Summary of estimated costs for the FPRA for major service areas within the Geneva Lake-Lake Corao RSSAs.
Area
Lake Geneva-Lake Como RSSAs
Lake Como Beach
Collection
Interceptor
WWTP
Total
Lake Geneva
Collection and WWTP
Southeast Shore
Collection
Interceptor
WWTP
Total:
Total
Walworth/Fontana RSSAs
Wai worth
Collection and WWTP
Fontana
Collection and WWTP
Southwest Shore
Collection
Interceptor
WWTP
Total
Total
Williams Bay RSSA
Williams Bay
Collection and WWTP
Northwest Shore
Collection
Interceptor
WWTP
Total
Total
TOTAL FOR FPRA:
Initial
Capital
$9,272,500
2,031,250
1,227,500
12,531,250
3,289,700
1,313,300
1,463,710
392,800
3,169,810
18,990,760
895,100
3,317,700
679,750
640,850
431,000
1,751,600
5,964,400
1,134,000
723,300
552,370
170,000
1,445,670
2,579,670
$27,534,840
Annual
O&M
$13,000
440
91,625
105,065
245,555
6,300
3,290
29,320
38.910
389,530
29,000
147,300
3,600
290
14,700
18,590
194,890
156,400
4,200
860
23,600
28,660
185,060
$769,480
Future
10th Yr.
Cost
$151,300
-
-
151,300
-
812,500
-
-
812,500
963,800
23,500
67,700
-
-
8,800
8,800
100,000
—
67,500
-
-
67,500
67,500
$1,131,300
Future
15th Yr.
Cost
$
-
97,750
97,750
261,970
-
-
31,280
31,280
391,000
5,900
233,700
-
-
30,400
30,400
270,000
76,000
-
-
11,000
11,000
87,000
$748,000
Salvage
Value
$4,749,750
1,216,690
199,575
6,166,015
534,861
1,266,000
876,220
63,864
2,206,084
8,906,960
191,100
918,600
339,900
385,530
119,300
844,730
1,954,430
144,400
412,300
330,460
21,600
764,360
908,760
$11,770,150
Present Worth
O&M 10th Yr. 15th Yr .
(10.0983) (0.4796) (0.3321)
1,060,978 72,563 32,463
2,479,688 - 87,000
392,925 389,675 10,388
3,933,591 462,238 129,851
292,851 11,271 1,959
1,487,480 32,469 77,612
187,727 4,220 10,096
1,968,058 47,960 89,667
1,579,374 - 25,240
289,417 32,373 3,653
1,868,791 32,373 28,893
$7,770,440 $542,571 $248,411
Salvage
(0.2300)
(1,418,184)
(123,018)
507,399
2,048,601
43,953
211,278
194,288
449,519
33,212
175,803
209,015
$2,707,135
Total
Present
Worth
12,279,070
5,733,370
3,455,399
21,467,839
1,157,228
4,703,983
1,759,355
7,620,566
2,705,402
1,595,310
4,300,712
$33,389,117
Present worth calculated at 7 5/8% for 20 years.
**This table was developed from Facilities Planning information prior.to the decision of Kikkoman Foods to discharge
Industrial process and sanitary wastewater to the proposed Walworth/Fontana Sewerage System. The Information contained
in this table does not include the costs and capacities related to..the.Kikkoman discharge.
-------
Geneva WWTP; construction of a new WWTP to serve Williams Bay; and con-
struction of a new WWTP to serve the Villages of Walworth and Fontana. The
service areas of the proposed WWTPs would include the year 2005 population
expected for currently sewered portions of these communities only, and
would not include expansion of sewers into currently unsewered areas. The
extent of the RSSAs to remain unsewered and the location of proposed inter-
ceptor and treatment facilities for the EIS Alternative are presented in
Figure 2-17. Facilities proposed for construction for the EIS Alternative
are described in the following paragraphs.
Onsite Systems
Under the EIS Alternative, existing unsewered areas within the RSSAs
would remain on onsite systems. Management districts would be formed to
administer funds, inspect, design, and construct upgraded systems; ensure
proper operation and maintenance of the systems; and monitor performance of
systems (Section 2.7.4.). The management districts would likely use State
funding for completing the necessary facilities planning and design work
for a construction grant application under NR 128.08. During this phase,
the local district and the State agencies would have to agree on the com-
ponents that would be utilized in upgrading existing systems. The EIS
Alternative feasibility analysis and costs presented in this EIS are based
on using a variety of sub-code systems, a number of which are described in
Section 2.4.5. The sub-code systems are justified within a management
district because the district would have the resources to monitor perform-
ance of the systems and would have the authority to establish special rules
concerning operations. Also, numerous sub-code systems have been operating
satisfactorily, especially for seasonal residences within the planning area
without any demonstrably harmful effect on the environment.
The district would arrange for the inspection, design, and construc-
tion of upgraded systems. Individual upgrades would be made in consul-
tation with the property owner, and the system design would be selected from
a range of technical options. The first choice of an upgrade would be a
septic tank-seepage bed in compliance with the Wis. Adm.Cd. Other soil
absorption systems, dry wells or mounds, would be considered where parcel
2-160
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area is limited and the water table is deep, or where the water table is
shallow and the parcel is large. Small parcels with permeable soils would
receive a septic tank and in-ground pressure distribution system installa-
tion. Curtain drains around the soil absorption system may be appropriate
for certain parcels that have a seasonally high water table due to upslope
drainage or limited permeability soils, and that have a suitable drain
outlet nearby.
Another option that would be implemented is installation of flow
reduction devices (Section 2.3.2.) in household plumbing. The types and
numbers of devices would be limited by the existing plumbing design and
acceptability to the homeowner. One aspect of flow reduction that would be
considered is removal of garbage grinders and laundry facilities from
residences with failing or marginally failing systems. If none of these
options could be implemented for a particular residence, then more drastic
flow and waste reduction measures or off-site treatment would be considerd.
Principal among these is the low-flow toilet and blackwater holding tank
for toilet wastes and the existing or upgraded system for the remaining
(graywater) wastes. Any of the options enumerated previously would be
satisfactory for graywater treatment. DILHR will approve extreme flow
reduction options only after all off-lot or cluster system options have
been thoroughly investigated (By letter, James Sargent, DIHLR, to
Harlan D. Hirt, USEPA, 30 March 1984).
A holding tank for the entire waste flow is not a preferred option,
but may be required for certain residences or businesses. For seasonal
residences, the costs of disposal are reasonable but, for permanent resi-
dences, the costs are prohibitively expensive. In that situation, or where
a number of adjacent parcels would require holding tanks, constructing a
cluster soil absorption system would have cost and environmental advantages
over holding tanks. No area was identified where a concentration of perm-
anent residences required off-site treatment, therefore, no cluster systems
were currently recommended or costed in the EIS Alternative. Upon further
inspection and investigation, though, cluster soil absorption systems may
be justified.
2-162
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The onsite portion of the EIS Alternative was costed by estimating the
types and number of upgrades that would likely be necessary in each of the
subdivisions. Past upgrades, currently failed or likely to fail systems,
and site limitations were evaluated to arrive at the estimates. If there
was no evidence to the contrary, the assumption was made that the systems
were functioning satisfactorily. Estimates of the number of system compo-
nents to be upgraded initially are presented in Tables D-l to D-7 in
Appendix D of the Draft EIS. The summary of upgrade technologies initially
selected for the 1,725 onsite systems within the RSSAs is:
191 septic tank replacements
140 seepage bed replacements
78 pump tanks and mounds
137 blackwater holding tanks
1,179 system need no upgrade.
During the planning period, it is anticipated that a number of systems
will require replacement because of change of occupancy, overloading of the
system, or decline in the infiltration rate of the soil. The management
district would identify these by the annual inspection of the system, by
the septic tank pumping contractor, or by information supplied by home-
owners. For costing purposes, the number of these future upgrades was
estimated based on an approximation of replacements that have been in-
stalled within the past ten years. These estimates are presented in
Tables D-8 to D-l4 in Appendix D of the Draft EIS and are summarized as
follows:
87 septic tanks replacements
115 seepage bed replacements
67 pump tank and mounds
100 blackwater holding tanks
28 holding tanks.
Systems for new residences would be constructed according to current
Wis. Adm. Cd. requirements; therefore, the systems would be limited to
conventional septic tanks and soil abosorption systems. Based on popula-
tion projection disaggregations prepared by SEWRPC and modified by Donohue
& Assoc., Inc., and WAPORA, Inc. , the estimated numbers of future systems
2-163
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also is presented in Tables D-8 through D-14 in Appendix D of the Draft EIS
and are summarized as follows:
• 380 septic tank and seepage beds
• 16 septic tank and dry wells
• 119 septic tank, pump tank, and mounds.
Estimated costs of constructing and operating the needed onsite sys-
tems (both immediate and future) for major service areas within the Geneva
Lake RSSAs are shown in Table 2-44.
Lake Geneva WWTP
The EIS Alternative proposed WWTP facilities to serve the Lake Geneva
RSSA are based on the documented need for a design capacity of 1.7 mgd.
The WWTP facilities would be similar to those proposed for the FPRA, and
would consist of upgrading the existing trickling filter facilities plus
construction of new seepage cell facilities and a sludge storage lagoon at
a new site located southeast of the STH 50 and U.S. 12 interchange. Where
manufacturers standard equipment lines permit, treatment units would be
proportionately smaller than those proposed for the FPRA since 1.7 mgd of
wastewater would be treated (daily average) instead of 2.1 mgd. Cost
estimates for the Lake Geneva WWTP as proposed for the EIS Alternative,
based upon revisions to the FPRA costs (due to reduced design flow) are
listed in Table 2-45.
Walworth/Fontana WWTP
During conduct of the facilities planning efforts, the facilities
planner investigated a second alternative for Walworth/Fontana, consisting
of a new site identified by the FP for the lagoon WWTP followed by a rapid
infiltration disposal system. The site identified by the FP for the new
WWTP would be at the Donald Rambow farm on the southwest border of the
Village of Waiworth. Total present worth of the aerated lagoon-rapid
infiltration system was estimated by the facilities planner to be
$4,750,000 (about 20% less than the oxidation ditch treatment system recom-
mended in FPRA). The oxidation ditch alternative was selected by the
facilities planner in part because of strong public sentiment against the
concept of devoting 80 acres of prime farmland to wastewater treatment.
2-164
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Table 2-44. Estimated costs for onsite system in major service areas within
the Geneva Lake-Lake Como RSSAs.
Area
Lake Geneva-Lake Como RSSAs
Lake Como Beach
Administration
Initial (Permanent)
Initial (Seasonal)
Future Annual
Capital
Cost
$221,544
$461,795
526,376
63,651
Annual
O&M
$60,273
$34,650
15,468
1,175
Salvage
Value
$ 0
$38,082
49,956
160,470
Lake Geneva Golf Hills1
Administration
Initial (Permanent)
Initial (Seasonal)
Future Annual3
19,584
74,996
0
7,667
5,328
5,378
0
207
0
6,666
0
23,043
Geneva Bay Est. and Forest Rest
Administration 6,936
Initial (Permanent) 3,510
Initial (Seasonal) 1,755
Future Annual3 1,336
1,887
600
180
13
0
0
0
3,699
Southeast Shore
Administration
Initial (Permanent)
Initial (Seasonal)
a
Future Annual
Fontana RSSA
Section 11
Administration
Initial (Permanent)
Initial (Seasonal)
Future Annual3
60,345
95,895
144,616
15,900
16,539
3,860
4,078
394
2,856
1,404
702
4,230
777
160
72
97
0
7,011
11,877
55,182
0
0
0
9,864
Southwest Shore
Administration 46,104 12,543 0
Initial (Permanent) 54,783 3,402 4,375
Initial (Seasonal) 119,408 4,030 16,146
Future Annual3 15,495 324 50,973
Williams Bay RSSA
Northwest Shore
Administration 50,184 13,653 0
Initial (Permanent)' 27,682 1,684 1,737
Initial (Seasonal) 79,383 3,140 6,948
Future Annual3 17,073 195 49,707
/
3Costs listed for future annual are for future annual construction, annual
gradient O&M, and total salvage value, respectively.
Lake Geneva Golf| Hills Subdivision lies within the existing Lake Geneva
service area and a sewage collection system is being developed for the
Subdivision. - .,,
L— loj
-------
Table 2-45. Estimated cost of the upgraded Lake Geneva WWTP (1.74 mgd) and
new rapid-infiltration system, as proposed in the EIS
Alternative.
Item
Construction Design 15th Yr. Salvage
Cost Life(yrs) Cost Value^
WASTEWATER TREATMENT PLANT SITE
General Construction
Raw WW Pump Station
Grit Removal
Primary Clarifier
Trickling Filter Mod.
Trickling Filter Cover
Secondary Clarifier
Digester Mod.
Sitework
Demolition
Generator Building
Effluent Pump Station
Remodel Service Bldg.
$97,900
57,900
35,600
8,000
67,000
147,000
5,000
14,000
20,000
20,000
13,000
30,000
40
40
40
20
40
40
20
20
—
40
20
20
Mechanical Equipment
Mechanical Bar Screen
Grit Handling
Raw WW Pumps
Primary Clarifier
T.F. Media
T.F. Distribution Arm
T.F. Underdrain Rehab.
Effluent Pumps
T.F. Recirculating Pump Mod.
Anaerobic Digestor
Sludge Pumps
Standby Generator
Metering and Sampling
Secondary Clarifier
Process Piping
Laboratory/Office Equip.
Sludge Vehicle
Plumbing
HVAC
Electrical
62,300
44,000
93,500
57,000
218,000
54,000
15,000
41,000
6,000
129,900
9,000
96,000
58,000
60,000
182,000
10,000
105,00
30,000
40,000
190,000
15
15
15
20
20
20
20
15
15
20
15
20
20
20
30
20
15
20
20
20
$62,300
44,000
93,500
41,000
6,000
9,000
105,00
$49,000
29,000
19,800
33,500
73,500
10,000
41,500
29,300
62,300
27,300
4,000
6,000
60,700
70,000
Subtotal - WWTP Site
$2,016,100
$360,800 $513,900
2-166
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Table 2-45. (Concluded).
Annual O&M
Sewer WWTP
Item O&M O&M Total O&M
Sewage Disposal Salary $4,000 $18,006 $82,006
Social Security 300 5,108 5,408
Retirement 500 8,586 9,086
Health and Life Insurance 700 6,512 7,212
Car Allowance 600 600 1,200
Electricity 2,000 37,500 39,500
Water 2,600 2,600 5,200
Telephone 220 500 720
Fuel - Digester — 5,200 5,200
Fuel - Office — 1,700 1,700
Repairs - Equpment — 4,300 4,300
Repairs - Sewer 7,100 — 7,100
Repairs - Lift Stations 2,700 — 2,700
Maintenance - Equipment — 1,300 1,300
Maintenance - Sewers 1,800 — 1,800
Maintenance - Lift Stations 2,200 — 2,200
Survey of Sewers 15,000 — 15,000
Engineering 5,000 5,000 10,000
Chemicals — 1,800 1,800
Sludge Removal — 6,200 6,200
Building - Maintenance 400 400 800
Testing, — 2,800 2,800
Vehicle - Maintenance 2,000 1,000 3,000
Alarm Circuits 450 — 450
Emergency Power 500 — 500
Insurance 600 5,770 6,370
Travel and School 500 800 1,300
Miscellaneous 2,000 — 2,000
Billing. Expense 5,000 10,000 15,000
Debt Service 10,000 43,448 , 53,448
Outlay 5,000 20,000 25,000
Subtotal $71,170 $249,130 $320,300
Replacement Fund — 41,500 41,500
TOTAL O&M $71,170 $290,630 $361,800
2-167
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Table 2-45. (Continued).
Item
Construction Design
Cost Life(yrs)
Future
15th Yr.
Cost
Salvage
Value
LAND APPLICATION SITE
Sitework
Process Piping
Roadways
Fencing
Percolate Monitoring
Observation Wells
Control Structures
Sludge Lagoon
Land Purchase
AT&T Cable Relay
Subtotal -
Land Application Site
CONVEYANCE PIPING
Effluent Force Main
Sludge Transport
Subtotal - Piping
TOTAL CONSTRUCTION
Service Factor (27%)
TOTAL CAPITAL COST
$254,500
228,700
38,000
13,000
7,000
4,000
26,700
50,000
396,000
150,000
20
30
20
20
20
20
20
20
Perm
—
$1,167,900
$258,000
57,900
$315,900
$3,499,900
945,000
$4,444,900
30
30
$ 0
$ 0
$360,800
$76,200
$76,200
$86,000
19,300
$105,300
$695,400
2-168
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provided. . The raw wastewater pump station would discharge to a 12-inch
diameter force main, which would convey raw sewage to the aerated lagoon
system.
The aerated lagoon system would consist of three cells designed to
remove 80% of the influent BOD. Oxygen transfer within the aerated lagoon
would be provided by positive displacement blowers and static tube aerators
designed to deliver a minimum of 1.5 pounds of oxygen per pound of BOD
removed, as required by Section NR 110.24(6) of the Wis. Adm. Cd. A third,
quiescent cell would be provided for effluent polishing. The quiescent
cell also would serve as the dosing cell for the, land application system.
(
The aerated lagoons would be designed to produce an effluent containing
i
less than 50 rag/1 BOD.
All flow through the WWTP from the force main discharge to the seepage
cells would be by gravity. Liquid piping would be designed to allow by-
passing of individual cells for resting or maintenance. Eight seepage
cells would be provided, to allow for alternate dosing and resting. This
would enhance treatment and prolong the life of the system. Dosing and
resting seepage cells would alternately saturate and drain the soil, creat-
ing anaerobic and aerobic conditions, respectively. This would allow both
nitrification and denitrification to occur, which would minimize the effect
of nitrates on groundwater.
A system of observation wells also would be installed around the
perimeter of the seepage cell system, to monitor groundwater quality. In
addition, a new administration and maintenance building would be provided.
This building would include a laboratory, offices, aeration equipment,
lavatory facilities, the stand-by generator, a workshop, and vehicle stor-
age space.
The aerated lagoon-rapid infiltration wastewater treatment system will
rely, in part, upon the physical, chemical, and biological purification of
wastewater within subsurface soil materials of the site selected. For this
final purification method to be practical, cost-effective, and environ-
/
mentally acceptable subsurface soil materials at the site selected must
2-169
-------
In reviewing the progress of facilities planning efforts during con-
duct of this EIS, two items of interest were noted:
• The aerated lagoon - rapid infiltration treatment was found
to be the lowest cost treatment concept
• Additional areas with soils similar to those found at the
Rambow site (e.g., permeable sands and sandy loam) are
located in and around the Village of Walworth.
For these reasons, the EIS Alternative includes an aerated lagoon-rapid
infiltration treatment system near Walworth to serve the Villages of
Fontana and Walworth.
For this system, new pumps would be installed in the main pump station
in Fontana. A comminutor would be provided to protect the pumps from large
solids. Pumps would be designed to handle the peak flow rate with the
largest unit out of service and would include flow monitoring equipment. A
stand-by electric generator also would be provided. The Fontana pump
station would discharge through a force main to a gravity interceptor
constructed to convey wastewater from Fontana to the Walworth WWTP site.
At the existing Walworth WWTP site a new metering station would be
constructed for Walworth. The Fontana and Walworth flows would be combined
at that site and would flow by gravity to the regional land application
site.
This intermunicipal conveyance system would discharge to a new raw
wastewater pump station, located at the land application site. A comrain-
utor would be provided to protect the pumps from large solids. Pumps would
be able to handle the peak flow rate with the largest unit out of service.
Flow monitoring equipment and a stand-by electric generator also would be
provided. The raw wastewater pump station would discharge to a 12-inch
diameter force main, which would convey raw sewage to the aerated lagoon
system.
The aerated lagoon system would consist of three cells designed to
remove 80% of the influent BOD. Oxygen transfer within the aerated lagoon
2-170
-------
would be provided by positive displacement blowers and static tube aerators
designed to deliver a minimum of 1.5 pounds of oxygen per pound of BOD
removed, as required by Section NR 110.24(6) of the Wis. Adm. Cd. A third,
quiescent cell would be provided for effluent polishing. The quiescent
cell also would serve as the dosing cell for the land application system.
The aerated lagoons would be designed to produce an effluent containing
less than 50 mg/1 BOD.
All flow through the WWTP from the forcemain discharge to the seepage
cells would be by gravity. Liquid piping would be designed to allow by-
passing of: individual cells for resting or maintenance. Eight seepage
cells would be provided, to allow for alternate dosing and resting. This
would enhance treatment and prolong the life of the system. Dosing and
resting seepage cells would alternately saturate and drain the soil,
creating anaerobic and aerobic conditions, respectively. This would allow
both nitrification and denitrification to occur, which would minimize the
effect of nitrates on groundwater.
A system of observation wells also would be installed around the
perimeter of the seepage cell system, to monitor groundwater quality. In
addition, a new administration and maintenance building would be provided.
This building would include a laboratory, offices, aeration equipment,
lavatory facilities, the stand-by generator, a workshop, and vehicle stor-
age space.
The aerated lagoon-rapid infiltration wastewater treatment system will
rely, in part, upon the physical, chemical, and biological purification of
wastewater within subsurface soil materials of the site selected. For this
final purification method to be practical, cost-effective, and environ-
mentally acceptable subsurface soil materials at the site selected must
possess the capability of accepting and conducting applied wastewater at
reasonable hydraulic rates. The site also must possess an adequate depth
of subsurface material to ensure adequate treatment of wastewater prior to
reaching groundwater. In addition to its physical suitability, the site
also must be attainable with appropriate zoning to be implementable.
2-171
-------
For the EIS Alternative, the site evaluated in detail 'by the facili-
ties planner consists of 80 acres of the Donald Rambow farm, legally
described as the E % of the NW H; of Section 28, TIN, R16E, Walworth County,
Wisconsin. The location of the site is shown on Figure 2-17.
The facilities planner conducted limited soil testing to determine the
hydraulic conductivity rate and depth to groundwater. The three borings
indicated laterally uniform underlying soils and a groundwater depth of
approximately 26 feet. Theoretical hydraulic conductivities calculated by
the facilities planner based upon grain size analyses, however, indicated
potentially low hydraulic loading rates might be required. Onsite infil-
tration testing to measure permeability was conducted by the facilities
planner. This latter infiltration testing identified increasing infiltra-
tion rates with depth below the ground surface. Preliminary indications
were that, upon removal of the top eight feet of low-permeability surface
material, an application rate of 20 inches per week could be utilized.
According to the facilities planner, another good indication of the
feasibility of the site is the fact that detailed logging of the test pit
walls, like the first three borings, did not find any silt or clay seams
that would impede infiltration from the bottom of the cells, as has occur-
red at some other facilities within the State (Donohue and Assoc., Inc. ,
1983b).
Estimated costs for the Walworth/Fontana aerated lagoon-rapid infil-
tration system for the EIS Alternative, as derived from detailed costs
prepared by the facilities planner for the Facilities Plan aerated lagoon
alternatives, are listed in Table 2-46. A disaggregation of costs between
sewered portions of the Walworth/Fontana RSSAs is shown in Table 2-47.
The Rambow site was retained as a suggested site only for costing pur-
poses; i.e., if facilities at the Rambow site have lower costs then facil-
ities located in another site near the Village potentially would be lower
cost. If an aerated lagoon system does prove to have lower cost, then
further site evaluations could be undertaken to find an acceptable site
near or within the Village.
2-172
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Table 2-46. Estimated costs for the Walworth/Fontana WWTP (1.09 mgd) as proposed in the
EIS Alternative. **
CONVEYANCE FACILITIES
Fontana Pump Station
Structural
Mechanical
Walworth Metering Site
Structural
Mechanical
Piping
Fontana to Walworth
Walworth to Rambow Site
CONSTRUCTION COST - CONVEYANCE FACILITIES
Service Factor (27%)
CAPITAL COST - CONVEYANCE FACILITIES
TREATMENT FACILITY
Earthwork
Lagoon Liner
Process Piping
Aeration Blowers
Aerators
Service Building
Land
Roadways
Landscaping
Fencing
Water Well
Observation Wells
Control Structures
Metering and Sampling
Tractor and Mower
Lab & Office Equipment
Electrical
Raw Wastewater Pumping
Structural
Mechanical
Force Main
CONSTRUCTION COST - TREATMENT FACILITY
Service Factor (27%)
CAPITAL COST - TREATMENT FACILITY
CAPITAL COST - SUBREGIONAL FACILITIES
1
1
2
2
3
Initial
Cost
($)
245,000
15,000
25,000
553,000
172,000
,010,000
272,200
,282,700
466,000
218,000
195,000
45,000
80,000
166,000
500,000
20,000
15,000
13,000
7,000
4,000
23,000
16,000
16,000
30,000
37,000
75,000
50,000
5,000
,009,000
542,400
,551,400
,834,100
Service
Life
(Yrs)
15
40
40
40
40
20
20
40
20
20
40
Infinite
20
20
20
20
20
20
20
10
20
20
40
15
40
Future Future
10th Yr. 15th Yr
($) ($)
245,000
— — — —
— —
-._ __
— —
-0- $245,000
•_ -•_
— —
— —
— —
— —
—
— —
— — —
—
— —
—
— —
—
—
16,000
— —
— —
— _ _
— 50,000
— —
$16,000 $50,000
$16,000 $295,000
Salvage
Value
($)
163,500
7,500
276,500
86,000
65,000
83,000
500,000
37,500
16,500
2,500
2-173
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Table 2-46 (Concluded).
ANNUAL O&M COST - CONVEYANCE FACILITIES
CONVEYANCE FACILITIES
Fontana Pump Sta.
Walworth Pump Sta.
ANNUAL O&M COST - CONVEYANCE FACILITIES
ANNUAL O&M COST - TREATMENT FACILITY
Labor
Electric Power
Natural Gas and Fuel
Parts and Maintenance Supplies
Chemicals
ANNUAL O&M COST - TREATMENT FACILITY
ANNUAL O&M COST - SUBREGIONAL FACILITIES
ANNUAL O&M COST - EXISTING SEWER O&M
Existing Sewer System O&M
Administrative/Billing Cost
ANNUAL O&M COST - EXISTING SEWER O&M
a
Annual Cost
($/Yr)
$20,000
500
20,500
30,000
38,000
2,000
2,500
300
73,000
$93,500
Walworth
$10,000
11,000
$21,000
Fontana
$23,000
6,500
$29,500
Annual O&M costs for existing sewers and administrative costs is taken from Appendix L
of Addendum No. 1 to Volume 2: West Planning Area (Donohue & Assoc., Inc. 1983b).
**This table was developed from Facilities Planning information prior to the decision of
Kikkoman Foods to discharge industrial process and sanitary wastewater to the proposed
Walworth/Fontana Sewerage System. The information contained in this table does not
include the costs and capacities related to the Kikkoman discharge.
Williams Bay WWTP
For the EIS Alternative, a new Williams Bay aerated lagoon - rapid
infiltration WWTP would be constructed, as proposed in the FPRA. The only
difference is that a 0.7 mgd WWTP (average daily summer flow) would be
built instead of a 0.9 mgd WWTP, due to the reduced flow from a smaller
service area. Estimated costs for the 0.7 mgd Williams Bay WWTP are listed
in Table 2-48. A summary of the costs associated with the complete EIS
Alternative is given in Table 2-49.
2-174
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Table 2-47. Disaggregation of costs between sewered portions of Walworth/
Fontana RSSAs, based on annual daily average wastewater flows. **
O&M
Cost Share
22.6%
77.4%
100.0%
Salvage
Value
Area
Walworth
Fontana
Total :
Area
Fontana:
Administrative
Existing Sewer O&M
Pump Station
Piping
WWTP
Subtotal (Fontana)
Walworth:
Administrative
Existing Sewer O&M
Metering Station
Piping
WWTP
Subtotal (Walworth)
Total
Design Capital
Flow Cost Share
278,000 gpd 25.4%
815,000 74.6%
1,093,000 100.0%
Future Future
Capital 10th Yr. 15th Yr.
Cost Cost Cost
_
_
$311,200 - $245,000
869,214
1,903,300 11,900 37,300
$3,083,700 $11,900 $282,300
_ _ _
\
_ _ —
50,900
55,474
648,000 4,100 12,700
$754,400 $4,100 $12,700
$3,834,100 $16,000 $295,000
Base Year
Flow
190,000 gpd
650,000
840,000
Annual
O&M
$6,500
23,000
20,000
-
56,700
106,200
10,000
11,000
500
-
16,500
$38,000
$144,200
$163,500
340,656
525.600
$1,029,756
7,500
21,844
178.900
$208,244
$1,238,000
Cost disaggregation computed by WAPORA, Inc.
**This table was developed from Facilities Planning information prior to
'the decision of Kikkoman Foods to discharge industrial process and sani-
tary wastewater to the proposed Walworth/Fontana Sewerage System. The
information contained in this table does not include the costs and capa-
cities related to the Kikkoraan discharge.
2-175
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Table 2-48. Estimated cost of the Williams Bay WWTP (0.7 mgd) proposed for the EIS
Alternative (Scaled from FPRA by WAPORA, Inc.).
TREATMENT FACILITY
Raw Wastewater Pumping
Mechanical
Force Main
Earthwork
Lagoon Liner
Process Piping
Aeration Blowers
Aerators
Blower Building
Roadways
Landscaping
Fencing
Observation Wells
Control Structures
Metering and Sampling
Electrical
CONSTRUCTION COST - TREATMENT FACILITY
Service Factor (27%)
CAPITAL COST - TREATMENT FACILITY '
ANNUAL O&M COST
ANNUAL O&M COST - TREATMENT FACILITY
Labor
Electric Power
Natural Gas and Fuel
Parts and Maintenance Supplies
ANNUAL O&M COST - TREATMENT FACILITY
EXISTING COLLECTION SYSTEM3
Existing Sewer System O&M
TOTAL ANNUAL O&M COST
Initial
Cost
($)
75,700
15,700
210,500
87,900
227,00
39,200
29,400
68,700
25,000
12,000
18,000
5,000
20,000
16,000
25,200
885,300
239,000
1,124,300
Annual Cost
$30,000
34,000
2,600
70,100
100,000
Service
Life
(Yrs)
15
40
20
20
30
20
20
20
40
20
20
20
20
20
20
170,100
75,700
Salvage
Value
($)
50,500
7,900
75,700
$75,700
$134,100
Cost was taken from Appendix W of Volume 2: Treatment Alternatives, West Planning Area
(Donohue & Assoc., Inc. 1983a).
2-176
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Table 2-49. Summary of estimated costs for the EIS Alternative for major service areas within the Geneva Lake-Lake Como RSSAs.**
Area
Capital
Annual
O&M
Future
10th Yr.
Cost
Future
15th Yr.
Cost
Salvage
Value
Present Worth
Capital
O&M
(10.0983)
10th Yr.
(0.4796)
15th Yr.
(0.3321)
Salvage
(0.2300)
Total
Present
Worth
Lake Geneva-Lake Como RSSAs
Lake Como (Onslte) :
Administration $221,544 $60,273
Initial (Permanent) $461,795 $34,650
Initial (Seasgnal) 526,376 15,468
Future Annual 63,651 1,175
Total $1,209,715 $110,391
$ 0 $221,544 $608,655
$38,082 $461,795 $349,906
44,956 526,376 156,201
160,470 642,767 84,726
$83,038 $1,852,482 $1,199,488
$ 0
$8,759
11,490
36,908
57,157
$2,994,813
Lake Geneva Golf Hills (Onslte)
Administration
Initial (Permanent)
Initial (Seasonal)
Future Annual
Total
5,328
5,378
0
207
10,706
0
6,666
0
23,043
6,666
19,584
74,966
0
77,424
171,974
53,804
54,309
0
14,926
123,039
—
—
—
—
288,180
Geneva Bay Est. 4 Forest Rest (Onsite)
Administration
Initial (Permanent)
Initial (Seasonal)
D
Future Annual
Total
1,887
600
180
13
2,667
0
0
0
699
0
6,936
3,510
1,755
13,491
25,692
19,055
6,059
1,818
937
27,869
0
0
0
851
851
52,710
Southeast Shore (Onsite)
Administration 60,345 16,539
Initial (Permanent) 95,895 3,860
Initial (Seasonal) 144,616 4,078
Future Annual 15,900 394
Total 300,856 24,477
0
7,011
11,877
55,182
18,888
60,345
95,895
144,616
160,563
461,419
167,016
38,979
41,181
28,410
275,586
0
1,613
2,732
12,692
719,968
Lake Geneva
Collection and WWTP
Totals
4,444,900 361,800
6,062,222 510,041
360,800 695,400 4,444,900 3,653,565
360,800 803,992 6,956,467 5,279,457
119,822 159,942
119,822 241,820
8,058,345
12,114,016
-------
Table 2-49. (Continued.)
Area
Walworth/Fontana RSSAs
Waiworth
Collection and WWTP
Fontana
Collection and WWTP
Fontana (Onsite):
Section 11
Administration
Initial (Permanent)
Initial (Seasonal)
Future Annual
Total
Southwest Shore (Onsite)
Aminstration
Initial (Permanent)
Initial (Seasonal)
Future Annual
Total
Total for Fontana RSSA
Capital
754,400
3,083,700
2,856
1,404
702
4,230
4,962
0
46,104
54,783
119,408
15,495
220,295
3,308,957
Annual
O&M
38,000
106,200
777
160
72
47
1,009
12,543
3,402
4,030
324
19,975
127,184
Future Future
10th Yr. 15th Yr. Salvage
Cost Cost Value
4,100 12,700 208,244
11,900 282,300 1,029,756
0
0
0
9,864
0
0
4,375
16,146
50,973
20,521
11,900 282,300 1,050,277
Capital
754,400
3,083,700
2,856
1,404
702
42,716
47,678
, 46,104
54,783
119,408
156,473
376,768
3,508,146
Present Worth
O&M 10th Yr. 15th Yr.
(10.0983) (0.4796) (0.3321)
383,735 1,966 4,218
1,072,439 5,707 93,752
7,846
1,616
727 --
3,389
13,578
126,662
34,354
40,696
23,363
225,076
1,311,093 5,707 93,752
Salvage
(0.2300)
47,896
236,844
0
0
0
2,269
2,269
. 0
1,006
3,714
11,724
16,444
255,557
Total
Present
Worth
1,096,423
4,018,754
58,987
585,400
4,663,141
Williams Bay RSSA
Williams Bay
Collection and WWTP
1,124,300 170,100
75,700
134,100
1,124,300 1,717,721
25,140
30,843
2,836,318
-------
Table 2-49. (Concluded.)
Area
Northwest Shore (Onsite
Administration
Initial (Permanent)
Initial (Seasonal)
Future Annual
Total
Total
Capital
:e)
50,184
27,682
79,383
17,073
157,249
Annual
O&M
13,653
1,684
3,140
195
18,477
Future
10th Yr.
Cost
—
—
—
—
Future
15th Yr.
Cost
—
—
—
—
—
Present Worth
I TOTAL FOR
C EIS ALTERNATIVE:
Salvage
Value
1,281,549 188,577
$11,407,128 $863,802
75,700
142,785
Capital
50,184
27,682
79,383
172,408
329,657
1,453,957
O&M 10th Yr.
(10.0983) (0.4796)
137,872
17,006
31,709
14,061
200,648
1,918,369
15th Yr.
(0.3321)
—
—
25,140
Salvage
(0.2300)
0
400
1,598
11,433
13,431
44,274
bPresent worth calculated at 7 5/8% for 20 years.
Present worth factors for future annual onsite systems are:
- Present wortli of annual capital = 10.0983
- Present worth of annual incremented O&M = 72.1075
- Present worth of total salvage value = 0.2300
CThe totals for capital and annual O&M include only initial costs.
**This table was developed from Facilities Planning information prior to the decision of Kikkoman Foods to discharge industrial process and
sanitary wastewater to the proposed Walworth/Fontana Sewerage System. The information contained in this table does not include the costs
and capacities related to the Kikkoman discharge.
Total
Present
Worth
516,874
3,353,192
$16,000 $731,500 $2,205,298 $12,672,970 $8,892,744 $7,673 $242,931 $589,547 $21,226,772
-------
2.5. Cost-Effectiveness Analysis of the Final Alternatives
• \
This section evaluates the cost-effectiveness of the FPRA and the EIS
Alternative. Section 2.5.1. evaluates monetary costs and anticipated user
charges of the alternatives, while Sections 2.5.2. through 2.5.4. evaluate
the flexibility and reliability of the alternatives and discuss how they
could be implemented.
2.5.1. Cost-effectiveness Analysis
The previous section of this EIS presented information concerning the
anticipated costs of constructing the final alternatives (construction
cost); the total project costs including engineering, contingency, and ad-
ministrative fees which would be incurred (capital cost); the estimated
yearly cost of operating and maintaining the facilities (annual O&M); and
the value treatment equipment and/or structures would have at the end of
the 20-year planning period (salvage value).
Capital costs are given in terms of total dollars required to finance
the project in one lump sum payment. Operation and maintenance costs, how-
ever, are given as an annual cost to be spent each year during the 20-year
planning period. If one alternative has a high capital cost but a low O&M
costs, while a second alternative has a low capital cost but high annual
O&M costs, it is difficult to compare the two alternatives to tell which
one really would be least expensive over-all. In order to enable a mean-
ingful comparison to be made, a total present worth analysis must be
conducted.
The total present worth analysis presents all cost information in
terms of present worth at the beginning of the planning period. Capital
cost, present worth of the annual O&M, and present worth of the salvage
value at the end of the planning period are summed to obtain the total
present worth of each alternative (salvage cost is a negative value). The
results of the cost-effectiveness analysis of the final alternatives for
the Geneva Lake RSSAs are presented by the total present worth cost esti-
mates listed in Tables 2-43 and 2-49. As listed in these tables, the total
2-180
-------
present worth of the FPRA is $33,389,100, whereas the total present worth
of the EIS Alternative is $21,226,800 (approximately^ 63% of the FPRA esti-
mated cost). Therefore, the EIS Alternative has less total present worth
than the FPRA.
A comparison of present worth costs which are associated with provid-
ing wastewater management services to specific RSSAs, or service areas
within certain RSSAs, also can be made by comparing the total present worth
values listed in Tables 2-43 and 2-49 for the various areas. For example,
for the Lake Como area, the total present worth of the centralized sewage
collection and treatment system proposed by the FPRA is $12,279,070. For
the same Lake Como area, the total present worth of the onsite management
system proposed by the EIS Alternative is $2,994,800 (approximately 25% of
the FPRA estimated cost). In general the EIS Alternative that serves
currently unsewered areas of the RSSAs with onsite management systems has
lower total percent worth costs than the FPRA that proposes construction of
sewers in currently unsewered areas.
For currently sewered areas, the estimated costs for providing cen-
tralized wastewater collection and treatment, as proposed by both the FPRA
and EIS Alternative, are similar. For Lake Geneva, the cost of the EIS
Alternative is greater than for the FPRA, because the WWTP costs are borne
entirely by the City and are not shared with citizens in Lake Como and the
southeast shore area. Exactly what these various costs will mean to the
citizens paying for wastewater services will depend, in part, on what kind
of State and/or Federal grants (if any) are awarded for the project.
It should be noted that the EIS Alternative provides for wastewater
treatment (either centralized or onsite) for nearly all residences in the
RSSAs. The FPRA proposes sewers in all areas, but cost estimates currently
have been provided by the facilities planner for the larger subdivisions
only. If collection sewers are actually constructed to serve all resi-
dences within the RSSAs, the total cost for collection sewers of the FPRA
could actually be substantially higher than those listed in Table 2-36.
2-181
-------
The USEPA construction grants program, although administered by the
WDNR, is a Federal Program which makes Federal grants available for con-
struction of wastewater treatment facilities. For grants awarded prior to
1 October 1984, the Federal grant would equal 75 percent of all grant
eligible capital costs. On or after 1 October 1984, the Federal share
would be 55% of all grant eligible capital costs. USEPA participation in
cost for reserve capacity after 1 October 1984 has been reduced from 20
years to the capacity needed at the time of grant award. Grants are not
awarded for annual operation and maintenance expenditures.
For innovative/alternative components such as land disposal systems
(e.g., rapid infiltration) and resource recovery systems (e.g., sludge
landspreading), grants of up to 85% of the grant eligible capital costs of
the innovative/alternative systems can be awarded prior to 1 October 1984.
On or after 1 October 1984, innovative/alternative systems may receive
grants for up to 75% of the grant eligible capital costs.
The Wisconsin fund grant program makes 60% grants for the construction
cost of eligible systems for which Federal monies are not available.
Engineering fees, legal and administration fees, and annual operation and
maintenance costs are not eligible for state funding. A priority list uses
several criteria to determine eligibility under both the Federal and state
grant programs. The project schedule for the Geneva Lake study area indi-
cates that construction grants will be requested, and potentially awarded,
prior to 1 October 1984. Because of the respective rankings of these
projects on the WDNR priority list, the L'ake Geneva WWTP likely will
receive Federal funding. The facilities proposed for Williams Bay, Wai-
worth, and Fontana likely will not receive any Federal funding. However,
it does appear that the west end projects (Walworth, Fontana, and Williams
Bay) likely wili receive grants from the Wisconsin Fund in the amount of
60% of all grant eligible costs. In addition, it appears that collection
sewers, interceptors and associated lift stations, and initial onsite
system upgrades for permanent residences potentially would receive
Wisconsin fund grants if requested and attached to a WWTP project. Initial
upgrades of onsite systems for seasonal residents, and all future upgrades
and new systems potentially would not be grant eligible.
2-182
-------
Approximate user costs were developed for the FPRA and EIS alternatives,
based on the following assumptions:
• The Lake Geneva WWTP will receive a Federal grant for 75% of
the capital cost of the WWTP upgrade, and 85% of the capital
cost of the rapid infiltration basins and sludge facilities
• Wastewater collection and conveyance lines will receive a
State grant for 60% of their construction costs
• The Walworth, Fontana, and Williams Bay WWTPs will receive a
WDNR grant for 60% of their construction costs
• Onsite systems for permanent residents will receive a State
grant for 60% of their construction costs
• Onsite systems for seasonal and future residences will
receive no grant assistance.
Estimated user costs for various areas in the RSSAs for the FPRA and
the EIS Alternative are presented in Tables 2-50 and 2-51, respectively.
If collection sewers are built in all subdivisions in the RSSAs and the
homeowner's connecting sewer costs were included, user costs for the FPRA
may be substantially higher than those shown in Table 2-50. The user cost
presented in this EIS are included only to allow a meaningful comparison of
alternatives. Actual user charges assessed by the villages, cities, and/or
sewage management districts will depend on actual funding provided (if any)
at the time of construction, bond rates at the time of bond issuance, and
other factors. If these projects are built in phases, then actual user
charges also will vary periodically due to additional bond sales and bond
retirement during each phase of construction.
2.5.2. Flexibility
Flexibility measures the ability of a system to accommodate future
growth and depends on the ease with which an existing system can be up-
graded or modified. System alternatives considered in this report include
centralized collection sewer systems, wastewater treatment plants, and
various onsite systems. The following evaluation is generally applicable
to most of the alternatives unless otherwise stated in the discussion.
2-183
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Table 2-50. Estimated annual user cost per existing connection for the FPRA for the various service areas
within the Geneva Lake-Lake Como RSSAs.
Local
Area Share8
Lake Como Beach $6,217,915
Lake Geneva 682,110
Southeast Shore 1,546,486
^ Fontana 1,750,283
oo
Walworth 472,218
Southwest Shore 924,072
Williams Bay 598,252
Northwest Shore 762,676
Annual
Equivalent
(0.0990)
$615,574
67,529
153,102
173,278
46,750
91,483
59,227
75,505
Annual
O&M
$105,065
245,555
38,910
147,300
29,000
14,700
156,400
28,660
Annual
Cost
$720,639
313,084
192,012
320,578
75,750
106,183
215,627
104,165
Number of
Connections
984
3,028
300
1,582
649
290
1,346
191
Estimated
User Cost
Per
Connection
732
103
640
203
117
366
160
545
See Appendix F for calculation of local share.
-------
Table 2-51. Estimated annual user cost per connection for the EIS Alternative for various service areas
within the Geneva Lake-Lake Como RSSAs.
oo
t_n
Area
Lake Como
Lake Geneva
Golf Hills
Geneva Bay Est.
and Forest Rest
Southeast Shore
Lake Geneva
Wai worth
Fontana
Section 11
Fontana
Southwest Shore
Williams Bay
Northwest Shore
Local
Share3
$1,004,473
61,232
10,641
263,457
923,931
397,990
1,626,834
,
4,338
195,947
593,135
144,945
Annual
Equivalent
(0.0990)
$99,443
6,062
1,053
26,082
91,469
39,401
161,057
429
19,399
58,720
14,350
Total
Annual
O&M
$110,391
10,706
2,667
24,477
361,800
38,000
106,200
1,009
19,975
170,100
18,477
Annual
Cost
$209,834
16,768
3,720
50,559
453,269
77,401
267,257
1,438
39,374
228,820
32,826
Number of
Connections
984
83
30
300
3,028
649
1,582
12
290
1,346
191
Estimated
User Cost
Per
Connection
213
202
124
169
150
119
170
120
136
170
172
See Appendix F of the Draft EIS for calculation of local share.
-------
For gravity sewer systems, flexibility to handle future increases in
flows greater than the original design flow is generally low.. Interceptor
sewers are generally designed for capacity beyond the planning period. To
i
provide an increase in capacity of existing collector sewers is a somewhat
expensive process. Also, the layout of the system depends upon the loca-
tion of the treatment facility. Expansion of a sewer system is generally
easy with the addition of new sewers, but is expensive.
The ability to expand a conventional WWTP depends largely upon the
processes being used, the layout of the facilities, and the availability of
additional land for expansion. The expansion or upgrading of most of the
treatment processes considered in the proposed WWTPs is relatively easy.
With proper design of process components of the treatment plant and proper
planning of the facility layout, the cost and effort required for expansion
may be relatively small. Most conventional treatment processes also have
good operational flexibility because operators can, to some extent, vary
treatment parameters. This is definitely true for the trickling filter,
oxidation ditch, and aerated lagoon WWTPs evaluated in this EIS.
Onsite systems are extremely flexible in that they are generally de-
signed for each user and they only are put where they are needed. As long
as spatial and environmental parameters are met, the type of system can be
chosen according to individual requirements. Existing septic systems can
be easily expanded by adding tank and drainfield capacity, if suitable land
is available. Flow can then be distributed to an added system with little
disturbance of the existing one. In the case of mound systems, future ex-
pansion may be difficult or impossible.
Because of these reasons, WWTPs proposed for the FPRA will be flexi-
ble. However, the flexibility of the proposed expanded collection system
may be somewhat limited, particularly if growth beyond that projected
occurs in an area where existing collection lines are small.
With the EIS alternative, all growth in unsewered areas will be han-
dled by onsite systems to maintain maximum flexibility. Since new sewer
lines will not be continually connecting onto existing lines, the life and
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flexibility of the existing collection system also will be extended. The
onsite systems and the centralized WWTPs proposed by the EIS alternative
both have excellent flexibility for expansion. However, onsite systems are
dependent upon the presence of favorable soil and water table conditions.
If they fail, replacement may be difficult, decreasing flexibility.
2.5.3. Reliability
Reliability measures the ability of a system or system component to
operate without failure at its designed level of efficiency. It is partic-
ularly important to have dependable operation in situations where adverse
environmental or economic impacts may result from failure of the system.
A gravity sewer is highly reliable when designed properly. Such
systems require little maintenance, consume no energy, and have no mechan-
ical components to malfunction. Gravity sewer problems can include clogged
pipes that result in sewer backups; infiltration/inflow which increases the
volume of flow beyond the design level; and broken or misaligned pipes.
Major contributors to these problems are improperly jointed pipes and dam-
age to manholes, especially where they are not located in paved roads.
Pump stations and force mains increase operation and maintenance
requirements and decrease system reliability. Backup pumps are installed
in order to provide service in case one pump fails. A backup power source
is usually provided, consisting of either dual power lines or stationary or
portable emergency generators. Force mains are generally reliable; ex-
cessive solids deposition and ruptured pipes occur rarely. Leaking joints
occur more frequently and can cause environmental damage.
Federal Guidelines for Design, Operation, and Maintenance of Waste-
water Treatment Facilities (Federal Water Quality Administration 1970)
require that:
All water pollution control facilities should be planned and
designed so as to provide for maximum reliability at all times.
"The facilities should be capable of operating satisfactorily
during power failures, flooding, peak loads, equipment failure,
and maintenance shutdowns.
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The wastewater control systems being evaluated for the study area
should consider the following types of factors to insure system relia-
bility:
e Duplicate sources of electric power
o Standby power for essential plant elements
o Multiple units and equipment to provide maximum flexibility
in operation
« Replacement parts readily available
« Holding tanks or basins to provide for emergency storage of
overflow and adequate pump-back facilities
e Flexibility of piping and pumping facilities to permit
rerouting of flows under emergency conditions
• Provision for emergency storage or disposal of sludge
• Dual chlorination units
• Automatic controls to regulate and record chlorine residuals
• Automatic alarm systems to warn of high water, power fail-
ure, or equipment malfunction
• No treatment plant bypasses or collection system bypasses
• Design of interceptor sewers to permit emergency storage
without causing backups
• Enforcement of pretreatment regulations to avoid industrial
waste-induced treatment upsets
• Floodproofing of treatment plants
• Plant Operations and Maintenance Manuals with a section on
emergency operation procedures
« Use of qualified plant operators.
Centralized collection and treatment alternatives will be highly
reliable if these measures are incorporated. Collection systems will be
less reliable where pump stations are required. If dual power lines from
separate substations can be extended to every pump station (an expensive
proposition), a reasonable level of reliability can be attained. Supplying
auxiliary power units for each pump station may not be feasible. A failure
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of a pump station would likely result in raw sewage or effluent being
discharged to surface waters.
Onsite systems are generally a reliable means of treating and dis-
posing of wastewater. Except with certain systems, they operate with no
power inputs and little attention. When failures do occur, the impact to
the environment is small and diffuse. Total failures rarely occur in which
no treatment at all takes place.
Septic , tanks provide reliable treatment when they are properly de-
signed and maintained. The principal maintenance requirement is periodic
pumping of the tank, usually every three to five years. The treatment
process can be harmed if large quantities of strong chemicals are flushed
into the tank.
\ Soil absorption systems generally provide excellent treatment if
design and installation are accomplished properly and soil conditions are
suitable. Other key factors in the successful operation of soil absorption
systems are proper functioning of the septic tank or other treatment unit
and observance of reasonable water conservation practices consistent with
the design flows. Soil absorption systems can malfunction when extended
wet weather results in saturation of the soil, when solids carryover plugs
the seepage bed, and when compaction of the soil surface results in re-
stricted permeability. Mound soil absorption systems are more reliable
than conventional seepage bed systems where water tables are high, beacuse
potential groundwater problems are minimized. They do require an effluent
pump, however, and rely on a dependable power supply. Septic tanks and
pump chambers generally can hold approximately 1.5 days of storage, which
is probably longer than the average power outage. A malfunctioning pump
can be replaced readily If onsite units are standardized.
For these reasons, WWTPs and sewage lift stations proposed by the FPRA
will have moderate reliability, subject to failures during periods of power
outage. The reliability of simple trickling filter, oxidation ditch, and
aerated lagoon WWTPs is better than for other complex treatment technolo-
gies. The simple WWTPs are also able to handle shock loads well.
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For the EIS alternative, reliability of the WWTPs will be the same as
for the FPRA, as(discussed above. Onsite systems will provide maximum re-
liability in unsewered areas.
2.5.4. Implementability
The means by which the selected wastewater management plan is imple-
mnted for each community depends upon whether the selected alternative re-
lies primarily upon centralized or decentralized facilities. Because most
sanitary districts have in the past been organized around centralized col-
lection and treatment of wastewater, there is a great deal of information
about the implementation of such systems. Decentralized collection and
treatment, including onsite systems and cluster systems with subsurface
disposal, is relatively new and there is less management experience on
which to draw.
In this section the terra "management district" referes to the author-
ity responsible for managing the systems. A management district need not
be an autonomous organization, devoted solely to the management of these
systems. It may in fact be charged with other duties, and may share sys-
tems management responsibility through agreements with other agencies.
The value of small waste flows systems as a long-term rather than
short-term alternative to centralized collection and treatment only began
to be recognized in the 1970s. As a result, communities preparing facili-
ties plans after 30 September 1978 were required to provide an analysis of
the use of innovative and alternative wastewater processes and techniques
that could solve a community's wastewater needs (PRM 78-9, USEPA 1978a).
Included as alternative processes are individual onsite wastewater treat-
ment systems with subsurface soil disposal systems.
The 1977 Clean Water Act amendments recognized the need for continual
supervision of the operation and maintenance of onsite systems. USEPA Con-
struction Grant Regulations (USEPA 1978a, USEPA 1979b) which implement that
2-190
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act, require an applicant to meet a number of preconditions before a con-
struction grant for private wastewater systems may be made. They include:
• Certifying that a public body will be responsible for the
proper installation, operation, and maintenance of the
funded systems
• Establishing a comprehensive program for the regulation and
inspection of onsite systems that will include periodic
testing of existing potable water wells and, where a sub-
stantial number of onsite systems exists, more extensive
monitoring of aquifers
o Obtaining assurance of unlimited access to each individual
system at all reasonable times for inspection, monitoring,
construction, maintenance, rehabilitation, and replacement.
Program Requirements Memorandum 79-8 extended these requirements to
grants for publicly owned systems. These policies are continued in recent
regulations and guidelines implementing the Clean Water Act (40 CFR 35.2206
and 40 CFR 35.2100).
The WDNR requirements for funding onsite system improvements through
NR 128 of the Wis. Adm. Code are proposed for the Lake Geneva area. The
onsite improvements would be grant-eligible subject to the following
conditions:
• Sanitary districts would need to be formed to encompass the
area where improvements will be constructed
• The districts should apply for a Step 1 Advance of Allow-
ance. To be eligible for this they would have to be under
3,500 in population and the septic problem would need to be
documented. If they were 3,500 in population, they could
apply for a Wisconsin Fund Step 1
• In facility planning the septic problems have to be fairly
well documented for anything to be grant eligible. If these
systems could be corrected by routine maintenance and re-
placement, they may have failed due to age or poor mainten-
ance and replacement would not be eligible. At any rate,
the onsite improvements have to be demonstrated as cost-
effective in facility planning.
WDNR is preparing a policy to address the eligibility of alternative
systems and onsite replacement. The systems would have to be maintained
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and operated by a community management agency (sanitary district). Publi-
city owned systems (outright ownership or life-of-project lease or ease-
ment) for permanent residences are grant-eligible while the policy for
privately owned systems serving permanent residences is under development.
Any capacity for future growth or units for seasonal residences are not
grant-eligible.
Regardless of whether the selected alternative for a community is pri-
marily centralized or decentralized, four aspects of the implementation
program must be addressed:
• There must be legal authority for the managing agency to
exist and financial authority for it to operate
• The agency must manage construction, ownership, and opera-
tion of the sanitary district
e A choice must be made between the several types of long-term
financing that are generally required in paying for capital
expenditures associated with the project
o A system of user charges to retire capital debts, to cover
expenditures for operation and maintenance, and to provide a
reserve for contingencies must be established.
Centralized System
The City of Lake Geneva and Villages of Walworth, Fontana, and Wil-
liams Bay have the institutional ability to implement and finance waste-
water disposal facilities within their respective corporate limits. They
have the legal ability to apply for the USEPA Construction Grants, Wiscon-
sin Funds, and other sources of funding for design and construction; to
finance the operating costs and local share of the construction costs; and
to generate revenues through user charges. Management of wastewater dis-
posal facilities outside the Village limits, as required for a portion of
each of the Revised Sewer Service Areas under the FPRA can be accomplished
through contractual arrangements to provide service.
Capital expenses associated with a project may be financed by several
techniques (discussed in detail in Chapter 4.O.). User charges are set at
a level that will provide for repayment of long-term debt and cover opera-
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tion and maintenance expenses. The user charges for the different altern-
atives are discussed in Section 2.7. In addition, prudent management agen-
cies frequently add an extra charge to provide a contingency fund for ex-
traordinary expenses and equipment replacement.
Decentralized Systems
Regulation of onsite wastewater treatment systems has evolved to the
point where most new facilities are designed, permitted, and inspected by
county health departments or other agencies. After installation, the local
district has no further responsibility for these systems other than re-
cording septic tank pumpage reports until malfunctions become evident. In
such cases the local district may inspect and issue permits for repair of
the systems. The primary basis for governmental regulation in this field
has been its obligation to protect public health.
I
Rarely have governmental obligations been interpreted more broadly to
include monitoring and control of other effects of onsite system use or
misuse. The general absence of information concerning septic system im-
pacts on groundwater and surface water quality has been coupled with a lack
of knowledge of the operation of onsite systems.
\
Wisconsin statutes provide that communities such as the Town of Linn
or Geneva can form sanitary districts to implement an onsite wastewater
management alternative. A sanitary district may be formed by petition from
residents or by WDNR under State Statutes (Chapter 6330). Commissioners of
the district are either appointed by the Town Board. or elected to their
positions. They have the legal power to issue bonds, borrow money, and
plan and construct wastewater facilities. The sanitary district is respon-
sible for levying user charges, operating and maintaining the systems, and
keeping records as required by WDNR. The existing sanitary district serv-
ing the Town of Linn would need to expand its authority to include waste-
water management in the unsewered portions of the RSSA designated in this
document. A sanitary district would have to be formed in the Town of
Geneva to Include the portions of the RSSA in the north shore of Lake Como.
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The purpose of a decentralized wastewater management district would be
to balance the costs of management with the needs of public health and en-
vironmental quality. Management of such a district would imply formation
of a management district and of onsite wastewater management policies. The
concept of a management district is new. The concept of community manage-
ment of private onsite wastewater treatment facilities has been well devel-
oped in the Final Generic Environmental Impact Statement on Wastewater
Management in Rural Lake Areas (USEPA 1983). That document presents four
community management models which are summarized in Table 2-52.
A status quo model is possible in areas with low density residential
development, few problems with onsite systems, and interest in the regula-
tion of onsite systems is low. An owner, volunter assistance model would
be appropriate where a higher density of onsite systems and number of
identified system failures occurs and potential for more widespread well
contamination exists. A compulsory community management would be appropri-
ate with higher onsite system density, greater population of risk, identi-
fied onsite system failures, documented groundwater problems, and interest
in the regulation of individual onsite systems. All homeowners with indi-
vidual onsite systems would be required to participate in a community
management program. The homeowner would retain ownership and liability for
their onsite systems but the community would assume greater responsibility
for insuring that they are properly maintained and operated. A comprehen-
sive water quality management model would include aspects of the compulsory
model but would also address all sources of pollution affecting a major
water resource such as Geneva Lake. The decision of which model to adopt
would be up to each community.
Another product of the Generic Rural Lake Areas EIS is a six step
method for developing a management program. Many of the issues associated
with the development of a management district are presented in this EIS,
however, they are presented in much greater detail in the Technical Refer-
ence Document of the Generic Rural Lake Areas EIS. The process leading to
the development of a management district program involves six major steps:
\
e Inventorying factors affecting the design process
• Making decisions on system ownership and liability
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Table 2-52. Management models for community management of private onsite wastewater facilities.
Model Characteristics of
of Planning Areas
Ownership/Liability
Functions Needed
Responsibility
for Functions
VO
(Jl
Status Quo
Onsite systems; low density
and failure rate
Good soils
No sensitive water resources
No Community interests in regulation
Available expertise
Home own e r/h ome own e r
Owner Volunteer
Onsite systems; high density
and moderate failure rate
Impacted water resources
Limited funding for water/
wastewater improvements
Community interest in regu-
lating systems
Available expertise
Compulsory
Large number of systems; high
density and moderate failure
rate
'Impacted groundwater resources
High community interest in
regulating systems
Limited funds
Available expertise
Comprehensive
Large'population on onsite
systems; great number of
failures around a clean lake
Very sensitive water resources
High community interest in
regulation of systems and
pollution control
Some off-site systems
Limited funds
Available expertise
Homeowner/homeowner
Homeowner/homeowner
Homeowner/county
Permitting
Inspection of systems
Routine O&M
Complaints investigated
Permitting
Inspection of systems
Complaints investigated
Water sampling/analysis
Sanitary surveys
Construction Grants
Administration
Permitting
Inspection of systems
Routine O&M
Complaints investigated
Water sampling/analysis
Sanitary surveys
Construction Grants
Administration
Permitting
Inspection of systems
Routine O&M
Complaints investigated
Water sampling/analysis
Sanitary surveys
Construction Grants
Administration
County Health Department
County Health Department
Homeowners
County Health Department
County Health Department
County Health Department
County Health Department
County or State Health
Departments
County Health Department
County Health Department
County Health Department
County Health Department
Homeowners
County Health Department
County or State Health
Departments
County Health Department
County Health Department
County Health
County Health
Town
County Health
Town/County/St
Departments
County Health
County Health
Department
Department
Department
ate Health
Department
Department
-------
o Identifying services to be provided
o Determining how selected services will be performed
o Determining who will be responsible for providing services
o Implementing the management program.
The measures projected as necessary to upgrade the onsite systems in
the unsewered portions of the RSSAs were outlined in Section 2.4.3. These
upgraded systems as well as those that do not require immediate improve-
ments will require monitoring and maintenance services over the project
planning period. Providing these services is one of the major objectives
of the management program.
Whenever possible, failing onsite systems would be replaced with a
standard septic tank - soil absorption system designed according to State
standard. However, it must be recognized that conventional seepage beds
will not correct all problems. To avoid the very high cost of installing
and maintaining holding tanks on lots with severe limitations, • full consid-
eration of unconventional systems is an integral part of the EIS Alterna-
tive. However, reliance on unconventional solutions to wastewater problems
creates the need for a higher level of expertise to select the appropriate
system for the given site conditions and to install and maintain them
properly.
Unconventional systems recommended include such technologies as toilet
water/wash water separation, reduced size absorption systems with maximum
water conservation, reduced size mounds, and other "sub-code" systems.
These types of systems are currently not permitted for construction of new
onsite systems serving new dwelling units under State Regulations. These
systems are not proposed for new development under the EIS alternative.
However, for existing systems State regulations do make provisions for a
variance procedure whereby sub-code onsite systems are permitted where lot
limitations prohibit more standard forms of technology (ILHR Chapter H
83.09 Section 2b). This procedure has recently been applied, to the great-
est extent, to the separation distances between lot lines, wells, and on-
site treatment systems. The use of this procedure would need to be ex-
panded to encompass the type of systems proposed under the EIS alternative.
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This procedure would also depend heavily on a higher level of expertise at
the local and County level to ensure that unconventional systems are prop-
erly selected, based upon site conditions.
As previously mentioned, the Town of Linn Sanitary District has the
appropriate authority to implement the management program within their jur-
isdictional boundaries. However, essential expertise is lacking. This
expertise does exist at the County level with the Walworth County Office of
Planning, Zoning, and Sanitation for a considerable portion of the skills
necessary. A new district would have to be formed for the Town of Geneva.
In addition, the Geneva Lake Watershed Environmental Agency is available to
provide water quality management expertise necessary for proper operation
in the management district. An interagency agreement to coordinate the
appropriate expertise could be formulated to ensure that the appropriate
expertise is brought to bear. All costs could be recovered through the
legal authority of the district at the Town level through a system of user
charges that would provide for repayment of long-term debt as well as
operation and maintenance expenses.
Onsite wastewater treatment facilities may be owned by the individual
owner, by a community management district, or by a private organization.
Liability involves acceptance of the responsibility for consequences of the
failure of an onsite system. Historically, communities have accepted all
liability for the failure of centralized collection and treatment systems,
with exception of house connections and plumbing blockages. . The liability
for individual system failures has traditionally rested with the system
owner. With community management of onsite wastewater systems, there may
be advantages to reassignment of the liability for system failure. The
assignment of liability to either a public or private agency is a matter of
choice for the communities and their residents.
The range of services that a management agency could perform in manag-
ing onsite systems varies greatly. Services chosen should be those needed
to fulfill community obligations without superfluous regulation, manpower,
or capital investment. Administrative, technical, and planning services
that a community might select are listed in Table 2-53.
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Table 2-53. Potential program services for wastewater management systems
Administrative
• Staffing
0 Financial
• Permits
• Bonding
• Certification programs
• Service contract supervision
• Accept public management for privately installed facilities
• Interagency coordination
• Training programs
• Public education
• Enforcement
• Property/access acquisition
Technical
• System design
e Plan review
• Soils investigations
• System installation
• Routine inspection and maintenance
• Septage collection and disposal
• Pilot studies
• Flow reduction program
• Water quality monitoring
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-'Site investigations and design review of onsite systems for new build-
ings remains the responsibility of the Walworth County Office of Planning,
Zoning, and Sanitation. However, any combination of the following three
groups could provide the necessary services:
• The Town Sanitary District (including assistance from County
and State organizations)
• Property owners or occupants
• Private organizations such as contractors, consultants,
licensed plumbers, private utilities, and private homeowner
associations.
Communities may control services by providing them directly or they
may provide those services that only the designated regulatory body can
provide (such as permit issuance and enforcement), supervising the services
assigned to owners or private organizations. Assignment of service respon-
sibilities should account for the skills and regulatory authority needed to
successfully provide the service as well as the costs for different parties
to provide them and the risks attendant on poor performance. The determin-
ation of who will be responsible for providing these services will be a de-
cision each community will have to make.
The last step in the design process would be implementation of the
management program. The specifics of this step would vary depending on
decisions made in the design process. Examples of the necessary implemen-
tation procedures are:
• Drafting and adopting appropriate municipal ordinance estab-
lishing the agency or providing it with needed authorities
9 Hiring new personnel as needed
e Notifying potential contractors and consultants of perform-
ance criteria and contract requirements for operating within
the management district
« Drafting and adopting interagency agreements
9 Creating sanitary review board
9 Informing property owners about their responsibilities for
specific services.
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Advantages and disadvantages are attendant to each type of management
option. Complete control by a municipal wastewater management agency comes
closest to guaranteeing that the systems would operate at optimal levels
but represents the most costly approach. The least costly approach would
be to keep the homeowner responsible for all maintenance activities and
costs. The homeowner then would be more inclined to utilize water-saving
measures and other methods to minimize maintenance costs. However, as is
currently the case, environmental protection is more likely to suffer when
the homeowner is responsible for maintenance.
Onsite systems can be funded under Section NR 128.08, which requires
that the individual systems be maintained and operated by a management
agency or that access be granted at all reasonable times through an ease-
ment or under Section NR 128.30 which funds individual, private systems for
existing permanent residences. In a manner similar to centralized systems,
only a certain portion of the total capital costs are eligible for funding.
Grants under Section NR 128.30 pay up to 60% of the eligible costs and have
a limit of $3,000 per residence or business individual system. It is
anticipated that the onsite systems will likely be funded under Section NR
128.08 and that the onsite systems will be owned, constructed, operated,
and maintained by the management agency. The local costs for the construc-
tion, operation, and maintenance of the decentralized systems can be
assessed to each user equally by a variety of means (Section 4.1.3.). A
Town management district would thus have the necessary authority to apply
for funds, finance, and implement a decentralized wastewater management
approach.
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3.0. AFFECTED ENVIRONMENT
3.1. Natural Environment
3.1.1. Atmosphere
3.1.1.1. Climate
The Greater Rockford Airport at Rockford, Illinois, approximately 35
miles southwest of Lake Geneva, is the repository of complete meteorologi-
cal data representative of the Geneva Lake-Lake Como study area. The study
area is characterized by climate of the continental type, moderated some-
what by nearby Lake Michigan. The area experiences large annual tempera-
ture ranges and frequent short-term fluctuations. Monthly temperatures
average 48.1°F (NOAA 1979). The highest temperature recorded at Rockford
was 103° in July 1955, and the record low of -24°F occurred in January
1979.
The average monthly precipitation in the study area is 36.72 inches
(NOAA 1979). Thirty-four percent of the average annual precipitation falls
in June and July, and 64% of the average yearly total occurs from April
through September. However, every month averages at least 4% of the total
average annual rainfall. Most of the snow falls from November through
March. A maximum monthly snowfall of 26.1 inches occurred in January 1979,
and the maximum snowfall in a 24-hour period was 10.9 inches in February
1960. '
Winds are predominantly from the west-northwest, except during June
through October, when they are from the south-southwest (NOAA 1979). Wind
speeds average 9.9 mph.
Upper air data for the Geneva Lake-Lake Como study area have been used
to derive a statistical picture of the occurrence and characteristics of
elevated inversions (Holzworth 1972). These inversions trap pollutants in
ground-based mixing layers, and may result in air pollution episodes. The
lower the inversion layer, or the shallower the mixing layer, the more
3-1
-------
concentrated the pollutants are likely to be. The mean annual afternoon
mixing height in the study area has been determined to be approximately
1190 meters (ra); the mean afternoon mixing height ranges from about 630 m
in winter to 1580 m in the summer. Mixing heights in combination with wind
speeds can be employed to evaluate atmospheric dispersion conditions.
3.1.1.2. Air Quality
The study area is located in the USEPA Southeastern Wisconsin Air
Quality Control Region (AQCR). Air quality standards applicable to the
study area are the Wisconsin Ambient Air Quality Standards, which are iden-
tical to the National Ambient Air Quality Standards (NAAQS). New or modi-
fied wastewater treatment facilities must not cause violations of the
standards, and must meet the New Source Performance Standards for Sewage
Sludge Incinerators (USEPA 40 CFR, Part 60). Such facilities also are
subject to state air quality regulations.
Based on regional air quality data and information on sources of
atmospheric emissions, the Geneva Lake-Lake Como study area has been clas-
sified as an air attainment area for sulfur dioxide (SO ), carbon monoxide
(CO), nitrogen dioxide (NO ), hydrocarbons (HC), and ozone (0 ). An
attainment area is one in which pollution concentrations do not exceed the
primary or secondary NAAQS. The study area is presently unclassified for
total suspended particulates (TSP) (By telephone, Tom Mateer, USEPA Region
V, 29 October 1980).
The WDNR monitored TSP levels at Lake Geneva from 1971 through 30 June
\
1977, when it dismantled its station. TSP levels were in compliance with
both annual and maximum 24-hour primary ambient air quality standards
(health-related), although violations of the maximum 24-hour secondary
standard (welfare-related) occurred. The maximum 24-hour TSP value
•3
achieved in the 6-year monitoring period was 196 ug/m , which was well
below the primary standard of 260 ug/m .
There are no Prevention of Significant Deterioration (PSD) Class I
areas in the Geneva Lake-Lake Como study area (By telephone, Tom Mickelson,
WDNR, 29 October 1980). A PSD Class I designation is given to an area that
3-2
-------
is in attainment with the NAAQS, which allows minimal, if any, industrial
growth. Class II areas allow moderate industrial growth to occur, and all
areas not designated Class I in the US are Class II.
There are no significant odor problems in the Geneva Lake-Lake Corao
study area. The WDNR has never received complaints of odors in Walworth
County (By telephone, Robert Redovich, WDNR, Southeast District, Bureau of
Air Management, 2 October 1978). New or modified wastewater treatment
facilities must be carefully located, designed, and maintained to avoid
potential odor problems.
3.1.1.3. Noise
There are no major noise sources in the Geneva Lake-Lake Como study
area with the exception of highway noises and those related to water recre-
ation, such as motorboats. The location, design, and operation of waste-
water facilities must be considered to avoid exposing the surrounding
community to excessive noise.
3.1.2. Land
3.1.2.1. Physiography and Topography
The Geneva Lake-Lake Como study area is located in a topographically
high area just south of the Kettle Moraine area. The topography of the
study area is characterizad by steep, hummocky, morainic ridges, which
trend northeast-southwest and reflect glacial deposition over a preglacial
bedrock valley. Elevations range from less than 830 ft msl in a wetland
area in the northeast corner of the study area to over 1,130 ft rasl in the
south-central part of the study area.
The majority of the study area is situated in the Fox River Basin
(Section 3.1.3.). Lake Como and Geneva Lake are the two major bodies of
3-3
-------
surface water in the area and are drained' to the northeast by Como Creek
and the White River, respectively. These lakes roughly parallel morainic
ridges and are fed by numerous small perennial and intermittent streams.
Wetlands occur south of the Village of Fontana, around Lake Como, and in
the northeastern and southeastern parts of the study area.
3.1.2.2. Bedrock Geology
The study area is located on the western flank of the Michigan Basin.
The bedrock geology consists of Precambrian crystalline rocks overlain by
Paleozoic strata. The Precambrian surface slopes to the east throughout
Walworth County. The elevation of this surface ranges from -100 ft mean
sea level (msl) at Whitewater to less than -1600 ft msl along the eastern
county line (Borman 1976). The overlying Paleozoic strata consist of
easterly dipping Cambrian, Ordovician, and Silurian sedimentary rocks.
The bedrock surface of the Rock-Fox River Basin was shaped by pre-
glacial and glacial erosion of the exposed bedrock. Due to the regional
easterly dip of the bedrock strata, increasingly older rocks are exposed to
the west (Cotter et al 1969). This regional pattern, however, is distorted
by an uneven bedrock topography. The most striking features are bedrock
valleys, which were formed by the removal of the less resistant Maquoketa
Shale.
3.1.2.3. Surficial Geology
The unconsolidated sediments in the study area are predominantly gla-
cial sediments of Quaternary age. These sediments include end moraine,
ground moraine, and outwash material deposited by the Delavan lobe of the
Lake Michigan glacier during the Wisconsinan Stage of glaciation. The
combined thickness of unconsolidated materials (i.e., alluvium, marsh de-
posits, lacustrine sediment, and glacial drift) in the study area ranges
from approximately 100 ft in the northeast corner to over 500 ft in an area
between Geneva Lake and the southern border of the study area (Borman
1976). Thicknesses tend to be greatest where glacial deposits fill bedrock
valleys and in topographically high regions. Figure 3-1 illustrates the
3-4
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LEGEND
| | Ground moraine
EJQj Out with
\ *»1 Pitted out wash and other ice contact deposits
lill End moraine
-i.
Source R.G Borman. Gfpund-Water Reagurces and
Geoloov of walvvorth Couniv. Vglsconsin, 1976
Figure 3-1. Surficial geology.
-------
uppermost deposits in the study area. Other unconsolidated materials may
underlie these deposits. Buried deposits, particularly those within bed-
rock valleys, constitute important aquifers in the study area.
End moraines mark the position of a glacier during a halt or minor
re-advance, and are composed of glacial till that was deposited along the
edge of a relatively stagnant ice sheet. Moraine topography is generally
characterized by belts of sharply rolling to hummocky land. Because gla-
cial ice was responsible for most of the deposition, materials consist
predominantly of unsorted, unstratified mixtures of clay, silt, sand,
gravel, and boulders. However, localized deposits of stratified sand and
gravel may have been formed from glaciofluvial action of associated melt-
waters.
Ground moraines consist of glacial till that was deposited directly by
glacial ice advancing over bedrock or older glacial deposits. Sediments
comprise unsorted, unstratified mixtures of clay, silt, sand, gravel, and
boulders. Topography is typically gently rolling. Ground moraines in the
study area, however, are unusually rough, possibly due to the uneven bed-
rock surface.
Outwash plains consists of irregularly stratified drift deposited by
meltwaters emerging from a stagnant or retreating ice front. Sediment
particle size ranges from gravel to clay and tends to decrease with dis-
tance from the source. Topography associated with outwash plains is gen-
erally level to gently sloping.
3.1..2.4. Soils
Sewage disposal in rural areas most often depends on soil-based sys-
tems. Whether they function properly or not depends on proper design,
construction, and maintenance of the system. One approach to selection of
design criteria is to generalize soils into similar groupings based on
pertinent physical characteristics. The US Department of Agriculture Soil
Conservation Service (SCS) in cooperation with the Soil Department of the
Wisconsin Geological and Natural History Survey, and the Wisconsin Agri-
3-6
-------
cultural Experiment Station of the University of Wisconsin, have selected
design criteria for this project, based on pertinent physical/chemical soil
properties of the area, detailed in the Soil Survey of Walworth County
(SCS 1971).
The soil associations found in the Geneva Lake-Lake Como study area
are described below. The term "soil association" refers to a distinctive
proportional pattern of soils that normally consists of one or more major
soils (which give the association its name) and at least one minor soil
(SCS 1971). The association map presented in Figure 3-2 provides general
information on the soils of the study area. For detailed information on
the soils of a specific parcel, the Soil Survey of Walworth County
(SCS 1971) must be consulted.
The Houghton-Palms Association is characterized as very poorly drained
organic soils that occur near lakes and drainageways in depressions and on
bottom lands. The association is found at the eastern and western ends of
Lake Como, and at the eastern end of the study area. The soil material is
composed of muck and peat, with mineral soils material underlying the
organic material. These areas frequently are flooded with the water table
at or near the surface throughout the year. No structures or onsite sewage
disposal systems can be constructed successfully in these areas without
extensive soil modification.
The Miami-McHenry Association is the most extensive in the study area
and is characterized by well-drained soils in gently rolling to steep
uplands surrounding the lakes. The soils are formed in loess and underly-
ing sandy loam to loam glacial till associated with the till plains and
terminal moraines. Small areas where this association occurs are steeply
sloping or level, have high water tables, or consist of organic soil mate-
rial. Because of the slopes, surface runoff is rapid, and ponding gener-
ally does not occur. Onsite sewage disposal systems that utilize this type
of soil generally operate well if they are designed, constructed, and
N
maintained properly.
3-7
-------
®
LEGEND
Houghton-Pilm*
| | MUml-McH.nry
[^ Pl«no
Plano-Griswold
Cateo— Fox
Source: US Soil Conservation Service. Soil Survey of
Walworth Counlv, Wisconsin. 1^
Figure 3-2. Soils association.
-------
The Piano, gravelly substratum-Warsaw Association is characterized as
well-drained soils with nearly level to gently undulating slopes found on
outwash plains and stream terraces in the southwestern corner of the study
area around Walworth. The soil material is silty clay loam over sand and
gravel outwash in most areas. Surface runoff is slow, but the relatively
high permeability of the soil, and the deep water table in these areas
effectively reduce ponding to very short durations. Soil-based onsite
' sewage disposal systems operate well on these soils, but inadequate treat-
ment of septic tank effluent may occur if drainfields are located in the
underlying sand and gravel.
3.1.2.5. Prime Farmland
Prime farmland is land that has the best combination of physical and
chemical characteristics for producing row crops. The SCS has defined
prime farmlands as lands having "an adequate and dependable moisture supply
from precipitation or irrigation, a favorable temperature and growing
season, acceptable acidity or alkalinity, acceptable salt or sodium con-
tent, and few or no rocks." Prime farmlands are also characterized as
lands that are not excessively erodible or saturated with water for long
periods of time, and which either do not flood or are protected from flood-
ing (SCS 1977).
Prime farmlands, farmlands of statewide importance, and farmlands of
local importance have been identified and mapped in the study area by the
SCS (See Figure 3-3). Prime farmland accounts for 245,790 acres in
Walworth County and includes all farmland on Class I and II soils. Farm-
land of statewide importance is land with good potential for growing hay or
for growing hay and row crops in rotation. Conservation practices such as
contour stripping may be required on these Class III lands. Farmlands of
local importance are any lands that are considered important on a local
basis by the SCS.
3-9
-------
LEGEND
| Prime farmland
I Farmland of statewide importance
Farmland of local importance
Other land
Approximate limits of urban growth
Figure 3-3. Prime farmland.
-------
3.1.3. Water Resources and Water Quality
3.1.3.1. Groundwater
Groundwater Resources
Groundwater in the Geneva Lake-Lake Como study area is an important
resource for residential, industrial, commercial, and municipal users.
Groundwater currently supplies 100% of the area's drinking water. The total
groundwater withdrawal for Walworth County in 1971 was 6.6 mgd (Borman
1976) (Table 3-1).
Table 3-1. Amount of water used daily in 1971 for residential, commer-
cial, industrial, and municipal purposes in Walworth County,
Wisconsin (Borman 1976).
Amount Used
Water Use
Residential (public supply)
Residential (private supply)
Commercial (public and private supply)
Industrial (public and private supply)
Institutional (private supply)
Municipal
Total
MGD
1.56
1.1
1.2
1.3
0.2
1.27
6.63
Percent
23
17
18
20
3
19
100
The groundwater aquifers in the study area are located in sandstone,
in unconsolidated sand and gravel glacier deposits, in the Niagaran Forma-
tion, and in the Galena-Decorah-Platteville Formation.
The sand-gravel and sandstone aquifers in the area supplied approxi-
mately 94% of the 1971 pumpage for Walworth County (Table 3-2). The sand-
gravel aquifer, which is the major source of water, occurs both at the
surface and buried below relatively impermeable materials. Wells at the
surface yield between 500 gpm and 5,000 gpm, and wells below relatively
impermeable materials yield between 10 gpm and 500 gpm (Cotter et al
1969). Because water is found in the interconnected pore spaces between
3-11
-------
grains, well yields are also dependent upon the grain size and sorting of
the sediment, and the thickness and lateral extent of the permeable de-
posit. The saturated thickness of the aquifer in the study area ranges
from zero to about 300 feet; it is greatest in Fontana and Walworth, where
glacial deposits fill bedrock valleys and the topography is higher.
In areas where permeable glacial deposits are thin or absent, wells
penetrate the three bedrock aquifers. In many instances, bedrock wells
rather than glacial drift wells are preferred because bedrock wells do not
have to be screened and therefore are less expensive to construct.
Table 3-2. Total purapage from aquifers in Walworth County in 1971
(Borman 1976).
Pumpage
Aquifer
Sand-and-gravel
Niagara
Galena-Pla ttevil le
Sandstone
Total
MGD
3.5
0.2
0.2
2.7
6.6
Percent
53
3
3
41
100
The sandstone "aquifer underlies the entire study area. It is the
major source of water for municipal and industrial supplies, but is not
generally tapped for private water supply (Borraan 1976). The sandstone
aquifer includes all sandstone bedrock below the Maquoketa shale. Yields
from most wells tapping this aquifer are directly proportional to the
thickness of the sandstone penetrated. Because of the thickness (up to
3,000 feet) and total head, well yields of up to 2000 gpra are possible
(Cotter et al 1969).
Although the Niagaran dolomite aquifer system supplies water for only
11% of the private uses in Walworth County, it is an important source of
water in parts of the study area where the sand-and-gravel aquifer is
absent. The Niagaran dolomite aquifer can be as thick as 450 feet, and
wells tapping it have yielded up to 1,500 gpm (Cotter et al 1969).
3-12
-------
The Galena-Platteville aquifer provides water in areas where the-
sand-and-gravel aquifer and Niagaran aquifer are absent. This aquifer
system is used for residential and agricultural purposes. The thickness of
the aquifer ranges from 0 feet to 400 feet, and yields from 10 gpm to 100
gpm (Cotter et al 1969).
Groundwater Quality
Groundwater within the study area is generally suitable for drinking
in terms of meeting drinking water standards. However, some residents in
the Lake Cbmo area have mentioned that the taste renders the water unsuit-
able for drinking. A spring used for drinking water purposes was closed
for most of the summer of 1982 in Lake Como. Coliform bacteria counts were
found above drinking water standards. The groundwater, in most locations
in the study area, is considered to be very hard (Borman 1976).
3.1.3.2. Streams
The streams and rivers in the study area that are of concern include
the White River, Piscasaw Creek, and Como Creek.
Stream Characteristics
The White River flows northeast out of Geneva Lake and joins the Fox
River near Burlington, Wisconsin, about 12 miles from the study area. Low
flows typically occur in late summer or autumn and high flows occur during
the spring. A summary of flow records is presented in Table 3-3. The
7-day, 10-year low flow is used to determine the amount of wastewater a
stream can assimilate and still be used for recreational or other purposes.
The 7-day, 10-year low flow for the White River at the Lake Geneva Waste-
water Treatment Plant is reported as 0.89 cfs by the USGS (1979), whereas
SEWRPC (1974) reported a value of 0.10 cfs at the same site.
The White River watershed has a history of minor floods. Major flood-
ing is prevented by the storage of water in Geneva Lake attenuating the
runoff peak following precipitation and snowmelt. The two most significant
3-13
-------
floods in the area occurred in March-April. 1960 and July 1938 (Donohue &
Assoc., Inc. 1978a).
Piscasaw Creek originates in southwestern Walworth County, Wisconsin,
and flows south for approximately 30 miles, where it joins the Kishwaukee
River near Belvidere, Illinois. The Kishwaukee River eventually flows into
the Rock River. Hydrologic data on Piscasaw Creek are limited. Available
Table 3-3. Summary of flow data for the White River (water years 1958-64
and 1967-79; USGS 1980). Flow measurements were taken at a
gaging station 3 meters downstream from the bridge on State
Highway 36, about 0.5 miles NE of the City of Lake Geneva.
Discharge (water years 1974-79)
Extremes for the period of record:
Maximum Discharge
Minimum Discharge
Extremes for the water year 1978-79:
Maximum Discharge
Minimum Discharge
Average
Flow (cfs)
90.5
1,960
2.3
671
21
18 July 1969
4 July 1965
19 March
12 November
low-flow data are for the Village of Walworth sewage treatment plant. The
value for the 7-day, 10-year low flow was recorded as 1.30 cfs by the USGS
(1979), as 4.73 cfs by SEWRPC (1978), and as 0.70 cfs by WDNR (Donohue &
Assoc. , Inc. 1983a).
Como Creek leaves Lake Como flowing in a northeasterly direction for
about 1.8 miles before entering the White River northeast of Lake Geneva in
Lyons Township. The 7-day, 10-year low flow is estimated to range from 0.3
cfs to 0.53 cfs (By telephone, Steven Skavroneck, WDNR, 19 October 1978).
Stream Water Quality
The quality of the surface water in the study area is regulated by the
WDNR through Chapter 144 of the Wisconsin Statutes and Chapters 102 and 104
of the Wisconsin Administrative Code. These standards apply to individual
3-14
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surface waters according to their use and location. They are divided into
four categories: general standards, standards for fish and aquatic life,
standards for recreational use, and standards for water supply.
White River
The White River near Lake Geneva has been classified as "effluent
limited" (i.e., the stream is capable of meeting water quality goals with
application of best practicable treatment technology). No routine water
quality monitoring stations are located on the White River that provide
sufficient data to accurately assess the water quality of the river.
Limited data (Table 3-4), however, indicate that concentrations measured
met water quality standards or were within recommended concentrations to
protect water uses (USEPA 1976).
Table 3-4. Summary of water quality data (rag/1) for the White River at
Lake Geneva (June - November - 1972; USEPA 1978).
Parameter
Ammonia Nitrogen
Total Kjeldahl Nitrogen
NO -N and NO -N
Phosphorus - Dissolved
Phosphorus - Total
No. of
Samples
14
14
14
14
12
Range
0.315 - 0.009
1.80 - 0.390
0.168 - 0.010
0.039 - 0.005
0.060 - 0.015
Mean
0.069
0.935
0.044
0.010
0.025
There are two point sources that discharge into the White River. The
WWTP for the City of Lake Geneva, which has an average design capacity of
1.1 mgd, currently discharges an average of 0.6 mgd. The other discharge
is the Americana Hotel WWTP.
Piscasaw Creek
Piscasaw Creek also has been classified as "effluent limited." No
water quality data, however, are available to assess the stream's water
quality in the study area. The only point source discharging to Piscasaw
3-15
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Creek in the study area is the Village of Walworth WWTP. It has an average
design capacity of 0.15 ragd and a peak hydraulic design capacity of 0.3
mgd.
Como Creek
Corao Creek has been classified as "effluent limited." There are no
water quality monitoring stations on the creek, and the 1972 National
Eutrophication Study of Lake Corao is the only source of water quality data
for Como Creek (Table 3-5). At the time of the survey, the concentrations
measured met water quality standards or were within recommended concentra-
tions to protect water uses. There are no known point sources discharging
into Como Creek.
Table 3-5. Summary of water quality data (rag/
November 1972; USEPA 1976).
Parameter
Ammonia - Nitrogen
Total Kjeldahl Nitrogen
NO -N and NO -N
Phosphorus - Dissolved
Phosphorus - Total
• No. of
Samples
14
13
13
14
13
1) for Corao Creek
Range
0.710 - 0.012
2.30 - 0.780
0.310 - 0.021
0.075 - 0.005
0.195 - 0.020
(June -
Mean
0.108
1.14
0.091
0.020
0.078
3.1.3.3. Lakes
Lake Characteristics
The two lakes of concern in the study area are Geneva Lake and Lake
Como. Geneva Lake, a deep glacial lake, has no major stream inflows.
Recharge is through 130 acres of wetland drainage, groundwater,'direct pre-
cipitation, and numerous small perennial and intermittent streams. A dam
at the outlet for Geneva Lake (constructed in 1836) maintains the lake at
10 feet above its natural level. Lake Como is a shallow, impounded wetland
3-16
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lake. The lake level is artificially maintained at 3 feet by an earthen
dike at the far eastern shore. Most of the lake bottom is composed of muck
and peat. The morphologic and hydrographic characteristics of Geneva Lake
and Lake Como are presented in Table 3-6.
Table 3-6. Morphologic and hydrographic characteristics of Geneva Lake and
Lake Corao (Aqua-Tech 1978).
Drainage area
Lake area
Volume
Mean hydraulic
retention time3
Shore length
Depth mean
maximum
Length
Width maximum
minimum
Watershed area: lake area
Lake bottom composition
Percent of area less than
3 feet deep
Percent of area greater than
20 feet deep
Geneva Lake
13,184 acres
5,262 acres
320,984 acre-feet
30 years
20.2 miles
61 feet
135 feet
7.6 miles
2.1 miles
0.5 miles
3.5:1
80% silt and mud
top 4 feet sand
and gravel
1%
77%
Lake Como
4,244 acres
946 acres
4,033 acre-feet
years
miles
3 feet
9.0 feet
3.4 miles
0.6 miles
5.5:1
muck and silt
18%
Time required for exchange of total volume of a body of water.
Only 65 acres have a depth over 6 feet deep.
Geneva Lake Water Quality
The water quality of Geneva Lake has been a concern of the residents
of the area since its establishment as a resort and recreation center.
This early concern was demonstrated by the adoption in 1893 of a State
statute that specifically prohibited the discharge of sewage effluents into
the lake. These historic efforts to divert sewage effluent, the small size
of the watershed, and the large volume of the lake, are factors attributed
to the water quality of Geneva Lake which has remained relatively good over
3-17
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the years. In recent years, however, algal blooms have occurred in a few
/
shoreline areas, and herbicides were~used annually in attempts to control
these occurrences. During the period from 1971 to 1976, between 11.5 and
62.0 acres of lake per year were chemically treated for algae (GLWEA 1977).
The major water quality problem presently facing Geneva Lake is the
potential for accelerated eutrophication, in which the lake becomes in-
creasingly over-nourished and over productive of plant life. Eutrophica-
tion is caused by an increase in the input of plant nutrients (e.g., nitro-
gen and phosphorus) to a lake. The opposite of an eutrophic lake is an
oligotrophic lake, which is a clear lake containing little organic matter
and with low nutrient supplies. Lakes that are in an intermediate
condition are termed "mesotrophic."
A number of surveys conducted in the last 15 years have classified
Geneva Lake as mesotrophic. The USEPA's National Eutrophication Survey,
conducted in 1972, classified the lake as mesotrophic based on water qual-
ity data (Table 3-7). WDNR also classified Geneva Lake as mesotrophic
based on data the agency collected from 1975 to 1978 (Table 3-8). The
nutrient concentrations found were in compliance with State standards and
most were within recommended levels to protect water quality (USEPA 1976).
In addition, an ongoing comprehensive water quality sampling program has
been conducted by GLWEA, which has regularly collected and analyzed water
quality data from 1976 through 1982. This most recent information
corroborates the USEPA and WDNR classifications of Geneva Lake as
raesotrophic (Table 3-7). '
For an overview of lake dynamics, data from a sampling station in the
center of Fontana Bay serve as representative data for the lake. The
temperature profile for Fontana Bay in summer indicates that the lake
stratifies and that the thermocline (the region of rapidly decreasing
temperatures and poor circulation) extends to fairly deep levels in the
lake (between 29 and 56 feet). The dissolved oxygen (DO) profile in winter
indicates that DO concentrations are above 5.0 mg/1 to a depth of 132 feet.
During the summer stratification period, however, the DO is depleted in the
hypolimnion (i.e., the lower, cold, non-circulating region). All lake
3-18
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Table 3-7. Summary of National Eutrophication Survey water quality data for Geneva Lake,
June - November 1972 (USEPA 1975a).a
Parameter
Temperature (°C)
Dissolved Oxygen (mg/1)
Conductivity (umhos/cm)
PH
Alkalinity (mg/1 as CaCo )
Phosphorus - Total (mg/1)
Phosphorus - Dissolved (mg/1)
NO -N and NO - N (mg/1)
Ammonia Nitrogen (mg/1)
Secchi disc (inches)
Chlorophyll a (ug/l)c
No. of
Samples
53
44
50
50
50
50
50
50
50
8
9
Maximum
22.5
11.0
415
8.60
190
0.047
0.039
0.190
0.090
144
13.4
Minimum
6.1
0.6b
340
7.50
162
0.009
0.005
0.010
0.020
105
2.0
Mean
11.8
8.6
386
8.15
178
0.015
0.008
0.050
0.044
126
5.8
Standard
Deviation
5.4
1.6
21.7
0.26
7.4
0.006
0.005
0.039
0.014
11.8
4.0
Data include measurements conducted at three stations and at various depths.
The minimum value was recorded at a depth of 8 feet during November.
°Values were reported to be in error by plus or minus 20%.
-------
Table 3-8. Summary of WDNR water quality data for Geneva Lake November 1975 to April 1978
(WDNR 1978).
U>
No. ofa
Parameter Samples
Temperature (°C)
Dissolved Oxygen
(mg/1)
PH
Conductivity
(umhos/cm)
Alkalinity
(mg/1 as CaCO )
Nitrite Nitrogen(mg/l)
Nitrate Nitrogen(mg/ 1)
Ammonia Nitrogen(mgA)
Total Nitrogen (rag/1)
Total Phosphorus (mg/1)
Turbidity (Jtu)
9
9
8
8
9
9 •
9
9
9
9
7
(0
23.
13.
8.
447.
237.
0.
0.
0.
0.
0.
5.
Maximum
ft) (At Other
5
4
3
0
0
013
13
11
76
12
1
518
238
0.
0.
0.
0.
0.
— -
Depth)
(70 ft)
(134 ft)
016
29
13
95
14
(140
(140
(130
ft)
ft)
ft)
(40 ft)
(140
ft)
Minimum
(0 ft) (At Other Depth)
0.
7.
7.
347.
172.
0.
0.
0.
0.
0.
0.
0
5
9
0
0
0002
02
04
32
02
9
1.8
7.6
(90 ft)
(140 ft)
0.001 (45 ft)
—
0.03
0.07
0.01
0.6
(134 ft)
(75 ft)
(45 ft)
(134 ft)
Mean
(0 ft)
7.9
11.1
8.1
Standard
Deviation
8.2
1.6
0.2
409.0
186.0
0.004
0.085
0.076
0.53
0.04
2.1
31.0
21.-0
0.004
0.04
0.03
0.13
0.03
1.3
All samples summarized were taken at 0 ft (surface); additional samples were taken at various
depths and do not lend themselves to tabular form.
-------
water below 121 feet was completely devoid of oxygen, and the water below
46 feet had less than 5.0 mg/1 of oxygen. Similar DO levels were found in
Williams Bay and Geneva Bay at the same depths sampled in Fontana Bay. DO
reached a level of 3.0 rag/1 or less below 52 feet in both bays. Sampling
results show that DO concentrations down to 46 feet in mid-summer have not
decreased since 1966 (the first year data are available for comparison).
This fact indicates that the regime in the epilimnion is sufficient to
/
sustain aquatic life.
The phosphorus and nitrogen concentrations in the lake, particularly
during the spring and summer seasons, indicate that the nutrient enrichment
problem is not as severe in Geneva Lake as it is in many of the other lakes
in southeastern Wisconsin (USEPA 1975a). However, concentrations of total
phosphorus during the growing season (May - October) are close to or
slightly in excess of the threshold concentration of 0.025 mg/1 recommended
for lakes to prevent the development of biological nuisance (USEPA 1976).
In addition, phytoplankton data from the 1976-77 period (GLWEA 1977) indi-
cate that blue-green algae increase in abundance during summer stratifica-
tion until October, when they constitute approximately,99% of the plankton
population. The low diversity of the phytoplankton population in late
i
summer, coupled with the presence of pollution-tolerant zooplankton (GLWEA
1977), provide evidence that the trophic status of Geneva Lake changes from
mesotrophic conditions in winter to slightly eutrophic conditions during
late summer. The reduction of nutrients, particularly phosphorus, could
contribute to slowing down the eutrophication process and maintaining the
quality of Geneva Lake.
GLWEA has estimated nutrient loadings to Geneva Lake from various
sources (Table 3-9). Atmospheric dustfall and precipitation were estimated
to account for 58.7% of the total N load and 42.9% of total P load to the
\
lake. The next largest source was perennial streams, which contributed
32.5% of the N and 38.6% of the P. Intermittent streams, storm sewers, and
groundwater seepage were minor contributors (8.8% N and 12.2% P). Most of
the phosphorus contributed by the perennial streams was from Buena Vista
Creek. This stream contributed 80.3% of the dissolved P and 71.8% of the
total P from the perennial streams. Seepage and overflow from the infil-
3-21
-------
tration ponds of the Fontana WWTP. appeared to be responsible for the high P
concentrations in Buena Vista Creek. The contribution from Buena Vista
Creek is important, because much of the P is in the soluble form (93%),
which is readily available for aquatic plant and algae growth. This phos-
phorus source is the -.single largest manageable source affecting Lake
Geneva.
Table 3-9. Estimated nutrient balance for Geneva Lake for various sources
and for losses via the White River (GLWEA 1977).
Source
Dissolved Total
Total Nitrogen Phosphorus Phosphorus
Ibs/yr % total Ibs/yr % total Ibs/yr % total
Perennial streams
Intermittent
streams
Atmosphere
Groundwater seepage
Storm sewers
Totals
Losses
(White River
outflow)
39,676
1,314
71,757
8,719
768
122,234
11,232
32.5
1.1
58.7
7.1
0.6
100.0
9.2
3,160
219
1,570
224
132
5,305
241
59.6
4.1
29.6
4.2
2.5
100
4.5
3,749
252
4,777
672
267
9,717
600
38.6
2.6
49.2
6.9
2.7
100
I
6.1
Other data collected by GLWEA indicate that the organic matter present
in Geneva Lake waters is not excessive (i.e., BOD concentrations are low;
Table 3-10). In addition, the results of bacterial surveys of various
swimming areas and in the mixing zones of perennial streams indicate that
Geneva Lake is generally safe for all recreational uses (Table 3-11).
Fecal coliform counts in the beach areas have exceeded the permissible
state levels (200/100 ml) a few times, although counts frequently exceeded
standards for recreational uses within the mixing zone of Hillside and
Harris Creeks. The fecal coliforra/fecal streptococcus (FC/FS) ratios for
i
tributary streams indicate that occurrences of bacteria were mainly of
animal origin (GLWEA 1977). Only a small proportion of the samples demon-
3-22
-------
strated a predominance of human fecal contamination. The results of a
bacteriological monitoring survey conducted in 1979 corroborate this find-
ing (Table 3-12) (K-V Assoc., Inc. 1979).
Table 3-10. Water quality data for various seasons
at Fontana Bay , Geneva
Lake (GLWEA 1977).
Parameter
pH
Chloride (rag/1)
Specific conductivity
(umhos/cm)
BOD (mg/1)
Secchi Disc (ft)
Winter
(Jan-Feb)
8.2
14.4
379
1.6
18.0
Spring
(April-June)
8.2
13.0
429
1.2
11.0
Summe r
(July-Sept)
8.0
13.8
420
1.1
9.6
Fall
(Oct-Dec)
8.1
13.9
410
1.3
9.8
Lake Como Water Quality
Lake Como water quality was monitored in 1972 as part of the National
Eutrophication Survey (USEPA 1975b). Based on that survey, on field obser-
vations, and on past studies, USEPA classified Lake Como as eutrophic. The
Lake Como management study (Aqua-Tech 1978) also classified the lake as
eutrophic based on the Carlson Trophic Status Index (TSI). The median
values of Secchi disc transparency, phosphorus, and chlorophyll ji had TSIs
of 85, 73, and 68, respectively. Generally, values over 50 indicate eutro-
phic conditions.
The average total phosphorus concentration was high at 0.118 mg/1.
Concentrations ranged from 0.04 mg/1 to 0.221 mg/1, with the lower phos-
phorus concentrations occurring in late fall and winter, and the higher
concentrations occurring during the summer months. Total nitrogen concen-
trations were also high, but not atypical for a shallow productive lake
ranging from 2 mg/1 to 4 mg/1. The high concentrations of phosphorus and
nitrogen result in excessive algal growth in the summer months as indicated
by the chlorophyll a_ concentrations, which averaged 50 mg/m in the spring
through fall months.
3-23
-------
Table 3-11. Monthly average fecal colifornT counts at various swimming
beaches on Geneva Lake and in the mixing zones of perennial
streams (summers of 1975-1977; GLWEA 1977).
Counts in Colonies/100 ml
Sites
City of Lake Geneva
East end of beach
Swim pier
West end of beach
Village of Fontana
North end of beach
Swim pier
South end of beach
Village of Williams
East end of beach
Swim pier
Harris Creek
mixing zone
West end of beach
Linn Township
Hillside Creek
mixing zone
Swim area
Swim pier
June
20
14
14
432
16
12
Bay
10
20
108
1.308 7
42
12
1975
July
22
80
16
16
26
28
10
12
204
—
,730 7
10
52
Aug.
38
18
18
15
16
10
10
14
30
,350
10
24
June
10
20
18
12
16
14
92
18
708
18
828 1
46
26
1976
July
30
13
245
10
10
28
16
10
155
32
,824
42
13
Aug.
38
38
27
22
75
43
10
10
210
10
908
113
23
June
28
10
12
65
176
58
18
100
30
594
424
34
1977
July
10
12
26
54
202
98
10
90
468
—
314
90
88
Aug.
10
10
12
75
34
28
10
10
62
13
506
12
106
NOTE: Criteria for Public Swim Beaches as established by the Wisconsin
Division of Health: the average of not less than five samples taken
within 30 days shall not exceed 200 colonies per 100 ml. Underlined
values represent averages that exceeded the criteria for Public Swim
Beaches.
3-24
-------
Table 3-12. Bacterial content of shoreline water samples of Geneva Lake
and Lake Como, Wisconsin (K-V Assoc., Inc. 1979).
Lake
Geneva Lake
Station
Fecal Coliform
(///100ml)
Lake Como
Bl
B2
B3
B4
B5
B6
B7
B8
B9
BIO
Bll
B12
B13
B14
B15
B16
B17
B18
B19
B20
B21
B22
B23
B24
B25
B26
B27
B28
B29
B30
B31
B32
B33
B34
B35
B36
B37
6
700
16
2,100
120
1
6
1
93
33
1
3
81
2
23
6
3
5
1
600
1
10
1
1
77,000
1
1
1
240
3
1
1
10
70
1
120
50
Location
Stream, west shore of Geneva Bay
Stream, northeast shore
Harris Creek, Williams Bay
Southwick Creek, Williams Bay
Stormdrain, west side Williams Bay
Stream, Conference Point Camp
Stream, Norman Barr Camp
The Gardens Stream
Buena Vista Creek
Stream, end of road to lake
Abbey Springs Creek
Stream, Dock #519
N.M. & N. Academy Stream
Grunow Rd. Stream, east of Dock #567
Stream, east of Dock #620
Light Body's Creek (Birches)
Stream, east of golf course
Trinke Estates, inside harbor
Drainpipe, west of Dock #780
Stream, west of Dock #793
Pipe, House #9, Mars Resort
Stream, House #9, Mars Resort
Stream, A.W. Stack, House #245-7
Drainpipe
Drainpipe #800
Stream, east of Dock #91
4 ft conduit, Interlaken property
Marshy area, last house S.E. shore
Como Creek
Drainpipe, between Oak & Pine Rd.
Drainpipe, end of Acacia Rd.
Drainpipe, end of Cherry Rd.
Drainpipe, end of Poplar Rd.
Drainpipe, Como Vista Motel
Ditch, Tamarack Rd.
Stream, Uranus Road
Ditch, between Apricot & Willow Rd.
3-25
-------
During summer months the water clarity of Lake Como is very low.
Secchi disc measurements in 1976 were only 5 to 9 inches (Aqua-Tech 1978).
The turbidity of the lake is attributed to high concentrations of algae and
to the suspension of bottom sediments into the water, column. The DO con-
centrations measured during the 1976-77 monitoring program were found to be
near saturation level throughout the spring and summer months. These high
DO levels result from oxygen generation by plants (photosynthesis) and the
continuous mixing of the water column by wind. The DO, however, was de-
pleted in winter, caused by the retardation of air mixing with the water
body and the oxygen demand from decaying plant material.
The phosphorus budget for Lake Como that was computed on the basis of
the hydrologic and water quality data collected during 1976-77 indicates
that surface drainage (runoff) and precipitation/atmospheric fallout con-
tributed 59% and 31% of the phosphorus loading, respectively (WDNR 1977).
Small streams flowing into Lake Como were found to have total phosphorus
concentrations that ranged as high as 0.987 mg/1, with an average concen-
tration of 0.110 mg/1. Groundwater was estimated to supply only 10% of the
phosphorus load, although it is the major source of water into the lake.
Test wells located around the lake recorded low levels of phosphorus with
average concentrations of 0.035 mg/1 in all samples, including those from
the Como Beach Subdivision.
In addition to the sources of phosphorus in runoff, the layer of soft
sediments 0.7 to 20.25 feet in thickness at the bottom of Lake Como also
appears to be a significant contributor of phosphorus. When the lake is
not frozen over, these organic bottom sediments are in a constant state of
disturbance because of the shallowness of the lake.
In summary, the major water quality problems in Lake Como are exces-
sive algal growth, periodic low DO levels,-and turbidity. These conditions
are detrimental to the recreational value and fishery resources of the
lake. The water quality problems can be attributed to the lake's physical
characteristics, excessive amounts of soft sediments at the bottom of the
lake, and nutrient loadings from the watershed.
3-26
-------
3.1.3.4. Floodplains
The Federal Insurance Agency of the US Department of Housing and Urban
Development administers the National Flood Insurance Program in the study
area. There are no 100-year floodplains of significance in the study area.
Areas identified on a preliminary basis from USGS mapping data as flood-
plains are limited to lands immediately bordering Como Creek and the White
River (US Department of Housing and Urban Development 1977). Revised flood
'hazard boundary maps (Federal Insurance Rate Maps), prepared from more
detailed hydrologic studies, are used by both municipality and county
governments to prepare their respective zoning ordinances. Walworth County
ordinances for floodplain management were approved in August 1983 (By tele-
phone, Carol Meadows, Walworth County, Department of Planning, Zoning and
Sanitation, 9 April 1984). The City of Lake Geneva has updated their
ordinances from the Federal Insurance Rate Maps. The city's wastewater
treatment plant, located near the White River, does not fall within the
boundaries of a designated 100-year floodplain (By telephone, City Clerk's
office, City of Lake Geneva, 23 May 1983). Based on the current revised
maps, floodplain management provisions are not required for the approval of
Federal funds in future treatment plant improvements.
\
3.1.4. Terrestrial and Aquatic Biota
3.1.4.1. Terrestrial Communities
The Geneva Lake-Lake Como study area occurs in the Maple-Basswood and
Oak Savanna Section of the Eastern Deciduous Forest Province (Bailey 1980).
This extensive temperate deciduous forest area is dominated by broadleaf
trees and is generally characterized by a poorly developed understory.
Most deviations from this forest community pattern are the result of man-
induced alterations to the landscape.
Vegetation. Eight terrestrial land-cover types were delineated in the
Geneva Lake-Lake Como study area from aerial photographs and field surveys
conducted during August 1979 (Figure 3-4). The most extensive cover types
were agricultural lands, deciduous forests, and wetlands. The following
3-27
-------
LEGEND
Commercial
Industrial
High (tensity residential
Low density residential
Institutional
School
Recreational
Golf course
Cemetary
Gravel pit
Sewage treatment plant
J Agriculture
I | OKJ Held
}•' -:'• ] Barren
^j Deciduous forest
JJ Mixed forest
[i'Xv] Conifer forest
j ] Pine plantation
| | Forested wetland
[ | Nonforested wetland
| | Water
Based on interpretation of aerial photography and held
investigation conducted during August. 1979
Figure 3-4. Land use/land cover.
-------
narrative contains a brief description of each land-cover type. Since
wetlands are important in•the study area, they are discussed in greater
detail in Section 3.1.4.3.
The two agricultural types, cultivated and noncultivated (old field),
comprise approximately 50% of the terrestrial land cover in the study area.
Corn (Zea mays) is the predominant crop grown in the study area on culti-
vated lands. The old-field type is comprised primarily of grasses, weeds,
and low shrubs. Both types provide habitat for a variety of ground-inhab-
iting species of wildlife, and are especially important to the ring-necked
pheasant (Phasianus colchicus) and the eastern cottontail rabbit
(Sylvilagus floridanus).
Five forested cover types including deciduous (predominantly upland),
coniferous, mixed, forested wetland, and pine plantation were delineated in
the study area. The deciduous forest type was by far the most extensive
(Figure 3-4). Typical overstory species in more upland areas of the decid-
uous forest included silver maple (Acer saccharinum), sugar maple
(A. saccharum), white oak (Quercus alba), northern red oak (^. rubra), bur
oak (Q. macrocarpa), black oak (Q. velutina), shagbark hickory (Carya
ovata), basswood (Tilia americana), and white ash (Fraxinus americana). At
lower elevations, the maples are still prevalent, but species such as box
elder (Acer negundo), green ash (Fraxinus pennsylvanica), American elm
(Ulmus americana), cottonwood (Populus deltoides), and black willow (Salix
nigra) replace some of the more upland species.
At the lowest elevations, the latter species form the overstory of the
forested wetland (lowland forest). Several small stands (generally less
than 10 acres) of eastern larch (Larix laricina), also known as tamarack
swamps, were the only other forested wetlands in the study area.
Minimal acreages of the remaining forested types occurred in the study
area. Several small plantations of coniferous species such as red pine
(Pinus resinosa), Norway spruce (Picea abies), and blue spruce (_P_. pungens)
were planted in the study area. Mixed deciduous-coniferous stands were
limited.
3-29
-------
The major non-forested wetlands in the study area include sedge mead-
ows, fresh (wet) meadows, shrub-carr, and some shallow marshes and fens
(SEWRPC 1981, SEWRPC 1983). Sedge meadows are stable communities, provided
that water levels remain constant.' Sedges (Carex spp.), and Canadian
bluejoint grass (Calamagrostis canadensis) are the characteristic species
of this wetland type. Sedge meadows that are drained or disturbed to some
extent typically succeed to shrub-carr wetlands., Shrub-carr wetlands
contain willows (Salix spp.) and red-osier dogwood (Cornus stolonifera) in
addition to the sedges and grasses found in the sedge meadows. In ex-
tremely disturbed shrub-carr wetlands, the willows, dogwoods, and sedges
are replaced by exotic plants such as honeysuckle (Lonicera sp.), buckthorn
(Rhamnus sp.), and reed canary grass (Phalaris arundinacea).
Fresh meadows are lowland grass meadows dominated by forbs (broad-
leaved flowering plants) such as marsh aster (Aster simplex), red-stem
aster ( A^ puniceus), New England aster (^. novae-angliae), and giant
goldenrod (Solidago j^igantea).
Several small calcareous fen communities occur within the wetland com-
plexes located in the Village of Fontana and north of the Village of Wil-
liams Bay. Fens are specialized plant communities growing on waterlogged
organic soils associated with alkaline springs and seepages. Characteris-
tic plants include shrubby cinquefoil (Potentilla fruiticosa), Riddel1's
goldenrod, grass of Parnassus, white lady's-slipper orchid (Cypripedium
candidum), and ladies' tresses orchids (Spiraathes spp.).
The springs associated with the wetland complexes on the west end of
Geneva Lake and north of the Village of Williams Bay, are trout spawning
springs. To maintain the high quality water in these springs, it is es-
sential that the associated wetlands be maintained in an undisturbed con-
dition (SEWRPC 1981).
Wildlife. All four groups of terrestrial wildlife (amphibians, rep-
tiles, birds, and mammals) are well represented in the study area. Each
species is associated with a particular vegetation cover type or land
cover, and one or a combination of cover types comprises a given species
habitat.
3-30
-------
Some 17 species, of amphibians and 25 species of reptiles have ranges
that include the study area. Typical species include the spotted sala-
mander (Ambystoma maculatum), wood frog (Rana sylvatica), eastern milksnake
(Lampropeltis triangulum), and northern redbellied snake (Storeria
occipitomaculata).
There have been 107 species of birds sighted in the area around Geneva
Lake (WDNR 1973, Ledger 1974). The highest numbers of species were ob-
served in forested vegetation areas. Geneva Lake has a large population of
diving ducks in autumn, including the canvasback (Aythya valisineria), and
the common goldeneye (Bucephala clangula). Both Geneva Lake and Lake Como
provide good nesting areas for the mallard (Anas platyrhynchos),, blue-
winged teal (_A. discors), and marginally, for the wood duck (Aix sponsa)
(By telephone, John Wetzel, WDNR, 10 November 1978). The marsh fringes
around both lakes, particularly south of Geneva Lake, are good ring-necked
pheasant habitat, as are nearby cornfields. The Geneva Lake area has been
listed as one of the 90 favorite locations for birding in Wisconsin.
There are 47 species of mammals (including bats) that potentially
could occur in the study area (Hamilton and Whitaker 1979). Common species
include the opossum (Didelphis virginiana), eastern cottontail rabbit, fox
squirrel (Sciurus niger), gray squirrel (S_. carolinensis), raccoon (Procyon
lotor), muskrat (Ondatra zibethicus), and striped skunk (Mephitis mephitis)
(By telephone, John Wetzel, WDNR, 10 November 1978).
Important Wildlife Habitat. Wildlife habitat locations were initally
delineated for southeastern Wisconsin in 1963, and were subsequently up-
dated in 1970 for SEWRPC by the Wisconsin Department of Natural Resources.
Wildlife habitats considered to be of high value are those that contain a
good diversity of wildlife species, are adequate in size to meet all of the
habitat requirements for the species concerned, and are generally located
in close proximity to other wildlife habitat areas. Wildlife habitat areas
of medium value generally lack one of the three aforementioned criteria.
Certain low-value habitats may be important if they are located in close
proximity to other medium- or high-value wildlife habitat areas, if they
3-31
-------
provide corridors linking higher value habitat areas, or if they provide
the only available habitat in an area. The major factors considered in
assigning value ratings to wildlife habitat are diversity, territorial
requirements, vegetative composition and structure, proximity to other
wildlife habitat areas, and degree of disturbance.
Wildlife habitats were classified further by SEWRPC as deer, pheasant,
waterfowl, muskrat-mink, songbirds, squirrel, or mixed habitat. These
designations were applied to assist in identifying wildlife habitats ac-
cording to the extent to which they meet requirements of particular spe-
cies, and do not imply that the named species is the most important or
dominant species in the particular habitat. For example, an area desig-
nated as a deer habitat, provides habitat for other wildlife also.
The following areas (vegetation cover/habitat) in the Geneva Lake
drainage area were rated for their value by SEWRPC in May 1981 (Figure
3-5). Of the 2,416 acres of wildlife habitat rated, the upland deciduous
forest situated in the northeast and southeast portions of the Geneva Lake
drainage area was rated as high-quality squirrel and white-tailed deer
(Odocoileus virginianus) habitat. Other forested areas scattered through-
out the drainage basin were considered medium- to low-quality habitat for
squirrel, deer, and ring-necked pheasant. Large wetland complexes along
the eastern boundary of the drainage basin, north of Williams Bay and west
of Walworth, provide high- and medium-quality habitat for ring-necked phea-
sant, rauskrat, and waterfowl.
3.1.4.2. Aquatic Communities
Both lotic (moving water) and lentic (standing water) aquatic commu-
nities occur in the study area. Lotic communities, although numerous, are
small in size and comprise a small percentage of the overall aquatic habi-
tat. In contrast, lentic communities, primarily Geneva Lake and Lake Como,
comprise a large percentage (approximately 30%) of the aquatic habitat in
the study area. Data on aquatic biota are available primarily for Geneva
Lake and Lake Como.
3-32
-------
LEGEND
j High density
j Medium density
| Low density
1970 habitat areas based on compilation by the Southeastern
Wisconsin Regional Planning Commission
Figure 3-5. Wildlife habitat value.
-------
Aquatic Flora. Phytoplankton are the producers that constitute the
primary level in the food chain in virtually all aquatic systems. These,
predominantly microscopic organisms are food for higher forms such as
zooplankton, microinvertebrates, macroinvertebrates, and ultimately fish.
Certain phytoplankton, the blue-green algae that include Anabaena spp. and
Nostoc spp., were present in particularly high numbers in Geneva Lake. Of
the 37 phytoplankton taxa collected from Geneva Lake, 14 species were
blue-green algae, 12 were green algae, 10 were diatoms, and 1 was a
dinoflagellate.
The shoreline of Geneva Lake is completely developed and was found to
be devoid of emergent or floating aquatic vegetation. Among the rooted
aquatic species, rauskgrass (Chara sp.), was observed in abundance at depths
of up to 26 feet during 1967 studies conducted by Belonger (1969). Spiked
water milfoil (Myriophyllum exalbescens) was abundant at medium depths, and
eel grass (Vallisneria americana) was common in shallows. Other species
such as pondweed (Potamogeton spp.) and Naiad (Najas spp.) were observed
less frequently.
Lake Como is a shallow body of water (generally less than 8 feet in
depth) characterized by an abundance of aquatic plants. The shore zone, in
the areas where it is vegetated, is characterized by emergent species such
as narrow-leaved cattail (Typha angustifolia) and common rush (Juncus
effusus) (WDNR 1975). Offshore areas typically included such species as
yellow pond lily (Nuphar variegatum), white water lily (Nymphaeji tuberosa),
spiked water milfoil, and muskgrass (Aqua-Tech 1978, Belonger 1969). Other
species occurring less commonly included coontail (Ceratophyllum demersum)
and several species of Potamogeton.
Aquatic Fauna. Zooplankton feed on phytoplankton, and in turn are
food for most higher aquatic animals, including fish. Zooplankton data for
the study area were available only for Geneva Lake. Some 22 species of
zooplankton were collected in the period from May 1976 to May 1977
(GLWEA 1977, Aqua-Tech 1978). The most common groups included copepods and
water fleas.
3-34
-------
Some 16 species of macroinvertebrates, predominantly bottom-dwelling
organisms, were collected from Geneva Lake from May 1976 to May 1977. The
groups collected included worms, leeches, insects, snails, and clams.
Although snails and clams were the most commonly collected macroinverte-
brates, most of the shells collected were empty. The animals that occupied
the shells may have been killed by the periodic treatment of the lake with
chemicals used to control a waterfowl parasite that causes swimmer's itch.
Because Lake Como is a shallow lake, it is subject to winterkills.
Consequently, the fishery in past years has consisted principally of the
smaller sizes of sunfish and catfish. In recent years, northern pike (Esox
lucius) and yellow perch (Perca flavescens) appear to be growing and repro-
ducing in the lake. Some 20 species of fish are known to occur in Lake
Como.
Geneva Lake, because of its size, depth, and good water quality and
clarity, supports a high diversity of fish species. Thirty-eight species
of fish have been collected. Panfish such as bluegill (Lepomis
machrochirus), black crappie (Pomoxis nigromaculatus), white bass (Monrone
americana), and rock bass (Ambloplites rupestris) are abundant and receive
heavy fishing pressure.
One small river and several creeks occur in the study area. Both
Southwick Creek and Harris Creek are considered trout spawning streams by
the Wisconsin Department of Natural Resources. These two creeks and Van
Sykes Creek are considered the last remaining tributary trout streams to
Geneva Lake. Other creeks in the area, such as Bloomfield, Como, Piscasaw,
and Williams Bay Creek, do not normally contain game fish, and consequently
are managed for forage fish only. The White River is managed for channel
catfish (Ictalurus punctatus), northern pike (Esox lucius), and smallmouth
bass (Micropterus dolomieui).
The survey of Wisconsin trout streams (Kmiotek 1973) does not list any
of the above streams. However, Williams Bay Creek apparently did support
trout population in the past.
3-35
-------
3.1.4.3. Wetlands
The wetlands discussed in this section are those that have been clas-
sified and mapped by the Wisconsin Department of Natural Resources, Bureau
of Planning (1979a). The term "wetlands" is used to indicate an area where
water is at, near, or above the land surface long enough to be capable of
supporting aquatic or hydrophytic vegetation, and which has soils indica-
tive of wet conditions.
Wetlands have been identified by the Wisconsin DNR and by Wisconsin
x
state law as significant resources requiring protection (WDNR 1980). Each
county has been charged with adopting zoning and subdivision regulations
for protection of shorelands in unincorporated areas, to include wetlands
as identified in the Wisconsin Wetland Inventory (WDNR 1979a).
Five basic classes of wetlands occur in the study area (Figure 3-6).
The emergent/wet meadow class, which occurs primarily as emergent macro-
phytes, sedge meadows, fresh wet meadows, and shallow marshes, is by far
the most extensive 60-70%. Wetlands in this class occur primarily in the
south-central portion of the study area, west of Lake Petite, at the east
end of Geneva Lake and at the east and west ends of Lake Corao. Scrub/shrub
wetlands (predominantly shrub-carr wetlands) comprise approxirately 20-25%
of the wetlands in the study area. The most extensive scrub/shrub wetlands
occur at the west end of Lake Corao.
Most of the remainder of the wetlands in the study area (approximately
10-15%) are forested. The most extensive forested wetlands occur Just
north and east of Williams Bay on Geneva Lake, and along the southeast
shoreline of Lake Como.
3.1.4.4. Threatened and Endangered Species
No plants or animals that are included on the Federal endangered or
threatened species list (50 CFR 17) are known to occur in the study area.
Fifteen species that are included on the vState list occur, or could occur
in the study area (Table 3-13).
3-36
-------
LEGEND
Emergent/wet meadow
Forested
Scrub/shrub
Aquatic bed
Ftats/unvegetated
Water
Less than live acre wetland
Wleconiln WatUnda Inventory
(3WRPC) Iff*.
\
-<,
1
"X
3 t
\
©
g
|
WLLUMS
MT ^^
Figure 3-6. Wetlands.
-------
Table 3-13. Plant and bird species listed as threatened or endangered by
the State of Wisconsin, and that potentially could occur in
the Geneva Lake-Lake Corao study area (Wisconsin Statutes,
Section 29.415).
Status
E
T
T
E
E
T
T
T
T
a
Common Name
PLANTS
Hemlock-parsley
Prairie-parsley
Prairie White-fringed Orchid
Spike-rush
Stoneroot
Tuberculed Orchid
White Lady's Slipper Orchid
Purple Coneflower
False Asphodel
Scientific Name
Conioselinum chinesnse
Polytaenia nuttallii
Habenaria leucophaea
Eleocharis quadrangulata
Collinsonia canadensis
Habenaria flava herbiola
Cypripedium candidum
Echinacea pauida
Tofieldia glutinosa
Habitat
Marsh
Prairie
Prairie
Aquatic
Upland
Forest
Prairie
Marsh,
Prairie
Forested
Wetland
Fresh
Meadow
T
E
E
T
BIRDS
Cooper's Hawk
Forster's Tern
Common Tern
Great Egret
Accipiter cooperii
Sterna forsteri
Sterna hirundo
Casmerodius albus
AMPHIBIANS AND REPTILES
T
E
T
E
T
Slender Glass Lizard
Eastern Massasauga
Spotted Salamander
Queen Snake
Blanding's Turtle
Ophisaurus attenuatus
Sistrurus catenatus
Ambystoma maculaturn
Regina septemvittata
Emydoidea blandingi
£: endangered.
T: threatened.
3-38
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Four species of plants classified by the State as endangered, and four
species classified by the State as threatened (Wisconsin Department of
Natural Resources 1976) have ranges that include Walworth County. The
white lady's slipper (Cypridium candium) has been collected in the area on
the northeastern side of Williams Bay (By telephone, Donald Reed, SEWRPC,
11 September 1979).
Of the 10 species of fish listed by the State as threatened and 7
listed as endangered (WDNR 1979b), none have been collected from Geneva
Lake or Lake Como.
Thirteen species of birds (8 endangered and 5 threatened) are listed
by the State of Wisconsin (WDNR 1979b). Of these, the four bird species
listed in Table 3-13 have been sighted recently in the study area.
Twelve species of amphibians and reptiles are listed by the State as
threatened or endangered (WDNR 1979b). Six of these species have ranges
that include the study area. The eastern massasauga (Sistrurus catenatus),
which is known to occur in the area (By interview, George Knudson, WDNR, 22
December 1978), and the queen snake (Regina septemvittata) are both listed
as endangered (WDNR 1979b). The Blandings turtle (Emydoidea blandingi) is
likely to occur in the study area (By letter, Donald Reed, SEWPRC, 1981).
The three species of mammals listed by the State as endangered (WDNR
1979b) do not occur in the Geneva Lake-Lake Como study area.
On the basis of known distribution of aquatic animals, one of the
species listed by the State is known to occur in the study area. The
longear sunfish (Lepomis megalotis), a threatened specie, has been identi-
fied in Lake Geneva Town, Section 36 (By letter, Howard S. Druckenmiller,
WDNR, to Harlan D. Hirt, USEPA, 16 March 1984).
3.1.4.5. Significant Natural Areas
Significant natural areas were inventoried in several counties in
\ v
Wisconsin, including Walworth County (Read 1976, Germain et al 1977).
3-39
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Candidate sites were evaluated on. the basis of the following criteria:
• Diversity of plant and animal species and plant communities
• Expected natural area community structure and integrity
• Relative commonness of comparable community types within the
inventory area
• Educational value
• Size.
In the above inventory, significant natural areas were classified according
to the following system (Read 1976):
la - Of State Scientific Area quality, not designated
Ib - Of State Scientific Area quality, designated
2a - Natural Areas, unprotected; of less natural area signifi-
cance than state scientific areas because of suspected sus-
tained disturbance factors, excessively small size, etc.
2b - Natural areas, protected; same as 2a but under some assured
preservation status
3 - Natural History Areas; areas possessing value as educational
areas but with a sufficient history as to preclude special
preservation efforts.
Four sites in or near the study area that meet these criteria were desig-
nated as significant natural areas (Table 3-14).
3-40
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Tabl" 3-14. Significant natural areas in or near the Geneva Lake-Lake Como
study area (Read 1976a).
Township Natural Area Classification
Linn
Wychwood
Sanctuary
Bloomfield Tamarack and
meadow
Lyons
Geneva
Moelter Marsh
Warbler Trail
Sanctuary
la
2b (3)
Description
80+ acres of relatively undis-
turbed sugar maple - basswood-
oak forest
300+ acres of tamarack bog and
shrub-carr; it has been ditched
Somewhat degraded sedge meadow
containing some fen species;
portions tending to shrub-carr
Hiking trail (east shore of
Lake Como) thru marshland,
shrub-carr
3.2. Man-made Environment
3.2.1. Land Use
3.2.1.1. Existing Land Use
The Geneva Lake-Lake Como study area is composed of approximately 44
square miles (28,201 acres) of land area, of which only a small portion
(30%) is developed. The undeveloped land (20,133 acres) Is composed mainly
of cropland, forest, and wetland (Table 3-15). While the majority of this
land is in agricultural production (Figure 3-3), the area also is consid-
ered a valuable recreational resource.
Developed land comprises approximately 8,000 acres (28.4%) of the
study area, with residential uses predominating in 22% of the study area.
Most of this development has been concentrated in the City of Lake Geneva,
the Villages of Fontana, Wai worth, and Williams Bay, and along the more
than 28 miles of lake shoreline. Much of the lakeside residential growth
since the turn of the century has occurred as a result of subdividing large
lakeside estates into more dense single-family developments. Commercial
land uses are concentrated primarily in the City of Lake Geneva and the
3-41
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Table 3-15. Land use/land cover in the Geneva Lake-Lake Como study area
(based on 1979 aerial photographs; SEWRPC).
Land Cover/Land Use Acres Percent of Total
Undeveloped Land
Agriculture
„ a
Forest
Wetlandb
Oldfield
* c
Barren
Water
Developed Land
High-density Residential
Low-density Residential
Commercial
Golf Courses
Industrial
Institutions
Total Land
13,393
3,204
2,045
1,063
322
104
3,382
2,842
743
716
230
111
28,201
47.5%
11.4%
7.3%
3.8%
1.1%
0.4%
12.0%
10.1%
2.6%
2.5%
0.8%
0.4%
100.0%
Q
Includes pine plantations, deciduous forest, coniferous forest and mixed
forest.
Includes forested and non-forested wetlands.
Q
Includes gravel pits.
3-42
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village centers. Most of the commercial land use in the study area is
recreation-related (e.g., restaurants, antique shops, and gift shops).
Small industrial developments are located in Lake Geneva and in Walworth
adjacent to railroad lines.
3.2.1.2. Development Controls
Development in Walworth County is governed by regulations and ordi-
nances enacted at the County and municipal levels. The Walworth County
Zoning Ordinance (1971) regulates development in the unincorporated areas
of the County. An, important feature of this zoning ordinance is the mini-
mum lot size allowed for new and existing development. For existing devel-
opments, a minimum lot size of 10,000 square feet is.required for areas not
served by sewers and 5,000 square feet for areas that are sewered. For new
developments, sewered lots must be at least 15,000 square feet and unsew-
ered lots must be at least 20,000 square feet. Unsewered lot sizes smaller
than these will not be eligible for septic system permits.
A shoreline ordinance was enacted by the County in 1974 to control de-
velopment along the shoreline of unincorporated areas. The ordinance de-
fines "shoreline" as "land within 1,000 feet of the high-water levels of
lakes, ponds, and flowages and within 300 feet of navigable streams." The
ordinance governs shoreline land use, water and air quality, and structural
development, and authorizes the creation of:
e Agricultural Districts
® Conservation Districts
& Park Districts
e Residential Districts
e Business Districts and
a Industrial Districts.
The Walworth County Board of Supervisors approved an Agricultural
Preservation Plan in 1978 to implement plans and policies regarding the use
of farmland and open-space in the County. To enforce this plan, the County
amended its zoning ordinance in 1974 to include an A-l exclusive agricul-
tural-use zoning district. Agricultural preservation also is encouraged
under a state tax incentive program, which allows 60% of the agricultural
real estate taxes to be deducted from the Wisconsin State Tax.
3-43
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Lake Geneva, Fontana, and Williams Bay have adopted individual devel-
opment ordinances in addition to zoning ordinances. The Village of
Williams Bay also adopted a lakefront master plan and a land use ordinance.
The land use ordinance was designed to regulate excavation and the removal
of vegetation that may cause erosion and increased sedimentation to surface
waters.
The Village of Fontana has adopted an estate zoning ordinance. This
ordinance restricts the subdivision of lakefront property in order to pre-
vent higher density use that cannot be accommodated by existing infrastruc-
tures. Many of the subdivisions located in the study area were once large
estates.
3.2.1.3. Future Land Use Trends
Future development activity in the study area will most likely be
composed primarily of residential, and to a lesser extent, commercial land
uses. Although residential development is currently occurring at a very
slow pace, the potential exists for increases in the rate of development,
since the area is well known as a recreational and retirement site. The
natural increase in the permanent population of the study area will also
create additional demand for residential development.
Future commercial development, primarily in service-related busi-
nesses, can be expected as the population of the study area grows. This
commercial development will likely remain concentrated in the incorporated
areas and along the major access roads. Additional commercial resort
developments may be anticipated, although such development would not be
expected in the short term.
Industrial land use will continue to be minor in the study area. The
three industrial parks that presently exist there should be able to accom-
modate any additional industrial development.
3-44
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3.2.2. Population
The demographic and economic analyses conducted for this EIS describe
three geographic delineations: the sewer service areas (SSA), the revised
sewer service areas (RSSA), and the socioeconomic area. SEWRPC population
data and population projections have been analyzed and are presented for
the SSAs and RSSAs. US Census data on population trends, demographic char-
acteristics, housing, and economic and fiscal parameters have been analyzed
and are presented for the socioeconomic area. The SSA and RSSA boundaries
are described in Section 1.1. (Figure 1-2). The socioeconomic area in-
cludes the SSAs and RSSAs and all of the seven minor civil divisions (MCDs)
which they enr.ompass (the City of Lake Geneva, the Villages of Fontana,
Walworth, and Williams Bay, and the Towns of Geneva, Linn, and Walworth).
Census data are not available at the SSA and RSSA level because they are
composed of portions of one or more of the MCDs.
The Geneva Lake-Lake Como study area is an established recreational
area with a population that is composed of permanent residents, seasonal
residents, and transient residents. The US Bureau of the Census collects
data on the year-round or permanent residents only. Seasonal residents are
those who maintain second homes in the area and reside there for only a
portion of the year (usually summer). An additional segiient, transients,
includes tourists who stay for a brief period at the area's many camps,
resorts, motels, and campgrounds. Seasonal and transient residents are not
counted by the census and must, therefore, be estimated using techniques
described below.
3.2-.-2.1. Population Trends
Permanent Population
\
The present-day demography of the Geneva Lake-Lake Como area has been
heavily influenced by the settlement patterns which evolved during the
1870s. In 1870, when the population of the area was approximately 1,000,
the first lakeshore residents began surveying the area for homesites
(Wolfmeyer and Gage 1976). In July 1871 the first direct train from Chica-
3-45
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go arrived, bringing hundreds of seasonal summer visitors. During the
hundred-year period from 1870 to 1970, the permanent population growth of
the area varied widely, but generally was more rapid than in the state and
nation (Appendix G of the Draft EIS). Much of this growth reflected tne
rapid expansion of the local economy in response to the demand for recre-
ation-related faciliities and services. During the period from 1940 to
1970, population growth in the study, area was consistently more rapid than
in the state and nation. A comparison of the percentage increase in the
Socioeconomic area (84.9%) to the increases in the state (40.8%) and nation
(53.8%) indicates that this growth occurred at an accelerated rate. This
rapid growth contrasted markedly with statistics for rural areas nation-
wide, in which the population declined by 5.9%. This contrast reflects the
growing local economy and diverse employment opportunities between 1940 and
1970, and the fact that, because the study area is within commuting dis-
tance of six major employment centers, it became a "residential extension"
of these areas. In addition, the area was and continues to be a popular
resort and retirement area.
The socioeconomic area, Walworth County, and the State of Wisconsin
have exhibited declining growth rates since 1950, and population growth
continued to moderate during the decade from 1970 to 1980. During this
period, the socioeconomic area grew by only 11.4%. This moderate overall
growth does not reflect the rapid growth that occurred in Fontana (20.5%)
nor the population decline that occurred in the Village of Walworth
(-1.8%). The population increases in Lake Geneva, Williams Bay, and Ge-
neva, Linn, and Walworth Towns were 14.7%, 13.4%, 12.7%, 7.5%, and 5.3%,
respectively.
The current (1980) permanent population of the Socioeconomic Area is
18,170. The largest incorporated area is the City of Lake Geneva, which
has a population of 5,607 people. Each of the three villages has a popula-
tion of under 2,000 persons. Geneva Town had a 1980 population of 3,933
persons while Linn and Walworth Towns had 2,053 and 1,443 residents,
respectively.
3-46
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Seasonal Population
Data on past trends in the area's seasonal population are not avail-
able. Local officials, however, estimate that between 100,000 and 110,000
visitors come to the Geneva Lake vicinity on an annual basis (By telephone,
George Hennerly, Director, Lake Geneva Hotel/Motel Assn., 6 November 1980).
During June, July, and August, approximately 78,000 people visit the area.
The influx of visitors reaches a peak during the 4th of July weekend.
3.2.2.2. Base-Year Population
Base-year 1980 permanent and seasonal population estimates have been
prepared for each of the SSAs and for the sewered and unsewered portions of
the RSSAs. These estimates are based on 1980 census data compiled by
SEWRPC by quarter section for the SSAs. The SEWRPC/Census data only pro-
vide information on the number of permanent residents and housing units by
type and occupancy status. Therefore, 1980 seasonal population estimates
have been prepared by WAPORA from SEWRPC disaggregations of 1980 seasonal
dwelling unit counts. A list of the sections enumerated by WAPORA by RSSA,
and the methodology used to derive these population estimates, are pre-
sented in Appendix G of the Draft EIS.
Permanent Population
In 1980 the permanent population residing in the five RSSAs was 13,338
(Table 3-16). The population residing in the sewered and unsewered por-
tions of the RSSAs was 11,051 (83%) and 2,287 (17%), respectively. Sixty
percent of the population residing in the unsewered portions was located in
the Lake Como RSSA (where there currently are no sewers). Overall, the
RSSAs contain 89% of the permanent population residing in the SEWRPC-deli-
neated SSAs and 17% of the Walworth County population. The Lake Geneva
RSSA has the largest permanent population (6,395) followed by Williams Bay,
Fontana, Walworth, and Lake Como.
3-47
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Table 3-16. Base-year population estimates for the RSSAs in the Geneva Lake-Lake
Como study area (See Appendix G of the Draft EIS for methodology).
*-
oo
Area
063 Fontana
SSA
RSSA
Sewered
Unsewered
066 Walworth
SSA
RSSA
Sewered
Unsewered
067 Williams Bay
SSA
RSSA
Sewered
Unsewered
Base-Year 1980
Permanent
Hous ing
Units
724
718
630
88
659
659
621
38
995
783
709
74
Population
1,953
1,920
1,688
232
1,693
1,693
1,555
138
2,407
1,951
1,759
192
Seasonal
Housing
Units
1,136
1,114
952
162
30
30
28
2
934
754
637
117
Peak
Percentage
Population
3,408
3,342
2,856
486
90
90
84
6
2,802
2,262
1,911
351
Population
5,361
5,262
4,544
718
1,783
1,783
1,639
144
5,209
4,213
3,670
543
Permanent
36%
36
37
34
95%
95
95
96
46%
46
48
45
Seasonal
64%
64
63
66
5%
5
5
4
54%
54
52
65
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Table 3-16.
Base-year population estimates for the RSSAs in the Geneva Lake-Lake
Como Study area (See Appendix G of the Draft EIS for methodology)
(concluded).
OJ
Area
908 Lake Como
SSA
RSSA
Sewered
Unsewered
059 Lake Geneva
SSA
RSSA
Sewered
Unsewered
Combined Total
SSA
RSSA
Sewered
Uns ewered
Base-Year 1980
Permanent
Hous ing
Units
536
536
0
536
3,093
2,667
2,551
116
5,967
5,363
4,511
852
Population
1,379
1,379
0
1,379
7,586
6,395
6,049
346
15,018
13,338
11,051
2,287
Seasonal
Hous ing
Units
448
448
0
448
1,386
661
477
184
3,934
3,007
2,094
913
Peak
Percentage
Population
1,344
1,344
0
1,344
4,158
1,983
1,431
552
11,802
9,021
6,282
2,739
Population
2,723
2,723
0
2,723
11,744
8,378
7,480
898
26,820
22,359
17,333
5,026
Permanent
51%
51
0
51
65%
76
81
39
56%
60
. 64
46
Seasonal
49%
49
0
49
35%
24
19
61
4'4%
40
36
54
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Seasonal Population
The 1980 estimated seasonal population residing in the fivv RSSAs is
9,021 (Table 3-16). Approximately 6,282 persons or 70% of the seasonal
population, reside in the sewered portions of the RSSAs and 2,739 or 30%
resides in the unsewered portions. Overall, the RSSAs contain 76% of the
estimated seasonal population residing in the SSAs. The Fontana RSSA has
the largest seasonal population (3,342), followed by Williams Bay, Lake
Geneva, Lake Como, and Walworth.
Transient Population
The population analysis for the Geneva Lake-Lake Como study area must
include the seasonal transient population: visitors staying in hotels,
motels, camps, and campgrounds. In 1980, this seasonal transient popula-
tion was estimated to be 4869 persons within the RSSA boundaries. The
present EIS estimates that this number will not increase significantly
during the planning period. This assumption is based on the fact that no
new facilities have been constructed recently within the RSSAs, and no
plans for the development of such facilities in the future are known.
Table 3-17. Estimated seasonal transient population in the Revised Sewer
Service Areas for 1980.
Revised Sewer Resort, Hotel, Camps, ,
Service Area Motel Campgrounds
Lake Como (908) NA 0
Lake Geneva (059) 907 1138
Williams Bay (067) 92 1570
Fontana (063) 858 254
Walworth (066) 4_2 50
Total , 1907 2962
NA - Not Available
a
Data on the number of units collected by telephone interviews with resort
owners during August 1979. An occupancy rate of 2.51 persons per unit was
.used to determine population.
Maximum accommodations obtained by telephone interviews with campground
officials during August 1979.
3-50
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Peak Population
The 1980 estimated peak population residing in the five RSSAs is
22,359 (Table 3-16). The peak population represents the combined permanent
and seasonal populations. The population residing in the sewered and un-
sewered portions is 17,333 (78%) and 5,026 (22%), respectively. Overall,
60% of the peak population resides in the RSSAs on a permanent basis, and
40% on a seasonal basis. However, this permanent/seasonal split is skewed
because of the large permanent population in the Lake Geneva RSSA. The
permanent/seasonal population by RSSA is shown below:
RSSA Percent Permanent Percent Seasonal
Walworth 95 5
Lake Geneva 76 24
Lake Como 51 49
Williams Bay 46 54
Fontana 36 64
Overall 60 40
The Lake Geneva RSSA has the largest peak population, followed by Fontana,
Williams Bay, Lake Como, and Walworth.
3.2.2.3. Population Projections
Accuracy in the development of population projections is directly
related to the size of the base population, the time period for which the
projections are made, and the availability of data from which trends can be
analyzed. Population projections for small populations over long periods
of time are generally less accurate than for larger populations over the
same period of time. Attitudinal or technological changes can signifi-
cantly affect small communities, whereas larger communities are better able
to absorb such changes.
Both permanent and seasonal population projections have been prepared
for the Geneva Lake-Lake Como Revised Sewer Service Areas for the year
2005. The following sections indicate the future population levels pro-
jected for these areas and explain the methodology used to develop the
projections.
3-51
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Design-Year (2005) Population Projections
SEWRPC has prepared official population projections for each of the
five Geneva Lake-Lake Como Sewer Service Areas for 1985 and 2000. The
SEWRPC projections are based in part upon adopted areawide land use devel-
opment objectives. The projections are actually, therefore, recommended
population levels (population allocations) that are controlled at the
County level. According to SEWRPC officials, "The ultimate reliability of
such normative population allocations is dependent, in part, upon the
degree to which local units and private developers choose to implement
regional plan recommendations." (By letter, Thomas D. Patterson, Chief,
Planning Research Division, SEWRPC 1 April 1981). A description of the
methodology used by SEWRPC to allocate population growth to subareas is
contained in Appendix G of the Draft EIS. Importantly, the population
allocations were not developed by means of a quantitative methodology
(e.g., component or noncomponent), but rather by using a land-holding-
capacity type of analysis. The result is that population is allocated to
all of the developable land regardless of its year-round or seasonal occu-
pancy status. In addition, SEWRPC subtracted the area covered by existing
urban development as of 1975, and used US Census data to determine the base
population. Because the US Census enumerates permanent population only,
the seasonal population was not counted as part of the base population.
The SEWRPC population allocations thus account for future levels of both
permanent and seasonal population, but do not account for the existing sea-
sonal population.
Because RSSAs that will receive sewer service are smaller geogra-
phically than the SSAs (for which SEWRPC developed future population lev-
els), projections of population size within the RSSAs had to be prepared.
The basic methodology utilized to prepare the year 2005 population projec-
tions involved using the ratio of 1980 SSA population to 1980 RSSA popula-
tion, applying that ratio to the year 2000 population projections, and then
extrapolating to the year 2005. This method was not used to project the
population within the boundaries of the Villages of Fontana, Walworth, and
Williams Bay, however. Officials of these Villages were concerned that the
SEWRPC projections were too high, and therefore the Village Boards of the
respective municipalities decided that population increases of 500 persons
3-52
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over the 1980 census population for Walworth and Fontana, and of 1,000
persons over the 1980 census population of Williams Bay, would be used for
the year 2005 projections. These Villages have applied to SEWRPC to amend
the 208 Plan to reflect these changes. In addition, the 1980 existing
seasonal population was added to the projected population level to yield a
design-year, peak population level.
The estimated design-year, peak population level developed during the
course of this EIS is 31,229 (Table 3-18). (No attempt has been made to
differentiate between permanent and seasonal population). The net increase
in population over the 25-year period from 1980 to 2005 is 8,870, a 38.8%
increase. The average annual increase is 347, or 1.5%. The sewered por-
tions of the RSSAs are projected to increase by 40.9% and the unsewered
portions are projected to increase by 31.9%. However, these figures are
skewed by the large population base in the Lake Geneva RSSA, where sewered
areas are projected to increase 58.8% and unsewered areas are projected to
increase by only 27.9%. The reverse situation occurs in the four other
RSSAs. The Lake Geneva RSSA is projected to remain the most populated, and
also to experience the most rapid growth (55.5% over the planning period).
The Lake Geneva RSSA will account for 53.5% of the new growth in the RSSAs.
The Walworth RSSA also is projected to experience rapid population growth,
46.8%, although it will remain the smallest RSSA. The Lake Como RSSA is
projected to increase from 2,723 to 3,374. This net increase of 651 is the
smallest projected increase of the five RSSAs. The Fontana RSSA is pro-
jected to experience an increase of 1,084, or 20.6%. The Williams Bay RSSA
is projected to experience an increase of 1,649, or 39.1%. Overall, the
projected increase in the RSSAs is slightly higher than past trends would
indicate (especially given that population growth in the area has slowed
since 1950). It is also higher than the national average annual increase
of 0.9% projected for the same period (By telephone, Information Special-
ist, US Bureau of the Census, 11 July 1983).
Donohue & Associates, the facilities planner, also developed popula-
tion projections for the RSSAs through the year 2005 and for the SSAs
through the year 2030. These projections are also based on SEWRPC data
which have been extrapolated by means of straight-line projection. These
projections are shown in Table 3-19.
3-53
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Table 3-18. Design-year population estimates for the RSSAs in the Geneva
Lake-Lake Como study area (See Appendix G of the Draft EIS for
methodology).
Design-Year 2005
Population Change
1980-2005
Area
063 Fontana
SSA
RSSA
Sewered
Unsewered
066 Walworth
SSA
RSSA
Sewered
Unsewered
067 Williams Bay
SSA
RSSA
Sewered
Unsewered
908 Lake Como
SSA
RSSA
Sewered
Unsewered
059 Lake Geneva
SSA
RSSA
Sewered
Unsewered
Totals
SSA
RSSA
Sewered
Unsewered
Housing Units
2,853
2,238
1,867
371
1,570
1,017
919
98
3,026
2,139
1,861
278
1,238
1,238
0
1,238
6,734
5,326
4,942
384
15,421
11,958
9,589
2,369
Population
8,045
6,346
5,309
1,037
4,048
2,618
2,320
298
8,075
5,862
4,909
953
3,374
3,374
0
3,374
17,261
13,029
11,880
1,149
40,803
31,229
24,418
6,811
Net
2,684
1,084
765
319
2,265
835
681
154
2,866
1,649
1,239
410
651
651
0 -
651
5,517
4,651
4,400
251
13,983
8,870
7,085
1,785
Percentage
50.1
20.6
16.8
44.4
127.0
46.8
41.5
106.9
/
55.0
39.1
33.8
75.5
23.9
23.9
0
23.9
47.0
55.5
58.8
27.9
34.3
38.8
40.9
31.9
3-54
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Table 3-19. Population projections for 2005 and 2030 (Appendix I; Donohue
& Associates, Inc. 1983).
2030
2005 Population Permanent
Area Permanent Seasonal Population
063 Fontana
SSA
RSSA 2,300 3,570 NA
SSA 2,541 3,944 6,800,
b
066 Walworth
SSA 2,246 2,246 4,850
RSSA 2,207 2,207 NA
067 Williams Bay
SSA 4,305 7,461 7,375
RSSA 3,420 5,927 NA
908 Lake Corao
SSA
RSSA
059 Lake Geneva
SSA
RSSA
1,970
1,970
12,483
11,530
3,365
3,365
19,218
17,750
2,190
NA
15,600
NA
Although Donohue lists this figure as seasonal, this is actually the peak
population.
NA - Not Available.
3.2.3. Socioeconomic Characteristics
3.2.3.1. Demographic Characteristics
The 1980 demographic characteristics of the socioeconomic area's
population are described in this section in terms of age, race, and house-
hold size. These data are compared to similar data from 1970, and with the
overall characteristics of Walworth County and Wisconsin (Table 3-20). In
general, the population of the socioeconomic area is older, has fewer
persons per household, and is characterized by fewer racial minorities than
that of Walworth County and Wisconsin.
3-55
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Table 3-20. Selected demographic characteristics, 1970 and 1980 (US Bureau of the Census 1973, 1982a).
Fontana
Lake Geneva
Waiworth
Williams Bay
Geneva Town
Ln
Linn Town
Walworth Town
Waiworth County
Wisconsin
Population
1970
1,464
4,890
1,637
1,554
3,490
1,910
1,370
63,444
4,417,731
1980
1,764
5,607
1,607
1,763
3,933
2,053
1,443
71,507
4,705,767
Percentage
Change
1970-1980
20.5
14.7
-1.8
13.4
12.7
7.5
5.3
12.7
6.5
% Non-White
1970
0.3
0.2
0.1
0.2
1.6
0.4
0.3
2.7
3.6
1980
0.9
3.7
2.2
0.9
2.2
1.3
0.7
2.3
5.6
Median Age
1970
33.4
32.5
31.9
32.6
34.5
32.3
28.1
26.4
27.2
1980
35.0
32.9
33.2
35.3
37.2
34.1
31.7
29.6
29.4
% 18 Years
of Age
1970
34.0
30.9
33.4
32.0
29.9
33.4
36.1
33.1
35.8
1980
26.0
23.3
25.2
24.4
24.7
28.7
29.9
26.0
28.9
% 65 + Year
1970
13.2
15.0
13.8
16.1
19.3
11.9
7.2
11.7
10.7
1980
13.8
16.5
17.1
17.8
20.1
14.9
10.7
12.8
7.0
Persons Per
Household
1970
3.03
2.81
3.02
2.89
3.15
3.07
3.43
3.22
1980
t
2.68
2.36
2.51
2.49
3.32
2.78
3.38
2.88
2.54
-------
Age
Median age is an index of the overall age of a population. The median
age of the population of each MCD in the socioeconomic area, as well as in
Walworth County and in Wisconsin, increased from 1970 to 1980. This
increase in median age follows a nationwide trend resulting from declining
fertility rates since the mid 1960s. Overall, the median age of the Socio-
economic Area population is much higher (2 to 5 years) than those of the
County and State.
Another measure of the age characteristics of the population is the
percentage that is less than 18 years old and 65 years old or more. Since
1970, the percentage of the population that is less than 18 has declined
and the percentage over 65 has increased in the socioeconomic area. This
trend is also reflected in the age characteristics of Walworth County. At
the State level, however, the percentage of persons 65 or older decreased
from 1970 to 1980. In combination, these two age groups are referred to as
the "dependent population," because they generally are dependent on the
earnings of persons aged 18 to 64 years. The dependent population in each
of the MCDs in the socioeconomic area is larger (proportionately) than in
Walworth County and the State.
Generally, the population of the socioeconomic area can be described
as one that is maturing at a rate greater than those of Walworth County and
the State. This trend may be attributed in part to a lack of job opportu-
nities for younger residents, and the growing number of retired residents
in the area. This trend is particularly significant in the Geneva Lake-
Lake Como area, because persons 65 years and older are generally on fixed
incomes, and may therefore have difficulty financing their share of
improved wastewater treatment facilities or other community improvement
projects.
Race
Non-white individuals in the socioeconomic area, Walworth County, and
Wisconsin, represent only a small portion of the population. Although the
3-57
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number of noti-white residents increased during the 1970s, the socioeconomic
area still has a lower proportion of residents in this group than do either
the County or the State. In general, non-whites account for less than 3%
of the total population of the socioeconomic area.
Household Size
Following the national trends in smaller household size, the number of
persons per household in the MCDs in the socioeconomlc area has also de-
clined. With the exception of Geneva and Walworth Towns, household size is
smaller than County and State averages. This decline in household size
also coincides with the more mature average age of the population.
3.2.3.2. Housing
In 1980, a total of 8,694 year-round housing units were counted by the
Bureau of the Census in the socioeconomic area (Table 3-21). This repre-
sents an increase of approximately 500 units since 1970. Units occupied on
a year-round basis account for 77% (6,735) of the total units. Of the
remaining units 1353 (15%) were classified as held for occasional use, and
606 units as vacant for sale or rent. Most of the units that were occupied
on a year-round basis were owned by the occupants, and only 31% of these
units were occupied by renters.
The predominant type of housing unit in the socioeconomic area is the
single-family detached dwelling, although condominiums, multi-family units,
and mobile home units are present. The 1980 Census counted 75,5 condominium
units in the Socioeconomic area primarily in Fontana (248), Lake Geneva
(116), and Williams Bay (90). Single-family dwellings comprise 77% of the
housing units occupied on a year-round basis. Approximately 22% of the
units occupied year-round occur in multi-family dwellings, and less than 1%
are mobile home units.
The number of persons per occupied dwelling unit in the socioeconomic
area has decreased from 3.16 in 1970 to 2.71 in 1980. This decrease fol-
lows the national trend of fewer children per family and larger numbers of
3-58
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Table 3-21. Characteristics of the housing stock in the socioeconomic area, 1980
(US Bureau of the Census 1982b).
Median Value
of
Fontana
Lake Geneva
Walworth
-------
older persons. This trend may also be indicative of an increased popula-
tion of retired persons within the socioeconomic area.
The median value of owner-occupied noncondominiura housing units in the
socioeconomic area ranged from $47,000 in Walworth to $66,000 in Fontana.
The State and County values were exceeded in each of the MCDs except Wal-
worth and Geneva Town.
Most of the new housing unit construction during the past decade has
involved single-family homes and condominiums. Between 1971 and 1978, an
average of 60 housing unit construction permits were issued annually in the
socioeconomic area (Table 3-22). However, a sharp decline in housing
construction began in 1979 and continues to the present. This decrease in
housing construction has been caused in part by the high interest rates for
mortgages and by high gasoline prices, which could serve to deter potential
seasonal homeowners.
Another trend in housing in the socioeconoraic area has been the con-
version of seasonal homes to permanent residences. Seasonal homeowners
often purchase their second home with the intention of living in it perma-
nently after retirement. Many second homes have been weatherized to make
them habitable on a year-round basis (By letter, M. Hoilisters, Bob Keefe
and Associates, 7 December 1978). '
3.2.4. Economics
Employment data for the period 1971 to 1976 are available for Walworth
County and Wisconsin from the Regional Economic Information System of the
U.S. Bureau of Economic Analysis. County-level employment data are useful
for the study of trends that affect the study area, since they include the
20-mile to 25-mile radius within which most commuting to work occurs.
Employment data have been analyzed also for the seven MCDs in the socioeco-
nomic area in 1979. These data have proved useful for the study of local
economic characteristics.
3-60
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u>
Table 3-22. Single family housing construction permits issued in revised sewer service areas 1970-1982.
Town
Geneva
Linn
Wai worth
Total
1970
14
5
10
29
1971
37
27
ii
76
1972 1973
30 26
19 28
_8 14_
57 68
1974
16
18
IP_
44
1975
22
22
11
56
1976
19
23
_7_
49
1977
24
44
_7_
75
1978
30
31
10_
61
1979a
12
20
_4_
36
19803
7
9
_2_
18
1981
4
7
_!_
12
1982b
2
8
_0_
10
rlay include permits not in RSSAs.
b
Through September.
-------
3.2.4.1. Employment Trends in Walworth County
Employment data for Walworth County indicate that moderate growth
occurred from 1971 to 1976 (Table 3-23). The increase of 6.1% in total
employment was below the statewide increase of 10.4%. The moderate growth
i I
in total employment reflects decreased employment in manufacturing (-0.6%),
farming (-7.4%), and construction (-0.2%), which offset employment in-
creases in wholesale trade (126.8%), retail trade (13.2%); finance, insur-
ance, and real estate (30.2%), agriculture (10.3%), government (7.4%), and
hospitality-recreation-tourism (7.1%). Growth in the wholesale trade,
retail trade, and government categories accounted for 79% of the total
employment growth in the County.
Sector Analysis
Employment can be divided between two economic sectors: the basic
sector and the non-basic, or service sector. The basic sector produces
goods and services for export to other areas. The specific components of
the basic sector may vary with locale, but usually include employment in
agriculture, mining, and manufacturing. Although tourism services are not
exported, they are considered basic in this analysis because local consump-
tion is attributed to non-residents. The income generated by the basic
sector circulates within the local economy and supports service sector
industries that provide goods and services for local consumption.
Economic and population trends are directly related to employment
opportunities in the basic sector. The ratio of total employment (basic
and service sector employment) to basic employment, usually referred to as
a multiplier, quantitatively describes this relationship. Specifically,
the ratio indicates the total number of jobs generated by each Job in the
basic sector.
Basic Sector
In 1976, the manufacturing industries accounted for 46% of the employ-
ment in the basic sector. The' manufacture of durable goods, including
3-62
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Table 3-23. Walworth County employment trends, by sector, in 1971 and 1976
(US Bureau of Economic Analysis 1978).
Percentage
Category 1971 1976 Change 1971-1976
Total employment 25,833 27,413 "' 6.1
Farm proprietors 1,566 1,450 -7.4
Non-farm proprietors 2,134 2,256 5.7
Wage and salary 22,133 23,707 7.1
Basic
Agriculture3 2,473 2,727 10.3
Mining — 20
Manufacturing 5,632 5,596 -0.6
Hospitality-Recreation-
Tourism0 3,448 3,692 7.1
Non-basic (service) 14,280 15,378 7.6
Multipliers
Basic Serviced 1.2 1.3
Basic Total6 2.2 2.3
Basic Population 5.5 5.5
Labor force 27,7008 31,100 12.3
Employed 26,600 29,500 10.9
Unemployed 1,040 1,600 53.8
Unemployment rate 3.8% 5.2%
Includes farm proprietors, farm wage and salary employers, agricultural
services, forestry, fisheries, and other.
b
Mining employment was not disclosed in 1971.
Hospitality-Recreation-Tourism consists of 4
trade, and 38.0% of employment in services (Cooper and Beier 1979a,b),
GHospitality-Recreation-Tourism consists of 47.6% of employment in retail
Indicates number of service jobs generated by 1 basic job.
o
Indicates number of total jobs generated by 1 basic job.
Indicates number of people supported by 1 basic job.
o
Apparent error due to rounding.
3-63
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stainless steel and alloy tubing, farm equipment, and musical instruments,
accounted for approximately 75% of the manufacturing employment in the
County. Despite the employment loss that occurred between 1971 and 1976,
which reflected the nationwide recession during 1974 and 1975, future
expansion in this sector is expected (SEWRPC 1978).
The agricultural sector employed 2,727 people in 1976, which repre-
sented 23% of the basic employment sector. Dairy farming is the tradi-
tional form of agriculture in Waiworth County, although the cultivation of
row crops appears to be increasing (Wisconsin Department of Business Devel-
opment n.d.). Although Walworth County is one of the richest farming
counties in the State, employment in this sector is expected to decline by
2000.(SEWRPC 1978). This parallels national trends.
In 1976 there were 20 persons employed in mining in Walworth County,
which was limited to the extraction of sand, gravel and stone.
The hospitality-recreation-tourism industry is the second largest
basic industry, and the third largest industry, in Walworth County. This
industry is especially important in the Geneva Lake-Lake Como area where it
has been a major component of the local economy for nearly a century. The
industry directly employed 3,692 people in 1976. This figure, however,
does not include employment in recreation-sensitive industries, such as
food and retail sales, or transportation-oriented businesses. Thus, the
size of this industry may be underestimated (Cooper and Beier 1979a,b).
In 1977 the hospitality-recreation-tourism industry generated over
$74.6 million in gross sales by restaurants; taverns; hotels, motels, and
resorts; trailer parks and camping grounds; sporting goods stores; and
amusement and recreation establishments equaling to 15% of the total sales
in Walworth County. The 1977 sales volume represented a 15.9% increase
over 1976 sales, a figure which, because the rate of inflation for the same
.period was 5.9%, indicated a real growth of 10.0%. Statewide, the sector
grew at a rate of 5.7%. These figures, when combined with the 1977
recreation-sensitive sales of retail and service establishments such as
3-64
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department, food, drug, and liquor stores, vending machines, and gasoline
stations, resulted in gross sales of nearly $214 million.
This represents
approximately 43% of the total business sales in the County. Despite a
decrease in the number of restaurants, hotels, motels, resorts, and
sporting goods stores reporting, these categories exhibited significant
growth over 1976.
Service Sector
Employment in the service sector accounted for 56% of the employment
in Walworth County in 1976. Employment in the service sector is concen-
trated in government enterprises (35%), services (17%), and retail trade
(15%) (Table 3-24). However, there is relatively little government employ-
ment in the Geneva Lake-Lake Como area. The high levels of employment in
Table 3-24. Employment by industry in Geneva, Linn, Lyons, Walworth and
Bloomfield Townships, 1975 (SEWRPC n.d.).
Industry
Agriculture, Forestry, and
Fisheries
Mining, Construction
Manufacturing
Transportation, Communications
Utilities and Wholesale Trade
Finance, Insurance, Real Estate
Services
Education and Public Administration
Total
Employment
520
238
1,081
142
192
2,000
1,400
7,253
Percent of
Total
7.2
3.3
14.9
2.0
2.6
27.6
19.3
100.0
the service and retail trade sectors reflect the resort and recreation
attributes of the County., Between 1971 and 1976, the employment in the
service sector in Walworth County increased 7.7%. This was below the
statewide increase of 12.0%. Although the slow growth of the service
sector in Walworth County does not parallel state and national trends, it
is important to observe that the wholesale trade and the finance, insur-
ance, and real estate industries did experience rapid growth. The rapid
3-65
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growth of these two tertiary industries indicates that the local economic
i
base is becoming increasingly sophisticated. Estimates of planned employ-
ment for Walworth County for the year 2000 indicate that all of the service
sector industries are likely to experience growth (SEWRPC 1978).
/
Employment and Population Multipliers
In both 1971 and 1976, each basic job generated one service and two
total jobs, and supported almost six people. This indicates that popula-
tion growth and economic growth closely paralleled one another over the
5-year period. These multipliers are lower than the multipliers for Wis-
consin. The lower multipliers in Walworth County may indicate one of two
things. First, basic sector wages in Walworth County may be lower than
basic sector wages in Wisconsin. Therefore, fewer service sector jobs are
generated, or alternatively, most of the basic sector wages are spent
outside of Walworth County, generating service sector employment in other
areas.
X
County Labor Trends
In 1976, Walworth County had a resident labor force of 31,100-which
constituted 47% of the total population. This ratio of resident labor
force to total population, called the labor force participation rate, was
the same at both the county and state levels.
Unemployment
The unemployment rate for Walworth County was below the state and
national rates in 1970, 1976, 1979, and August 1980 (Table 3-25). The
relatively low unemployment rate indicates that the Walworth County economy
is stable and has been expanding in response to new population growth.
3-66
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Table 3-25. Unemployment rates in Walworth County, Wisconsin, and the US
(By telephone, John Golliher, Wisconsin Bureau of Research and
Statistics, 20 October 1980).
1971 1976 1979 August 1980
Walworth County
Wisconsin
US
3.8%
4.5%
5.9%
5.2%
5.6%
.7.7%
3.4%
4.5%
5.8%
5.2%
6.8%
7.5%
3.2.4.2. Local Employment Trends
The socioeconomic area had a 1980 civilian labor force of 9,018 work-
ers (Table 3-26). The number of unemployed workers totalled 476, and
accounted for 5.3% of the civilian labor force. Unemployment ranged from
only 4.1% of the labor force in Geneva Town to 7.9% in Walworth Town.
The U.S. Bureau of the Census describes employment by twelve industry
categories (Appendix G of the Draft EIS). The manufacturing category
employed the greatest number of workers in 1980. Almost one-quarter of the
workers were employed in a manufacturing job. The professional services
category, which includes health, education, and other types of professional
services, accounted for 19.0% of the jobs in the socioeconomic area. The
third largest employment category in the socioeconomic area was the retail
category which employed
Table 3-26. Employment of civilian labor force in the socioeconomic area,
1980 (USBOC 1982b).
Civilian Labor
Force No. Unemployed % Unemployment
Fontana 891 47 5.3
Lake Geneva 2934 153 5.2
Walworth 856 40 4.8
Williams Bay 920 62 6.7
Geneva Twp. 1764 72 4.1
Linn Twp. 683 54 7.9
Study Area 9018 476 5.3
3-67
-------
almost 15% of the labor force. The personal, entertainment, and recreation
services category accounted for 9.3% of the jobs in the socioeconomic area,
while the construction category employed 7.3% of the employed persons.
3.2.4.3. Income \
The 1979 income characteristics of permanent residents of the socio-
economic area are reported by the U.S. Bureau of the Census. Three de-
scriptions are used to characterize local income levels: median household
income, median family income, and per capita income (Table 3-27). Median
household income and median family income differ in that the family income
statistics account for the total income in households with two or more
related individuals, and the household income statistics account for the
income of all households (e.g., single persons and families).
Income levels in the MCDs in the socioeconomic area varied widely in
1979 (Table 3-27). Because of this variability, it is difficult to make
general statements regarding the income levels in the Geneva Lake-Lake Como
area. Overall, however, the levels of income in the socioeconomic area
were not unusually high or low.
Table 3-27. Income characteristics of socioeconomic area, 1979
(US Bureau of the Census 1982b).
Fontana
Lake Geneva
Waiworth
Williams Bay
Geneva Town
Linn Town
Waiworth Town
Waiworth Co.
Wisconsin
Median
Household
Income
20,366
15,493
16,195
15,706
20,687
17,424
19,695
17,457
17,687
Median
Family
Income
22,656
19,304
19,604
20,127
22,315
19,754
21,343
20,796
20,422
Per Capita
Income
9,556
7,881
7,161
7,623
6,310
9,421
6,679
7,123
7,256
Percent of
Population
Below
Poverty Level
6.95
7.1
6.6
8.0
6.95
7.9
8.9
7.8
8.5
3-68
-------
In terms of median household income and median family income, Fontana,
Geneva Town, and Walworth Town each had income levels at about the County
and State levels. Income in the remaining four MCDs fell below the county
and state levels. The range in median.household income was from $15,493 to
$20,687. The range in median family income was from $19,304 to $22,656.
The income levels in the City of Lake Geneva were at the low end of both
ranges.
The per-capita income distribution did not follow a similar pattern.
Per-capita income in Fontana, Lake Geneva, Williams Bay, and Linn Town
exceeded the County and State levels. This indicates that the income range
in Lake Geneva, Williams Bay and Linn Town were greater than the income
range in Geneva and Walworth Towns.
Another indicator of income is the proportion of population below the
poverty level. In Wisconsin in 1979, 8.5% of the population was below the
poverty level, while 7.8% of the population of Walworth County was below
the poverty level. Overall, this represents a low incidence of poverty in
the socioeconomic area. In 1979, 7.3% of the socioeconoraic area population
was below poverty level. Walworth Town and Williams Bay had the largest
proportion of their residents classified as below the poverty level (Table
3-27), while Walworth had the smallest portion of the population below
poverty level.
3.2.5. Municipal Finances
\
A variety of community services and facilities are available to the
residents of the socioeconomic area, including education, transportation
facilities, full-time police and fire protection, library and recreation
facilities, garbage collection and disposal, water supply, and in Lake
Geneva, Fontana, Walworth, and Williams Bay, wastewater collection and
treatment. The ability to maintain or improve these services and facili-
ties is dependent on the continued ability of area residents to finance
them.
3-69
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3.2.5.1. Revenues and Expenditures
Data on the revenues and expenditures of the jurisdictions in the
socioeconomic area were collected for the general operations fund only.
Data on trust funds, capital projects, special assessment funds and de-
tailed data on enterprises were not obtained. Local property taxes, inter-
governmental revenues, and charges for the use of property and money were
the major sources of revenue collected by^the jurisdictions in the study
area for general operations during 1980. Other sources included tax cred-
its, regulation and compliance fees, public charges for services and en-
terprises (e.g., parking utility or sewer utility). Charges for sanitation
services (sanitary sewers and treatment plants, refuse collection and
landfill operations) are included in the latter two categories. The total
revenues per capita collected for general operations during 1980 ranged
from $114 in the Town of Geneva to $695 in the Village of Williams Bay
(Wisconsin Department of Revenue^1981). The revenues collected, by source
and by jurisdiction, are shown in Table 3-28.
The major expenditures for general operations by the jurisdictions in
the socioeconomic area in 1980 were for public safety, transportation, debt
service (where applicable), and general administration. The towns of
Geneva, Linn and Walworth spent from 39.6% to 61.0% of their resources on
transportation (highway maintenance, traffic control, street lighting,
bicycle trails, parking lot meters and ramps, mass transit, airports, and
docks and harbors). Public safety expenditures accounted for 25% or more
of the general operations expenditures in'each of the jurisdictions except
the Village of Williams Bay and the Town of Walworth. Expenditures for
sanitation (as defined above) ranged from 1.0% of the general operations
expenditures in the Town of Linn. Per capita expenditures for sanitation
ranged from $1 in the Town of Walworth to $22 in the Village of Fontana.
Total expenditures per capita for general operations ranged from $108 in
the Town of Geneva to $724 in the Village of Williams Bay (Wisconsin De-
partment of Revenue 1981). The expenditures by category and by jurisdic-
tion are shown in Table 3-29.
3-70
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Table 3-28.
Sources of revenue for general operations produced by the jurisdiction in the Geneva
Lake-Lake Como socioecpnomic area 1980 (Wisconsin Department of Revenue 1981).
u>
Jurisdiction
City of Lake Geneva
($1,000) "
Percent
Per Capita
Village of Fontana
($1,000)
Percent
Per Capita
Village of Walworth
(51000)
Percent
Per Capita
Village of Williams
Bay ($1,000).
Percent
Per Capita
Town of Geneva ($1,000)
Percent
Per Capita
Town of Linn ($1,000)
Percent
Per Capita
Town of Walworth
Percent
Per Capita
Net Local
Property
Taxes
799.4
33.2
151
450.9
41.0
251
120.0
33.8
82
232.7
19.9
138
69.8
16.7
19
201.0
48.2
122
26.9
14.6
19
Tax
Credits
126.6
5.3
24
42.2
3.8
23
24.1
6.8
17
27.9
2.4
17
4.9
1.2
1
13.0
3.1
8
3.1
1.7
2
Other
Taxes
97.2
4.0
18
98.9
9.0
55
2.2
0.6
2
33.3
2.8
20
59.4
14.2
16
0
0
0
0
0
0
Inter-
governmental
Revenues
537.8
22.3
101
202.1
18.4
112
161.5
45.5
111
165.7
14.1
98
221.2
52.9
60
168.1
40.3
102
112.7
61.2
80
Regulation
and
Compliance
168.4
7.0
32
49.8
4.5
28
15.8
4.4
11
51.2
4.4
30
36.6
8.7
10
3.6
0.9
2
2.0
1.1
1
Public
Charges for
Services
135.3
5.6
26
46.9
4.3
26
0.8
0.2
1
44.2
3.8
26
2.3
0.5
1
13.4
3.2
8
0
0
0
Use of Money
and Property
544.0
22.6
103
207.8
18.9
116
20.4
5.7
14
616.4
52.6
365
19.7
4.7
5
18.0
4.3
11
39.3
21.4
28
Inter-
governmental
charges
for Services
0
0
0
0
0
0
10.3
2.9
7
0
0
0
4.3
1.0
1
0
0
0
0
0
0
Total
Revenues
for General
Operations
2408.8
100
454
1098.6
100
' 611
355.1
100
244
1171.2
100
694
418.2
100
114
417.2
100
253
184.0
100
130
330.6
NA
184
152.7
NA
105
282.
NA
167
0
NA
0
0
NA
0
0
NA
0
-------
Table 3-29. Resources expended for general operations by the jurisdictions in the Geneva Lake-Lake Como
socioeconoraic area, 1980 (Wisconsin Department of Revenue 1981).
lur (.gdiction
City of Lake Geneva ($1,000)
i'.;rcent
Per Cnplta
Vfll'i^c of Fontnna
I'tTcent
Pr:r Capita
Village o( Wai worth
ivrcent
Pur Capita
Village of Williams Bay
rori'mit
''at Capita
LO
1 Town of Geneva
>| ''urcent
Per Capita
Town of Linn (SI, 000)
Percent
Per Oipltn
Town of Ualwortli
Perccn t
Per Capita
General
Administration
250.0
10.2
47
119.6
10.3
66
39.7
11.2
27
100.5
8.2
60
38.4
9.7
10
37.1
8.8
23
14. 2
7.7
10
Public
Safety
607.0
24.8
114
296.3
25.5
165
141.9
40.1
97
180.1
14.7
107
127.9
32.3
35
116.6
27.7
71
8.1
4.4
6
Health and
Social
Services
3.5
0.1
1
2.5
0.2
I
0.2
0.1
.0
0.5
-- 0
0
0
0
0
0.1
0
0
O.I
0
0
Transportation
347.1
14.2
65
233.2
20.1
130
34.0
9.6
23
110.4
9.0
65
170^7
43.1
46
166.3
39.6
101
112.1
61.0
79
Sanitation
77.5
3.2
15
38.7
3.3
22
16.9
4.8
12
28.9
2.4
17
7.0
1.8
2
30.9
7.4
19
1.8
1.0
1
Conservation
and •
Leisure
522.6
21.4
99
78.1
6.7
43
25.5
7.2
17
79.1
6.5
47
9.5
2.4
3
23.2
5.5
14
0.9
0.5
1
Capital
Projects-Direct
Appropriations
0
0
0
18.9
1.6
u
0
0
0
43.2
3.?
26
0
0
0
15.3
3.*
9
0
0
0
Principal
and
Interest
468.1
19.2
88
291.1
25.1
162
61.5
17.4
42
240.6
19.7
143
0
0
0
0
0
0
9.9
5.4
7
Other
168.1
6.9
32
83.6
7.2
46
33.8
9.6
23
439.4
35.6
260
42.9
10.8
12
30.6
7.3
19
36.9
20.0
26
Total
Expenditures for
General Operation
2443.9 .
IOU
461
II6U8
100
646
353.5
1UO
243
1222.7
100
724
396.3
100
108
420.1
100
255
183.8
IOU
130
Entf rpr Iscs
569.6
HA
107
311.8
NA
173
167.4
NA
115
383.7
MA
227
0
N,\
0
0
NA
0
0
HA
0
-------
3.2.-S.2. User Costs
The 1983 annual sewer service user costs for residences in Fontana,
Lake Geneva, Walworth, and Williams Bay are $162 ($182 without water ser-
vice), $85, $88, and $179, respectively. These user costs all fall below
USEPA's recommended upper limits (Table 3-30).
Table 3-30.
Current user costs for wastewater treatment in the socioeco-
nomic area communities (By telephone, E. Lemmen, Superinten-
dent, City of Lake Geneva Water and Sewer Department; Grabow,
Asst. Clerk and Treasurer, Village of Fontana; L. Czaja,
Clerk-Treasurer, Village of Walworth; and Pat Stevenson,
Chairperson Village of Williams Bay Water and Sewer Depart-
ment, 22 June 1983).
Community
Fontana
1979 Median
Household Income
$20,366
Current Annual
User Costs
Annual
User Costs as a
Percentage of Income
Lake Geneva
Walworth
Williams Bay
Geneva Town
Linn Town
Walworth Town
15,493
16,195
15,706
20,687
17,424
19,695
$162 (with water)
$182 (without water)
85
85
179
NA
NA
NA
0.8%
0.5
0.5
1.1
NA
NA
NA
NA - Not Available
USEPA (19782) recommended upper limits for annual user costs as a per-
centage of median household income:
1.0% when income is less than $10,000
1.5% when income is between $10,000 and $17,000
1.75% when income is greater than $17,000
(USEPA. 1982. Construction Grants 1982).
,3.2.5.3. Tax Assessments
The property tax rates in the socioeconomic area jurisdictions gen-
erally are similar to the tax rates in Walworth County and other areas of
the state (Wisconsin Department of Revenue 1982). The town tax rates are
lower than the Village and City rates, as is usually the case. The general
3-73
-------
property tax full value rate ranged from $15.38 per $1,000 of full equal-
ized value in the Town of Geneva to $23.46 per $1,000 of full equalized
value in the Village of Walworth. School districts accounted for approxi-
mately 50% of the tax level in the jurisdictions in the study area (Table
3-31). The state tax rate is $.20 per $1,000 of full value. The county,
tax rate is $3.36 per $1,000 of full value (except in the city of Lake
Geneva where it is $3.34 per $1,000 of full value). The local tax rates in
the City of Lake Geneva and Village range from $4.16 to $7.17 per $1,000 of
full value, but in the towns the local tax rates range from only $0.50 to
$1.87 per $1,000 of full value. The taxes per capita vary widely between
the jurisdictions in the study area (Table 3-31). The range is from $562
in the City of Lake Geneva and the Town of Geneva to $1,595 in the Village
of Fontana. The taxes per capita in the Village of Williams Bay and the
Town of Linn also exceed $1,000. The tax distribution in the study area
reflects both the large seasonal population and the extent of agricultural
land. (i.e., the taxes per capita' was computed with permanent population
data only).
3.2.5.4. Municipal Indebtedness
The financial condition of the socioeconomic area was analyzed by
means of 1981 data. The study area contains seven municipalities, eleven
school districts, one vocational school, two sanitary districts, and a
public inland lake protection and rehabilitation district. All of these
jurisdictions appear to be financially sound and not overburdened with
debt. The long-term debt of the municipalities and overlapping districts
ranged from $530,583 in the Town of Walworth to $4,352,366 in the City of
Lake Geneva. The Villages of Fontana, Walworth and Williams Bay each had
self-supporting debt. Only the Village of Williams Bay had short-term debt
in 1981. The short-term debt can vary widely from year to year. The
statutory debt limits of the municipalities and four of the benchmarks used
by the credit industry are presented in Table 3-32. All of the municipal-
ities fall well below the upper limits set. Thus each municipality should
be able to support additional debt for its share of wastewater treatment
facilities, without undue financial strain.
3-74
-------
Table 3-31. Tax rates in 1981 for the jurisdictions in the Geneva Lake-Lake Como socioeconomic
area (Wisconsin Department of Revenue 1982).
Jurisdiction
City of Lake Geneva
Village of Fontana
Village of Walworth
Village of Williams Bay
•vi Town of Geneva
Ui
Town of Linn
Town of Walworth
County average
State average
Tax Full Value
Rate $1,000
20.80
17.05
23.46
19.30
15.38
15.49
15.58
18.01
21.61
State
.20
.20
.20
.20
.20
.20 v
.20
.20
.20
Full Value
County
3.34
3.36
3.36
3.36
3.36
3.36
3.36
3.35
3.66
Tax Rates
Local
5.36
4.16
7.16
6.01
.56
1.87
0.50
2.93
4.76
School
11.90
9.32
12.74
9.73
11.25
10.04
11.52
11.53
12.99
Taxes Per
Capita
$ 562
1,595
785 ',
1,079
562
1,559
618
-------
Table 3-32. Statutory debt limits, credit industry benchmarks, and comparative statistics for the jurisdictions in
the Geneva Lake-Lake Como study area (Groves 1980; By telephone, Darrell Frankie, Wisconsin Department
of Revenue, 15 September 1981; By telephone, Fera Weigen, Wisconsin Department of Revenue, 15 December
1982.
Jurisdiction
Benchmark
Overall debtaexceeding
100% of full value
Statistic
Benchmark
Overall debt
exceeding $1,200 per capita
Statistic
Benchmark
Level of overall debt
exceeding 90% of statutory limit
Statistic
Benchmark
Overall debt per capita
exceeding 15% of per capita
personnal income
Statistic
Overall debt as per- Debt per
cent of full value capita
City of
Lake Geneva 2.1% S780.27
Village of
Fontana 2.1 366.90
Village of
Walworth 3.3 172.26
LO
^ Village of
.<* Williams Bay 2.3 278.82
Town of
Geneva 0.4 117.52
Town of Linn 0.4 109. 13
Town of
^Walworth 0.7 358.99
Overall per capita debt as Statutory
Level of overall debt as a percent of per capita Debt
a percent of statutory limit personal income Limit ($)c
,
42.1% 7.6% 10,329,880
41.3 4.0 8,169,975
66.0 2.1 2-.122.590
45.1 3.5 4,940,850
7.8 . 2.4 7,354,625
8.6 1.3 10,399,545
14.2 5.4 3,723,950
"Overall debt is the total long-term debt of municipalities and overlapping districts for which tax revenues have been pledge. In this case overall
debt includes municipal county and school district debt.
This index was developed by Standard and Poor's bond rating firm. It is also known as the "S&P Index".
°The State of Wisconsin limits long-term indebtedness in the form of general obligation bonds, long term rates, state trust fund loans, and installment
contracts to 5% of the-full equalized value of general property, except as noted in Appendix G of the Draft EIS.
-------
3.2.6. Transportation Facilities
Transportation facilities, both public and private, have significant
effects on the permanent population, seasonal population, recreational
usage, and to a lesser degree the local employment structure of the study
area. The number of individuals visiting an area, and the number of com-
muters residing in it is dependent on the ease with which they can travel.
Transportation facilities are also one of the locational factors used by
manufacturers and other potential employers.
The study area is located within 30 to 75 miles of six metropolitan
areas in Illinois and Wisconsin. There are four modes of transportation
available in the study area: private automobile, railroad, airplane, and
bus.
Roadways
The Geneva Lake-Lake Como area is well served by state and Federal
highway systems. US 12 and US 14 constitute the major traffic corridors
linking the study area with Chicago, Illinois; Janesville, Wisconsin; and
Madison, Wisconsin. Access to the study area from the cities of Rockford,
Illinois and Beloit, Wisconsin to the west, and Milwaukee, Wisconsin to the
north is provided by the 190-Wisconsin 15 highway. Both US 12 and 1-90-
Wisconsin 15 are four-lane, limited access highways. Additional access is
provided by Illinois 47 (which becomes Wisconsin 120) and Wisconsin 50 from
Kenosha, Wisconsin. Each of these highways is a full-access, two-lane
road. Traffic counts on STH 120, US Route 12, and US Route 14 in the
immediate vicinity of the Illinois-Wisconsin state line are made by the
Wisconsin Department of Transportation (WISDOT) approximately every three
/
years. Annual average 24-hour two-way traffic count data collected in 1975
and 1978 indicate that during the three-year period, traffic increased
significantly on US Route 12, increased moderately on US Route 14, and de-
creased on STH 120.
Data on the ratio of roadway volume to roadway capacity for selected
roadway segments in the study area vicinity indicate that roadway conges-
3-77
-------
tion occurs in the study area (Table 3-33). At the present time Wisconsin
STH 50 is heavily congested on summer weekends. Trucks currently ,are
\
banned in Lake Geneva on weekends , (By telephone, William Sills, Commis-
sioner, Geneva Lake Area Joint Transportation Commission, 10 December
1979).
The Illinois Department of Transportation (IDOT) is currently pre-
paring^ environmental impact statements on plans for the construction of two
freeways affecting the study area. Under the current six-year transporta-
tion improvement plan prepared by WISDOT, two road improvement projects are
scheduled in the vicinity of the study area. They are:
o Resurfacing, shoulder work, and minor alignment improvements
on STH 120 between the Illinois-Wisconsin state line and
Lake Geneva. The projected construction start-up date is
1983.
Table 3-33. Ratios of roadway volume to roadway capacity on selected road
segments in the Geneva-Lake Como study area (By telephone,
Bob Roszkowski, WISDOT, 20 November 1980).
Ratio of Actual Volume
Roadway Segment Volume to Capacity to Capacity
STH 120 between the
Illinois-Wisconsin state
line and the City of
Lake Geneva 0.58 418:721
STH 50 between STH 83 /
and US Route 12 0.64 474:740
STH 50 between US
Route 12 and the City of Lake
Geneva 1.84 1,297:705
STH 50 between Williams Bay
and STH 15 1.22 806:661
a
Considers 2-way traffic at the 100th hourly volume at service level C.
NOTE: A ratio of 1 indicates that volume is equal to capacity.
3-78
-------
• Replacing the present traffic barriers with concrete median
barriers on --I-94 from the Illinois-Wisconsin state line
north 6 miles.\ The projected construction start-up date is
1984.
These recommended improvements are subject to financing availability
(By telephone, Tom Winkle, WISDOT, 3 November 1980). In addition, SEWRPC
has recommended that the segment of Wisconsin 50 between Lake Geneva and
1-94 be upgraded to four lanes between 1981 and 1985 (By telephone, Bob
Beglinger, ,SEWRPC, 3 November 1980). WISDOT, however, has not approved
this recommendation.
Railroads t
Railroad service is provided to and from the study area by the Geneva
Lake Area Joint Transportation Commission (GLA). Under the provisions of
the Wisconsin State Rail Preservation Act, the GLA has received funding for
the purchase of the abandoned Chicago and Northwestern (C&NW) line between
Lake Geneva and Ringwood, Illinois. The State of Wisconsin will provide
funds also to purchase abandoned depots and parking facilities (By tele-
phone, William Sills, Commissioner, GLA, 23 October 1980).
The GLA-administered railroad will provide rail service for commercial
freight hauling, for commuters, and for tourist excursions. Freight ser-
vice which is currently in operation, was a major factor in restoring rail
operations to the area. It primarily serves local industries such as the
Burlington Consumers Cooperative at Genoa City, Wisconsin.
Bus
Three companies, the GLA, Greyhound Bus Lines, and Wisconsin Coach
Lines, provide intercity and interstate bus service to the study area.
Airports
/ >
There are two privately-owned airports open to the public in the study
area: the airport owned by Marriott, Inc. , at the Americana Resort in Lake
Geneva and the Big Foot Airport, which is located in Walworth.
\
3-79
-------
3.2.7. Recreation
\ (
The Geneva Lake-Lake Como area is one of the prime recreational resort
areas in the State of Wisconsin. Approximately 110,000 tourists visit the
area annually. (By telephone, George Hennerly, Director, Lake Geneva Area
Hotel Association, 28 October 1980). The area's principal recreational
resources are its many lakes and streams, where swimming, boating, and
fishing are the major activities.
Recreational Facilities
The economic data for Walworth County reflect the importance of the
hospitality-recreation-tourism (HRT) industry in the study area, although
no data specific to the study area are available. HRT sales in Walworth
County are important indicators of the economic welfare both of the State
and of local communities. In 1976 and 1977, Walworth County recorded the
seventh highest level of gross HRT sales in the State of Wisconsin.
Walworth County ranked tenth when the impact of the HRT industry on local
income was measured.
Over 70 publicly and privately owned recreational facilities are
located in the study area (Donohue & Assoc. , Inc. 1978a). The Big Foot
Beach State Park is the largest publicly owned facility in the study area.
In 1977, over 108,000 people, including 24,600 campers, visited the park
(WDNR 1977). Numerous resorts and motels, restaurants, golf courses,
beaches, and boating facilities, are also found in the area.
Geneva Lake and Lake Como are used for boating and fishing. Because
of Geneva Lake's size, depth, and good water quality, boat activity is
heavier than it is on Lake Como (WDNR 1969a,b). A boating census, con-
ducted in July 1977, counted 4,172 boats on Geneva Lake. No similar count
has been taken on Lake Como (GLWEA 1977). There are little recent data on
fishing pressures in the Geneva Lake-Lake Como study area. Conservative
estimates by the operators of boat launching and livery services indicate
that approximately 160 fishing boats are launched daily on weekends and
holidays, and 120 boats are launched daily during the week (GLWEA 1977).
3-80
-------
Geneva Lake receives an estimated 25 person-hours of fishing per acre of
water each year, with a fish harvest of approximately 23 fish per acre (WDNR
1969a).
3.2.8. Cultural Resources
Prehistoric Sites
Early investigations of archaeological resources in the study area
were documented by Charles Brown, the former director of the Wisconsin
State Historical Society, who identifed eleven Indian trails, four vil-
lages, thirty campsites, five planting grounds, two sugar bushes, three
caches, three cemeteries, three single burials, two mound groups, three
single mounds, and one shrine. Three mounds of the twelve-mound groups
were effigy mounds (Brown 1930). Subsequent verification of these findings
was not established because of inaccurate mapping at the time of recording
and later site destruction by urban development and by amateur archae-
ologists and collectors.
I
The State Historical Society has acknowledged the presence of 92 known
archaeological sites in the study area. Further information on these sites
is not currently available, since no systematic archaeological survey of
the study area has been undertaken (By letter, Richard A. Erney, State
Historical Society of Wisconsin, 21 July 1977). However, the State His-
torical Society has indicated that there is a strong likelihood that other
such sites exist within the study area, based on the area's abundance of
natural resources.
Around 18,000 B.P., the Great Lakes Region was covered by the Wisconsin
Ice Sheet. The boreal forest remaining after the glacial retreat supported
large mammals that were hunted by Paleo-Indian bands at the end of the
Pleistocene, circa 11,500 B.P. There is, however, no evidence to date of
the presences of Paleo Indian-groups in the Geneva Lake area. Among the
known archaeological sites in the study area, some are believed to be
multi-component. Through typological comparison with excavated. archaeo-
logical sites in Wisconsin and Illinois, it is possible to assume that a
3-81
-------
similar pattern of prehistoric settlement and subsistence existed between
tribes of these neighboring areas.
The first evidence of occupation in the study area has been estimated
at 6,000 B.C., based on the discovery of projectile points of the type
manufactured by Archaic Indians. These people maintained a subsistence
economy based on shellfish gathering and small game hunting. This economic
shift was due to climatic changes and the resulting replacement of the
boreal forests with pine, spruce, and birch, which affected the types of
wildlife that could be sustained.
Adaptation to the environment continued, marked by the introduction of
plant cultivation around 2,500 B.C. and the subsequent development of a
corn-based agricultural economy (Chomko and Crawford 1978). These events
distinguished the economic pattern of the Woodland period. Regional cul-
tural variations increased, as exemplified by the variations that appeared
in the local methods of burial. The Woodland culture was characterized by
burial cults and mounds. Groups in Wisconsin constructed large mounds
which resembled animals and birds, but which contained few artifacts to aid
later investigators in unraveling this little-understood culture. Effigy
mound construction occurred primarily between 500 and 1000 A.D., but it is
believed that regional construction of such mounds continued as late as the
mid-16th century.
The infusion of Potowatomi Indians into the Geneva Lake area altered
\
the cultural complexion of the region. Three Indian villages, with an
estimated total population of 500, flourished in the study area at the time
of the arrival of the first white settlers in 1831 (Rossmuller 1959).
Historic Sites
The first visit by white settlers to the Geneva Lake area was recorded
by the John Kinzie party in 1831 (Jenkins 1922). However, indirect evi-
dence supports the belief that French fur traders had prior access to the
area in the 17th century.
3-82
-------
In 1883, township and section lines were marked out under the provi-
sions of a government contract prior to the granting of statehood in 1846.
In 1836, Christopher Payne obtained a land claim and erected a sawmill,
which he followed with a second mill that he operated for seven years. The
settlers had peacefully coexisted with the Potowatomi band, led by Chief
Big Foot. However, in the 1840's the Potowatomi were removed to a reser-
vation in Council Bluffs, Iowa, freeing the land for increased white
expansion.
The first permanent settlements outside Geneva Lake were established
in 1836 at Williams Bay by Captain Israel Williams and at Fontana by James
Van Slyke. At that time, Williams Bay was primarily farmland. It remained
as such until after the turn of the century, when connection with the
railway brought increasing numbers of people and increasing development to
the area. In the same year, James Van Slyke built his home at Fontana,
which developed into the principal mill site for the area. The first
general store serving the area was built in 1837, followed by a school
house in 1838. Ferguson's Owl Tavern in Geneva was the first travelers'
inn.
The town of Geneva was established in 1839 and incorporated in 1844.
The first railway line to Lake Geneva was built in 1856, but was only
operational for a period of four years. It was replaced in 1871 by the
Chicago and Northwest Railway, which began transporting a large seasonal
population. The completion of the railway line coincided with the Chicago
fire of 1871, and provided access to Lake Geneva as a refuge for Chicago
families whose homes were destroyed. Keyes Park, the first resort hotel in
the area, opened in the same year.
Since then, the Geneva Lake-Lake Como area has become a well-known
resort area, attracting many wealthy Chicago families, which established
summer homes there during the "Newport" period, from 1870 to 1920. Many of
these homes, as well as the simple log houses, barns, and outbuildings of
the early settlers, are still visible today in the study area. The struc-
tures in the study area that are included in the National Register of
Historic places are listed in Table 3-34. For additional information on
3-83
-------
Table 3-34. Study area structures included in the National Register of
Historic Places (US Dept. of Interior 1982).
Date of
Site Location Registration
Lake Geneva Chicago Broad Street 07-31-78
and Northwestern Railroad
Depot (1891)
Longlands (1899-1901) 880 Lake Shore Dr. 09-18-78
Lanamoor (1900) 774 So. Lake Shore Dr. 01-15-80
The following site is under consideration for inclusion in the National
Register: Yerkes Observatory (HD) Observatory Place
historic and archaeologic resources in the study area, see Appendix H of
the Draft EIS.
3.2.9. Energy Consumption
In 1977, the study area consumed approximately 27% of the estimated
energy used in Waiworth County (Table 3-35). Natural gas, which is readily
available in the study area, provided most of the energy used in homes and
Table 3-35. Energy consumption in Walworth County and the Geneva Lake-Lake
Como Area, 1977 (Algner et al 1977).
Consumption8 (in Million Btu)
Fuel
Natural Gas
Liquified Petroleum
Gas Fuel Oil
Wood
Coal
Gasoline
Electricity
Total
Walworth County
6,140
280
1,010
280
290
2,800
1.670
12,470
Lake Geneva-
Lake Como
1,800
50
240
0
100
732
430
3,352
(27%)
a
Consumption was determined on the basis of total Wisconsin energy consumption
allocated to the sub-areas by housing units. These are considered to be
very generalized figures.
3-84
-------
business. No restrictions in natural gas connections are anticipated for
residential and small commercial customers, although schools, and large
non-residential customers (manufacturing and commercial users) may use up
to 5,000 cubic feet per hour (By telephone, Bud McEwan, Wisconsin Southern
Gas Company, 2 January 1979).
3-85
-------
4.0. ENVIRONMENTAL CONSEQUENCES
The potential environmental consequences of the wastewater management
alternatives (Section 2.4.) are discussed in the following sections. The
impacts resulting from the construction and operation of the alternatives
for each of the communities may be beneficial or adverse, and may vary in
duration (either short-terra or long-term) and significance. The important
impacts of the alternatives on the study area are indexed by environmental
resource in Table 4-1.
Environmental effects are classified as either primary or secondary
impacts. Primary impacts result directly from the construction and/or
operation of the proposed project. Short-term primary impacts generally
occur during construction. Long-term primary impacts occur throughout the
life of the project and generally result from the operation of the proposed
project.
Secondary impacts are the indirect effects of the project and occur
because the project causes changes that in turn induce other actions or
effects that would not have taken place in the absence of the project.
Because the project creates change in the affected area, associated Impacts
can result. For example, improved or expanded wastewater treatment systems
can open up land for urban development that otherwise would not have exper-
ienced such development because of the lack of this capability. This resi-
dential, commercial, Or industrial development could create an increased
demand for other public facilities and services; increase development
pressure on agricultural lands, woodlands, or other environmentally sensi-
tive areas; increase ambient noise levels; lead to air and water pollution;
or displace low and moderate income families. Secondary impacts also may
be either short-term or long-term. Short-term secondary impacts, for
example, include the disruption of the environment that occurs during the
construction of the development that is induced by the proposed project.
An example of a long-term secondary impact would be the urban runoff that
occurs indefinitely after.the induced development of agricultural land or
open space areas.
4-1
-------
Table 4-1. Index of important impacts for the construction and operation
of the wastewater management alternatives in the Geneva Lake-
Lake Como study area.
Environmental
\
Resource
Atmosphere
Soils
Surface water
Groundwater
Vegetation
Wildlife
Wetlands
Land Use
Demography
Prime Farmland
Economics
Recreation and
Tourism
Transportation
Energy Resources
Cultural Resources
Fiscal Impacts
Primary
Impact
4.1.1.1.
4.1.1.2.
4.1.1.3.
4.1.1.4
4.1.1.5.
4.1.1.5.
4.1.1.6.
4.1.1.7.
4.1.1.8.
4.1.1.9.
4.1.1.10
4.1.1.11.
4.1.1.12.
4.1.1.13.
4.1.1.14.
—
Operational
Impact
4.1.2.1.
4.1.2.2.
4.1.2.3.
4.1.2.4
4.1.2.5.
4.1.2.5.
4.1.2.6.
4.1.2.7.
4.1.2.8.
—
4.1.2.9.
4.1.2.10.
4.1.2.11.
—
—
4.1.3.
Secondary
Impact
— —
—
4.2.3.
—
4.2.6.
4.2.6.
4.2.6.
4.2.2.
4.2.1.
4.2.6.
4.2.5.
4.2.4.
—
—
4.2.6.
—
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Most adverse impacts can be mitigated, and many should be of short
duration. The possible mitigative measures outlined in the following
sections include planning activities and the utilization of construction
techniques that reduce the severity of both primary and secondary adverse
impacts. Construction plans and specifications, developed by facilities
planners for the communities and reviewed by the WDNR, must include these
mitigative measures if Federal monies are used to assist in financing the
proposed project.
4.1. Primary Impacts
4.1.1. Construction Impacts
Both the FPRA and the EIS Alternative require some construction. The
EIS Alternative includes the construction of some new municipal wastewater
treatment systems and the upgrading of individual onsite treatment systems
throughout the life of the project. The construction impacts associated
with centralized collection and treatment systems proposed under the FPRA
and under the EIS Alternative are addressed in the following subsections
for each of the major categories of the natural and man-made environment.
4.1.1.1. Atmosphere
The construction activities associated with the FPRA and the EIS
Alternative, including placement of conveyance lines and land clearing for
WWTPs, will produce short-term adverse impacts to local air quality.
Clearing, grading, excavating, backfilling, and related construction activ-
ities will generate fugitive dust, noise, and odors. Emission of fumes and
noise from construction equipment will be a temporary nuisance to residents
living near the construction sites. However, the EIS Alternative requires
less construction than does the FPRA. Construction in currently unsewered
areas will be limited to those residences with failing onsite systems and
would not include extensive excavation for collection lines as proposed
under the FPRA (See Figure 2-13).
4-3
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A. 1.1. 2. Soil Erosion and Sedimentation
Soils exposed during construction activity will be subjected to accel-
erated erosion until the soil surface is protected by revegetation or other
means. Conveyance lines typically are laid within road right-of-ways and
runoff from construction activities tends to concentrate in roadside drain-
ageways. The FPRA involves laying considerable lengths of sewers and force
mains and can be expected to result in the greatest erosion and subsequent
sedimentation. The adverse impacts resulting from construction related
erosion and sedimentation include nutrient and other pollutant inputs to
the lakes, possible siltation, clogging of road culverts, localized flood-
ing where drainageways are filled with sediment, and damage to structures,
roads, and ditches.
i
4.1.1.3. Surface Water
Increased sedimentation resulting from the construction of collection
sewers could result in surface water quality degradation, as noted above.
The impacts associated with the construction of sewer lines - increased
nutrient inputs, increased turbidity, possible siltation - would occur
under the centralized collection and treatment alternatives as proposed in
the FPRA. The construction impacts would vary in intensity and duration
depending on the length of the sewer lines, their placement in relation to
drainageways, and the mitigative measures used to reduce sedimentation.
These factors will influence the amount of sediment that reaches the lakes,
and ultimately, the severity of the construction impacts.
The FPRA includes an effluent discharge to a farm drainage ditch
approximately 500 feet upstream of the confluence of the ditch and Piscasaw
Creek. The effluent discharge will have additional impacts associated with
the construction activities for the effluent discharge. The construction
activities would temporarily increase turbidity levels, increase nutrient
concentrations, possibly affect temperature and dissolved oxygen (DO)
concentrations, and disrupt the aquatic community. The adaptability of the
fish and other biota to habitat disturbance will be a primary factor in the
severity of the impacts.
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4.1.1.4. Groundwater
Groundwater may be impacted by construction activities in localized
areas. Construction dewatering may cause some, local failures of shallow
wells, especially where collection lines and pump stations are to be con-
structed under the FPRA. A potential change in water quality would likely
occur where organic soils are disturbed either directly, or by altering the
water table. Changes in groundwater quality might occur from construction
of collection lines extending to Lake Corao under the FPRA. Organics may
leach out of these areas and affect the taste of water in nearby wells.
Spilled fuel and other construction materials could pass through the soils
to contaminate the groundwater.
4.1.1.5. Terrestrial Biota
i
Construction activities associated with various components of the pro-
posed alternatives would result in impacts to wildlife and vegetation to
various degrees. Collection sewers and upgraded onsite systems would be
placed on residential lots; temporary loss of grassed areas and the removal
or death of trees would result from construction of these facilities. Dis-
ruption of backyard vegetation and the presence of construction equipment
and noise would cause temporary displacement of most vertebrate species and
mortality of a few (probably small mammal) species, but replacement of
vegetation and cessation of construction activities would allow the re-
establishment of animals to the areas. More likely the animals commonly
associated with human habitation (e.g., eastern cottontail rabbits, house
sparrows, European starlings) that would be displaced, would move to suit-
able neighboring habitat and induce no density-related stress upon neigh-
boring habitats.
Proposed conveyance lines for the FPRA generally parallel and are
contiguous to existing road rights-of-way. A strip of approximately 20
feet of roadside vegetation would be removed during construction along
County road rights-of-way, and a strip of approximately 20 to 40 feet would
be disrupted for placement of force mains. This could disrupt hedge row
vegetation in both residential and agricultural portions of the study area.
4-5
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The primary land uses and land cover along the proposed lines include
low density residential, agricultural cropland, and wetlands. Small wood-
lots border the routes at scattered locations; second-growth roadside
shrubbery would likely be destroyed. Birds, mammals, reptiles, and amphib-
ians that reside on or near the proposed routes would migrate from dis-
turbed areas during construction. Small mammals and reptiles would incur
some mortality from construction. Displacement of most animals would be
temporary, however, coinciding with the duration of construction.
Under the FPRA and the EIS Alternative, a new land application facil-
ity is proposed in Sections 31 and 32, Town of Lyons, that would require
approximately 80 acres of oldfield, agricultural land, and gravel extrac-
tion area. Construction would result in the permanent displacement or
mortality of various animals commonly associated with oldfield areas. A
diverse vertebrate population is associated with this habitat, so losses
would noticeably reduce resident vertebrate populations. A portion of the
wildlife communities may reoccupy strip areas of the site that are not
mowed after construction is completed.
Under the EIS Alternative, a new land application site is proposed in
Section 28, Town of Walworth, and that would require 80 acres of agricul-
tural land. Construction of the proposed land application facility at this
site would result in the permanent displacement or mortality of various
animals commonly associated with cultivated fields. This habitat does not
support a highly diverse vertebrate population, however, so losses would
not be expected to noticeably reduce resident vertebrate populations.
Following completion of construction, areas adjacent to the proposed facil-
ity would probably be reoccupied by wildlife communities similar in compo-
sition to preconstruction communities.
Construction activities associated with the proposed WWTPs for
Walworth/Fontana for the FPRA and for Lake Geneva under both the FPRA and
the EIS Alternative probably would not destroy any extensive stands of
native vegetation. No significant impacts to terrestrial wildlife would be
expected. The kinds of disruption of the existing communities would bei
similar to that expected in Section 28.
4-6
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The impacts on terrestrial biota that would result from upgrading the
existing systems under the EIS Alternative would be insignificant because a
relatively small amount of construction on developed land would be required
to complete the project.
4.1.1.6. Wetlands
Environmental impacts associated with the construction of a wastewater
collection system to Lake Como under the FPRA would include construction in
the right-of-way of Highway H adjacent to a large wetland area. This could
result in loss of wildlife habitat and erosion and possible sedimentation
of the wetland. The rate and direction of groundwater flow in the wetland
also may be disrupted unless care is taken in the construction process.
Adverse impacts could be minimized with the careful use of erosion and
sedimentation control practices. Construction activity during spring and
early summer should be avoided to reduce disruption of wildlife reproduc-
tive cycles.
4.1.1.7. Land Use
The construction and upgrading of WWTPs at Lake Geneva and Walworth
under both the FPRA and the EIS Alternative ewould require the conversion of
a gravel extraction facility and agricultural land uses, respectively, to
developed land uses. The aerated lagoons and land application sites that
are proposed as treatment alternatives for the west end communities of
Walworth and Fontana would require a land area of approximately 25 to 30
acres out of an 80 acre site proposed for condemnation. The Lake Geneva
facilities are estimated to require approximately 45 acres. The oxidation
ditch treatment facility proposed for Walworth/Fontana under the FPRA,
would require 6 acres of land currently owned by the Village of Walworth
and used as a wastewater treatment site plus an additional three acres
currently in agricultural land use.
In general, the only land uses that are compatible with the construc-
tion and operation of WWTPs include agricultural, small woodlot, open
space, or similar land uses. Developed land uses, i.e., residential,
commercial or institutional land uses, typically are incompatible with
4-7
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WWTPs. In addition, the construction of sewer systems under the FPRA could
temporarily disrupt activities along the rights-of-way. The magnitude of
these impacts is not anticipated to be significant in much of the study
area because most of the sewer systems would follow existing road rights-
of-way. However, the installation of collection and transmission lines to
the Walworth/Fontana WWTP as proposed under the FPRA or the EIS Alternative
could disrupt existing farm operations by damaging drain tiles, by changing
water table elevations (FPRA only), and by compacting soils during con-
struction and backfill activities.
4.1.1.8. Demography
Temporary jobs created by the construction of wastewater collection
and treatment facilities are not likely to attract any new permanent resi-
dents to the study area. These positions probably would be filled by
workers from the Geneva Lake-Lake Como study area or from adjacent commu-
nities. Construction activities taking place on or adjacent to the property
of seasonal residents could result in the temporary reduction of use of the
seasonal dwellings. No significant demographic impacts are anticipated
during the construction of wastewater facilities.
4.1.1.9. Prime and Unique Farmlands
c
The construction of WWTPs and rapid infiltration systems would irre-
versibly convert prime farmland to developed land use. The WWTPs proposed
for the study area would require approximately 125 acres. Of this acreage,
the facilities in Lake Geneva and Williams Bay are not anticipated to
affect any prime agricultural land. However on the west end, the 80 acres
'planned for rapid infiltration lagoons for Walworth/Fontana at the Rarabow
site are listed as prime agricultural land. The construction of an infil-
tration facility on this site would remove 80 acres of actively farmed,
prime agricultural land on Class 1-1 soils. These soils represent less
than 1% of the most valuable soils in the State of Wisconsin. This farm is
located in an A-l exclusive agricultural use zoning district and the owners
are participating in the state preferential tax assessment program that
offsets their property tax for maintaining the property in agricultural
use.
4-8
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Wisconsin statutes (Section 32.035) require the preparation of an
agricultural impact statement (AIS) if a proposed project involves the
actual or potential exercise of the powers of eminent domain in the acqui-
sition of an interest in more than 5 acres of land from any one farm opera-
tion. The AIS is prepared by the Wisconsin Department of Agriculture,
Trade and Consumer Protection (DATCP) and describes the potential effects
of the project on farm operations and agricultural resource. The AIS is
intended to reflect the general objectives and policy concerns of the DATCP
of conserving important agricultural resources and maintaining a healthy
rural economy. The DATCP recognizes, however, that final project decisions
must consider a number of factors including, but not limited to, potential
agricultural impacts. The State has prepared an AIS on this project
(Appendix B). The AIS concludes that while the loss of the 80 acres of
farmland would not have a significant effect on the national, state, or
local economy or farmland resource base, the loss of this acreage would
contribute to the widespread erosion of this resource.
In July 1982, the Soil Conservation Service published proposed rules
for implementing the Farmland Protection Policy Act (48 CFR 134) which
require the identification and consideration of the effects of Federal
programs on the conversion of farmland to non-agricultural uses. The
proposed rules contain a numerical weighting system for assessing the
effects of a proposal action against a site's importance as farmland. When
applying data from the AIS to the 80 acre site proposed for land applica-
tion in Walworth, the site scored 115 out of a possible 160 points
(Appendix B) indicating that the site is highly suitable for protection as
farmland.
Factors for determining whether a Federal project significantly
effects a resource are contained in the Final Regulations for the Implemen-
tation of Procedural Provisions of the National Environmental Policy Act
(43 CFR 23, Section 1508.27; 29 November 1978). These Regulations require
consideration of both context and intensity in determining if a project
significantly affects any aspect of the "Human Environment." Concerning
context, the Regulations state: "In the case of a site specific action,
(such as construction of a rapid infiltration facility) significance would
4-9
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usually depend upon the effects in the locale rather than the world as a
whole." Intensity refers to the degree of impact, the effects on public
health, unique characteristics of the geographic area (such as prime farm-
lands), the degree to which the effects may be highly controversial,
whether the action is related to other actions that are cumulatively sig-
nificant, as well as others. With due consideration of both the context
and intensity of the impacts resulting from the use of the 80 acre site for
land application of wastewater, this action would represent a significant,
long term, adverse impact. However, there are mitigative measures that
could be taken that would in large part reduce the significance of these
impacts. These are discussed in Section 4.3.
4.1.1.10. Economics
The construction activities associated with both of the alternatives
would create a limited number of short-term construction jobs. Most jobs
would be filled by persons living within the study area or within a reason-
able commuting distance of the area.
The purchase of construction materials from merchants within the study
area would benefit the local economy. However, few firms offering the
necessary building materials are present within the study area. Most
construction materials would be imported from outside the area, probably
from the greater Milwaukee or Chicago areas. Purchases made by construc-
tion workers within the study area also would benefit the local economy.
These benefits would be offset, though, by the reduced patronage that
businesses along the sewer lines would experience as a result of the tempo-
rary disruptions caused by construction activities under the FPRA.
4.1.1.11. Recreation and Tourism
Any increase or decrease in tourism, or the use of recreational facil-
ities within the study area attributable to the construction of wastewater
collection and treatment facilities is dependent upon construction activi-
ties which detract from the recreational amenities of the study area. Most
recreational activities within the study area are water related and take
4-10
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place on or along the perimeters of Geneva Lake and Lake Como. No major
air, water,' noise, or traffic impacts are expected to occur near Geneva
Lake or Lake Como which would significantly disrupt tourism and recreation
activities. The disruption of traffic flows in the downtown areas of the
study area communities could cause a temporary displacement of tourists,
particularly if construction took place in these areas during the summer.
Access to some recreational facilities, interrupted by construction activi-
ties, may curtail some recreation and tourist activities along the shore-
line areas of both lakes under the FPRA.
4.1.1.12. Transportation
Increased truck traffic during the construction of centralized waste-
water collection and treatment systems would increase traffic congestion
and disrupt traffic flows, particularly in the downtown areas of the study
area communities. Vehicular traffic also would be inconvenienced by exca-
vating, grading, backfilling, and temporary road closures during the con-
struction of conveyance lines along roadways, as proposed under the FPRA.
The temporary closure of some roads would inconvenience permanent residents
and tourists and result in increased traffic congestion on adjacent road-
ways.
4.1.1.13. Energy Resources
Residential, commercial, and industrial energy requirements are not
likely to be affected during the construction of wastewater collection and
\
treatment facilities. Trucks and construction equipment used for the
construction of wastewater treatment facilities would increase demand for
local supplies of gasoline and diesel fuel. The increased demands result-
ing from construction activities are not anticipated to have a significant
impact on the availability of fossil fuels in the study area.
4.1.1.14. Cultural Resources
Archaeological data for the study area indicates the presence of 92
sites. Information on many of the locations, however, are not readily
4-11
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available (Section 3.2.8.)- Three structures in the study 'area are listed
on the National Register of Historic Places. Approximately 200 additional
sites of architectural significance were identified by WAPORA personnel in
1979 (Section 3.2.8.). It is difficult to assess adverse impacts attribut-
able to construction of wastewater collection and treatment facilities
which may affect historic, archaeological, and architectural sites, because
final collection routings under the FPRA and WWTP sites for both the FPRA
and the EIS Alternative have not been selected. However, construction of
wastewater collection facilities in previously undisturbed routes in cur-
rently unsewered areas has greater potential for disrupting these resources
than upgrading onsite treatment systems under the EIS Alternative. All
routes and sites should be presented to the SHPO for assessment before
construction activities begin. Construction excavations could uncover
significant cultural resources which otherwise might not be found. To
provide adequate consideration of impacts on these resources, an archaeo-
logical survey of specific sites should be conducted following the selec-
tion of an alternative. The State of Wisconsin requires that this investi-
gation be completed prior to a Step 3 award, or before construction begins,
to insure that all necessary steps are taken to protect cultural resources.
4.1.2. Operation Impacts
Each of the alternatives, including the No Action Alternative, include
operations that will continue through the 20-year project planning period.
Included in the definition of operations are upgrading failing onsite
systems under the EIS Alternative, constructing centralized wastewater
collection systems under the FPRA, and under both the FPRA and the EIS
Alternative, renovating or constructing wastewater treatment systems.
Operation impacts associated with the alternatives for the study area com-
munities are addressed for each of the major categories of the natural and
man-made environments.
4.1.2.1. Atmosphere
The potential emissions from the operation of the wastewater manage-
ment alternatives include aerosols, hazardous gases, and odors. The emis-
sions could pose a public health risk or be a nuisance.
4-12
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Aerosols are defined as solid or liquid particles, ranging in size
from 0.01 to 50 micrometers that are suspended in the air. These particles
are produced at wastewater treatment facilities during various treatment
processes. Some of the constituents of aerosols have the potential of
being pathogenic and could cause respiratory and gastrointestinal infec-
tions, however, concentrations of bacteria or viruses in aerosols are
generally insignificant (Rickey and Reist 1975). The vast majority of the
microorganisms in aerosols are destroyed by solar radiation, desiccation
(drying out), and other environmental phenomena. There are no records of
disease outbreaks resulting from pathogens present in aerosols. Therefore,
no adverse impacts are expected from aerosol emissions for any of the
alternatives.
Discharges of hazardous gases could have adverse affects on public
health and the environment. Explosive, toxic, noxious, lachrymose (causing
tears), and asphyxiating gases can be produced at wastewater treatment
facilities. These gases include chlorine, methane, ammonia, hydrogen sul-
fide, carbon monoxide, nitrogen oxides, sulfur, and phosphorus. The know-
ledge of the possibility that such gases can escape from the facilities or
into work areas in dangerous or nuisance concentrations might affect the
operation of the facilities and the adjacent land uses. Gaseous emissions,
however, can be controlled by proper design, operation, and maintenance
procedures.
Odor is a property of a substance that affects the sense of smell.
Organic material that contains sulfur or nitrogen may be partially oxidized
t
anaerobically and result in the emission of byproducts that may be malo-
dorous. Common emissions, such as hydrogen sulfide and ammonia, are often
referred to as sewer gases and have odors of rotten eggs and concentrated-
urine, respectively. Some organic acids, aldehydes, mercaptans, skatoles,
indoles, and amines also may be odorous, either individually or in combi-
nation with other compounds. Sources of wastewater related odors include:
o Fresh, septic, or incompletely treated wastewater
« Screenings, grit, and skimmings containing septic or
putrescible matter
4-13
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• Oil, grease, fats, and soaps from food handling enter-
prises, home, and surface runoff
• Gaseous emissions from treatment processes, manholes,
wet wells, pumping stations, leaking containers, tur-
bulent flow areas, and outfall areas
• Raw or incompletely stabilized sludge or septage.
Wastewater treatment lagoons typically emit considerable odors when the ice
cover goes out in the spring. These odors are likely to be noticeable for
at least one-half mile down wind. Effluent odors may escape from lift
stations where turbulent flows occur unless proper design steps are taken
to minimize odors. The occasional failure of an onsite system may release
some odors. Septage haulers using inadequate or improperly maintained
-equipment may also create odor nuisances.
4.1.2.2. Soils
The operation of the land application sites for wastewater treatment
would alter the soils of these sites over the life of the project. The
potential changes depend on the existing chemical and hydraulic properties
of the soil, and on the chemical characteristics and application rates of
the effluent. The pH, cation exchange capacity, and phosphorus retention
capacity should be adequate to ensure that most constituents in the efflu-
ent will be removed effectively at the proposed application rates. Organic
constituents in the applied water would be oxidized by natural biological
processes within the top few feet of soil (USEPA 1981b). The volatile
solids are biologically oxidized and inorganic solids become part of the
soil matrix (USEPA 1981b).
Phosphorus would be present in the lagoon, oxidation ditch or septic
_2
tank effluent in an inorganic form as orthophosphate (primarily HPO ), as
polyphosphates (or condensed phosphates), and as organic phosphate com-
pounds. Because the pH of wastewater is alkaline, the predominant form
usually is orthophosphate (USEPA 1976). Polyphosphate is converted quickly
to orthophosphate in conventional wastewater treatment, in soil, or in
water. Dissolved organic phosphorus is converted more slowly (day to
weeks) to orthophosphate.
4-14
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When effluent is applied to soils, dissolved inorganic phosphorus
(orthophosphate) may be absorbed by iron, aluminum, or calcium compounds,
or may be precipitated through reactions with soluble iron, aluminum, and
i
calcium. Because it is difficult to distinguish between adsorption and
precipitation reactions, the terra "sorption" is utilized to refer to the
removal of phosphorus by both processes (USEPA 1981b). The degree to which
wastewater phosphorus is sorbed in soil depends on its concentration, soil
pH, temperature, time, total loading, and the concentration of other waste-
water constituents that directly react with phosphorus, or that affect soil
pH and oxidation-reduction reactions (USEPA 1981b).
The phosphorus in the adsorbed phase in soil exists in equilibrium
with the concentration of dissolved soil phosphorus (USEPA 1981b). As an
increasing amount of existing adsorptive capacity is used, such as when
wastewater enriched with phosphorus is applied, the dissolved phosphorus
concentration similarly will be increased. This may result in an increased
concentration of phosphorus in the percolate, and thus, in the groundwater
or in the recovered underdrainage water.
s
Adsorbed phosphorus is eventually transformed into a crystalline-
mineral state, re-establishing the adsorptive capacity of the soil. This
transformation occurs slowly, requiring from months to years. Work by
various researchers indicates that as much as 100% of the original adsorp-
tive capacity may be recovered in as little as three months. However, in
some instances it may take years for the adsorptive capacity to fully
recover because the active cations may become increasingly bound in the
crystalline form.
Dissolved organic phosphorus in applied effluent can move quickly
through the soil and enter the groundwater. Adequate retention of the
effluent in the unsaturated soil zone is necessary to allow enough time for
the organic phosphorus to be hydrolized by microorganisms to the orthophos-
phate form. It then can be adsorbed in the orthophosphate form.
The study area soils should have adequate sorption capacity for phos-
phorus where onsite seepage beds and rapid infiltration beds of current
4-15
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design are constructed to standard (Ellis and Erickson 1969). 'Water qual-
ity sampling results appear to verify this conclusion (See Section 2.2.2.5.
and Appendix C).
Nitrogen loadings in the wastewater are of greatest concern. Nitrogen
would be present in applied wastewater principally in the form of ammonium
(NH ), nitrates (N0~), and organic nitrogen. When wastewater is applied to
soils, the natural supply of soil nitrogen is increased. As in natural
processes, most added organic nitrogen slowly is converted to ionized
ammonia by microbial action in the soil. This form of nitrogen, and any
ionized ammonia in the effluent, is adsorbed by soil particles.
V
Soil microbes utilize ammonium directly. Microbes oxidize ammonium to
nitrite (NO ) that is quickly converted to the nitrate (NO.,) form through
nitrification. Nitrate is highly soluble and can be leached from the soil
into the groundwater. This may elevate nitrate concentrations in ground-
water but should not exceed drinking water standards of 10 mg/1. Under
anaerobic conditions (in the absence of oxygen), soil nitrate can be re-
duced by soil microbes to gaseous nitrogen forms (denitrification). These
gaseous forms move upward through the soil atmosphere and are dissipated
into the air. Denitrification depends on organic carbon for an energy
source; thus, the interface between natural soil and gravel fill in a
seepage bed or mound has both requisite characteristics for denitrifica-
tion.
Unlike phosphorus, nitrogen is not stored in soils except in orga'nic
matter. Increases in organic matter within the soils would result from
increased microbial action and from decreased oxidation. The increased
organic matter Improves the soil workability, water holding capacity, and
capability of retaining plant nutrients.
4.1.2.3. Surface Waters
Piscasaw Creek
Piscasaw Creek flows south along the western township of the Town of
Walworth. At this point It is a headwater stream flowing discontinuously
4-16
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(USGS 1971). Piscasaw Creek is channelized and almost completely straight-
ened from the point where the existing Walworth wastewater treatment lagoon
discharges to the Illinois border, 2 miles to the south.
The quality of Piscasaw Creek has probably been reduced as a result of
this channel straightening. Channelization tends to decrease the duration
of higher-than-base flows by moving water out of the watershed faster than
would occur under more natural stream conditions. The result is that less
water is available to dilute wastewater effluent. This rapid loss of
strearaflow is somewhat mitigated by two other hydrologic circumstances.
First, a small amount of tributary flow is introduced to the Creek at a
point approximately 1.9 miles downstream from the Walworth WWTP lagoon.
Second, a significant amount of groundwater discharges into Piscasaw Creek
downstream from the WWTP (WDNR 1981a). The groundwater discharging to
Piscasaw Creek probably originates from recharge areas in the steeper
uplands to the west. As a result of these hydrologic factors, changes in
streamflow characteristics and water quality occur as the stream flows
southward.
In waste load allocation studies conducted for Piscasaw Creek, WDNR
reported that the 7-day, 10-year low-flow, just upstream of the Walworth
WWTP lagoons, is approximately 0.70 cfs. Existing effluent discharges from
the lagoons total approximately 0.22 cfs (WDNR 1981a). Therefore, Piscasaw
Creek currently has about 24% of its volume as WWTP effluent in the efflu-
ent mixing zone below the lagoons. At a point 0.88 miles downstream of the
Walworth WWTP lagoons, the 7-day, 10-year low-flow is estimated to be
1.3 cfs (WDNR 1981a). Thus, no more than 14.5% of the streamflow would be
partially assimilated WWTP effluent.
Based on the preceding information, it appears that the stream segment
adversely impacted by WWTP effluent is from the mixing zone, downstream to
the confluence with the small tributary. However, field survey crews sam-
pling Piscasaw Creek during the waste load allocation study (WDNR 1981a)
reported very high photosynthetic activity immediately downstream of the
WWTP lagoons during daylight hours. This is probably due to the growth-
inducing effect that WWTP .effluent nutrients have on aquatic macrophytes
4-17
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and benthic algae. Few trees line the stream bank in this area and, as a
result, a great deal of oxygen can be produced during daylight hours by the
abundant aquatic plants. During darkness, though, respiration of these
aquatic macrophytes and benthic algae and sediment oxygen demand signifi-
cantly lower the instream DO below the water quality necessary to meet full
fish and aquatic life (WDNR 1981a).
Under the FPRA, treatment of the combined wastewater flows of Walworth
and Fontana with an oxidation ditch WWTP would increase the effluent dis-
charge rate to approximately 1.72 cfs. The proposed FPRA facilities would
be located at the existing Walworth WWTP lagoons. However, the FPRA pro-
posed rate of effluent discharge would be greater than the estimated 7-day,
10-year low-flow for all points on Piscasaw Creek prior to its crossing the
state line. During the critical, low-flow (7-day, 10-year) condition, the
proposed treatment facilities would result in a streamflow which is pri-
marily effluent.
Waste load allocation studies conducted by WDNR have recommended that
the effluent limits indicated in Table 4-2 would not be sufficient to
protect the water quality of Piscasaw Creek under the critical, low-flow
conditions (WDNR 1981a). This means that dissolved oxygen concentration
would fall below 5.0 mg/1 during darkness and when streamflows are
approaching the 7-day, low-flow level. This level of oxygen is generally
insufficient to sustain full fish and aquatic life standards.
Table 4-2. Waste load allocation effluent limits for combined Fontana
and Walworth WWTP facilities (WDNR 1981a).
Effluent Parameters Summer (mg/1) Winter (mg/1)
BOD5 (mg/1) weekly 10 10 10 10
TSS (mg/1) weekly 10 10 10 10
NH3-N (mg/1) weekly 25 4* 9
pH range (s.u.) 6-7.6 6-7.2 6-8.1 6-7.6
DO minimum (rag/1) (daily) 66 66
a
The NHo-N limits cannot be more stringent than these limits.
Alternative NH -N and H limits are listed to offer optional levels.
3 P
4-18
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The EIS Alternative for Fontana and Walworth proposes the use of rapid
infiltration beds, thereby ceasing all effluent discharges to Piscasaw
Creek'. Elimination of the effluent would produce a decrease in nutrients
and suspended solids in the creek as well as a decrease in temperature.
This would substantially improve the water quality and clarity. Flow would
decrease by about 25%. In response to these changes aqautic plant produc-
tivity would decrease. Over the short term, the nuisance growth of
attached algae and aquatic macrophytes would decline. Watercress, charac-
teristic of cleaner water and found above the effluent, would be expected
to become established in the area. Aquatic fauna adapted to effluent
enrichment would be reduced in number. A more diverse but less numerous
community would be established made up of species now present in the area
and other, less pollution-tolerant species from upstream.
The EIS Alternative would also preclude any change of slug loads of
poorly-treated wastewater adversely affecting the stream. In summary, the
EIS Alternative would produce substantial beneficial water quality impacts
for Piscasaw Creek. These would occur primarily as a result of the reduc-
tion of nutrient inputs; increased dissolved oxygen due to the decrease in
water temperature and nightly consumption of dissolved oxygen by decaying
plant material; and the elimination of the change of slug loads due to
system failures.
White River
From its headwater source in Geneva Lake, the White River flows in a
northeasterly direction, through the City and past the WWTP. The original
stream channel has been straightened from the dam on the Geneva Lake outlet
to a point approximately one-eighth mile downstream of the treatment plant,
after which the stream course becomes more sinuous. The White River tra-
verses a large floodplain marsh located about 1.5 miles downstream from the
WWTP.
Below the WWTP, the 7-day, 10-year low-flow is estimated to be 0.89
cfs (WDNR 1981b). The existing design flow of the treatment plant is
1.7 cfs, so that under low-flow conditions approximately 65% of the stream-
4-19
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flow is effluent. It is evident that when water from Lake Geneva is not
being released through the dam spillway gates, (a common late summer occur-
rence) the White River downstream from the WWTP is being strongly influ-
enced by effluent. However, when summer rainstorms occur, the streamflow
below the dam may be briefly augmented by storm sewer discharges from the
City of Lake Geneva (WDNR 1981b). Groundwater influx is another source of
strearaflow augmentation. During waste load allocation field studies, WDNR
estimated that groundwater added 0.38 cfs of streamflow to the White River
over each mile of stream course.
Based on the potential impacts from the urban storm sewers combined
with the WWTP effluent, the effluent mixing zone area below the City WWTP
appears to be the segment most vulnerable to water quality degradation.
WDNR, however, has classified all of the White River downstream of Lake
Geneva as capable of supporting a full fish and aquatic life community
(WDNR 1981b). The waste load allocation field survey reports (WDNR 1981b)
indicate that the WWTP effluent enriches the White River sufficiently to
produce luxuriant amounts of aquatic macrophytes and benthic algae. The
x^
modeling contained an inconsistency with respect to the diurnal DO curve
analysis. The segment immediately downstream from the outfall should have
\
experienced significant sedimentation and a large respiration (R) value.
Rather, the respiration value was small (possibly inhibited by chlorine)
and downstream respiration values were larger (WDNR 1981b). Thus, the DO
levels were larger immediately downstream from the outfall than expected.
However, computer modeling of waste load allocations made by WDNR pre-
dicts that, under critical low-flow conditions, the White River would not
sustain levels of dissolved oxygen greater than 5.0 mg/1 at all times even
if no WWTP effluent were being discharged. Presumably, then, the existing
WWTP effluent discharges are now capable of causing violations of State
dissolved oxygen standards in the White River. WDNR has recognized the
natural limitations of the White River's assimilative capacity in recom-
mending effluent limits for the City of Lake Geneva that would help to
minimize violations of state standards under all but the most critical
stress flow conditions.
4-20
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The FPRA for the City of Lake Geneva would result in a removal of
effluent previously discharged to the White River (See also Section
2.4.2.)- This would eliminate any adverse impacts of wastewater effluent on
the White River. However, any action alternative is expected to result in
increased amounts of impervious surface areas such as roads, driveways, and
roofs, as a result of future commercial and residential growth (90% popula-
tion increase; Section 4.2.2.). Therefore, secondary water quality impacts
may occur in the White River and in Geneva Lake with the increased dis-
charge of urban storm water pollutants to these waters. These secondary
impacts cannot readily be quantified and therefore are not evaluated in
detail.
However, the types of secondary (storm runoff) impacts expected include
increased sedimentation in the stream bed, reduced water clarity, and
increased delivery of nutrients to the River and to Geneva Lake.
The EIS Alternative also proposes upgrading the existing municipal
wastewater treatment facilities in Lake Geneva with a new system of inter-
ceptor mains and a new rapid infiltration treatment system (Section
2.4.3.). The existing Lake Geneva WWTP discharge to the White River would
thus be abandoned under both the EIS Alternative and the FPRA. Both the
EIS Alternative and the FPRA would be beneficial for the White River.
Future violations of dissolved oxygen standards would be less frequent and
less severe, and the amounts of nutrients discharged would be reduced. The
State standard violations for the existing discharge would be eliminated.
However, both alternatives would have a short term adverse impact on the
White River due to the sudden removal of an existing source of nutrient
enrichment and a long term adverse impact due to the loss of the strearaflow
contribution made by the WWTP effluent. These adverse impacts would be
similar in nature to those described for the impacts on the aquatic plant
community of Piscasaw Creek.
4.1.2.4. Groundwater
Long-term impacts that could be encountered in the operational phase
of the alternatives concern the following types of pollutants: bacteria and
4-21
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viruses, organics and suspended solids; phosphorus; and nitrate-nitrogen.
Movement to groundwater of other wastewater constituents or of soil chemi-
cals would occur, but are not expected to restrict any of the uses of the
groundwater.
Bacteria and dissolved organics are readily removed by filtration and
adsorption onto soil particles. Two feet of soil material is generally
adequate for bacterial removal, except in very coarse-grained, highly perm-
eable soil material. Contamination of drinking water wells or surface
water with bacteria and dissolved organics in the study area is unlikely
under any of the alternatives.
Phosphorus can be significant in groundwater if its dicharges to a
sensitive surface water because it can contribute to the excessive eutro-
phication of lakes. Section 4.1.2.2. contains a discussion of phosphorus
absorption in soils and supports the conclusion that phosphorus contribu-
tions to the groundwater from any of the alternatives would be minimal.
The ability to predict phosphorus concentrations in percolate waters
from soil treatment systems has not yet been demonstrated (Enfield 1978).
Models that have been developed for this purpose have not yet been evalu-
ated under field conditions. Field studies have shown that most soils,
even medium sands, typically remove in excess of 95% of phosphates at
relatively short distances from effluent sources (Jones and Lee 1977).
One potential source of phosphorus input to groundwater is the soil
absorption systems included in the No Action Alternative arid the EIS Alter-
native. The groundwater quality analyses performed in conjunction with the
Septic Leachate Detector survey showed that a very limited amount of phos-
phorus is reaching the lakes by way of groundwater. The majority of groun-
dwater plumes sampled, however, had phosphorus concentrations less than 1.0
mg/1, although one plume did have a concentration of 9.05 rag/1. The con-
tribution of phosphorus to the lakes from onsite systems has not been
quantified from the sampling data, but from theoretical data. Thus, onsite
systems may be contributing to algal growth in localized areas where ef-
fluent plumes emerge, but their contribution to eutrophication is not
4-22
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quantifiable. The greatest quantity of phosphorus would be contributed to
groundwater under the No Action Alternative. A slight amount of phosphorus
would be contributed to the groundwater under the EIS Alternative, which
continues to rely on onsite systems. The FPRA would remove almost all
phosphorus from groundwater entering the lake by installing collection
lines to all currently unsewered areas and transmitting all effluent to the
proposed WWTPs.
The EIS Alternative and the FPRA, which incorporate land application
by rapid infiltration of biologically treated effluent, are not expected to
increase the phosphorus concentration in the groundwater. Application of
wastewater onto the soil results in utilization of the soil for sorption of
phosphorus. Phosphorus in groundwater under a land application site is of
concern only when surface waters are affected. Groundwater from the
Walworth/Fontana site would likely flow to the west into Piscasaw Creek and
the Fox River Basin. The Williams Bay site would flow towards Williams Bay
in Geneva Lake and the City of Lake Geneva site would flow to the east into
the White River drainage. However, phosphorus from these land application
facilities is not expected to have any impact on these water resources.
Nitrates in groundwater are of greatest concern at concentrations of
more than 10 mg/1 as nitrogen because they may cause methemoglobinemia in
infants who ingest liquids prepared with such waters. The limit was set in
the National Interim Primary Drinking Water Regulations (40 CFR 141) of the
Safe Drinking Water Act (PL 93-523). A general discussion of nitrogen in
soils is presented in Section 4.1.2.2.
The concentration of soil absorption systems in a particular area is
reported to be the most important parameter influencing pollution levels of
nitrates in groundwater (Scalf and Dunlap 1977). That source also notes,
however, that currently available "information has neither been suffi-
ciently definitive nor quantitative to provide a basis for density cri-
teria." The potential for high nitrate concentrations in groundwaters is
greater in areas of higher density residential developments. Depending on
the groundwater flow direction and pumping rates of wells, nitrate contri-
butions from soil absorption systems may become cumulative in multi-tier
4-23
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developments. Thus, separation distances are critical for new construction
and maximum density codes are crucial for new subdivisions.
The groundwater sampling results (Section 2.2.2.5.) from wells show
that no elevated nitrates (greater than 4 mg/1 as nitrogen) occurred in the
wells that were sampled. Only two wells in Lake Corao Beach had nitrates
greater than 2.0 mg/1. One was from a/shallow well that also showed high
fecal coliforms indicating site problems. The other value may indicate
direct pollution from the surface or anomalous sampling error because the
well is 125 feet deep.
These slightly elevated levels of nitrate would continue under the
No Action Alternative, and violations of the drinking water quality stan-
dard may occur, but are not likely. The EIS Alternative that includes
continued use of onsite systems may not necessarily result in declines in
concentrations of nitrates in the groundwater. Wells that continue to have
elevated nitrate concentrations may need to be deepened so that a hydrau-
lically limiting layer is penetrated.
Sampling data from the existing rapid infiltration facilities in the
Geneva Lake area indicate that these facilities may cause minor changes in
localized concentration of nitrates in the groundwater. However, these
changes are relatively minor in degree and are well below drinking water
standards. In addition, there is an abundance of groundwater in the
Geneva Lake area. This, coupled with fairly rapid rates of movement
through coarse glacial deposits, is expected to result in dilution of the
nitrate concentration to near background levels after short travel dis-
tances from infiltration basins. Maintaining appropriate distances from
watersupply wells will reduce the potential for contamination from rapid
infiltration facilities.
Data from a lyslmeter under the infiltration lagoon and a potable well
i
on the Fontana treatment plant site show no nitrate concentrations above
1 mg/1 (Appendix C of the Draft EIS). Data from two downgradient wells at
the Interlaken Resort show nitrate concentrations ranging from 0.5 to 6.81
mg/1, which are relatively high but still well below drinking water stan-
4-24
-------
dards of 10 mg/1. However, an upgradient well, not influenced by waste-
water effluent, shows background concentrations as high as 1.9 .mg/1. The
high nitrate sampling events also correspond to periods when the sewage
treatment is producing effluent nitrate concentrations of 9.83 to 19.5
mg/1. Lake Como sampling results at Interlaken do not reflect these high
concentrations indicating adequate mixing and dilution by the time it
reaches the lake.
Groundwater data for Williams Bay is minimal (Appendix C of the Draft
EIS) and was prepared for assessing the performance of seepage lagoon No. 2
(Warzyn Engineering, Inc. 1982). The water quality data from the two moni-
toring wells along the east side of the seepage lagoon indicated that
nitrates are not a problem under the lagoon. The concentrations on one
sampling date (8 July 1982) were 4.47 and 5.44 mgl/N. A well 180 feet to
the west of the seepage lagoon and upgradient had a measured nitrate con-
centration of 11.0 mgl/N. The concentration was inexplicable (Warzyn
Engineering, Inc. 1982), and may reflect agricultural sources, or sources
other than wastewater.
/
The specific prediction of groundwater impacts of a seepage cell
system requires consideration of the following:
• Known and expected wastewater characteristics
• Type of treatment process used before the disposal system
• Known and expected wastewater effluent characteristics
• Application rates, soil characteristics, and depth to
groundwater
• Direction of groundwater flow, recharge or discharge con-
ditions, and existing groundwater quality
« Depth to bedrock and the geographic land configuration
adjacent to the disposal site
c Downstream uses of the groundwater.
Because the Villages of Walworth and Fontana elected to construct the
oxidation ditch system with a surface water discharge, the information
necessary to predict groundwater impacts was not gathered. Therefore, the
4-25
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potential Impacts of a seepage cell system at the Village of Walworth
cannot be determined beyond a general discussion.
Recently, Kikkoman Industries has requested that the Villages of
Walworth and Fontana allow the industry to discharge its process wastewater
to the proposed municipal treatment system. (This wastewater contains high
concentrations of chlorides. Chlorides are not a specific health problem
but high concentrations affect the potability of the groundwater. The WDNR
had expressed reservations over a seepage cell system that would serve
Walworth and Fontana if the Kikkoman wastewaters are discharged to the
municipal system because of the possibility of increasing chloride levels
in the groundwater above acceptable concentrations.
The City of Lake Geneva proposes to construct seepage cells on a site
that is located at the southeast corner of the intersection of US 12 and
STH 50 in the Town of Lyons. The WDNR required that the city perform an
extensive evaluation of the proposed seepage cell site. Furthermore, the
city and its consultant have completed an additional evaluation of this
site to confirm and supplement original data, and conclusions. The WDN
has reviewed and commented on all information submitted by Donohue
Assoc., Inc.
Several persons commented that the proposed seepage cell site has bee
extensively mined for sand and gravel subsequent to the initial sit
investigation. The WDNR required a second field investigation subsequen
to the gravel mining activities. The requested report was completed durin
the spring of 1983.
A specific discussion of the factors that were evaluated in assessir
the feasibility of the proposed disposal site for the City of Lake GeneM
follows.
The characteristics of the wastewater generated in the city wet
assumed to be typical domestic wastes, and as such, do not contain an
specific characteristic that would cause undue concern in designing a
seepage cell system. The available records of wastewater characteristics
4-26
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for the city validates this assumption. The wastewater biochemical oxygen
demand and suspended solids concentrations reported on the monthly dis-
charge monitoring forms are at the low end of the range expected for
typical domestic wastewaters. Donohue & Assoc., Inc. performed an indus-
\ ••' • .
trial survey in the City of Lake Geneva in 1979. This survey identified 17
industries in the community. It was found, however, that none of the
wastewater discharged from these industries displayed characteristics which
would raise concern in the design and operation of the seepage cell system.
Of the 17 industries identified only one is required under the revisions of
NR 101, Wis. Adm. Code, to report wastewater characteristics to the WDNR.
The 1981 waste characteristics from this industry as reported to the WDNR
are shown in Table 4-3.
The soils of the proposed site have been the subject of two investi-
gations, the first was completed in September 1982 and the second in March
1983. The sand and gravel mining at the proposed site occurred during
early December 1982. The upper 10 to 20 feet of soil (present conditions)
consists of a fairly homogeneous mixture of well graded sand, silty sand,
Table 4-3. Industrial wastewater characteristics for the City of Lake
Average Loadings
Geneva.3
Constituent
BOD
Suspended Solids
Oil & Grease
Nitrate & Nitrate Nitrogen
Total Nitrogen
Phosphorus
Sulfate
Chloride
Zinc
Phenols
0
Waste composition: process-88.
average flows of 68,794 gpd and
Ibs/day
35.9
55.6
88.9
1.6
1.3
2.2
20.2
55.6
1.8
0.1
1%, cooling-0%
maximum flows
mg/1
71
110
176
3.1
2.6
4.3
40
110
3.5
0.19
, and sanitary-11.9% for
of 101,000 gpd.
and poorly graded gravel. The underlying soils are silty sands to silty
clays. The fraction of fine material (that passing the No. 200 sieve) in
the sand and gravel ranges from approximately 5% to 26% by weights.
4-27
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Table 4-4. Sludge characteristics for the City of Lake Geneva.
1982 1983
Parameter
Total Solids (%)
Total Nitrogen (%)
Ammonia N (%)
Total Phosphorus (%)
Total Potassium (%)
Arsenic (mg/kg)
Cadmium (mg/kg)
Chromium (mg/kg)
^ Copper (mg/kg)
oo
Lead (mg/kg)
Mercury (mg/kg)
Nickel (mg/kg)
Zinc (rag/kg) 6
PH
3/03
3.0
5.27
0.90
5.33
0.14
10.3
9.0
133
700
187
1.8
70
,670
6.8
6/07
3. 1
3.87
1.68
2.19
.22
. 16
9.03
103
158
277
2.32
58.1
7,420
6.8
9/17
2.5
2.88
2. 12
3.8
.20
1.2
9.2
100
1,120
200
3.36
52
8,400
7.1
12/07 '
1.7
4.00
2.76
4. 17
.253
.29
9. 1
94
882
194
2.4
41
7,647
6.9
3/02
2.3
4.00
1.96
4.00
. 198
6.52
9.57
130
739
161
2.87
100
7,830
6.7
6/08
2.7
3.19
1.22
3.33
.204
2.93
8.52
92.6
704
167
2. 11
55.6
7,410
6.7
9/12
2.3
4.61
1.91
4.13
.213
.83
9.13
69.6
783
213
.09
56.5
6,96'0
705
12/07
2.7
2.70
1.48
3.70
.144
5.56
6.67
74. 1
741
204
3.52
48. 1
8,520
6.75
-------
The groundwater elevation at the proposed disposal site varies from
approximately 847 feet above mean sea level (rasl) at the eastern edge of
the site boundaries to approximately 855 feet above mean sea level at the
western boundary of the site. Correspondingly, the existing ground eleva-
tions on the site vary from approximately 870 feet to 905 feet. The mini-
mum separation from existing ground surface levels to existing groundwater
elevations is 15 feet. Information published by the University of
Wisconsin - Extension in conjunction with the United States Department of
the Interior Geological Survey (Borraan, 1976) indicates that the general
groundwater groundwater movement in the area of the proposed seepage cells
is to the northeast. Measurements taken during the site investigation by
Donohue & Associates (Donohue & Assoc., Inc. 1982c) show that the ground-
water movement under the seepage cell site is more to the east than to the
northeast and has a gradient of approximately 0.004 feet per foot.
The surrounding topography is important for assessing the feasibility
of a seepage cell site. Approximately 500 east of the proposed site is a
small drainage stream that runs from south to north. The water surface
elevation of the stream is estimated from USGS topographic maps as approx-
imately 845 to 840 feet msl. The water surface elevation at the stream
culvert at STH 50 was approximately 829 feet on 13 January 1984 and
23 March 1984 (By telephone, Don Zenz, Donohue & Assoc., Inc., to Mark
Williams, WDNR, 25 March 1984). Another stream is located approximately
700 to 800 feet north of the proposed seepage cell site. This stream flows
from the southwest to the northeast and its elevation is approximately 845
to 840 feet msl as estimated from the USGS topographic map.
The prediction of pollutant movement in the groundwater from the
seepage cell site is dependent upon detailed investigation of the geologic
and hydrogeologic configuration of the area. Based upon information
gathered by Donohue and Associates, the Wisconsin Department of Natural
Resources performed a brief analysis of groundwater mounding to evaluate
the potential for pollutant movement from the site. Although the site
geology is variable and the analysis was based on limited field data, the
WDNR analysis concluded that existing groundwater at distances greater than
500 feet from the site. The analysis further stated that the additional
4-29
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flow from seepage cell discharge was not anticipated to appreciably change
the flow depth or stream characteristics for tributaries to the White
River.
The primary substances of concern in evaluating the potential ground-
water impacts associated with the disposal of treated wastewater via seep-
age cells are: nitrates, phosphorus, heavy metals, total dissolved solids,
microorganisms, and organic chemicals. The following is a specific discus-
sion of the anticipated groundwater impacts of these specific groups that
may result from the operation of the seepage cell system at the City of
Lake Geneva.
Typically, domestic wastewater contains approximately 50 mg/1 of the
total nitrogen that is about 30 mg/1 ammonia nitrogen and 20 mg/1 organic
nitrogen. Nitrate concentrations in raw wastewater typically are very low.
Biological treatment processes, of the type serving the city will remove
10-30% of the influent nitrogen (Metcalf & Eddy, Inc. 1979). The forms of
nitrogen in the trickling filter effluent will be ammonia, organic, and
nitrate. The expected removal of nitrogen through a seepage cell system
will range from 30 to 80%. The expected total nitrogen in the groundwater
under the seepage cells will range from 7 mg/1 to a 24.5 mgl N as nitrates.
Thus, the operation of seepage cells at the City of Lake Geneva has the
potential of increasing the nitrate concentration in the groundwater above
the drinking water standard of 10 mg/1 nitrate nitrogen.
The proposed seepage cell design includes construction of 8 individual
seepage cells that will be dosed and rested on a weekly basis. , The ,dose-
rest cycle, coupled with the pH of Lake Geneva's wastewater (7.0 - 7.5,),
promotes quite high nitrogen removal rates. A slight reduction in the
nitrate concentration can be expected from dilution with natural ground-
water. Several design features will be incorporated into the system such
that the city will be able to identify impending nitrate contamination of
the groundwater. A lysimeter below one seepage cell but above the ground-
water will enable the city to collect samples as the wastewater percolates
through the soil and to determine the level of treatment taking place in
the soil. Also, WDNR will require upgradient and downgradient monitoring
4-30
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wells. Analysis of samples taken 'from the lyslmeters and the monitoring
wells will allow the city to monitor the levels of pollutants and to track
the movement of these pollutants in the groundwater. If high levels of
nitrates are measured in the lysimeter samples, the city can change the
operation to reduce the amount of total nitrogen applied to the site. If
necessary, additional treatment units designed specifically to remove
nitrogen can be constructed in the future.
From a public health standpoint, phosphorus contamination of the
groundwater is generally not a concern. Phosphorus is not toxic and does
not affect the potability of water. Also, the soil readily adsorbs and
removes phosphorus as it percolates downward.
Certain metal ions, designated as "heavy metals" (zinc, nickel,
mercury, lead, copper, chromium, and cadmium) are of concern in the ground-
water. The soil can remove these from the percolating wastewater by
adsorption and precipitation reactions. The Lake Geneva wastewater gener-
ally has low metal concentrations, therefore, heavy metals in the ground-
water will also be low and will not hinder groundwater use. Additionally,
the ability of soils to remove heavy metals is enhanced at pH levels
greater than 7.0. As previously noted, the wastewater pH ranges bewteen
7.0 and 7.5; therefore, soil pH will be maintained at sufficiently high
levels for efficient removal of heavy metals.
Total dissolved soilds (TDS) consist of those elements (including but
not limited to sodium, calcium, maganese, magnesium, iron, chloride, and
sulfates) that contribute to the hardness, alkalinity, and salinity of the
groundwater. High TDS does not generally pose a health hazard but will
affect the potability. Typically, the concentrations of TDS in groundwater
will be increased by 200 mg/1 to 600 mg/1, depending on the TDS in the
water supply. The WDNR does not require sampling and reporting of TDS on a
routine basis. Therefore, no consistent record of existing TDS concentra-
tions in the groundwater are available. The city reported TDS concentra-
tions of 400 mg/1 in 1972. Groundwater samples from the proposed site had
TDS concentrations ranging from 388 mg/1 to 618 mg/1 (Donohue & Assoc. ,
Inc. 1982). The TDS in the samples taken from 3 of the private wells north
jf the proposed site range from 690 mg/1 to 1,010 mg/1.
4-31
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The anticipated change in the IDS at the proposed site cannot be
predicted accurately but the concentrations could be increased by as much
as -500 mg/1. The total TDS concentrations would then be near or greater
than 1,000 mg/1. The secondary public water standard is 500 mg/1, as
specified in NR 109.60 of the Wis. Adm. Code.
Pathogenic bacteria and viruses are the microorganisms of concern in
groundwater. Pathogenic bacteria experience rapid die off through waste-
water treatment facilities and in soil. Therefore, the contamination of
the groundwater under the seepage cell site at Lake Geneva by pathogenic
bacteria is not a concern. Removal of viruses by soil reaction may not be
immediate. However, it is generally reported (USEPA 1981c) that the maxi-
mum travel of viruses through the soil is limited to several hundred
meters. It is felt that the location of the seepage cells at Lake Geneva
relative to private water supply wells and surface water bodies is suffi-
cient to prevent transmission of viruses.
The threat to groundwater contamination by organic chemicals only
occurs when the concentration of organic chemicals is high. This is not a
situation expected at the City of Lake Geneva. As noted earlier, there are
no significant industrial waste discharges to the city system. Insecti-
cides, pesticides or solvents from the residential and commercial areas of
the city may be present in the municipal sewerage system. These organic
chemicals will be effectively removed or altered in the treatment process
and through the seepage cell system.
Four or five private water supply wells are located north and north-
east of the proposed site at distances ranging from 500 feet to 750 feet.
A potential exists that these wells could be adversely affected by the
operation of the seepage cells. Based on the previous discussion, the
likelihood of adverse health-related impacts are not likely. Nevertheless,
these resident have expressed a reasonable concern over the safety of their
water supply and have requested that the responsibility for replacing their
wells should the well water become contaminated or nonpotable be clearly
delineated. Chapter 144 of the Wisconsin State Statutes provides authority
to WDNR to order the owner of any regulated disposal system to correct any
4-32
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problems that operation of the disposal system causes. Futherraore, current
legislation being considered by the Wisconsin legislature will provide for
the replacement of wells from the general tax funds for any private water
supply well that becomes nonpotable for any reason.
Nitrates in the groundwater below the rapid infiltration site at
Walworth/Fontana probably would average less than the drinking water qual-
ity standard of 10 mgl/N. Improvements in the facilities at Williams Bay
could permit operation of the system to maximize denitrification. A- new
system at Walworth/Fontana would have the operational flexibility to maxi-
mize denitrification. Short-term, localized increases in nitrate concen-
trations above background concentrations are anticipated, but average
concentrations above the drinking water quality standard of 10 mgl/N are
not anticipated. The higher nitrate concentrations are not expected to
restrict current uses of the groundwater. The surface waters to which the
groundwater would discharge would not be significantly affected because
most surface waters are phosphorus, rather than nitrate, limited for bio-
logical growth.
Seepage from the wastewater treatment lagoons at Walworth/Fontana
could result in elevated nitrate levels in the groundwater below the la-
goons. Clay liners are not impermeable and plastic liners can be punctured
or experience deterioration. On medium- to coarse-textured soils, the
quality of the liner is of utmost concern for protection of groundwater
quality. Monitoring wells would be installed and sampled on a regular
basis. The sampling program would identify problems before neighboring
residents would be affected.
Changes in groundwater levels would occur with the centralized alter-
natives. Export of water from the locally recharged lakeshore area to the
wastewater treatment systems would change the groundwater levels slightly.
The greatest change in groundwater levels would occur in the vicinity of
the land application sites. Inadequate data have been assembled to accu-
rately predict the water table rise. The water table rise would only
affect the land application site, and the immediately surrounding area.
Appropriate application rates at the land application sites would prevent
the water table from rising to nuisance levels.
4-33
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4.1.2.5. Terrestrial Biota
The land application sites proposed in Section 38 for Walworth/Fontana
under the EIS Alternative, and Sections 1 and 30 for Williams Bay and the
City of Lake Geneva under the FPRA would affect the terrestrial biota
during plant operation. No significant, adverse long-term effects would be
expected during normal plant operating conditions. Wildlife, especially
waterfowl, may be attracted to the lagoons but there is little evidence
that they would be adversely affected.
4.1.2.6. Wetlands
None of the existing or proposed wastewater treatment facilities are
anticipated to impact significantly upon wetlands within the study area.
The existing Lake Geneva WWTP is contiguous to a wetland characterized as
forested to the north and emergent to the south. Under both the FPRA and
the EIS Alternative, the effluent discharge from this plant would be
removed from the White River and applied to infiltration basins at a rapid
infiltration site Southeast of the intersection of Routes 12 and 50.
Groundwater mounding projections by WDNR indicate that mounding will not
influence wetland groundwater or surface water levels.
4.1.2.7. Land Use
Land use under the easement of sewage conveyance lines proposed under
the FPRA would be intermittently affected when maintenance or repairs were
performed on sections of the lines. Periodic excavating and filling would
disturb vegetation and soil along conveyance lines. The release of low
level odors and aerosols from WWTPs and the knowledge that hazardous gases
could potentially be released from those plants may affect land use adja-
cent to the plants. Improper maintenance of onsite systems may create
malodorous conditions which would adversely affect adjacent land uses.
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4.1.2.8. Demographics
The operation and maintenance of wastewater facilities proposed under
either of the alternatives will not have a significant impact on the demo-
graphy of the study area. A limited number of long-term jobs created by
the operation and maintenance of these facilities likely will be filled by
persons living in and around the study area. It can be assumed that new
residents would not be attrated to the study area for the limited number of
positions.
4.1.2.9. Economics
The operation of wastewater facilities under the centralized collec-
tion and treatment component of the FPRA would create a few long-term jobs.
These jobs could be filled'by persons residing in the study area.
No new jobs are anticipated to be created under the EIS Alternative.
Existing contractors are expected to satisfy local demand for construction
and maintenance services of onsite systems. No significant economic im-
pacts are expected to occur during the operation of wastewater treatment
facilities under any of the alternatives. i
4.1.2.10 Recreation and Tourism
The operation of wastewater facilities under any of the alternatives
could affect tourist and recreational activities in the study area if a
malfunction of those facilities occurred. A failure in the system compo-
nents of the WWTPs could cause untreated or partially treated waste to be
discharged into Lake Geneva, Lake Como, Piscasaw Creek, or the White River.
This phenomenon would result in short-term water quality degradation and a
reduction in the recreational use of these bodies of water. Odors emanat-
ing from malfunctioning onsite systems may curtail outdoor recreational
activities in the near vicinity.
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4.1.2.11. Transportation
Impacts arising during the construction of collection and conveyance
lines under the FPRA would reoccur when maintenance or repairs are made on
those lines. Occasionally some roads may be closed on a temporary basis.
Truck traffic to and from the proposed treatment facilities under the FPRA
and the EIS Alternative will be associated with supply deliveries.
4.1.3. Fiscal Impact
The costs of Implementing a wastewater collection and treatment pro-
ject in the study area would be apportioned between USEPA, the State of
Wisconsin and local residents. Apportionment of the costs is made on the
basis of what costs are eligible to be funded by the State of Wisconsin or
USEPA. The costs for each alternative are presented in Sections 2.5.2. and
2.5.3. A description of the portion of the costs that would be funded by
USEPA and by the State, and the portion of the costs that represents the
local share is contained In Section 2.5.1.
Wastewater treatment facilities can create significant financial
impacts on communities and users who are responsible for the capital,
operation, maintenance and debt costs associated with sewage treatment
facilities. Guidelines for determining the magnitude of the fiscal impacts
associated with wastewater collection and treatment alternatives include:
© overall debt as a percentage of full value (Table 4-5)
o overall debt as a percentage of the statutory debt limit
(Table 4-6)
© ratio of the average annual user charge to median household
income (Table 4-7).
In Wisconsin, long-term municipal indebtedness is limited to 5% of the
full equalized value of general property. As Table 4-5 indicates, none of
the communities would exceed the statutory debt limit, under either the
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Table 4-5. Estimated debt as a percentage of full equalized value (all figures x 1,000).
Area
Lake Como (Geneva Town)
Lake Geneva
Walworth
OJ
^ Fontana
Williams Bay
Linn Town3
Existing
Debt
H
588
H
4
4,349
H
H
1,041
-600 H
H
3,374
^
H
2,273
H
H
832
-t
^ FPRA
h 6,218
h
i- 682
h
i- 472
K
f 1,750
h
K 598
- 3,164
Local Share
EIS Alternative
1,004
924
398
1,627
593
937
Total
Debt +
6,806
1,592
= 5,031
5,273
913
839
- 5,124
- 5,001
= 2,871
•h
2,866
3,996
1,769
Full
Value
147,093
206,598
42,452
163,400
98,817
207,991
Debt-to-
Value (%)
4.6
1.1
2.4
2.6
2.2
2.0
3.1
3.1
2.9
2.9
1.9
0.9
Includes southeast'shore, southwest shore and northwest shore collection and treatment alternatives.
}Walworth has $600,000 in an account balance for construction of a new WWTP.
-------
I
u>
oo
Table 4-6. Estimated debt as a percentage of the statutory debt limit
(all figures x 1,000).
Area
Lake Como (Geneva Town)
Lake Geneva
Waiworth
Fontana
Williams Bay
Linn Town
a
Total
FPRA
6,806
5,031
913
5,124
2,871
3,996
Debt
EIS
Alternative
1,592
5,273
839
5,001
2,866
1,769
Statutory
Debt
Limit
7,355
10,330
2,123
8,170
4,941
10,400
Overall Debt
as a % of.
Statutory Limit
FPRA
92.5
48.7
71.3
43.0
58.1
38.1
EIS
Alternative
21.6
51.0
67.8
39.5
58.0
17.0
Includes southeast shore, southwest shore and northwest shore collection and
treatment alternatives.
-------
Table 4-7. Estimated average annual user costs as a percentage of median
household Income.
js
I
VO
User Cost/
Median Household
Area
Lake Como (Geneva Town)
Lake Geneva
Southeast Shore (Linn Town)
Wai worth
Fontana
Southwest Shore (Linn Town)
Williams Bay
Northwest Shore (Linn Town)
Annual
FPRA
$732
103
640
117
203
366
160
545
User Costs
EIS
Alternative
213
202
169
119
170
136
170
172
Median
Household
Income (1980)
20,687
15,493
17,424
16,195
20,366
17,424
15,706
17,424
FPRA
3.5%
0.7
3.7
0.7
1.0
2.1
1.0
3.1
Income Ratio
EIS
Alternative
1.0%
1.3
1.0
0.7
0.8
0.8
1.1
1.0
-------
FPRA or EIS Alternative. Geneva Town would approach the 5% limitation l
under the FPRA, however, with an estimated debt-to-value ratio of 4.6%.
Another index for estimating the potential fiscal impacts of a capital
improvement project is the level of overall debt (existing debt combined
with capital costs of the project) as a percentage of the statutory debt
limit. In general, if a community's overall debt exceeds 90% of the stat-
utory debt limit, its ability to undertake other capital improvement pro-
jects in the near future could be jeopardized. Communities^ financing pro-
jects that would cause the overall debt to exceed this 90% guideline can
generally expect to pay a greater interest rate on general obligation or
revenue bonds that are sold to finance the project.
As Table 4-6 indicates, the 90% guideline would be exceeded by Geneva
Town and would be approached by Walworth under the FPRA and EIS Alterna-
tive. Thus, implementation of the FPRA in Geneva Town and either the FPRA
or EIS alternative in Walworth could limit the Town's ability to implement
other capital improvement projects until a portion of the outstanding debt
is retired.
The USEPA considers projects to be expensive and as having an adverse
impact on the finances of the users when average annual user changes are:
o 1.0% of median household incomes less than $10,000
o 1.5% of median household incomes between $10,000 and $7,000
o 1.75% of median household incomes greater than $17,000.
Information on median household income in the study area communities,
in 1980, is presented in Table 4-7 along with the ratio of average annual
user costs to median household income. As Table 4-7 indicates, implementa-
tion of the FPRA in the Lake Como, southeast shore, southwest shore and
northwest shore service areas would impose a significant financial burden
on residents of these service areas. High user costs are associated with
these alternatives because of the costs of installing collection systems in
currently unsewered areas. The estimated user costs presented in Table 4-7
•
do not, however, consider the effect of connection policies. The actual
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annual user costs probably would be lower as a result of revenues raised by
the respective communities or utility districts from connection fees or
benefit assessments. However, regardless of whether residents of currently
unsewered areas that are proposed to be sewered under the FPRA are charged
a connection fee or a benefit assessment, or are faced with substantially
higher ad valorem taxes, the costs of constructing collection systems will
represent a substantial financial impact on residents of these areas.
Thus, although the estimated average annual user charges presented in
Table 4-7 may be somewhat ^inflated, because they do not consider connection
policies, it also is apparent that implementing the FPRA in currently
unsewered areas will require a substantial commitment from residents of
these areas to finance the proposed systems. The fiscal impacts associated
with the FPRA would be most acute for residents with fixed incomes, how-
ever, an analysis of average income levels indicates a low percentage of
families in the study area have incomes at or below the poverty level, and
therefore it is expected that only few displacement of low income residents
may occur.
4.2. Secondary Impacts
Each of the alternatives will have effects that extend beyond primary
or operational impacts. These indirect, or secondary impacts are likely to
occur when improvements in wastewater treatment capacity and capability
lead to changes in the study area that, in turn, induce or stimulate other
developments which would not have taken place in the absence of a project.
The categories that may experience significant secondary Impacts are de-
scribed in the following sections.
4.2.1. Demographics
Population growth and land development have always been dependent on
factors such as transportation access, employment opportunities, physical
setting and land values. One of the more significant factors influencing
the development potential of an area is the presence or absence of central-
ized wastewater collection and treatment systems. Onsite wastewater treat-
ment facilities often limit development to areas with suitable soil and
site characteristics, while centralized sewer systems allow greater loca-
4-41
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tional independence because soil, slope, and drainage are less constraining
t
design parameters. The construction of sewers in an unsewered area often
increases the supply of buildable land, and local municipal ordinances
usually allow development at greater densities in sewered areas than in
unsewered areas.
In some situations, improvements in wastewater treatment capacity and
capability can induce, or stimulate, growth that would not have occurred
without the improvements. Typically, such induced growth occurs in areas
where there is significant demand for residential development, but that
demand is constrained by the lack of adequate wastewater treatment capacity
or capability. In other words, there can be a direct correlation between
the development potential of an area and the capacity and capability of
available wastewater treatment. Although the availability of sewers can
influence the development potential of an area, other factors such as site
and locational amenities, land values, employment opportunities, transpor-
tation access, and related factors are also important factors in defining
an area's development potential. The dynamics of these factors obviously
vary according to the characteristics of the locality.
It is not clear at this time whether the development potential of the
study area is directly related to the presence or absence of centralized
wastewater collection and treatment systems, i.e., the effect of sewers as
opposed to onsite systems on population growth rates. The FPRA estimates a
year 2005 population for the combined RSSAs (including permanent and sea-
sonal residents) of 32,819. Based on an estimated 1980 population in the
EIS of 22,359, this represents a projected increase of 46.8% in the com-
bined RSSAs. The population of the East Planning area under the FPRA
(which encompasses the Lake Como and Lake Geneva RSSAs) is projected to
increase by 90.2% between 1980 and 2005, from 11,101 to 21,115 a rate
significantly greater than the past rate. The West Planning area (which
includes the Fontana, Williams Bay, and Walworth RSSAs) is projected to
increase under the FPRA from 9,279 to 11,704 by the year 2005. This small
increase under the FPRA is attributable to population projections selected
by the individual communities and a smaller 1980 base seasonal population
than that which is eslmated in the EIS for the communities of Fontana and
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Williams Bay. The growth rates that are reflected in the FPRA projections
indicate that the facilities planners assume that existing growth rates
will continue in the future, and further, that the existing develop-
ment potential of the East Planning area is currently constrained by the
lack of centralized collection and treatment capability and capacity.
That is, the development of sewers in unsewered areas will "unleash" the
development potential of the area; a development potential that at present
cannot be realized because of the absence of sewers in prime development
areas.
The population analysis developed for the EIS, however, (Section
3.2.2.3.) differs substantially from the FPRA, particularly for the East
Planning area. For the West Planning area, the EIS estimates a population
increase of 31.7% between 1980 and 2005, from 11,258 to 14,826. For the
East Planning area, the EIS projects a population increase of 47.8%, from
11,101 to 16,405. The EIS estimates for the West Planning area are based
on a larger 1980 seasonal base population than the FPRA. However, they
accommodate only the amount of growth planned for by the respective commu-
nities between the years 1980 and 2005.
The EIS population projection is based on growth projected by each
community for the sewered area and on the SEWRPC projections for the unsew-
ered areas within the RSSAs. This projection is greater than the FPRA
projection because the 1980 estimated population was greater in the EIS
analysis and the SEWRPC growth was included in the projections. The pro-
jected annual average growth rate of 1.3% for the west end communities
appeared to be reasonable when compared to other areas with similar char-
acteristics. Further, the communities in the West Planning area should be
able to accommodate this increased population without stressing other
public facilities and services (e.g., police and fire protection, schools,
etc.) and the environmental quality and "amenity value" of the area are not
expected to be impacted by this level of population growth.
The FPRA population projections for the East Planning area (21,115)
are considerably higher (22%) than the EIS projections (16,405). In this
situation, it appears that the FPRA projections assume that improvements in
4-43
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treatment capacity and capability will result in a substantially higher
population growth, and that these growth rates will be maintained into the
future. The EIS projections are based on the SEWRPC projections for the
City of Lake Geneva and the SEWRPC projections for the areas that lie
within' the RSSAS. If facilities are designed for the larger population,
however, there is a very real possibility that the availability of waste-
water collection and treatment facilities may induce more growth than
anticipated. It should also be noted that creating an onsite waste water
management district and providing upgraded onsite systems technology may
expedite permit approvals for land development in currently unsewered
areas. However, it is questionable if the amount or rate of development
and population growth will meet or surpass that projected in the EIS.
A recent study (Ragatz 1980) has presented evidence that the attrac-
tiveness of a recreational area results from the combination of a number of
factors. These include people's perceptions about the area; the quality of
recreational opportunities that are available; land values; and proximity
to metropolitan areas. There is evidence that when a recreational lake
area reaches a certain level of development, additional development takes
place very slowly, then virtually ceases. Even though vacant, buildable
land may be available, additional development may not occur if the factors
that originally made the area attractive - spaciousness, "rustic" settings,
quiet surroundings and high quality recreational opportunities - are no
longer perceived to be present. Thus the ability of a recreational area to
attract recreational users may be diminished by a perception on the part of
the public that the area has lost some of its desirable characteristics.
The number of people who are attracted to the area for recreation may not
be the same as the number of people who choose to become seasonal or perma-
nent residents. Recent USEPA EIS's for other recreational lake areas
(e.g., Moose Lake, Minnesota and Indian Lake-Sister Lakes, Michigan) have
made similar predictions of the effects of increased population density.
If the population in the east planning area becomes large enough, the
saturation point could be reached and these effects could occur. The
problem arises in that the "saturation point" is undefinable quantity and,
as such, the necessary population density to reach the "saturation point"
4-44
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is also undefinable. Both the FPRA and EIS Alternative allow for popula-
tion growth through the 20 year planning period which will move the East
Planning Area toward the "saturation point." The FPRA does provide for a
larger and faster population growth than the EIS Alternative, and the
"saturation point" could be reached sooner under the FPRA. It should be
noted, however, that it is not possible to predict whether the "saturation
point" will be reached during the planning period.
The most apparent impact of reaching the "saturation point" would be
stress on existing recreational areas and opportunities., If a perception
developed that the quality of the area's recreational opportunities had
declined because of overcrowding, other less developed recreational areas
could attract those dissatisfied with conditions in the Planning Area. If
this occurred, land values in the area could diminish because of the re-
duced attractiveness of the area. It is not possible to predict what the
"saturation point" may be and when it might be reached. However, given
existing development and recreational use characteristics, it appears that
the area can only absorb a limited amount of additional population before
the amenity values of the area could begin to diminish.
In addition, a 90% increase in the population of the East Planning
area would require major improvements in other public facilities and ser-
\
vices. For these improvements to be made, a substantial commitment of the
community's financial resources would be required. Although not quan-
tifiable at this time, the increased costs associated with necessary
improvements in other public facilities and services could lead to in-
creased taxes and user fees that could severely impact some segments of the
population. That is, a wastewater collection and treatment system designed
to accommodate an additional 10,014 people Implies a commitment to finance
the capital and O&M costs associated with the improvements, an understand-
ing and endorsement of the changes that these Improvements will bring about
in the community, and a similar commitment to improve other public facili-
ties and services as a result of the population growth.
4-45
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4.2.2. Land Use
/ The land use impacts associated with the wastewater management altern-
atives are primarily related to induced population increases and the resul-
tant demand for residential land. While the potential for additional
commercial and industrial development may exist with the availability of
wastewater treatment facilities, it is likely that this type of non-
residential development will not be significant.
The introduction of new wastewater collection and upgraded treatment
facilities in the study area would increase population and, in turn, pro-
duce changes in land use. Should the population grow in the RSSA according
to the FPRA projections, the most significant impact would occur in the
East Planning area. Demands for land would be substantial should a 90% net
increase in population (11,101 persons [Table 3-16] to 21,115 persons
[Table 3-19]) be realized in the East Planning Area. To accommodate this
change, approximately 4,179 additional dwelling units (approximately 2.4
person/d.u.) on a minimum lot size of, roughly, 10,000 sq. ft. for sewered
areas would be required. This increase would necessitate the transfor-
mation of approximately 920 acres of vacant buildable land into residen-
tially developed lands. Under the EIS population projections, a 47.8% net
increase in population (11,101 persons to 16,403 persons [Tables 3-16 and
3-18]) would require approximately 570 acres of buildable land in the East
Planning area. This land would provide 2120 additional dwelling units with
2.5 persons/d.u. On a per dwelling unit basis, the permitted residential
densities are approximately 2 units per acre for unsewered areas while
sewered areas allow approximately 4 units per acre.
The pattern of land use is not expected to change significiantly
because of proposed wastewater facilities. The greatest change in land use
patterns would result if 1,143 acres of land were taken from forest, agri-
cultural, and other lands, and opened for residential development under the
FPRA. Although this represents approximately 4% of land in the planning
area and 5.7% of undeveloped land, it Is a substantial portion of develop-
able land In the planning area. The EIS projections for the total study
area would require approximately 933 acres, mainly because the density of
4-46
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development would be less than under the FPRA. Land required for sewered
residential developments is 604 acres and land for unsewered development is
329 acres. The total EIS land requirement is about 3% of the land area in
the total planning area and approximately 4.5% of developable land. Local-
ized impacts may occur in the southeast shore and Lake Geneva RSSA if the
FPRA extends collection lines with the capacity proposed. A' large amount of
new development in this area could drastically alter the density and char-
acter of development and thus alter land use patterns.
4.2.3. Surface Water
Lake Geneva
Lake Geneva has been classified as mesotrophic, or moderately
"enriched," in three independent research investigations. These investiga-
tions indicated that dissolved oxygen depletion in the deeper (hypolim-
netic) waters has not worsened measurably since 1966. In general, Lake
Geneva does not appear to have changed in overall trophic status as a
result of increased residential development in its watershed. However, the
GLWEA has recently presented symptomatic' evidence of worsening water qual-
ity in late summer, leading to concerns that the lake may become eutrophic
in years to come. For example, nuisance blooms of blue-green algae have
been frequently documented in shallow embayments of Lake Geneva. Fecal
coliforra counts and nutrient analyses made of samples taken from tributary
streams entering the Lake also indicate that runoff from summer storms may
be yielding significant amounts of pollution and causing localized algal
bloom problems.
The primary reason that Lake Geneva has not developed the whole-lake
symptoms of eutrophication evidenced by many southern Wisconsin lakes is
that it is sufficiently deep to remain stratified throughout the summer;
Because of Geneva Lake's great depth (mean of 61 feet), much of the pollu-
tant load delivered in spring and early summer runoff settles out and is
trapped in the sediments. After stratification becomes strong during June,
the nutrients suspended below the thermocline or settled in the sediments
are isolated from productive upper waters, where algal blooms take place.
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(See Section 3.1.3.3. for detailed data on Geneva Lake's limnological
characteristics.)
/ Protection of the existing quality of Geneva Lake would mean abating
the nutrient pollution which promotes the summer algal blooms and aquatic
macrophyte growth now observed in back bays, near stream discharge points
and the mouths of ditches, and throughout the littoral zone. The GLWEA has
concluded that perennial streams represent the single largest source of
"controllable" pollutants such as nutrients, sediment, and fecal coliform
organisms (GLWEA 1977). Therefore, whenever runoff water enters the Lake
during summer, especially in stream courses, culverts, and ditches, pollu-
tion abatement is desirable. Based on this conclusion, prevention or
abatement of problems with algal blooms can be best accomplished by ad-
dressing land management practices which contribute the most nutrients and
sediments to runoff channels.
Both the FPRA and the EIS Alternative will result in Increased res-
idential development with the attendant future additions in impervious
surface area, storm sewers and drainage ditches to support the development.
The degree of water quality impact will vary between these alternatives
based on the amount of development supported, or "Induced," and where that
development is principally concentrated. Development clustered along the
near lakeshore area or on hillsides bordering perennial streams can poten-
tially have a much more adverse water quality impact than would the same
amount of development scattered throughout the watershed. This is because
the longer it takes runoff to enter the lake, the greater the opportunity
for sediments to settle out, for dissolved nutrients to become soil-bound,
and for fecal coliform organisms and pathogens to die off.
A review of acreage available for development, platted lot locations,
and sewer service area maps was made for the RSSAs. Assuming that develop-
able sewered lots average 10,000 sq. ft and unsewered lots average 20,000
sq. ft, projections were made of the growth in acreage devoted to res-
idential land use throughout the RSSA. Substantial increases in developed
acreages were projected to occur in the Lake Geneva RSSA, whereas no sub-
stantial concentration of developed acreages were projected to result in
4-48
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the west end RSSAs or in the Lake Como RSSA under the FPRA. Moderate
increases of developed acreage were projected for the Williams Bay RSSA
under the FPRA. Examples of the projected increases are presented in
Table 4-8.
As indicated in Table 4-8, a large concentration of residential growth
will occur in the Lake Geneva RSSA under the FPRA, which includes the
southeast shore of Geneva Lake. The water quality impact of this future
growth is anticipated to be substantial. The new growth would be concen-
Table 4-8. Projected increases in developed residential acreage from
1980 to the year 2005 for Williams Bay & Lake Geneva RSSAs.
Increases in Residential Acreage 1980-2005
EIS
RSSA
Williams Bay
Lake Geneva (includ-
ing Lake Como)
FPRA
157
920
Total
189
570
(sewered)
114
404
(unsewered)
75
166
trated closer to the lake at higher residential density permitted on sew-
ered lots and would introduce biologically available nutrients to the lake.
Nutrient loads to Geneva Lake will be increased by the addition of lawn
fertilizer, construction erosion, roof drain diversions onto driveways and
roadway ditches, build up of litter and trash in drainageways and increased
deposition of fecal material from domestic pets. Under the EIS Alterna-
tive, the amount of development expected to occur would be measurably less
than that anticipated under the FPRA. In the southeast shore area, the
density of development would be half that of the FPRA and would not result
in runoff volumes as great as the FPRA. The amount of nutrients and patho-
gens delivered to the lake would thus be measurably reduced.
Lake Como
Lake Como has been classified as highly eutrophic in two independent
trophic status investigations (See Section 3.1.3.3.). The principal nutri-
4-49
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ent source for Lake Como is reported to be surface runoff from agricultural
land (GLWEA 1977). Therefore, improvements in water quality of Lake Corao
would result from either the FPRA or the EIS Alternative. Neither alterna-
tive proposes abatement of non-point source pollution and significant
increases in development would not result from either alternative.
4.2.4. Recreation and Tourism
Any increase or decrease of tourism and recreational activities within
the study area attributable to the operation of new, expanded wastewater
facilities would occur if a major change in water quality were to occur.
No significant improvement or degradation of water quality is anticipated
from the construction and operation of the proposed wastewater facilities.
Improved wastewater treatment will not result in a significant improvement
in the water quality of either Geneva Lake or Lake Como. Increased devel-
opment under any alternative would result in increased pollutants associ-
ated with urban runoff that may affect the water quality of Geneva Lake
over the long term.
Also, a significant increase in population and land development could
have a negative impact on recreation and tourism. This would occur should
the physical and cultural amenities, which are highly important to the
recreation and tourist trade, diminish. This may, in part, result from the
transformation of agricultural, forest, and other buildable lands to resi-
dential developments. A major population increase could also result in
crowding of recreational activities. Tourists may be sensitive to this and
decide on other locations.
4.2.5. Economics
Economic growth should continue with population growth and development
anticipated in the study area. The availability of centralized collection
/
and treatment systems within the RSSAs could result in additional commer-
cial development related to the tourist and recreation industry such as
hotels, motels, and restaurants. This additional development would depend
as much on ancillary economic factors such as costs, the tourist potential
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of the area, the limits of market saturation, etc., as on the availability
of sewer service. If additional commercial development did occur as a
result of the construction of sewers and WWTPs, the local economy would
benefit from the increased tax revenues and employment opportunities.
These potential benefits are not quantifiable, however.
Available data indicates that the permanent population of the study
area is basically characterized as middle class, whose median family income
approximated $20,000 in 1980 (US Bureau of the Census, 1982). Another
I
indicator of income is the portion of the population that is below poverty
level. While 8.5% of the population in the State of Wisconsin is below the
poverty level, an approximate average of 7.5% of the study area's permanent
population is below poverty level. Thus, it would be expected that few
people with fixed incomes would be displaced from the study area for fail-
ure to pay user fees associated with wastewater facilities.
The seasonal population could be expected to have a somewhat higher
income than the permanent population. Homes they purchase are usually
second homes which is usually indicative of a moderately high to higher
income class. These people benefit the community when money is circulated
within the local economy and supports service sector industries.
4.2.6. Sensitive Environmental Resources
Floodplains
No 100—year floodplain area would come under pressure for secondary
development under the alternatives. Local and County ordinances effective-
ly limit most forms of development in floodplains in the study area.
Wetlands
Wetlands found in the study area are shown in Figure 3-6. Construc-
tion of wastewater collection and treatment facilities or upgrading onsite
systems will not likely lead to any residential development pressures on
wetland resources in the study area. In addition, local, County, and State
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ordinances effectively limit filling of wetlands for residential develop-
ment. Wetlands and other sensitive environmental resources are protected
through classification as primary environmental corridors. In accordance
with NR 121, WDNR does not generally approve sewer extensions into areas
with potential for development in wetlands adjacent to navigable waters.
Threatened and Endangered Species
.The few species of plants and animals included on the threatened or
endangered species list that are known to inhabit in the study area are
found in wetland or lake environments. Consequently no direct threat to
these species are anticipated from construction or operation of wastewater
collection or treatment facilities. Any activity that threatens their
environment, such as sediment from adjacent construction sites, could
thereafter the viability of that species in the local area.
Cultural Resources
Significant cultural resources exist in the study area and more may be
uncovered during construction of centralized wastewater collection facili-
I
ties under the FPRA. If the FPRA extends sewers along the southeast shore
of Lake Geneva with the capacity proposed, a significant amount of new
residential development may take place in the vicinity of Big Foot Beach
State Park and on the lake side of South Shore Drive. This development
could impact known and previously uncovered archaeological resources. In
addition, development pressure may be permitted through provision of cen-
tralized wastewater collection systems under the FPRA that could result in
subdivision and development of large historically and architecturally
noteworthy estates along the lakeshore. This development would occur at
higher densities than are permitted under the provision of onsite systems
as envisioned under the EIS Alternative.
Prime Agricultural Land
The Agricultural Impact Statement prepared by DATCP notes that secon-
dary development effects could occur by providing wastewater collection
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facilities to portions of the Revised Sewer Service Area. The west end
RSSA does include some prime farmland and farmland of statewide signifi-
/
cance, as well as land zoned for exclusive agricultural use. The AIS
concludes that the provision of wastewater collection facilities under the
FPRA could facilitate the conversion of several hundred acres of productive
farmland in the RSSA into residential or other non-farm uses. The EIS
Alternative will lead to a more scattered development pattern than the
FPRA, however, development pressure on prime agricultural land would not be
as intense under the EIS Alternative.
4.3. Mitigation of Adverse Impacts
As previously discussed, various adverse impacts would be associated
with the proposed alternatives. Many of these adverse impacts could be
reduced moderately by the application of mitigative measures. These miti-
gative measures consist of a variety of legal requirements, planning meas-
ures, and design practices. The extent to which these measures are applied
will determine the ultimate impact of the particular action. Potential
measures for alleviating construction, operation, and secondary effects
presented in Sections 4.1 and 4.2 are discussed in the following sections.
4.3.1. Mitigation of Construction Impacts
The construction related impacts presented in Section 4.1. primarily
are short-term effects resulting from construction activities at WWTP sites
or along the route of proposed sewer systems. Proper design should mini-
mize the potential impacts and the plans and specifications should incor-
porate mitigative measures consistent with the following discussion.
Noise
The impact of noise from construction of wastewater collection lines,
rennovating wastewater treatment plants, and upgrading onsite systems could
be minimized by appropriate scheduling and public notification of the time,
location, and extent of the work.
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Atmosphere
Fugitive dust from the excavation and backfilling operations for the
sewers, force mains, and treatment plants could be minimized by various
techniques. Frequent street sweeping of dirt from construction activites
would reduce the major source of dust. Prompt repaving of roads disturbed
by construction also could reduce dust effectively. Construction site,
spoil piles, and unpaved access roads should be wetted periodically to
minimize dust. Soil stockpiles and backfilled trenches should be seeded
with a temporary or permanent seeding or covered with mulch to reduce
susceptibility to wind erosion.
Street cleaning at sites where trucks and equipment gain access to
construction sites and of roads along which a sewer or force main would be
constructed would reduce loose dirt that otherwise would generate dust,
create unsafe driving conditions, or be washed into roadside ditches or
storm drains.
Exhaust emission and noise from construction equipment could be mini-
mized by proper equipment maintenance. The resident engineer should have
and should exercise the authority to ban from the site all poorl'y main-
tained equipment. Soil borings along the proposed force main rights-of-way
conducted during system design, would identify organic soils that have the
potential to release odors when excavated. These areas could be bypassed
by rerouting the force main if, depending on the location, a significant
impact might be expected.
Spoil disposal sites should be identified during the project design
stage to ensure that adequate sites are available and that disposal site
impacts are minimized. Landscaping and restoration of vegetation should be
conducted immediately after disposal is completed to prevent impacts from
dust generation and unsightly conditions.
Areas disturbed by trenching and grading at the WWTP sites should be
revegetated as soon as possible to prevent erosion and dust generation.
Native plants and grasses should be used. This also will facilitate the
re-establishment of wildlife habitat.
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Soil Erosion and Sedimentation
Erosion and sedimentation must be minimized at all construction sites.
USEPA Program Requirements Memorandum 78-1 established recommendations for
control of erosion and runoff from construction activites.. Adherence to
these requirements would serve to mitigate potential problems:
• Construction site selection should consider potential occur-
rence of erosion and sediment losses
• The project plan and layout should be designed to fit the
local topography and soil conditions
e When appropriate, land grading and excavating should be kept
at a minimum to reduce the possibility of creating runoff
and erosion problems which require extensive control meas-
ures
9 Whenever possible, topsoil should be removed and stockpiled
before grading begins
• Land exposure should be minimized in terms of area and time
9 Exposed areas subject to erosion should be covered as quick-
ly as possible by mean of mulching or vegetation
9 Natural vegetation should be retained whenever feasible
9 Appropriate structural or agronomic practices to control
runoff and sedimentation should be provided during and after
construction
>
e Early completion of stabilized drainage systems (temporary
and permanent systems) will substantially reduce erosion
potential
o Access roadways should be paved or otherwise stabilized as
soon as feasible
v
o Clearing and grading should not be started until a firm con-
struction schedule is known and can be effectively coordi-
nated with the grading and clearing activities.
In addition, WDNR anticipates that no disposal of spoil materials from
construction sites will occur without authorization and concurrence on a
disposal plan with the WDNR district office.
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Transportation
Route planning for the transportation of heavy construction equipment
and materials should ensure that surface load restrictions are considered.
In this way, damage to streets and roadways would be avoided. Trucks
hauling excavation spoil to disposal sites or fill material to the WWTP
sites should be routed along primary arterials to minimize the threat to
public safety and to reduce disturbance along residential streets.
Prime Agricultural Land
Section 4.1.1.8. indicates that construction of a rapid infiltration
facility on the selected 80 acre parcel southwest of the Village of
Waiworth would constitute a significant, long term adverse impact under the
EIS Alternative. However, the total present worth analysis presented in
Section 2.5. demonstrates that land application is the lowest cost alter-
native, and as discussed in Section 4.1. it may be an environmentally
sound wastewater management alternative for the west end communities.
In order to mitigate the anticipated impact, the possibility of main-
'taining independent wastewater management at each of the Villages with two
separate WWTPs and land application facilities was investigated. USEPA has
stated that separate treatment facilities for Waiworth and Fontana has
merit but, because funding assistance will come from the State rather than
the Federal government, EPA has deferred decisions about the alternative to
be funded to the WDNR. Because separate Walworth and Fontana seepage cells
would be sited in areas with protected agriculture uses, less land would
need to be purchased for buffer areas. In that case, the Walworth site
could be limited to a 25-acre site, either within the Village or nearby.
The additional land purchase required for Fontana could be limited to
40 acres and'located where some land of statewide Importance, rather than
prime, would be included. The Wisconsin Department of Natural Resources
has, however, already imposed restrictions on the Village of Fontana and
therefore the mitigation potential is minimized because the alternative is
not implementable.
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During the facilities planning process, the facilities planner in-
vestigated a new WWTP and rapid-infiltration treatment system, located at
the Donald Rainbow farm on the southwest border of the Village of Walworth.
In reviewing facilities planning information during conduct of this EIS,
several items of interest were noted:
e Aerated lagoon - rapid infiltration treatment was found to
be the lowest cost treatment system
• The existing Fontana WWTP has a design capacity of 0.9 mgd,
and in 1982 produced a 13/11 (BOD/TSS) effluent. Projected
year 2005 flows for Fontana (based upon the EIS design
criteria and reduced service area) is 0.641 mgd
• Additional areas with soils similar to those found at the
Rambow site (e.g., permeable sands and sandy loam) are
located around Walworth.
Because of the above listed facts, it appears that, from an engineer-
ing standpoint, facilities to serve only the Walworth RSSA may be feasible.
Separate facilities for Walworth and Fontana also would save the cost of
pumping all of Fontana's flow to a Walworth/Fontana facility. Facilities
at Walworth would consist of the lagoon and seepage cells to treat 0.3 mgd
(average daily summer flow), a lagoon liner, process piping, aeration
equipment, observation wells, miscellaneous concrete structures, a service
building and' laboratory, various electrical, mechanical, and plumbing
facilities, and new and upgraded conveyance facilities. Approximate costs
for the proposed Walworth facilities, as derived from detailed costs pre-
pared by the facilities planner for the Facilities Plan aerated lagoon
alternative, are listed in Table 4-9.
Table 4-9. Estimated costs for a separate Walworth aerated
proposed as a mitigative measure.
Item
Conveyance Piping
Aerated Lagoon and
Seepage Basins WWTP
TOTALS :
Capital
Costs
$ 175,500
1,140,000
$1,315,500
Annual
O&M
$12,300
32,900
$45.200
lagoon WWTP
Salvage
Value
$ 87,750
320,100
$407,850
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The existing Fontana WWTP has a design capacity of 0.9 mgd, and pro-
duces a 13/11 (BOD/TSS) effluent, which is very good. The WDNR requires
BOD concentrations to be reduced only to 50 mg/1 prior to application to a
land application system (e.g., rapid infiltration). Projected year 2005
flow (average summer day) is 0.641 mgd. A lysimeter was installed eight
feet below the surface of the new seepage lagoon at the time of construc-
tion to monitor wastewater effluent percolating through the soil. Since
monitoring begain in 1979, NPDWS drinking water limits for the parameters
measured have never been exceeded (Appendix C of the Draft EIS). However,
sodium concentrations, total dissolved solids concentrations, and conduc-
tivity are elevated above background levels.
Operational procedures practiced at the plant are currently not in
compliance with WDNR policies governing rapid infiltration facilities.
Site hydraulic limitations and lagoon design prevent a dose/rest cycle as
required by the WDNR. The dose/rest cycle is promoted to maintain an
aerobic/anaerobic environment in the soil which facilitates nitrification
and denitrification. The lagoons currently are operated with a minimum of
two feet of standing water at any time, however, effluent from the lagoons
does not cause any surface water, groundwater, or public health violations.
A drainage system might be installed to drain one lagoon into a new lagoon
to promote the necessary application cycle.
In order to continue operations, Fontana would need to moderately up-
grade its existing WWTP, and expand the seepage basins by adding a new 15
to 20 acre cell. The existing WWTP upgrades would primarily include repair
of structural and mechanical problems, plus provision of additional support
services (repair minor plant equipment, laboratory supplies, etc.). New
units should not be needed at the secondary treatment facilities, because
the trickling filter portion of the WWTP will be able to handle periodic
I/I flows for short periods following rainfall events. Some coarse gravel
pits and the Village's municipal water supply well are located to the south
of the existing WWTP, thus land north of the existing seepage basins could
be considered for utilization for the additional rapid infiltration cell.
Cost estimates for these recommended facilities are listed in Table 4-10.
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Table 4-10. Estimated costs for a separate upgraded and expanded Fontana
WWTP proposed as a mitigative measure.
Item
Upgraded existing WWTP
New 10-acre Seepage Cell
Land Purchase
TOTALS :
Capital
Costs
$350,000
327,000
20,000
$697,000
Annual
O&M
$32,100
35,200
0
$67,300
Salvage
Value
0
59,500
20,000
$79,500
The Village of Fontana treatment facility appears to be operating
effectively at its current flow and loading and is projected in this EIS as
being able to do so with some upgrading for the duration of the 20-year
planning period. Sufficient land exists contiguous to the plant with
apparently similar geohydrologic conditions that would be suitable for
additional infiltration lagoon construction. If higher than existing
summer flows were projected to occur, additional effluent application
capacity could be provided by spray irrigating effluent on lands contiguous
to the existing plant.
If the Fontana effluent were not transmitted to a Walworth WWTP, the
areal requirements of a land application facility there would be reduced to
25 acres. The current 80-acre site is situated in an area where the soil
series is classified as Piano silt loam on nearly level land. This soil
series is found extensively throughout the western half of the Village of
Walworth as well as contiguous areas of the Town of Walworth. Given the
reduced areal needs of a Walworth WWTP and infiltration facility, alterna-
tive sites with geohydrologic characteristics similar to the 80-acre site
probably exist within a reasonable transmission distance of the current
plant. In order to demonstrate the effectiveness of potentially suitable
alternative sites, however, additional field investigations would be
required.
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Cultural Resources
The Natural Historic Preservation Act of 1966, Executive Order 11593
(1971), the Archaeological and Historic Preservation Act of 1974, and the
1973 Procedures of the Advisory Council on Historic Preservation require
that care must be taken early in the planning process to identify cultural
resources and minimize adverse effects on them. The State Historic Preser-
vation Officer must have an opportunity to determine that the requirements
have been satisfied.
Known archaeological sites should be avoided. After an alternative is
selected and design work begins, a thorough pedestrian archaeological
survey may be required for those areas affected by proposed facilities. In
addition to the information already collected and consultation with the
State Historic Preservation Officer and other knowledgeable informants, a
controlled surface collection of discovered sites and minor subsurface
testing should be conducted. A similar survey would be required of his-
toric structures, sites, properties, and objects in and adjacent to the
construction areas, if they might be affected by the construction or opera-
tion of the project.
In consultation with the State Historic Preservation Officer, it would
be determined if any of the resources identified by the surveys appears to
be eligible for the National Register of Historic Places. Subsequently, an
evaluation would be made of the probable effects of the project on these
resources and the mitigation procedures that are necessary.
A recent and supplemental archaeological survey performed along the
proposed force-main/interceptor route to the new Walworth/Fontana Treatment
Plant Site and of land immediately west of the Wai worth Treatment Plant
Site indicates the construction of the wastewater treatment facilities will
impact on archaeological artifacts. The archaeological survey report
recommends several measures to mitigate the impacts on these archaeological
features. The design engineer has stated that the recommendations con-
tained in the report will be complied with.
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4.3.2. Mitigation of Operation Impacts
The potential adverse operational impacts of the WWTP alternatives
relate primarily to potential adverse impacts on groundwater and possible
health risks. For the land application alternative, the most significant
adverse impact is the potential for nitrate contamination of groundwater.
Adverse impacts associated with the operation of onsite systems are pri-
marily related to potential contamination of idividual well water supplies.
Measures to minimize these and other operation phase impacts from all the
alternatives are discussed below.
Atmosphere
Adverse impacts related to the operation of the proposed sewer systems
and treatment facilities would be minimal if the facilities are properly
designed, operated, and maintained. Aerosols, gaseous emissions, and odors
from the various treatment processes could be controlled to a large extent.
Above-ground pumps would be enclosed and installed to minimize sound im-
pacts. The effluent quality of any WWTP is specified by the WDNR and must
be monitored. Proper and regular maintenance of onsite systems also would
maximize the efficiency of these systems and minimize odors released from
malfunctioning systems.
Groundwater
Both onsite waste treatment and land application by rapid infiltration
have the potential to elevate nitrate concentration in groundwater above
background levels. At present, the densities of onsite systems and soil
properties have limited the Impact of these systems on groundwater. Appro-
priate design and upgrading of onsite systems as well as formation of a
management district should prevent any further degradation of groundwater
quality. Section 4.1.2.4. presented groundwater data indicating that rapid
infiltration facilities can elevate nitrate concentrations but not to a
level that would restrict any groundwater uses. Appropriate operation and
maintenance of pretreatment facilities prior to land application would
limit the potential for nitrate contamination of groundwater.
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4.3.3. Mitigation of Secondary Impacts
\
As discussed in Section 4.2; secondary impacts as a result of con-
struction of wastewater collection and treatment facilities for the East
Planning Area under the FPRA are expected to occur. These impacts arise
from induced population growth and 'attendant residential development, and
the effects this would have on water quality and the agricultural resource
base. Adequate zoning, health, and water quality regulation and enforce-
ment would minimize these impacts. Local growth management planning would
assist in regulating the general location, density, and type of growth that
might occur.
It is EPA's position that the principal mitigative measure that would
effectively minimize the anticipated impacts would be to limit the con-
struction of new wastewater collection and treatment facilities to the size
and scale identified in Chapter 2 under the EIS Alternative. The EIS
Alternative would not extend collection lines into unsewered areas with the
potential of inducing growth in sensitive environmental areas. The treat-
ment plant would be sized according to the amount of growth anticipated by
municipal policies, growth management planning and in accordance with the
capabilities of public services.
4.4. Unavoidable Adverse Impacts
Some impacts associated with the implementation of any of the alterna-
tives cannot be avoided. The centralized collection and treatment alterna-
tives would have the following adverse impacts:
• Considerable short-term construction dust, noise, and
traffic nuisance
• Short-term alteration of vegetation and wildlife habitat
along the sewer and force main corridors and long-term
alteration at the WWTP sites
• Considerable erosion and siltation during construction
• Alteration and destruction of wildlife habitat at the rapid
infiltration sites
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• Conversion of prime farmland to WWTP sites for some
alternatives.
The dencentralized alternatives that primarily include continued use
of existing and upgraded onsite systems and holding tanks _for critical
areas would have the following adverse impacts:
• Some short-term construction dust, noise, and traffic
nuisance
• Some erosion and siltation during construction
• Discharge of percolate with elevated levels of nitrates and
chlorides from soil absorption systems to the groundwater
« Occasional short-lived odors associated with pumping septic
tanks and holding tanks and trucking it to disposal sites
• User fees for management and operation of wastewater treat-
ment services for the residents within the RSSAs.
4.5. Irretrievable and Irreversible Resource Commitments
The major type and amounts of resources that would be committed
through the implementation of any of the alternatives are presented in
Sections 4.1. and 4.2. Each of the alternatives would include some or all
of the following resource commitments:
• Fossil fuel, electrical energy, and human labor for facili-
ties construction and operation
• Chemicals, especially chlorine, for WWTP operation
• Tax dollars for construction and operation
• Some unsalvageable construction materials.
For each alternative involving a WWTP, there is a significant consump-
tion of these resources with no feasible means of recovery. Thus, non-
recoverable resources would be foregone for the provision of the proposed
wastewater control system.
Accidents which could occur from system construction and operation
could cause irreversible bodily damage or death, and damage or destroy
equipment and other resources.
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The potential accidental destruction of undiscovered archaeological
sites through excavation activities is not reversible. This would repre-
/
sent permanent loss of the site.
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5.0. RESPONSES TO COMMENTS ON THE DRAFT EIS
Comments on the Draft Environmental Impact Statement (DEIS) were
received at the public hearing held February 9, 1984 at the Big Foot High
School, Waiworth, Wisconsin and also were received by mail. Comments and
questions received at the public hearing were documented in a hearing
transcript and responses to those comments are provided in this chapter.
Responses to Public Hearing Comments are presented in Section 5.1. Written
comments on the DEIS were received from a total of twelve public agencies
and four private citizens (Appendix A). Responses to written comments are
presented in Section 5.2., 5.3., and 5.4. An index to comments is pre-
sented in Section 5.5.
Comments on the Draft EIS are generally grouped into nine topics:
« Removing prime agricultural land from crop production use
« EIS recommendation of seepage cells and opposing documentation
on seepage cell technology
« Seepage cell groundwater impacts at Walworth
0 Treatment capacity to be provided at Lake Geneva WWTP
• Seepage cell groundwater impacts at Lake Geneva
o Property value impacts in the Town of Lyons
0 Redefinition of Lake Geneva sewer service area
o Groundwater mounding potential and impacts at Lake Geneva
o Wetland impacts
Comments and responses are presented in the following paragraphs. The
/
index to comments identifies each author or speaker, the topic number from
the above list, and the page upon which the comment and response is
presented.
5.1. Response to Comments From the Public Hearing
Mr. Robert Biebel;
(1) The Southeastern Wisconsin Regional Planning Commission staff believes
that the Walworth/Fontana wastewater treatment plant should provide
for surface discharge to Piscasaw Creek rather than utilize land
application due to prime agricultural lands impacts; that the Lake
Geneva wastewater treatment facility should provide treatment capacity
for the entire Lake Geneva Revised Sewer Service Area and that the
ex'tension of sewers throughout the entire Revised Sewer Service Areas
be reevaluated by the local units of governments.
5-1
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The Final EIS concurs that, based upon public input,
and the WDNR position not to allow further use of the exist-
ing Fontana site, the Walworth/Fontana wastewater treatment
facility should be a surface discharge treatment plant as
presented in the FPRA.
With respect to treatment capacity at the Lake Geneva
wastewater treatment facility, the U.S. Environmental Pro-
tection Agency has concluded that there is insufficient
documentation of need, i.e. adverse health or water quality
impacts, to warrant such additional capacity, and accord-
ingly recommends funding construction of only that pro-
portionate amount of treatment capacity recommended by the
EIS.
Similarly, USEPA has concluded that sufficient informa-
tion has been gathered to demonstrate that extension of
sewers into all the unsewered areas with the RSSAs is not
cost-effective irrespective of when the interceptors and
collection systems would be constructed. If the sewers were
to be constructed some time in the future, a specific date
must be selected for cost-effectiveness analysis and, in the
time interval, costs of constructing and maintaining onsite
systems would accrue nevertheless. Because extension of
sewers into unsewered areas is not cost-effective with
respect to monetary and non-monetary costs, USEPA is bound
by its regulations to provide funding only for the capacity
that can be justified. The community does have the option
of constructing a larger WWTP at local expense.
USEPA does regard the use of onsite sewerage disposal
systems as a permanent solution for sanitary waste disposal.
Systems rarely fail in the Lake Geneva area, based on re-
placement records, field investigations, and interviews with
residents in areas suspected as having concentrations of
failing systems. The DILHR will permit variances for re-
duced size systems where water conservation devices are
installed and practices are followed. The EPA recommends
that an onsite management agency be set up in the respective
areas to ensure that onsite systems are maintained properly
and are upgraded when failures occur. Duplicate sewage
treatment facilities for the same area (onsite management
and collection and treatment) cannot be approved by USEPA.
New urban growth should be orderly and adjacent to
existing urban development. Treatment plant capacity /is
available at Lake Geneva for a 56% population growth from
the existing service area and unsewered areas during the
project period under the EIS Alternative. Extension of
sewers into unsewered areas must occur in order to accommo-
date that population growth.
5-2
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The communities at the west end of Lake Geneva dictated
the population growth for the planning period that would be
used in the flow projections. The Villages of Williams Bay
and Fontana have excessive infiltration and inflow in the
collection systems and are an evaluation and rehabilitation
programs to reduce the excess flows. Sufficient capacity
for the planned growth will be available if the rehabilita-
tion programs are as successful as projected by Donohue &
Assoc., Inc.
Mr. Chuck Holman;
(2) Representative Holman requested that officials of the Environ-
mental Protection Agency and Wisconsin Department of Natural
Resources consider the public desires and the purpose of public
input equally with technical and cost considerations when devel-
oping final recommendations.
Comment noted. EPA and DNR have evaluated all alternatives
with recognition of the public concerns and desires expressed
through the public participation elements of the EIS process.
EPA and WDNR concurrence with public input is exemplified by the
decision to utilize a surface discharge for the Walworth/Fontana
WWTP.
Mr. Frank Dammeir
(3) Wastewater treatment capacity at the Lake Geneva treatment facil-
ity cannot be readily downsized as suggested by the EIS Alterna-
tive due to standard sizes of single treatment units and equip-
ment items. Cost savings for down-sizing treatment capacity
would be little, if any.
Comment noted. The Environmental Protection Agency's posi-
tion on funding treatment capacity is presented in the response
to Comment (1). The EPA recommends funding construction of only
that proportionate amount of treatment capacity recommended by
the EIS.
Mr. J. T. Forrester:
(4) The Walworth treatment facility should be the FPRA oxidation ditch.
Comment noted. USEPA concurs with the WDNR to approve
the FPRA surface discharge to Piscasaw Creek.
Mr. William Meudt:
(5) Seepage ceils should not be used because of a high occurrence of fail-
ure in similar systems.
The State of Wisconsin has approximately 150 operating
municipal seepage systems of which less than 10 have exper-
ienced hydraulic failure. The incidence of failure is not
5-3
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high enough to issue a moratorium on seepage cell
construction.
Mr. Allen Morrison:
(6) The Walworth County Park and Planning Commission does not agree with
the EIS Alternative for on-site systems on the east end and further
disagrees with the EIS Alternative for the Walworth/Fontana treatment
facility based upon the need for preservation of prime farm land.
Comment noted. These issues are addressed in the
response to Comment (1).
Mr. Jerry Palzkill;
(7) The EIS Alternative for use of the Rambow site should be abandoned
based upon agricultural land use considerations.
Comment noted. USEPA and WDNR concur with the FPRA for
Walworth/Fontana.
Mr. Ted Peters;
(8) Although sewers are not cost effective in unsewered areas and secon-
dary impacts of sewer construction could cause additional problems,
the Geneva Lake Watershed Environmental Agency disagrees that on-site
systems are a long-term solution and suggests no changes to the Re-
vised Sewer Service Areas to enable future consideration of sewer
service in presently unsewered areas.
Comment noted. Response to the issue is addressed in
the response to Comment (1).
Ms. Carolyn Rambow:
(9) The EIS Alternative utilizing seepage cells in the Walworth/Fontana
system should not be permitted based upon failures of similar systems
and non-acceptance in other States.
Comment noted. The Final EIS concurs with WDNR recom-
mendations of the FPRA surface discharge to Piscasaw Creek.
Mr. Fred Ruekert:
(10) Ruekert and Mielke Engineers of Waukesha, representing Williams Bay,
concurs with the EIS Alternative for Williams Bay.
Comment noted.
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Mr. John Disabato:
(11) Debt service costs for the Village of Walworth should not be included
since Walworth passed a bond issue in 1972 and revenues have been held
in trust earning interest. Also, even if the FPRA oxidation ditch
system is more costly, the people should have it, if that is what they
want.
Comments noted. The financial Impacts have been
changed to reflect the current funds. Final EIS concurs
with the FPRA for Walworth/Fontana.
Mr. Gilbert Schultz:
(12) Groundwater quality may be adversely impacted by Lake Geneva seepage
cells and if contaminated, poses a threat to local wells.
The State of Wisconsin has concluded that the potential
for damage to local wells is minimal due to (a) wastewater
characteristics, (b) soils types, (c) depth to groundwater
and (d) surface drainage systems [see page 4-26]. Addition-
ally, groundwater monitors will be employed for groundwater
quality assurance.
Mr. Milton Voss:
(13) The EIS should address the groundwater impacts from discharge of high
chloride waste streams from Kikkoman Industries to seepage cells and
the Walworth/Fontana system should discharge to Piscasaw Creek.
v
Kikkoman Foods has decided to utilize the existing
seepage beds only for non-contact cooling water discharge,
and will discharge all sanitary and process wastewaters to
the Walworth/Fontana Treatment System.
Mrs. Maxine Wartgow:
(14) The Fontana Utility Department disagrees with the EIS Alternative of
seepage cells in favor of the FPRA oxidation ditch.
Comment noted. The Final EIS concurs with the FPRA.
Mr. Art Zabierek;
(15) a] Homeowners in the Town of Lyons are concerned about loss of prop-
erty values due to the presence of seepage lagoons; b] Groundwater
quality deterioration may threaten wells; c] Groundwater mounding
potential and impacts should be thoroughly evaluated; d] Prime agri-
cultural land should not be used for the Walworth/Fontana treatment
facility; e] Impacts upon wetland area should be further evaluated.
a. The impact of sludge application to land upon
adjacent property values was evaluated in a 1982
study entitled "An Assessment of Land Values for
5-5
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Properties Adjacent to and Removed From Land
Application of Sludge Sites," which was conducted
by USEPA Region V. Property values in twelve
counties within Region V were evaluated. Within
each county, property adjacent to the sludge
application sites was compared to property removed
from such facilities. The study concluded that
there were , no statistically significant differ-
ences between the rates of increase of property
values within each county.
The conclusions of this study are expected to
apply equally to effluent disposal systems because
the esthetic impacts, i.e. odor and visual blight,
of living next to effluent land disposal facili-
ties are less than or equal to the, same key
impacts for sludge sites.
b. Groundwater quality impacts were addressed in the
response to Corament(12).
c. Groundwater mounding impacts are being further
evaluated by WDNR and Donohue & Assoc., Inc.
d. The Walworth/Fontana treatment facility will
utilize the FPRA.
e. Wetland impacts have been reviewed in further
detail. Additional comments on wetland impacts
are provided in Chapter 4, paragraph 4.1.2.6.
5.2. Correspondence from Federal Agencies
/
y
U.S. Department of Interior, Office of Environmental Project Review;
(5 March 1984)
0
(16) The EIS should quantitatively describe the probable amount of ground-
water mounding at land application sites. Additionally, the EIS
should provide additional assessment of primary and secondary impacts
on wetlands in the planning area.
\^V Groundwater mounding impacts are being further evalu-
ated by WDNR and Donahue & Assoc., Inc. Additional discus-
sion is provided in Chapter 4.
U.S. Department of Commerce, NOAA: (14 February 1984)
(17) The National Ocean Service (NOS) requires 90 days notification of
geodetic control survey mounuments located with the project area which
may require relocation.
Comment noted.
U.S. Department of Transportation, US Coast Guard; (6 March 1984)
(18) The discussion of the project's impacts on the local highway transpor-
tation network is considered to be adequate.
Comment noted.
5-6
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5.3. Correspondence from State and Local Agencies
State of Wisconsin, Dept. of Agriculture, Trade and Consumer Protection:
(15 February 1984)
(19) The irreversible conversion of the Rambow site from prime farmland to
non-farm use for public projects is not in the public's long-term
interest. Additionally, the, Agricultural Impact Statement (AIS)
should be included in the EIS.
The Rambow site will continue in agricultural use since
Walworth/Fontana will use the FPRA surface discharge. The
AIS is included as Appendix B.
State of Wisconsin, Department of Transportation: (1 March 1984)
(20) The proposed project will not have significant adverse impacts upon
transportation interests or concerns.
State of Wisconsin, Department of Industry, Labor and Human Relations:
(30 March 1984)
(21) The Department concurs that where site and soil conditions preclude
installation of replacement septic systems, variances can be granted
for alternative onsite systems. Approval of reduced size systems
based upon water conservation and/or wastewater segregation would be
dependent upon the non-availability of off-lot or cluster type solu-
tions. Oversight of alternative systems by a management district
further justifies this alternative treatment process.
Comments noted. Off-lot and cluster type solutions
would be investigated where there is significant need and
where land is available.
Southeastern Wisconsin Regional Planning Commission; (6 February 1984)
(22) The Commission believes the EIS land application alternative for
Walworth/Fontana is less favorable than the FPRA with discharge to
Piscasaw Creek. Further, EIS delineated sewer service areas are in
direct conflict with recommendations in the Regional Water Quality
Management Plan. EIS provisions for a reduction in wastewater treat-
ment capacity in Lake Geneva based upon reduced sewer service areas is
considered unsound.
The Walworth/Fontana treatment facility will be in
accordance with the FPRA. The Final EIS position on sewer
service areas and treatment capacity is provided in the
response to Comment (1).
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Waiworth County, Park and Planning Commission: (6 February 1984)
(23) The Commission disagrees with the sewer service areas depicted in the
EIS, and expressed concern over the loss of prime farmland if the
Rambow site were to be used for wastewater treatment.
The Rambow site will remain in agricultural use;
Walworth/Fontana will utilize the FPRA. The sewer service
areas are unchanged due to a lack of documented need and the
results of the cost-effectiveness analysis.
Town of Lyons: (12 January 1984)
(24) The Town of Lyons presented a petition of 111 residents expressing
their concern over the impacts of wastewater treatment facilities upon
property values and groundwater quality.
i
Response to concerns for property values were addressed
in response to Comment (15). Groundwater quality is add-
ressed in response to Comment (12).
Town of Walworth; (31 January 1984)
(25) The Town Board is opposed to the use of surface impoundments for
wastewater treatment. The Board expressed concern for loss of farm-
land and potential groundwater quality deterioration due to use of
seepage lagoons at the Rambow site.
Walworth/Fontana wastewater treatment will be the FPRA.
Village of Walworth; (23 January 1984)
(26) By resolution of the Village Board of Trustees, the Village expressed
opposition to the EIS alternative in favor of the FPRA due to loss of
prime farmland and potential deterioration of groundwater quality from
seepage lagoons.
Walworth/Fontana wastewater treatment will be the FPRA.
Geneva Lake Environmental Agency; (21 February 1984)
(27) The Agency agrees that the extension of sewers into areas along the
southeastern shore of Geneva Lake is not cost-effective and may cause
extensive adverse secondary impacts, but the Agency recommends this
area to be included in the sewer service area so that sewer extension
programs could be implemented if on-site systems experience failure.
Comment noted. These comments were also read at the
Public Hearing, Comment (8). Response to the issue of
capacity and sewer service area boundaries is addressed in
the response to Comment (1).
5-8
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Committee to Save Geneva Lake: (20 February 1984)
(28) The Committee expressed concern that, extension of sewers through
areas zoned Conservancy and Agriculture will cause secondary
impacts of pressure for additional residential development, which
would increase residential density and decrease the "quality of
life."
Comment noted. The EIS concurs in this opinion.
Primary environmental designation of conservancy areas would
prevent sewered developments.
5.4. Correspondence from Private Citizens
Mrs. George F. Knowles; (21 February 1984)
(29) Mrs. Knowles objected to the proposed use of seepage cells for Lake
Geneva, suggesting that there are several similar systems in Wisconsin
which have operating problems.
The seepage cell facilities are viable, cost-effective
wastewater treatment units. WDNR has stated that only about
10 similar systems of the 150 operating systems in Wisconsin
have experienced operationl problems.
The Rambow Family: (21 February 1984)
(30) The Rambows expressed opposition to the EIS alternative for Walworth/
Fontana wastewater treatment.
The Walworth/Fontana facility will be the FPRA.
Mr. Stanley Sokoloski; (20 January 1984)
(31) Mr. Sokoloski requests that sewers be extended to Como subdivision.
Comment noted. Sewers are not cost-effective. How-
ever, local government may extend sewers if they feel
there is a need.
Mrs. Eunice G. Sanderson: (22 February 1984)
(32) Mrs. Sanderson opposed the EIS alternative for wastewater treatment at
the Rambow site on the basis of loss of prime agricultural land.
The Walworth/Fontana facility will be the FPRA.
5-9
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Petition of Residents of the Town of Lyons: (9 February 1984)
•-N
(33) Property owners of Lyons oppose the use of seepage lagoons for waste-
water treatment at the intersection of Highways 12 and 50 based upon
the potential impacts of such facility on adjacent property values and
upon groundwater quality.
USEPA Region V, conducted a study in 1982 evaluating
the impact of municipal sludge land application sites upon
adjacent property values compared to similar parcels not
adjacent to land application sites. The study concluded
that there were no statistically significant property value
differences due to the adjacent land application site. The
conclusions of this study are expected to apply equally to
effluent disposal sites since the esthetic annoyances of
odor and visual disturbances are less with effluent disposal
systems than for sludge disposal systems. The WDNR has
concluded that the potential for adverse impacts upon
groundwater quality is minimal due to local hydrogeological
characteristics.
Eleanora Wickstrom: (Transcript of Recorded
Testimony received
9 February 1984)
(34) Ms. Wickstrom is opposed to the use of Big Foot Prairie land for
wastewater treatment, citing high groundwater and the citizens' desire
to construct a treatment plant with discharge to Piscasaw Creek.
The Walworth/Fontana treatment facility will be the
FPRA.
5-10
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5.5. Index to Comments
Person or Agency Comment Number Pagt
Mr. Robert Biebel 1 5-1
Mr. Chuck Holman 2 5-3
Mr. Frank Dammeir 3 5-3
Mr. J. T. Forrester 4 5-3
Mr. Wm. Meudt 5 5-3
Mr. Allen Morrison 6 5-3
Mr. Jerry Palzkill 7 5-4
Mr. Ted Peters 8 5-4
Mrs. Carolyn Rambow 9 5-4
Mr. Fred Ruekert 10 5-4
Mr. John Disabato 11 5-4
Mr. Gilbert Schultz 12 5-5
Mr. Milton Voss 13 5-5
Mrs. Maxine Wartgow 14 5-5
Mr. Art Zabierek 15 5-5
US Department of Interior 16 5-6
US Department of Commerce 17 5-6
US Department of Transportation 18 5-6
State of Wisconsin, Department of
Agriculture, Trade & Consumer Protection 19 5-6
State of Wisconsin, Department of
Transportation 20 5-6
State of Wisconsin, Department of Industry,
Labor and Human Relations 21 5-7
Southeastern Wisconsin Regional
Planning Commission (SEWRPC) 22 5-7
Walworth County 23 5-7
Town of Lyons 24 5-7
Town of Walworth 25 5-8
Village of Walworth 26 5-8
Geneva Lake Environmental Agency 27 5-8
Committee to Save Geneva Lake 28 5-8
Mrs. George F. Knowles 29 5-8
The Rambow Family 30 5-9
Mr. Stanley Sokoloski 31 5-9
Mrs. Eunice G. Sanderson - 32 5-9
Petition from Town of Lyons 33 5-9
Eleanora Wickstrom 34 5-9
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6.0. LIST OF PREPARERS
The Draft Final Environmental Statement (DES and FES) were prepared by
the Chicago Regional Office of WAPORA, Inc., under contract to USEPA Region
V. USEPA and WDNR prepared the DES and published it as a Draft EIS and has
prepared the FES and published it as a Final EIS and has prepared the FES
and publishes it as a Final EIS. The USEPA and WDNR Project Officers and
the WAPORA staff involved in the preparation of the DEIS arid FEIS included:
USEPA
Jack Kratzmeyer
Marilyn Sabadaszka
Ted Rockwell
Greg Vanderlaan
WDNR
Steve Ugoretz
Debra Howard
Mark Williams
Charles Pape
WAPORA, Inc.
Keith Whitenight
Robert France
John Johnson
E. Clark Boli
Ross Pilling
Phil Phillips
J.P. Singh
Gerald Lenssen
James Varnell
Ellen Renzas
Mark Cameron
Project Officer (former)
Project Officer (former)
Project Officer (former)
Project Officer (former)
Bureau of Environmental Impact
Bureau of Environmental Impact (former)
Municipal Wastewater Section
Southeast District Office
Project Administrator
Project Administrator (former)
Project Administrator (former)
Project Administrator (former)
Project Manager, Senior Planner
and Principal Author (former)
Project Manager (former)
Project Engineer (former)
Project Engineer and Principal Author
Project Engineer and Principal Author
Socioeconomist
Socioeconomist
6-1
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WAPORA, Inc.,cont.
Ross Sweeny
Roy Greer
John Laumer
Steve McComas
Linda Gawthrop
Gregg Larson
Andrew Freeman
Judy Dwyer
Lauren Rader
Sharon Knight
Peter Woods
Phil Pekron
Kent Peterson
Rhoda Granat
Zear Meriweather
Delores Jackson-Hope
Donna Madras
Project Engineer
Biologist
Water Quality Scientist
Environmental Scientist
Land Use Planner
Demographer
Demographer
Geographer
Cultural Resources
Cultural Resources and Cartographer
Graphics Specialist
Environmental Scientist
Geologist
Editor
Production Specialist
Production Specialist
Production Specialist
In addition, several subcontractors and others assisted in the prepara-
tion of this document. These, along with their areas of expertise, are
listed below:
o Aerial Survey
USEPA
Vint Hill Farms VA
o Septic Leachate Analysis
K-V Associates
Falmouth MA
6-2
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7.0. GLOSSARY OF TECHNICAL TERMS
Activated sludge process. A method of secondary wastewater treatment in
which a suspended microbiological culture is maintained inside an
aerated treatment basin. The microbial organisms oxidize the complex
organic matter in the wastewater to carbon dioxide, water, and energy.
1 Advanced secondary treatment. Wastewater treatment more stringent than
secondary treatment but not to advanced waste treatment levels.
Advanced waste treatment. Wastewater treatment to treatment levels that
provide for maximum monthly average BOD and SS concentrations less
than 10 mg/1 and/or total nitrogen removal of greater than 50% (total
nitrogen removal = TKN + nitrite and nitrate).
Aeration. To circulate oxygen through a substance, as in wastewater treat-
ment, where it aids in purification.
Aerobic. Refers to life or processes that'occur only in the presence of
oxygen.
Aerosol. A suspension of liquid or solid particles in a gas.
Algae. Simple rootless plants that grow in bodies of water in relative
proportion to the amounts of nutrients available. Algal blooms, or
sudden growth spurts, can affect water quality adversely.
Algal bloom. A proliferation of one species of algae in lakes, streams or
ponds to the exclusion of other algal species.
Alluvial. Pertaining to material that has been carried by a stream.
Ambient air. Any unconfined portion of the atmosphere: open air.
Ammonia-nitrogen. Nitrogen in the form of ammonia (NH ) that is produced
in nature when nitrogen-containing organic material is biologically
decomposed.
Anaerobic. Refers to life or processes that occur in the absence of oxygen.
Anoxia. Condition where oxygen is deficient or absent.
Aquifer. A geologic stratum or unit that contains water and will allow it
to pass through. The water may reside in and travel through innumera-
ble spaces between rock grains in a sand or gravel aquifer, small or
cavernous openings formed by solution in a limestone aquifer, or
fissures, cracks, and rubble in harder rocks such as shale.
Artesian (adj.). Refers to groundwater that is under sufficient pressure
to flow to the surface without being pumped.
7-1
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Artesian well. A well that normally gives a continuous flow because of
hydrostatic pressure, created when the outlet of the well is below the
level of the water source.
Bar screen. In wastewater treatment, a screen that removes large float-
ing and suspended solids.
Base flow. The rate of movement of water in a stream channel that occurs
typically during rainless periods, when stream flow is maintained
largely or entirely by discharges of groundwater.
Bed Rock. The solid rock beneath the soil and subsoil.
Biochemical oxygen demand (BOD). A bioassay-type procedure in which the
weight of oxygen utilized by microorganisms to oxidize and assimilate
the organic matter present per liter of water is determined. It is
common to note the number of days during which a test was conducted as
a subscript to the abbreviated name. For example, BOD indicates that
the results are based on a five-day long (120-hour) test. The BOD
value is a relative measure of the amount (load) of living and dead
oxidizable organic matter in water. A high demand may deplete the
supply of oxygen in the water, temporarily or for a prolonged time, to
the degree that many or all kinds of aquatic organisms are killed.
Determinations of BOD are useful in the evaluation of the impact of
wastewater on receiving waters.
Biota. The plants and animals of an area.
CFS. Cubic Feet per second
Chlorination. The application of chlorine to drinking water, sewage or
industrial waste for disinfection or oxidation of undesirable com-
pounds.
Circulation period. The interval of time in which the density stratifica-
tion of a lake is destroyed by the equalization of temperature, as a
result of which the entire water mass becomes mixed.
Clay. The smallest mineral particles in soil, less than .004 mm in diame-
ter; soil that contains at least 40% clay particles, less than 45%
sand, and less than 40% silt.
Coliform bacteria. Members of a large group of bacteria that flourish in
the feces and/or intestines of warm-blooded animals, including man.
Fecal coliform bacteria, particularly Escherichia coli (E. coli),
enter water mostly in fecal matter, such as sewage or feedlot runnoff.
Coliforms apparently do not cause serious human diseases, but these
organisms are abundant in polluted waters and they are fairly easy to
detect. The abundance of coliforms in water, therefore, is used as an
index to the probability of the occurrence of such disease-producing
organisms (pathogens) as Salmonella, Shigella, and enteric viruses
which are otherwise relatively difficult to detect.
7-2
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Community. The plants and animals in a particular area that are closely
related through food chains and other interactions.
Cultural resources Fragile and nonrenewable sites, districts, buildings,
structures, or objects representative of our heritage. Cultural
resources are divided into three categories: historical, architec-
tural, or archaeological. Cultural resources of special significance
may be eligible for listing on the National Register of Historic
Places.
i
Decibel (dB). A unit of measurement used to express the relative intensity
of sound. For environmental assessment, it is common to use a fre-
quency-rated scale (A scale) on which the units (dBA) are correlated
with responses of the human ear. On the A scale, 0 dBA represents the
average least perceptible sound (rustling leaves, gentle breathing),
and 140 dBA represents the intensity at which the eardrum may rupture
(jet engine at open throttle). Intermediate values generally are: 20
dBA, faint (whisper at 5 feet, classroom, private office); 60 dBA,
loud (average restaurant or living room, playground); 80 DBA, very
loud (impossible to use a telephone, noise made by food blender or
portable standing machine; hearing impairment may result from pro-
longed exposure); 100 dBA, deafening noise (thunder, car horn at 3
feet, loud motorcycle, loud power lawn mower).
Demographic. Pertaining to the science of vital and special statistics,
especially with regard to population density and capacity for expan-
sion or decline.
Detention time. Average time required to flow through a basin. Also
called retention time.
Digestion. In wastewater treatment a closed tank, sometimes heated to 95°F
where sludge is subjected to intensified bacterial action.
Disinfection. Effective killing by chemical or physical processes of all
organisms capable of causing infectious disease. Chlorination is the
disinfection method commonly employed in sewage treatment processes.
Dissolved oxygen (DO). Oxygen gas (0 ) in water. It is utilized in res-
piration by fish and other aquatic organisms, and those organisms may
be Injured or killed when the concentration is low. Because much
oxygen diffuses into water from the air, the concentration of DO is
greater, other conditions being equal, at sea level than at high
elevations, during periods of high atmospheric pressure than during
periods of low pressure, and when the water is turbulent (during
rainfall, in rapids, and waterfalls) rather than when it is placid.
Because cool water can absorb more oxygen than warm water, the con-
centration tends to be greater at low temperatures than at high tem-
peratures. Dissolved oxygen is depleted by the oxidation of organic
matter and of various inorganic chemicals. Should depletion be ex-
treme, the water may become anaerobic and could stagnate and stink.
Drainage Basin. A geographical area or region which is so sloped and
contoured that surface runoff from streams and other natural water-
7-3
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courses is carried away by a single drainage system by gravity to a
common outlet or outlets; also referred to as a watershed or drainage
area.
Drift. Rock material picked up and transported by a glacier and deposited
elsewhere.
Effluent. Wastewater or other liquid, partially or completely treated, or
in its natural state, flowing out of a reservoir, basin, treatment
plant, or industrial treatment plant, or part thereof.
EIS. Enviornmental Impact Statement.
Endangered species. Any species of animal or plant that is in known danger
of extinction throughout all or a significant part of its range.
Epilimnion. The turbulent superficial layer of a lake lying above the
metalimnion which does not have a permanent thermal stratification.
Eutrophication. The progressive enrichment of surface waters particularly
non-flowing bodies of water such as lakes and ponds, with dissolved
nutrients, such as phosphorous and nitrogen compounds, which accele-
rate the growth of algae and higher forms of plant life and result in
the utilization of the useable oxygen content of the- waters at the
expense of other aquatic life forms.
Fauna. The total animal life of a particular geographic area or habitat.
Fecal coliform bacteria. See coliform bacteria.
Floodplain. Belt of low, flat ground bordering a stream channel subject
to periodic inundation.
Floodway. The portion of the floodplain which carries moving water during
a flood event.
Flood fringe. The part of the floodplain which serves as a storage area
during a flood event.
Flora. The total plant life of a particular geographic area or habitat.
Flowmeter. A guage that indicates the amount of flow of wastewater moving
through a treatment plant.
Forbs. Non woody low vegetation species such as composites or legumes.
Force main. A pipe designed to carry wastewater under pressure.
FPRA. Facilities Plan Recommended Alternative.
Gravity system. A system of conduits (open or closed) in which no liquid
pumping is required.
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Gravity sewer. A sewer in which wastewater flows naturally down-gradient
by the force of gravity.
Groundwater. All subsurface water, especially that part in the zone of
saturation.
Holding Tank. Enclosed tank, usually of fiberglass, steel or concrete, for
the storage of wastewater prior to removal or disposal at another
location.
Hypolimnion. The deep layer of a lake lying below the epilimnion and the
metalimnion and removed from surface influences.
Infiltration. The water entering a sewer system and service connections
from the ground through such means as, but not limited to, defective
pipes, pipe joints, improper connections, or manhole walls. Infiltra-
tion does not include, and is distinguished from, inflow.
/
Inflow. The water discharged into a wastewater collection system and
service connections from such sources as, but not limited to, roof
leaders, cellars, yard and area drains, foundation drains, cooling
water discharges, drains from springs and swampy areas, manhole co-
vers, cross-connections from storm sewers and combined sewers, catch
basins, storm waters, surface runoff, street wash waters or drainage.
Inflow does not include, and is distinguished from, infiltration.
Influent. Water, wastewater, or other liquid flowing into a reservoir,
basin, or treatment facility, or any unit thereof.
Interceptor sewer. A sewer designed and installed to collect sewage from a
series of trunk sewers and to convey it to a sewage treatment plant.
Innovative Technology. A technology whose use has not been widely docu-
mented by experience and is not a variant of conventional biological
or physical/chemical treatment.
Lagoon. In wastewater treatment, a shallow pond, usually man-made, in
which sunlight, algal and bacterial action and oxygen interact to
restore the wastewater to a reasonable state of purity.
Land Treatment. A method of treatment in which the soil, air, vegetation,
bacteria, and fungi are employed to remove pollutants from wastewater.
In its most simple form, the method includes three steps: (1) pre-
treatment to screen out large solids; (2) secondary treatment and
chlorination; and (3) spraying over cropland, pasture, or natural
vegetation to allow plants and soil microorganisms to remove addi-
tional pollutants. Much of the sprayed water evaporates, and the
remainder may be allowed to percolate to the water table, discharged
through drain tiles, or reclaimed by wells.
Leachate. Solution formed when water percolates through solid wastes, soil
or other materials and extracts soluble or suspendable substances from
material.
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Lift station. A facility in a collector sewer .. system, consisting of a
receiving chamber, pumping equipment, and associated drive and control
devices, that collects wastewater from a low-lying district at some
convenient point, from which it is lifted to another portion of the
collector system.
Littoral. The shoreward region of a body of water.
Loam. The textural class name for soil having a moderate amount of sand,
silt, and clay. Loam soils contain 7 to 27% of clay, 28 to 50% of
silt, and less than 52% of sand.
Loess. Wind transported sedments derived from fine glacial outwash
materials.
Macroinvertebrates. Invertebrates that are visible to the unaided eye
(those retained by a standard No. 30 sieve, which has 28 meshes per
inch or 0.595 mm openings); generally connotates bottom-dwelling
aquatic animals (benthos).
N
Macrophyte. A large (not microscopic) plant, usually in an aquatic habi-
tat.
Mesotrophic. Waters with a moderate supply of nutrients and no significant
production of organic matter.
Metalimnion. The layer of water in a lake between the epilimnion and
hypolimnion in which the temperature exhibits the greatest difference
in a vertical direction.
Milligram per liter (mg/1). A concentration of 1/1000 gram of a substance
in 1 liter of water. Because 1 liter of pure water weighs 1,000
grams, the concentration also can be stated as 1 ppm (part per mil-
lion, by weight). Used to measure and report the concentrations of
most substances that commonly occur in natural and polluted waters.
Moraine. A mound, ridge, or other distinctive accumulation of sediment
deposited by a glacier.
National Register of Historic Places. Official listing of the cultural
resources of the Nation that are worthy of preservation. Listing on
the National Register makes property owners eligible to be considered
for Federal grants-in-aid for historic preservation through state
programs. Listing also provides protection through comment by the
Advisory Council on Historic Preservation on the effect of Federally
financed, assisted, or licensed undertakings on historic properties.
Nitrate-nitrogen. Nitrogen in the form of nitrate (NO ). It is the most
oxidized phase in the nitrogen cycle in nature iind occurs in high
concentrations in the final stages of biological oxidation. It can
serve as a nutrient for the growth of algae and other aquatic plants.
Nitrite-nitrogen. Nitrogen in the form of nitrite (NO ). It is an in-
termediate stage in the nitrogen cycle in nature. Nitrite normally is
found in low concentrations and represents a transient stage in the
biological oxidation of organic materials.
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Nonpoint source. Any area, in contrast to a pipe or other structure, from
which pollutants flow into a body of water. Common pollutants from
nonpoint sources are sediments from construction sites and fertilizers
and sediments from agricultural soils.
NPDWS. National Primary Drinking Water Standard.
Nutrients. Elements or compounds essential as raw materials for the growth
and development of an organism; e.g., carbon, oxygen, nitrogen, and
phosphorus.
Outwash. Sand and gravel transported away from a glacier by streams of
meltwater and either deposited as a floodplain along a preexisting
valley bottom or broadcast over a preexisting plain in a form similar
to an alluvial fan.
Oligotrophic. Waters with a small supply of nutrients and hence an insig-
nificant production of organic matter.
Ordinance. A municipal or county regulation.
Outwash. Drift carried by melt water from a glacier and deposited beyond
the marginal moraine.
Outwash Plain. A plain formed by material deposited by melt water from a
glacier flowing over a more or less flat surface of large area.
Deposits of this origin are usually distinguishable from odinary river
deposits by the fact that they often grade into moraines and their
constituents bear evidence of glacial origin. Also called frontal
apron.
Oxidation lagoon (pond). A holding area where organic wastes are broken
down by aerobic bacteria.
Percolation. The downward movement of water through pore spaces or larger
voids in soil or rock.
pH. .A measure of the acidity or alkalinity of a material, liquid or solid.
pH is represented on a scale of 0 to 14 with 7 being a neutral state;
0, most acid; and 14, most alkaline.
Piezometric level. An imaginary point that represents the static head of
groundwater and is defined by the level to which water will rise.
Plankton. Minute plants (phytoplankton) and animals (zooplankton) that
float or swim weakly in rivers, ponds, lakes, estuaries, or seas.
Point source. In regard to water, any pipe, ditch, channel, conduit,
tunnel, well, discrete operation, vessel or other floating craft, or
other confined and discrete conveyance from which a substance con-
sidered to be a pollutant is, or may be, discharged into a body of
water.
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Pressure sewer system. A wastewater collection system in which household
wastes are collected in the building drain and conveyed therein to the
pretreapnent and/or pressurization facility. The system consists of
two major elements, the on-site or pressurization facility, and the
primary conductor pressurized sewer main.
Primary treatment. The first stage in wastewater treatment, in which
substantially all floating or settleable solids are mechanically
removed by screening and sedimentation.
Prime farmland. Agricultural lands, designated Class I or Class II, having
little or no limitations to profitable crop production. '
Pumping station. A facility within a sewer system that pumps sewage/
effluent against the force of gravity.
Runoff. Water from rain, snow melt, or irrigation that flows over the
ground surface and returns to streams. It can collect pollutants from
air or land and carry them to the receiving waters.
RSSA. Revised Sewer Service Area. .
Sanitary sewer. Underground pipes that carry only domestic or commercial
wastewater, not stormwater.
Screening. Use of racks of .screens to remove coarse floating and suspended
solids from sewage.
Secchi Disk. A disk, painted in four quadrants of alternating black and
white, which is lowered into a body of water. The measured depth at
which the disk is no longer visible from the surface is a measure of
relative transparency.
Secondary treatment. The second stage in the treatment of wastewater in
which bacteria are utilized to decompose the organic matter in sewage.
This step is accomplished by introducing the sewage into a trickling
filter or an activated sludge process. Effective secondary treatment
processes remove virtually all floating solids and settleable solids,
as well as 90% of the BOD and suspended solids. USEPA regulations
define secondary treatment as 30 mg/1 BOD, 30 mg/1 SS, or 85% removal
of these substances.
Sedimentation. The process of subsidence and deposition of suspended
matter carried by water, sewage, or other liquids, by gravity. It is
usually accomplished by reducing the velocity of the liquid below the
point where it can transport the suspended material.
Seepage. Water that flows through the soil.
Seepage cells. Unlined wastewater lagoons designed so that all or part of
wastewater percolates into the underlying soil.
7-8
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Septic snooper. Trademark for the ENDECO (Environmental Devices Corpora-
tion) Type 2100 Septic Leachate Detector. This instrument consists of
an underwater probe, a water intake system, an analyzer control unit
and a graphic recorder. Water drawn through the instrument is con-
tinuously analyzed for specific fluorescence and conductivity. When
calibrated against typical effluents, the instrument can detect and
profile effluent-like substances and thereby locate septic tank lea-
chate or other sources of domestic sewage entering lakes and streams.
Septic tank. An underground tank used for the collection of domestic
wastes. Bacteria in the wastes decompose the organic matter, and the
sludge settles to the bottom. The effluent flows through drains into
the ground. Sludge is pumped out at regular intervals.
Septic tank effluent pump (STEP). Pump designed to transfer settled waste-
water from a septic tank to a sewer.
Septic tank soil absorption system (STAS). A system of wastewater disposal
in which large solids are retained in a tank; fine solids and liquids
are dispersed into the surrounding soil by a system of pipes.
SSA. Sewer Service Area.
Settling tank. A holding area for wastewater, where heavier particles sink
to the bottom and can be siphoned off.
Sewer, Interceptor. See Interceptor Sewer.
Sewer, lateral. A sewer designed and installed to collect sewage from a
limited number of individual properties and conduct it to a trunk
sewer. Also known as a street sewer or collecting sewer.
Sewer, sanitary. See Sanitary Sewer.
Sewer, storm. A conduit that collects and transports storm-water runoff.
In many sewerage systems, storm sewers are separate from those carry-
ing sanitary or industrial wastewater.
Sewer, trunk. A sewer designed and installed to collect sewage from a
number of lateral sewers and conduct it to an interceptor sewer or, in
some cases, to a sewage treatment plant.
Sinking fund. A fund established by periodic installments to provide for
the retirement of the principal of term bonds.
Slope. The incline of the surface of the land. It is usually expressed as
a percent (%) of slope that equals the number of feet of fall per 100
feet in horizontal distance.
Sludge. The accumulated solids that have been separated from liquids such
as as wastewater.
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Soil association. General term used to describe taxonomic units of soils,
relative proportions, and pattern of occurrence.
Soil textural class. The classification of soil material according to the
proportions of sand, silt, and clay. The principal textural classes
in soil, in increasing order of the amount of silt and clay, are as
follows: sand, loamy sand, sandy loam, loam, silt loam, sandy clay
loam, clay loam, silty clay loam, sandy clay, silty clay, and clay.
These class names are modified to indicate the size of the sand frac-
tion or the presence of gravel, sandy loam, gravelly loam, stony clay,
and cobbly loam, and are used on detailed soil maps. These terms
apply only to individual soil horizons or to the surface layer of a
soil type.
State equalized valuation (SEV). A measure employed within a State to
adjust actual assessed valuation upward to approximate true market
value. Thus it is possible to relate debt burden to the full value of
taxable property in each community within that State.
Stratification. The condition of a body of water when the water is divided
into layers of differing density. Climatic changes over the course of
the seasons cause a lake to divide into a bottom layer and surface
layer, with a boundary layer (thermocline) between them. Stratifica-
tion generally occurs during the summer and again during periods of
ice cover in the winter. Overturns, or periods of mixing, generally
occur once in the spring and once in the autumn. This "dimictic"
condition is most common in lakes located in middle latitudes. A lake
which stratifies and mixes more than twice per year is defined as
"polymictic".
Threatened species. Any species of animal or plant that is likely to
become endangered within the foreseeable future throughout all or a
significant part of its range.
Till. Unsorted and unstratified drift, consisting of a heterogeneous
mixture of clay, sand, gravel, and boulders, that is deposited by and
underneath a glacier.
Trickling filter process. A method of secondary wastewater treatment in
which the biological growth is attached to a fixed medium, over which
wastewater is sprayed. The filter organisms biochemically oxidize the
complex organic matter in the wastewater to carbon dioxide, water, and
energy.
Topography. The configuration of a surface area including its relief, or
relative evaluations, and the position of its natural and raanmade
features.
Unique farmland. Land, which is unsuitable for crop production in its
natural state, that has been made productive by drainage, irriga-
tion, or fertilization practices.
Wastewater. Water carrying dissolved or suspended solids from homes,
farms, businesses, and industries.
7-10
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Water quality. The relative condition of a body of water, as judged by
a comparison between contemporary values and certain more or less
objective standard values for ^biological, chemical, and/or physical
parameters. The standard values usually are based on a specific
series of intended uses, and may vary as the intended uses vary.
Watershed. The region drained by or contributing water to a stream, lake,
or other body of water.
Water table. The upper level of groundwater that is not confined by an
upper impermeable layer and is under atmospheric pressure. The upper
surface of the substrate that is wholly saturated with groundwater.
WDNR. Wisconsin Department of Natural Resources.
Wetlands. Those areas that are inundated by surface or ground water with a
frequency sufficient to support and under normal circumstances does or
would support a prevalence of vegetative or aquatic life that requires
'saturated or seasonally saturated soil conditions for growth and
reproduction.
WWTP. Wastewater Treatment Plant.
7-11
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8-3
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APPENDIX A
CORRESPONDENCE RECEIVED PERTAINING TO
DRAFT ENVIRONMENTAL IMPACT STATEMENT
GENEVA LAKE AREA, WALWORTH COUNTY, WISCONSIN
-------
United States Department of the Interio
OFFICE OF ENVIRONMENTAL PROJECT REVI
175 WEST JACKSON BOULEVARD r,
CHICAGO, ILLINOIS 60604
ER-84/50 . March 5, 1984
Mr. Valdas V. Adamkus
Regional Administrator
U.S. Environmental Protection Agency
230 South Dearborn Street
Chicago, Illinois 60604
Dear Mr. Adamkus :
The Department of the Interior has reviewed the draft environmental statement
on the wastewater treatment facilities, Geneva Lake Area, Walworth County,
Wisconsin.
General Comments
Known mineral resources in the study area are limited to sand and gravel.
Figure 3-4 shows 12 gravel pits within the planning area. Both construction
alternatives would require the conversion of one gravel pit to developed
land use. Owing to the number of gravel pits identified in this area, the
loss of one pit probably would not adversely impact gravel availability.
The statement should evaluate in a more quantitative manner the probable
amount of mounding that would occur under the land application sites and
the probable off site ground-water impacts. Perching effects of low-per-
meability layers that are currently above the water table should be included
in the analysis. Both vertical and horizontal permeabilities should be
used and the probable directions of resultant ground-water gradients should
be determined.
The Geneva Lake-Lake Como study area includes four outdoor recreation areas
that were acquired and/or developed with Land and Water Conservation Fund
(LWCF) assistance. These are:
Big Foot Beach State Park (Project No. 55-00052)
Stone Tract, Lake Como (Project No. 55-00432)
Woelky Tract, Lake Como (Project No. 55-01478)
Cobb Park, City of Lake Geneva (Project No. 55-00915)
Development of new wastewater treatment facilities or modification of
currently existing facilities which might adversely affect these areas should
be avoided. If the proposed project will use any land from these recreation
areas, compliance with Section 4(f) of the Department of Transportation Act
and with Section 6(f) of the LWCF Act, as amended, must be accomplished.
Section 6(f) provides that no property acquired or developed with assistance
under this section shall, without the approval of the Secretary of the
A-l
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Interior, be converted to other than public outdoor recreation uses. It
also requires the substitution of converted lands with other recreation
properties of at least equal fair market value and of reasonably equivalent
usefulness and location.,
I
The National Park Service is designated by the Secretary of the Interior to
consider approval of Section 6(f) conversion requests upon submission through
the State Liaison Officer for Outdoor Recreation. In Wisconsin this official
is Mr. Paul N. Guthrie, Jr., Director, Office of Intergovernmental Programs,
Wisconsin Department of Natural Resources, Box 7921, Madison, Wisconsin
53707.
We believe the draft statement generally presents an adequate discussion of
alternatives and project related environmental effects. However, we believe
the final statement could be strengthened relative to the assessment of
primary and secondary effects on wetlands in the planning area. The following
specific comments detail those areas in need of strengthening.
Specific Comments
Pages 4-6 The draft statement indicates that a loss of wetland wildlife
habitat may occur from wastewater collection system construction in
the right-of-way along Highway H. The final statement should include
more detailed information on habitat to be lost including; wetland
type; presence of state rare or threatened plant species; and need
for a Federal Section 404 permit. Specific mitigative measures
to be proposed for the system construction should be addressed
in Section 4.3.1.
Pages 4-43 The discussion of wetland resources lacks specific information to
support the statement that ". . . Local, County, and State ordinances
effectively limit filling of wetlands for residential development."
We believe this needs to be validated by discussing in detail the
various approaches to be utilized. In addition, there is no mention,
throughout the draft statement, of the Section 404 permit program.
The Section 404 program generally protects wetlands above the
ordinary high water mark, where state and local regulations, histori-
cally, have been weak or non-existent. Since the "EIS Alternative"
would also allow for small management districts to address the
wastewater issue (Executive Summary, xiii), the specific wetland
management ordinances for guiding wastewater planning and managing
onsite wastewater systems in the unsewered portions of the revised
sewer service areas should be addressed fully. In our view, this
is important given the high degree of overlap between unsewered
areas (Figure 2-6) and wetlands (Figure 3-6) within the planning
area.
We appreciate the opportunity to provide these comments.
Sincerely yours,
Sheila Minor Huff
Regional Environmental Officer
A- 2
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UNITED STATES DEPARTMENT OF COMMERCE
National Oceanic and Atmospheric Administration
Washington. D.C. 20230
OFFICE OF THE ADMINISTRATOR
February 14, 1984
Mr. Valdas V. Adamkus
Regional Administrator
Environmental Protection Agency
Region V
230 South Dearborn St.
Chicago, Illinois 60604
Dear Mr. Adamkus:
This is in reference to your draft environmental impact statement on the
wastewater treatment facilities for the Geneva Lake area, Walworth County,
Wisconsin. Enclosed are comments from the National Oceanic and Atmospheric
Administration.
Thank you for giving us an opportunity to provide comments which we hope
will be of assistance to you. We would appreciate receiving four copies of the
final environmental impact statement.
Sincerely,
/Joyce M. Wood
Chief, Ecology and
Conservation Division
Enclosure
JMW:das
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UNITED STATE3 DEPARTMENT OF COMMERCE
National Oceanic and Atmospheric Administration
NATIONAL OCEAN SERVICE.
Washington, D.C. 20230
February 8, 1984
M/MB2x5:VLS
TO:
FROM:
SUBJECT:
PP2 - Joyce Wood
N - Paul M. Wolffcfx/.
(t&4>
DEIS 8401.06 - "
Lake Area, Wai
Treatment Facilities for the Geneva
iounty, Wisconsin
The subject statement has been reviewed within the areas of the National
Ocean Service's (NOS) responsibility and expertise, and in terms of the impact
of the proposed action on NOS activities and projects.
Geodetic control survey monuments may be located in the proposed project
area. If there is any planned activity which will disturb or destroy these
monuments, NOS requires not less than 90 days' notification in advance of such
activity in order to plan for their relocation. NOS recommends that funding
for this project include the cost of any relocation required for NOS
monuments. For further information about these monuments, please contact
Mr. John Spencer, Chief, National Geodetic Information Branch (N/CG17), or
Mr. Charles Novak, Chief, Network Maintenance Section (N/CG162), at 6001
Executive Boulevard, Rockville, Maryland 20852.
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US Deportment /StSSSi Commandant Washington, DC 20593
of Transportation IfSm United States Coast Guard pna0neSymbo1 G-WP- 1
UnitedStates
Coast Guard
07
Mr. Marian D. Hirt
Chief, Environmental Impact Section
5 WFI-12
Region V
U.S. Environmental Protection Agency
230 South Dearborn St.
Chicago, Illinois 60604
Dear Mr. Hirt:
The concerned operating administrations and staff of the Department of
Transportation have reviewed the EIS for EPA Wastewater Treatment Facilities,
Geneva Lake Area, Walworth Co., Wisconsin.
The Federal Highway Administration offered the following comments:
"On page 3-78 the STH 120 work referenced is now scheduled to start in
1984. On page 3-79, it should be noted the installation of the 'concrete
median barrier and resurfacing of 1-94 in Kenosha County was completed in
1983. Also, the preparation of a draft EIS for the upgrading of STH 50
between Lake Geneva and 1-49 is currently underway.
The discussion on the project's impacts on the local highway
transportation network is considered to be adequate".
The opportunity to review this Environmental Impact Statement is appreciated.
L.
Sincerely,
W. R. RIEL
Chief, Planning and Evaluation Staff
By direction of Commandant
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State of Wisconsin
DEPARTMENT OF AGRICULTURE, TRADE & CONSUMER PROTECTION
February 15, 1984
La Verne Ausman
Secretary
801 Wail Badger Root}
P.O. Box S9II
Madison. Wisconsin 53706
Mr. Harlan D. Hirt, Chief
Environmental Impact Section
US-EPA, Region V
230 S. Dearborn Street
Chicago, IL 60604
Re: Draft Environmental Impact Statement
Wastewater Treatment Facilities
For the Geneva Lake Area
Walworth County, Wisconsin
Dear Mr. Hirt:
The following comments are offered on behalf of the DATCP concerning the DEIS
for the Geneva Lake Area wastewater treatment facilities:
1. Department staff agree with the conclusion on page 4-9 that the loss of the
Rambow site "would represent a significant, long-term, adverse impact," but
are skeptical that the mitigative measures proposed in section 4.3 would
"in large part reduce the significance of these impacts," as suggested in
the text. The areas of Piano silt loam soils located in and adjacent to
Walworth which are large enough to accommodate the proposed, reduced-size
seepage lagoon facility are all rated as capability class I, prime farm-
land. Within the Village of Walworth, these sites are actively farmed.
Outside the Village of Walworth these sites are zoned for exclusive agri-
cultural use. So long as a seepage lagoon system is proposed on Piano silt
loam soils, the precedent of permanently removing prime farmland from
agricultural use remains.
For all those reasons stated in the Agricultural Impact Statement for this
project, it is believed that the irreversible conversion of prime farmland
to nonfarm use for public projects is not in the public's long-term best
interests if feasible alternatives to the use of prime farmland exist. The
department is all the more concerned when the land in question is class I,
actively farmed, and zoned or designated for exclusive agricultural use.
EPA staff are reminded of EPA policy to protect environmentally significant
agricultural lands, established in 1978. In a letter from Douglas M.
Costle to EPA assistant administrators, regional administrators and office
directors, dated September 8, 1978, it is stated:
EPA declares its policy to protect, through the administration
and implementation of its programs and regulations, the
Nation's environmentally significant agricultural lands from
irreversible conversion to uses which result in their loss as
an environmental or essential food production resource.
(page 5)
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Mr. Harlan D. Hirt
February 15, 1984
Page 2 .
Specific project decisions involved in the planning, design
and construction of sewer interceptors and treatment facili-
ties shall consider farmland protection. They' shall ensure
farmland protection unless no technically or economically
feasible alternatives of lesser environmental consequences
can be implemented, (page 6)
We believe this to be a responsible EPA policy which should be enforced
with respect to this project.
2. References to site owners' participation in the Wisconsin Farmland Preser-
vation Program are accurate, but descriptions of the program on pages xxi,
3-43 and 4-8 are inaccurate.
3. The statement is made on pages xxi and 4-8 that the class 1-1 soils on the
Rambow site "represent less than 1% of the most valuable soils in the State
of Wisconsin." It would be more accurately stated that capability class I
soils have the fewest limitations for farming of any soils in the nation,
and represent less than 1% of the state's land area.
4. The department understands the circumstances which resulted in the AIS
being printed as a separate addendum to the DEIS. We are concerned, how-
ever, that there was no mention made in the DEIS that the AIS is a part of
that document. Furthermore, the AIS addendum was not distributed with the
main text of the DEIS at the public hearing in Walworth. We trust that the
AIS will be incorporated into the final EIS, possibly as an appendix.
Thank you for the opportunity to comment.
Sincerely, Sincerely,
'/
Carol S. Olson ./James A. Johnson
Agricultural Impact Analyst Director
Bureau of Land Resources Bureau of Land Resources
AGRICULTURAL RESOURCE MANAGEMENT DIV. AGRICULTURAL RESOURCE MANAGEMENT DIV.
CSO/JAJ/T3/2/D4
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State Of Wisconsin \ DEPARTMENT OF IRANS'PORTATION
March 1, 1984
BUREAU OF ENVIRONMENTAL
AND DATA ANALYSIS
4802 Sheboygan Avenue
P.O. Box 7916
Madison, WI 53707-7916
Mr. Harlan D. Hirt, Chief
Environmental Impact Section
U.S. Environmental Protection
Agency, Region V
230 South Dearborn Street
Chicago, IL 60604
Attn: 5WFI-12
Mr. Harlan:
We have reviewed the Draft Environmental Impact Statement on the Wastewater
Treatement Facilities for the Geneva Lake Area of Walworth County,
Wisconsin. It is our determination that the proposed project would not have
significant adverse effects upon our transportation interests or concerns.
We recommend, however, that you coordinate your activities which would be in
or across State Trunk Highway right of way with:
H. Shebesta, Director
Division of Transportation Districts
P.O. Box 149
141 N.W. Barstow Street
Waukesha, WI 53187
(414) 548-5902
Whenever your activities would be in or cross the right of way of municipal,
township or county transportation facilities, you should coordinate with the
appropriate officials in those levels of government.
Thank you for the opportunity to review and comment on this Draft
Environmental Impact Statement.
Cynthia A. Morehouse
Director
JBN: 50301841
cc: H. S. Druckenmiller, DNR
Trans. Dist. #2
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State of Wisconsin \ Department of Industry, Labor and Human Relations
March 30, 1984
SAFETY & BUILDINGS DIVISION
Bureau of Plumbing
201 East Washington Avenue
P.O. Box 7969
Madison, Wisconsin 53707
Mr. Harlan D. Hirt, Chief
Environmental Impact Section
5WFI-12, USEPA Region V
230 South Dearborn St.
Chicago, IL 60604
Dear Mr. Hirt:
Plan Identification No. 84-00960
Re: Draft Environmental Impact Statement
Wastewater Treatment Facilities
Geneva Lake Area, Walworth County, WI
Please be informed that we have reviewed the pertinent subject matter and have
the following comments.
We concur that where site and soil conditions preclude installation of
replacement septic systems that are code complying, certain variances can be
granted to allow use of the best available solution, in order to avoid more
widespread use of holding tanks. We also agree that a relatively high level
of expertise is needed to determine these beest available solutions, and that
oversight by a management district would further justify this alternative.
However, prior to allowing reduced sizing based on maximum water conservation
and/or wastewater segregation, we would need rigorous assurance that off-lot
or cluster type solutions are not available.
In reference to the 21 failing systems that have been identified to date, all
interested parties should be aware that section ILHR 83.03 (3) of the
Wisconsin Administrative Code allows a maximum time period of one year for
correction. Other references to H 63 in the Statement should read ILHR 83.
The reference on page 2-113 to a 3% limit on mounds for new construction
should read 30 per county to reflect the 1982 revision to s. 145.022 (3) of
the Wisconsin Statutes. We are unable to locate Section 2.7.4., as
referenced on page 2-158, and the reference on that page to Section 2.4.5
should read 2.5.4.
Sincerely,
^Ag&^/
-y*vs --- • ~_~f£y
dames Sargsnl^
''Director S
JS:ks
cc: Mark Williams, DNR
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DILHR-SBD-6423 (N. 04/81)
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KWB/RPB/ib 310-100
H0106-B
2/6/84
STATEMENT FOR PUBLIC HEARING
ON THE DRAFT ENVIRONMENTAL IMPACT STATEMENT FOR WASTEWATER
TREATMENT FACILITIES IN THE GENEVA LAKE AREA
Big Foot High School
Village of Walworth
7:30 p.m.
MY NAME IS ROBERT P. BIEBEL AND I AM THE CHIEF ENVIRONMENTAL ENGINEER FOR THE
SOUTHEASTERN WISCONSIN REGIONAL PLANNING COMMISSION. I AM APPEARING ON BEHALF
OF THE COMMISSION TO COMMENT ON THE DRAFT ENVIRONMENTAL IMPACT STATEMENT FOR
WASTEWATER TREATMENT FACILITIES IN THE GENEVA LAKE AREA.
IN 1979, THE REGIONAL PLANNING .COMMISSION COMPLETED A REGIONAL WATER QUALITY
MANAGEMENT PLAN WHICH HAS SUBSEQUENTLY BEEN ADOPTED BY THE COMMISSION, THE
WISCONSIN DEPARTMENT OF NATURAL RESOURCES, AND THE U.S. ENVIRONMENTAL PROTEC-
TION AGENCY. THAT PLAN, WHICH CONSIDERED THE BEST MEANS OF PROVIDING FOR THE
ABATEMENT OF BOTH POINT SOURCES AND NONPOINT SOURCES OF SURFACE WATER POLLU-
TION IN SOUTHEASTERN WISCONSIN AND TO THE EXTENT PRACTICABLE PROVIDE "FISHABLE
AND SWIMMABLE" SURFACE WATERS, INCLUDES SPECIFIC RECOMMENDATIONS FOR SEWAGE
TREATMENT FACILITIES AND FOR AREAS TO BE PROVIDED WITH PUBLIC SANITARY SEWER
SERVICE IN THE GENEVA LAKE AREA.
THE COMMISSION STAFF HAS REVIEWED THE SUBJECT ENVIRONMENTAL IMPACT STATEMENT
WITHIN THE CONTEXT OF THE REGIONAL WATER QUALITY MANAGEMENT PLAN AND WITH
REGARD TO THE SEWAGE TREATMENT FACILITY PLANNING WHICH HAS BEEN ONGOING BY THE
LOCAL UNITS OF GOVERNMENT FOR THE LAST SEVEN YEARS. BASED UPON THAT REVIEW,
THE COMMISSION STAFF HAS TWO CONCERNS WHICH WE WISH TO ADDRESS HERE TODAY.
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THE FIRST CONCERN FOCUSES ON THE TYPE OF TREATMENT PROCESS WHICH IS TO BE
INCLUDED IN THE NEW FACILITY TO SERVE THE VILLAGES OF WALWORTH AND FONTANA.V
THE REGIONAL PLAN SPECIFICALLY STATES THAT THE PROPOSED WALWORTH/FONTANA PLANT
MAY INCLUDE EITHER A .LAND APPLICATION TREATMENT PROCESS FACILITY, SUCH AS
INCLUDED IN THE ENVIRONMENTAL IMPACT STATEMENT ALTERNATIVE, OR A PROCESS PRO-
\
VIDING ADEQUATE TREATMENT PRIOR TO DISCHARGE TO PISCASAW CREEK AS RECOMMENDED
IN THE LOCAL FACILITY PLANS. THE REGIONAL PLAN FURTHER RECOMMENDS THAT PHOS-
PHORUS REMOVAL BE PROVIDED IN THE PLANT DESIGN SHOULD THE PISCASAW CREEK DIS-
CHARGE ALTERNATIVE BE CHOSEN. WHILE THE'REGIONAL PLAN PROVIDES FOR EITHER OF
THESE TWO TREATMENT ALTERNATIVES, THE COMMISSION STAFF BELIEVES THAT A REVIKW
OF THE PUBLIC PARTICIPATION ELEMENT OF THE LOCAL FACILITY PLANNING PROCESS, .AS
WELL AS THE PRIME AGRICULTURAL LAND IMPACTS AND IMPLEMENTATION CONSIDERATIONS
CLEARLY INDICATE THAT THE LAND APPLICATION ALTERNATIVE IS LESS FAVORABLE THAN
THE ALTERNATIVE WHICH PROVIDES FOR DISCHARGE TO PISCASAW CREEK. LOCAL OFFICIALS
EVALUATED ALL OF THE APPROPRIATE FACTORS, INCLUDING MONETARY COSTS, IN ARRIVING
AT THEIR DECISION TO RECOMMEND A PLANT WHICH DISCHARGES TO PISCASAW CREEK.
THE COMMISSION STAFF BELIEVES THAT DECISION WAS A SOUND ONE. IT IS ACCORDINGLY
RECOMMENDED THAT THE ENVIRONMENTAL IMPACT STATEMENT BE REVISED TO MORE FULLY
REFLECT THE PUBLIC PARTICIPATION ELEMENT OF THE LOCAL FACILITY PLANNING AS
WELL AS THE IMPLEMENTABILITY PROBLEMS WHICH SURELY WOULD OCCUR SHOULD THE
LOCAL UNITS OF GOVERNMENT BE REQUIRED TO ADOPT THE LAND APPLICATION ALTERNATIVE.
THE SECOND CONCERN WHICH THE COMMISSION STAFF WISHES TO RAISE RELATES ,TO THE
APPARENT INDICATION IN THE ENVIRONMENTAL IMPACT STATEMENT THAT THE EXTENT OF
THE PUBLIC SANITARY SEWER SERVICE AREA SHOULD ESSENTIALLY BE LIMITED TO THE
AREAS PRESENTLY SEWERED. THE ALTERNATIVE SET FORTH IN THE EIS AS MOST COST
EFFECTIVE PROVIDES FOR CONTINUED LONG TERM RELIANCE ON ONSITE SEWAGE DISPOSAL
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SYSTEMS FOR ALL OF THE PRESENTLY UNSEWERED AREAS WITHIN THE GENEVA LAKE AREA.
THE EIS ALTERNATIVE ALSO PROVIDES FOR A REDUCTION IN SEWAGE TREATMENT PLANT
CAPACITIES DUE TO THIS REDUCTION IN SERVICE AREA. THE EIS ALTERNATIVE IS
BASED-UPON THE CONCLUSION THAT A COMBINATION OF CONVENTIONAL SEPTIC SYSTEMS,
MOUND SYSTEMS, AND HOLDING TANKS CAN BE USED TO ECONOMICALLY/SERVE ALL OF THE
UNSEWERED AREAS OVER THE NEXT 20 YEARS. THE COMMISSION STAFF HAS CONCLUDED
THAT IMPLEMENTATION OF THIS ALTERNATIVE WOULD BE UNSOUND FOR THE FOLLOWING
REASONS:
1. THE EIS CONCLUSIONS WITH REGARD TO THE EXISTING PROBLEMS AND LONG TERM
VIABILITY OF ONSITE SYSTEMS APPEAR TO BE OVERLY OPTIMISTIC. BASED
UPON THE COMMISSION STAFF'S REVIEW OF THE MATERIAL IN THE LOCAL FACIL-
ITY PLANS AND THE EIS, THE POTENTIAL PROBLEMS APPEAR TO BE MORE SEVERE
' THAN THE EIS HAS INDICATED. THERE ARE AREAS WHERE, AS PROBLEMS DO
DEVELOP, NO ON'SITE ALTERNATIVE EXCEPT A HOLDING TANK WILL BE VIABLE.
ELIMINATING THE POTENTIAL TO PROVIDE PUBLIC SEWERS TO SOME AREAS COULD
CREATE A SEVERE PUBLIC HEALTH HAZARD AND CONTRIBUTE TO THE DEVALUATION
OF PROPERTY. IN THIS REGARD, IT IS IMPORTANT TO CLARIFY IN THE EIS THE
LIMITATIONS WHICH EXIST FOR UPGRADING OR REPLACING EXISTING SYSTEMS
UNDER THE PRESENT STATE AND COUNTY REGULATIONS.
2. THE COMMISSION DOES NOT REGARD THE USE OF ONSITE SEWAGE DISPOSAL
SYSTEMS AS A PERMANENT SOLUTION TO THE SANITARY WASTE DISPOSAL PROBLEMS
ASSOCIATED WITH URBAN DEVELOPMENT. EVEN UNDER RELATIVELY GOOD SOIL
CONDITIONS, SYSTEMS FAIL OVER TIME AND MUST BE REPLACED. IN MANY
CASES—PARTICULARLY WHERE OLDER, SMALLER LOT SUBDIVISIONS ARE INVOLVED
—ONSITE SOIL ABSORPTION SYSTEM REPLACEMENT IS PRECLUDED. ACCORDINGLY,
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CENTRAL1ZED SANITARY SEWERS SHOULD NOT BE PRECLUDED AS A SOLUTION TO
EXISTING ONSITE SEWAGE DISPOSAL PROBLEMS AND TO ACCOMMODATING NEW
URBAN DEVELOPMENT.
,3. THE EIS CONCLUSION THAT THE DEVELOPMENT OF PUBLIC SANITARY SEWERS
COULD RESULT IN ADVERSE SECONDARY IMPACTS BY STIMULATING DEVELOPMENT
IN AREAS UNSUITED FOR SUCH DEVELOPMENT IS NOT SOUND. IN SOUTHEASTERN
WISCONSIN, ONCE A SOUND SANITARY SEWER SERVICE AREA REFINEMENT STUDY
IS DONE—AS THE COMMISSION PROPOSES TO DO WORKING WITH THE LOCAL UNITS
OF GOVERNMENT CONCERNED—THE POTENTIAL FOR SUCH ADVERSE IMPACTS IS NOT
REAL SINCE ALL SEWER EXTENSIONS MUST BE REVIEWED FOR CONFORMANCE WITH
A SOUND SEWER SERVICE AREA PLAN APPROVED BY THE WISCONSIN DEPARTMENT
OF NATURAL RESOURCES. IT IS OUR UNDERSTANDING THAT THE LAKE GENEVA
COMMUNITIES ARE WILLING TO PREPARE SUCH PLANS WHICH WILL PRECISELY
ESTABLISH THE LIMITS OF THE SERVICE AREAS AND PREVENT SIGNIFICANT
UNPLANNED POPULATION GROWTH AND WHICH WILL PROVIDE FOR PROTECTION OF
ALL ENVIRONMENTALLY SENSITIVE AREAS. ACCORDINGLY, SECONDARY ENVIRON-
MENTAL IMPACTS ARE NOT AN ISSUE.
4. TEE COST FOR PROVIDING THE CAPACITY TO SEWER THE AREAS PROPOSED TO BE
SEWERED IN THE LOCAL FACILITY PLANS IS ONLY MARGINALLY LARGER—ABOUT 7%
—THAN THE COST TO PROVIDE THE CAPACITY NEEDED FOR ONLY THE EXISTING
SERVICE AREA. THE TREATMENT FACILITY DESIGN CAPACITIES SET FORTH IN
THE ENVIRONMENTAL IMPACT STATEMENT ALTERNATIVE DO NOT PROVIDE ANY
FLEXIBILITY FOR GROWTH. IN SOME CASES THESE DESIGN FLOWS ARF ALREADY
REACHED DURING PEAK SUMMER MONTHS.
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5. THE EIS PLANNED SEWER SERVICE AREA DOES NOT REFLECT THE LOCAL COMMUNITY
PLANS FOR URBAN DENSITY DEVELOPMENT. IN SOME CASES SEWERS ARE ALREADY
DESIGNED BEYOND THE LIMITS OF THE EIS PLANNED SERVICE AREA.
6. THE COST ANALYSIS DEVELOPED IN THE EIS ALTERNATIVE SHOULD BE RECON-
SIDERED BY ASSUMING THAT THE TRUNK AND COLLECTION SEWERS NEEDED FOR
SOLVING ONSITE SEWAGE DISPOSAL NEEDS WILL NOT BE CONSTRUCTED UNTIL
SUCH TIME AS THE NEED ARISES. THUS, THE ONLY INITIAL COST DIFFERENCE
BETWEEN THE EIS ALTERNATIVE AND THE FACILITY PLAN ALTERNATIVE IS A
MODEST INCREMENTAL TREATMENT PLANT COST. THE DEVELOPMENT OF SEWERS
FOR EACH UNSEWERED AREA WILL BE EVALUATED AS NEEDS ARISE.
7. THE PLANNED SEWER SERVICE AREAS AS DELINEATED UNDER THE ENVIRONMENTAL
IMPACT STATEMENT ALTERNATIVE ARE IN DIRECT CONFLICT WITH RECOMMENDA-
TIONS CONTAINED IN THE ADOPTED REGIONAL WATER QUALITY MANAGEMENT PLAN.
IN VIEW OF THE ABOVE, THE COMMISSION STAFF RECOMMENDS THAT THE ENVIRONMENTAL '
IMPACT STATEMENT BE REVISED TO MORE FULLY CONSIDER THE ALTERNATIVE RECOMMENDED
IN THE ADOPTED REGIONAL WATER QUALITY MANAGEMENT AND LOCAL FACILITY PLANS WITH
REGARD TO SEWER SERVICE AREAS AND TREATMENT PLANT DESIGN CAPACITIES. IT
SHOULD BE RECOGNIZED THAT THE SEWER SERVICE AREAS WOULD THEN BE REFINED BY THE
LOCAL COMMUNITIES WORKING WITH THE COMMISSION IN DEVELOPING A PROPOSED SANITARY
SEWER SERVICE AREA REFINEMENT THAT WOULD SPECIFICALLY IDENTIFY THE LANDS WHICH
WOULD NOT BE SEWERED FOR ENVIRONMENTAL PROTECTION REASONS. IT WOULD THEN BE
POSSIBLE TO PROVIDE SEWER SERVICE TO UNSEWERED AREAS AS NEEDS ARISE. THIS
FLEXIBILITY IN MEETING THE PLANNED DEVELOPMENT AND POTENTIAL PROBLEMS WITH
EXISTING DEVELOPMENT IS IMPORTANT.
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IN CONCLUSION, THE COMMISSION RECOMMENDS THAT THE EIS BE REVISED TO MORE FULLY
TAKE INTO ACCOUNT THE PUBLIC PARTICIPATION AND IMPLEMENTATION PROBLEMS REGARD-
ING THE LAND APPLICATION ALTERNATIVE FOR THE WALWORTH/FONTANA SEWAGE TREATMENT
PLANT. IN ADDITION, IT IS RECOMMENDED THAT THE EIS BE REVISED IN SUCH A
MANNER AS TO NOT PRECLUDE THE EXTENSION OF PUBLIC SANITARY SEWERS TO EXISTING
AND PROPOSED URBAN DEVELOPMENT IN THE GENEVA LAKE AREA WITHIN THOSE AREAS
IDENTIFIED IN THE REGIONAL AND LOCAL PLANS FOR SUCH SERVICE. FINALLY, THE EIS
SHOULD BE REVISED TO CALL FOR ADEQUATE TREATMENT CAPACITIES TO ACCOMMODATE
THESE NEEDS.
THANK YOU FOR THE OPPORTUNITY TO COMMENT ON THIS ENVIRONMENTAL IMPACT STATEMENT.
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Halumrtlt fltomttg
Planning, Zoning and
Sanitation Office
Courlhouie Annex - Box 1007
Elkhorn, Wiicont.n 53121
TELEPHONE:
414/723-3344
Clbfjorn, &i*eon*m 53121
February 6, 1984
Mr. Harlan D. Hirt
Chief, Environmental Impact Section
U.S. Environmental Protection Agency
Region V
230 South Dearborn Street
Chicago, IL 60604
Dear Mr. Hirt:
The Walworth County Park and Planning Commission staff has
reviewed the Draft Environmental Impact Statement completed
by your agency and the Wisconsin Department of Natural Resources
for the Lake Geneva area, Walworth County, Wisconsin in
January of 1984 and at this time would like to make the
following comments:
1. It appears that the Environmental Impact Statement (EIS)
eliminates a number of large presently unsewered develop-
ments from the originally identified sewer service area
for the entire Lake Geneva region. If this is the case
it seems that future sewered development outside of
existing municipal boundaries is unlikely. Also this
seems to rule out future sewer extensions to large
unsewered residential areas (i.e. Lake Como, the Robinson-
Hillside, Academy Estates, and Trinke Estates subdivisions)
all noted as having poor soils for on-site waste disposal
systems. Even though new innovations in the area of
on-site waste systems have made it possible to eliminate
many septic system failures in the Lake Geneva area, for
many homeowners near the lake area the best solution is
still hooking up to a municipal sewage treatment system.
It should be noted that even with the recent downturn in
the nations economy the greater Lake Geneva area is still
experiencing substantial pressure for development. This
pressure is expected to increase in the future.
Not to recognize these existing problems by so drastically
Walworth County is ap Equal Opportunity Employer
A-16
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page 2
scaling down future sewer service areas seems short
sighted in our opinion.
2. The commission has gone on record as opposing the
proposed subregional aerated lagoon for the Villages
of Fontana, and Walworth, Wisconsin to be located on an
80 acre parcel of farmland owned by Donald and Faith
Rambow located Southwest of the Village of Walworth
in the east J of the northwest i of section 28 in the
Town of Walworth, Wisconsin.
The parcel is part of a 280+ acre family farm operation
and currently provides the principal means of support
for three families. The Rambows grow corn, oats, soy-
beans and hay as cash crops and for livestock use arid
milk about 40 cows. ,
The 80 acre parcel in question is well drained, prime
farmland which is used exclusively as cropland. The
loss of this 80 acres would be equivilent to the loss
of the acreage needed to feed the Rambows0 entire dairy
herd. It would mean the loss of nearly 45% of the
Rambows1 owned land or 25% of their owned and rented
land.
It should be noted that in the past a number of these
aerated type lagoon systems have failed. The most
recent case would be an aerated lagoon type system con-
structed for Cambellsport, Wisconsin. Reliance on this
yet unproven technology could result in possible ground-
water contamination.
We would appreciate your consideration of these above mentioned
objections.
Allen Morrison, Chairman
WALWORTH COUNTY PARK
AND PLANNING COMMISSION
AM: jc
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TOWN OF LYONS
OFFICE OF TOWN CLERK
Town of Lyons - - Lyons, Wisconsin 53148
January 12, 1984
Environmental Impact Section
230 South Dearborn St.
Chicago, II. 60604
Gentlemen: Attention--Harlan D. Hirt, Chief
This is to advise you that the Town Board at its January 9th,
1984, Regular Town Board Meeting wishes to express its
opposition to the establishment of a sewage treatment
facility for the City of Lake Geneva in the NE 1/4 Sec. 31
and the NW 1/4 of Sec. 32 in the Town of Lyons or at any
other place within the Town which will conflict with the
already established residential, agricultural, and
recreational uses of the Town.
Further, we have a petition that was filed with us on
June 11, 1983, containing about seventy-five signatures
which reads as follows« We believe it is the obligation
of the Town Board and the Park and Planning Commission
to preserve and maintain residential property values
and water and air quality for the residents of the Town.
If this project is to be considered further, it is then
the obligation of the City of Lake Geneva to provide
surrounding property owners and/or residents with an
environmental impact statement showing the short and
long range effects of this open pit sewage treatment
facility on our drinking water, the air we breathe, the
wildlife in the area,, and the quality of life in the
future.
Respectfully submitted,
TOWN OF LYONS
Richard Reich, Chairman
" /
Fred W. Ehlen, Supervisor No. 1
William R. M^ftgold, Supervisor No. 2
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Gown of IDalworth
Route 1
WALWORTH, WISCONSIN 53184
January 31, 1984
U.S. Environmental Protection Agency
Region V
230 South Dearborn St.
Chicago, IL 60604
Attn.: Harlan D. Hirt
Environmental Impact Section 5WFI-12
Dear Sir,
At the request of a local citizens group the Walworth Town Board at
its regular monthly meeting restated their position as stated last
June (1983) in regard to aerated lagoons, seepage beds, or sewer ponds
in the Town of Walworth.
The Town Board is strongly opposed to such ponds. We feel that in.
addition to wasting irreplaceable farm land and damaging priceless
good will between the communities involved, that there, is sufficient
controversy and disagreement among the so-called experts to cause
this Board deep concern as to the actual safety of our underground
water system. In regard to all of this we find it difficult to under
stand why the continuing pursuit of this method by certain agencies
when there are other options available.
Very truly yours,
James Van Dreser
Chairman
Town of Walworth
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VILLAGE OF WALWORTH
WALWORTH COUNTY, WIS.
RESOLUTION 84-1
WHEREAS, the Village of Walworth Board of Trustees, as
lead agency for a joint sewer study for a Step One Facility Plan,
which has investigated several wastewater management alternatives
for the Villages of Walworth, Fontana and Williams Bay on the
west side of Lake Geneva, and the City of Lake Geneva and Lake
Como on the east side of Lake Geneva, as well as the unsewered
areas which surround Lake Geneva; and,
WHEREAS, Donohue and Associates, Inc., professional engineers,
assisted in the preparation of all necessary scientific and engineer-
ing data required to properly evaluate the wastewater management
alternatives which would be host suited to the area; and,
WHEREAS, Archeoloqical Consulting and Services, archeological
consultants, also assisted Donohue and Associates, Inc. in the
preparation and investigation of all necessary scientific data
required to properly evaluate several wastewater management alternatives;
and,
WHEREAS, Donohue and Associates, Inc., engineers, did submit a
final draft Geneva Lake Facilities Plan, Volume 2 Treatment Alternatives,
West Planning Area 1983; and,
WHEREAS, the Villages of Walworth and Fontana have formed a joint
subregional committee to explore the alternatives for wastewater
management and review the final draft of the Geneva Lake Facilities
Plan, Volume 2 Treatment Alternatives, West Planning Area 1983; and,
WHEREAS, the Villages of Walworth and Fontana, after extensive
investigation on their own behalf, did unanimously adopt the Geneva
Lake Facilities Plan, Volume 2 Treatment Alternatives, West Planning
A-20
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Area 1983; and, l
WHEREAS this final draft sets forth a recommended alternative
for wastewater management which consists of treatment
in- an oxidation ditch, secondary treatment to a clarifier
followed by sand filtration and ultraviolet disinfection and a
final discharqe of effluent to surface water, (Piscasaw Creek); and,
WHEREAS, as required by federal and state regulations, a draft
Environmental Impact Statement (EIS) was prepared by the Environmental
Protection Agency, assisted by WAPORA and the Wisconsin Department
of Natural Resources, 1984; and,
WHEREAS, the Village of Walworth hereby stresses the importance
of the adoption of the Facilities Plan Recommended Alternatives set
forth in the EJS draft for the Wastewater Treatment Facilities for
the Geneva Lake Area, W.-ilworth County, Wisconsin, 1984; and,
WIIERUAii, the Vil l.iqc of W.ilworth after extensive investigation
which has included the examination of other high-rate soil absorption
systems in the State of Wisconsin and the State of Minnesota, arrived
at the following conclusions: many systems in both states are
flawed and malfunctioning, a few have had complete failures, and
the State of Minnesota is considering a temporary ban on any new
soil absorption systems,which findings help the Village conclude
that the EIS recommended alternative or any other alternative recommend-
ing soil absorption would be unacceptable for our community because
of it's shortsightedness and possible long-term devastating conse-
quences;
NOW, THEREFORE, BE IT RESOLVED, that the Village of Walworth
Board of Trustees does hereby express unequivocally it's opposition
i /
to the EIS alterantive and stresses the importance of the approval
of the FPRA set forth in the EIS draft dated January, 1984, by EPA
A-21
-------
and WDNR, and wishes to set forth it's following objections to the
EIS alternative:
1. Land application seepage cells which use high-rate
soil absorption for effluent have been pioven faulty
in our area and remain suspect presently.
2.' The loss of any prime agricultural land on the prairie
remains as an unacceptable solution because it remains
as a nonreplaceable commodity.
3. The risk of contamination to our pure drinking water,
and also the service are consequences which could
possibly cause irreverisble damage to our ground water.
4. Last, but not least, we cannot risk short-term
advantages which claim to be cost effective but
ultimately could become capital intensive if failure
occurs due to the lack of a sufficient data base and
known recent failures.
Adopted this 23rd day of January, 1984
Village President
- c
I (KAJLXH-^ /^fi trt^-
Village ClerkOf
A-22
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HIGHWAY 67
P.O. BOX 190
FONTANA, Wl. 53125
PHONE 1-414-275-6310
FONTANA
LAKE GENEVA
LINN TOWNSHIP
WALWORTH TWP.
WILLIAMS BAY
February 21, 1984
Mr. Harlan D. Hirt
Chief, Environmental Impact Section
REGION V, U.S. ENVIRONMENTAL PROTECTION AGENCY
230 S. Dearborn Street
Chicago, IL. 60604
RE: Comments pertaining to the draft EIS Wastewater Treatment Facilities
for the Geneva Lake Area, Walworth County, Wisconsin, SWF1-12
Dear Mr. Hirt:
The Geneva Lake Environmental Agency was established over ten years
ago to manage Geneva Lake and its watershed.
We have been involved in facilities study since the mid-1970*s.
Much of our water quality data was used in the facilities study as well
as in the EIS. The Agency has reviewed the EIS and would like to comment
on some of the recommendations presented in the EIS, specifically on the
Sewer Service Area.
- We agree that, at this time, the extension of sewers into unsew-
ered areas is perhaps not the best solution to existing problems
in these areas.
- We agree that the cost-effectiVeness of sewer extension into un-
sewered area may not be acceptable to the residents of these areas
nor to the civil subdivision in which these areas are located.
- We also agree that the secondary impacts of extending sewers into
these areas could, and probably will, result in more environmental
damages than the sewer extension would in itself abate.
- However, we disagree with the EIS's assessment of the seriousness
of the problem from failing on-site systems of Geneva Lake's South
shore, specifically the Southeastern shore.
- We feel that the problem of failing septic systems and the result-
ing water quality degradation is greater than one is led to believe
from reading the EIS.
A-23
-------
Mr. Harlan D. Hirt, U.S.E.P.A.
February 21, 1984
Page Two
We feel this way in ^iew of the:
* groundwater quality data
* seasonal bacteria data
* seasonal stream water quality data
* age of systems
* type of data
* lot size
We also feel that, based upon those issues, the potential for
future failure and water quality degradation is also greater than
presented in the EIS.
- The seriousness of the problem may be relative only to Geneva
Lake, yet it is one of the areas of most concern on Geneva Lake.
We feel that an active stance on water pollution, rather than a
reactive response by its residents, has retained this lake's high
water quality over the years.
- We feel the problem is serious enough to do something now with
visions toward the future. Alternative methods should be tried now
with the most promising being one of the various innovative alter-
nate systems for small communities and rural areas.
- These alternatives will still require a time and dollar commitment
by the local units of government and the residents. It will also
require a combined effort by both.
- Even though sewers for the Southeastern shore of Geneva Lake may not
be the best solution for the problems found in that area at this
time, we still feel that the area should be included in the Sewer
Service Area. We feel this way because if, down the road 10-15 years,
the alternative recommendations do not come to be or prove to be un-
successful in abateing the water quality problems, the option of
sewers will still exist. It will exist without having to deal with
plant design, facilities study amendment and the associated time and
money loss.
We thank you for your consideration.
/
Sincerely,
Theodcre W. Pet
Director
GENEVA LAKE ENVIRONMENTAL AGENCY
TWP/hm
cc: Franklin Walsh
A-24
-------
THE COMMITTEE TO
SAVE GENEVA LAKE
P.O. BOX 356 • FONTANA, WISCONSIN 53125 • PHONE 414/248-0328
DIRECTORS
John R. Anderson, President
Bob YoungqulBt, V. President
Kevin Waldeck, Sec./Tres.
Armen Avedlslan
Norman Barry
Jack Tower
William Turner
February 20, 1984
Mr. Marian D. Hirt
Chief, Environmental Impact Section
Environmental Protection Agency
230 South Dearborn Street
Chicago, Illinois 60604
RE: EIS STATEMENT
Dear Mr. Hirt:
With concern The Committee To Save Geneva Lake has followed the
progress of the studies of the Wastewater Treatment Facilities for
the Geneva Lake area.
The Committee has a number of concerns centered around this issue.
Good water quality and the monitoring of it is an ongoing prime
concern of ours as it is of the residents of this area. The
quality of waters is affected naturally by the amounts of untreated
discharge emitted into the ground water. These polluting particles
•are a part of nature as well as man made. Therefore the need to
lower the numbers by controlling the man made pollutants is a
necessary factor.
Extending sewer lines to area that have none, as you point out is
one manner through which man tries to controll the quality of the
waters. There are definitely good effects of properly controlled
sewerage. However, too much of a good thing can have a bad effect.
The Committee is concerned with the amount of mass sewerage proposed
for this area.
It is realistic to have proper capacity built into the Waste
Water Treatment Plants should onsite systems totally fail in the
far future. However,to extend the lines to the areas now endangers
the density figures that are now realistic for present land use.
Much of the lands now unsewered are zoned Conservancy and Agriculture
'These are prime park and farm lands whose natural state enhances
A-25
-------
the beauty of the area. They are a continual reminder of the
strong quality of life that land owners strive to maintain.
/
As pointed out in the studies, population could increase by the
year 2005 upwards of 90% should mass extension of sewers go into
affect. If there is excess capacity for future expansion built
into this plan and no assurance that there will not be a push
past boundaries set we then find a situation where the extension
o'f sewer pipes to unsewered areas would have adverse effects on
the area. Such extension of sewers will definitely affect
residential density which will have a detrimental effect on the
lake. As residential density increases it is generally noted that
the "quality of life" decreases, which then affects the quality
of the lake. With all of this in mind we feel there are realistic
alternatives to this that can both help maintain the quality of
the water and the level of density in the area.
In closing, this is a serious and delecate problem that must be
looked at from all aspects before a final decission is made.
Look at the immediate as well as the future. Look at the affects
your decisions will have on the water, the land and the residents.
Sincerely,
Pam Carper
Executive Director
A-26
-------
February 21, 1984
" ADM'Y
United States Environmental
Protection Agency
Region V (Water Division)
230 South Dearborn St.
Chicago, IL 60604
Attnt Valdas V. Adamkus
Regional Administrator
Dear Mr. Adamkus: \
Reply Reft 5FWI-12
REj Wastewater Treatment Facilities
for Geneva Lake Area, Waiworth
County, Wisconsin
After attending meetings, reading articles and reviewing the Draft
Environmental Impact Statement for the above referenced project, I have
come to one conclusion. It is not the environment or the health
considerations that any of our governmental agencies from city, county, state
to federal are concerned about, it's MONEY.
It was brought out at the public meeting on the Draft EIS that the wastewater
treatment problem in the Geneva Lake area has been under study for some five
to seven years.
Had proven methods of wastewater treatment been installed even three to four
years ago, the cost Would have been appreciably less due to inflation alone.
The costs of all the studies, site evaluations, Draft Environmental Impact
Statement, D.N.R. participation, Local municipality engineering costs must
be at an astronomical figure after all these years. These costs could have
come to an end several years back and the DOLLARS put to constructive use in
building efficient wastewater treatment plants.
Now, however, the prime consideration is "COST EFFECTIVENESS", no matter what
the people want; the same people who will have to live with the facility and wil]
have to pay for it.
Why is the U.S. Environmental Protection Agency and the Wisconsin Dept. of
Natural Resources pushing the seepage cell concept when according to the
article on Seepage Cell Failures in the Feb. 16, 1984 issue of the Lake Geneva
Regional News, Minnesota, Michigan, Ohio, Indiana and Illinois do not allow new
seepage cell construction.
We apparently already have many problems in Wisconsin with these systems; even
in Fontana, a community covered in the subject Draft EIS,
XV
A-27
-------
PAGE -2-
February 21, 1984 Reply Attni 5WFI-21
In my opinion, complete treatment at a wastewater treatment plant is the
only sane solution and the only plan that is fair to future generation.
Let's hope the decisions that are made on the type of wastewater facilities
to be constructed in the Geneva Lake area are based on sound proven
treatment practices and not on real estate deals and "Cost Effective"
considerations.
Yours very truly,
Mrs. George F. Knowles
Rt. #3 Box 6035
Hwy 50 East
Lake Geneva, WI 531^7
CCi Wisconsin Department of Natural Resources, Madison, WI
Editor - Lake Geneva Regional News, Lake Geneva, WI
Chuck Coleman, State Representative, Madison, WI
A-28
-------
Save the Prairie
1, ^ox 175
'Walworth Hi
Peb 21, 1984
Mr. Harlan Hirt
Shiaf, environmental Impact Section, 5WFI-12
230 So. Dearborn St.
Chicago, 111. 60604
Dear Mr. Hirt,
We thank you for the opportunity to address our thoughts
about rapid infilltration disposal on the Big Foot Prairie.
Our serious concerns take this.form. We wish to note:
1. A 34-" crude oil pipeline transverses that parcel. Natural gas
lines are in other parcels. We feel the crude oil pipeline poses
a hazard to construction, complication to design and possible problem
if groundwater mounding would occur no matter what easements are obtained,
2.Wisconsin as of Thurs., 2/23/84 has a Groundwater Bill that promises
to apply stringent monitors to any groundwater contributors such as
seepage cells. Also private wells will now be protected from con-
tamination. Federal standards, we're told, will probably be adopted.
3. Hambow site ati most other village-contiguous sites are within 1 mile
of failing Kikkoman absorption ponds. Note enclosed data with chlorides
in 860 rag/1, 720 mg/1 area and nitrates of 16 m./l, 17 mg/1, etc.
4. Prime farmalnd should be be raped and destroyed this way. It is
a nonrenewable jewel, like the lake and groundwater and should be
nutured and given life. (I'm a city girl and I understand it and I'M
'sure many KLJA people do, too.)
5.People and government do not want seepage cells. Note earlier
petitions with 360 names and village government resolutions, and word
of Township government, SEWRPC, DNH WW Rx Div.
6. Region 5 says no to seepage cells. See state data enclosed.
7. JtfPA calls it "failed technology" and will be studying rapid
infilltration along with a few other problem "technologies." See
enclosed.
8.DN R's White Paper and its getting ready to ban seepage cells
as a failing system. Have you read it? Enclosed are some additional
failures .
Sincerely yours,
A-29
-------
r '•
MINNESOTA^
ILLINOIS '
INOlANA
TTIII-- MICHIGAN^
'V ^i/ O"10'
^•Kf* WISCONSIN'
JOHN R. KELLEY P.E.
U.S. ENVIRONMENTAL PROTECTION AGENCY
REGION tf- -
230 SOUTH DEARBORN ST. '
CHICAGO. ILLINOIS 60604
<312) 353-2^6 A-30
-------
&PCA CONSTRUCTION GRANTS MEMORANDUM
PAQE
As a result of the aforementioned concerns
o"f cost-effectiveness, hydraulic failure]
and ground water impacts, we are deferring'
"friture action on all previously approved
high rate soil, absorption system facilities
plans until a re-evaluation of ground water
^ **- *_ • ^ • A. " -1 "^^^^""^^"
__ hyHrauljr suitability and COSt-
effectiveness has been completed. —•
l municipa_l_ities with previously
high rate sjiil absorption system facilities
plans should contact the Technical Review
Section aj. soon 'as jossible to re-evaluate
the recommended alternative. To perform
this review, in most cases soils and hydro-
* geological data will be required which may I
I take several months to perform and may be \
(constrained to a specific season of the
year (such as spring high ground water).
In that extensive re-evaluation may be
required with associated delay, previously
approved high rate soil absorption system
projects will not be placed on future
construction grant project lists until this
work is approved.
We understand the concern that this delay
will cause to municipalities. However, we
believe that the benefits of obtaining
environmentally sound, cost-effective
wastewater treatment systems dictates that
this approach be followed.
If you have further questions concerning
this, please contact John E. Hensel at
296-7213.
STUDY OF FINANCIAL
AID OPTIONS COMPLETE
A report prepared for the MPCA has been
completed by Peat, Marwick, Mitchell 6
Company in association with the Government
Research Center of the Municipal Finance
Officer Association, Donohue and Asso-
ciates, and Briggs and Morgan Law Firm.
The final report, dated October 1, 1983, is
entitled "Evaluation of Alternative State
Aid and Other Programs for Financing Con-
struction of Municipal Wastewater Treatment
Facilities".
The report analyzes the existing status of
the construction needs in Minnesota, the
fiscal health of Minnesota cities and
identifies State financing -program alterna-
tives. Several options involving bond
guarantees, loans and directed State grants
were closely evaluated.
This information will be used by the Agency
staff, the Agency Board Members and a
Citizens Construction Grants Task Force to
consider possible State financial aid
programs for municipalities in order to
comply with the July 1988 deadline for
compliance with effluent quality standards.
This will obviously be a topic receiving
attention by the 1984 Legislature as well
as the realization of the reduced Federal
share (from 75% to 55%) as the approaching
1988 deadline begins to come into focus.
More on this topic will follow ip future
CGM editions.
UPDATE ON WPC 34
WPC 34 was finalized in October 1984. You
may request copies from the office listed
below. Indicate that you want a Session
Law copy of 6 MCAR 4.8034, Rule for the
Administration of the Minnesota State Water
Pollution Control Fund and federal grant
funds allotted to Minnesota, Chapters 115
and 116. There will be a nominal fee for
the information.
Minnesota Department of Administration
State Register & Public Documents Div.
Central Services Bureau
117 University Ave.
St. Paul, Minnesota 55155
(612) 296-3000
1984 DRAFT MUNICIPAL PROJECT LIST
The Public Notice for the 1984 Draft Muni-
cipal Project List (MPL) was nailed on
October 6, 1983.
Grantees that are currently on the draft
list should review the dollar amounts
associated with the project. If the amount
is incorrect, promptly send written notifi-
A-31
-------
Minnesota
Pollution
Control
Agency
NOVEMBER 1983
Volume 42
CONSTRUCTION GRANTS MEMORANDUM
70: CONSULTING ENGINES fIS
FHOM: CONSTRUCTION QUANTS PROQHAU UANAQER
TOPICS
HIGH RATE SOIL
ABSORPTION SYS-
TEM
STUDY OF FINANCIA
AID OPTIONS
UPDATE ON WPC 34
1984 DRAFT
MUNICIPAL PROJ-
ECT LIST
CONSTRUCTION IN
SPECTION
ON-SITE EVALUA-
TIONS
GRANTS AWARDED
PROPOSED AGENCY
PERMIT RULES
NEW REQUIREMENTS
AND GUIDELINES
FOR START-UP
CERTIFICATIONS
/
NEW EMPLOYEES
ROTATING BIOLOGI-
CAL CONTACTOR
SEMINAR
NATIONAL AWARD
GIVEN
X"HIGH
C
RATE SOIL ABSORPTION SYSTEM
FACILITIES PLAN APPROVAL
There is increasing concern about ground water impacts and hydrau-
lic failure of large drainfields/mounds, rapid infiltration systems-
and other high rate disposal systems which discharge wastewater
effluent to ground water.
Research and study by University, Federal and State officials have
expressed concern in several areas;
4
1) Ability of high rate soil absorption systems to physically
accept all water on a long term basis.
2) Possibility of ground water Bounding from high discharge
volumes which could interfere with system operation/ perfor-
mance.
3) Possiblity of ground water and associated well contamination (
resulting from discharge of high volumes of such potential l
pollutants as nitrogen.
Soils and ground water studies have recently been required to
evaluate soil and hydrogeological characteristics of these high
rate soil absorption systems. In instances where adverse ground
water impacts are anticipated, either a variance from WPC 22,
"Classification of Underground Waters of the State and Standards
for Waste Disposal" or water well replacement nay be required.
V.
" When the environmental and cost impacts of high rate soil absorp-
tion systems are fully considered, other treatment alternatives
such as stabilization ponds, spray irrigation or sand filtration
nay be cost-effective.
TECHNICAL KCVfW KCTWt
6. W*9»«t CM*/
tr. 9%M9usr, QperttMa/rnM* (A*
T.
DIRECTORY
(9W 3»G-Sat
QUANTS SECTION
OlAAdOTO* CM>f
& Mcjrv. Admta.
of
193B Wool County Aootf +3
tails
A-32
-------
Illinois Knvironmental Protect ion A^i'iu-v 2200 Chun-hill Road. Springfield II. <>_>7ij<>
217/782-0610
Seepage Lagoons
February 14, 1984
Carolyn Rainbow
Route 1, Box 175
Wai worth, Wisconsin 63184
Dear Ms. Rainbow:
The following 1s a summary of our telephone conversation of
January 31, 1984 and February 9, 1984.
The Agency does not normally allow seepage lagoons as a means of
wastewater treatment within the State. Soil conditions In most areas of
Illinois are not conducive to this type of treatment.
We have approved the use of this type of system as a rehabilitation
project for unsuccessful conventional lagoon project, where the existing
lagoons were leaking and no groundwater Impact was noted.
If you have any questions concerning the above, please contact Mr. LI am
McDonnell of my staff at the address or telephone number herein.
Very truly yours,
Thomas G. McSwIggln, F
Manager, Permit Section
Division of Water Pollution Control
TGM:LM:dks/266d, 7
cc: Records
A-33
-------
STATEr
INDIANA
STATE BOARD OF HEALTH
AN EQUAL OPPORTUNITY EMPLOYER
February 3, 1984
INDIANAPOLIS
Address Reply to:
Indiana State Boaid of Health
1330 West Michigan Soeei
P.O. Box 1964
Indianapolis. IN 46206
Ms. Carolyn Rainbow
Route 1, Box 175
Walworth, WI 53184
Dear Ms. Rainbow:
Re: Ground Absorption Systems
This letter is to substantiate the information discussed with
Chuck Flowers of my staff via a phone call February 2, 1984. The State
of Indiana does not issue permits for the disposal of wastewaters via
"ground absorption systems" if there is any danger of contaminants or
toxics being present which would degrade groundwater supplies. This
would prohibit most industrial and municipal use of such systems.
Operational permits for such systems have been Issued in the past and
tentatively could be reissued but only for water known to be innocuous
and free of pollution (such as noncontact cooling waters). Rule 4
of Regulation 330 IAC 3.1, a copy of which is enclosed, describes the
criteria and procedures by which such permits are issued. If you have
any questions, please contact Chuck Flowers at 317/633-0749.
Very .truly yours,
irry J.iRa)ie, Chief
Permits Section
Division of Water Pollution Control
ICF/jb
Enclosure
A-34
-------
February 10, 1984
Mrs. Carolyn Rambow
Route 1, Box 175
Walworth, Wisconsin 53184
Dear Mrs. Rambow:
Director Maynard has asked me to respond to your February 3, 1984, letter
concerning the use of high adsorption ponds for the treatment of municipal
sewage in Ohio.
A review of our records and discussions with knowledgeable agency personnel
Indicates that Ohio does not have any facilities of the type 1n which you are
Interested being used for municipal wastewater treatment.
The successful operation of a facility of this type, commonly called a rapid
infiltration system, 1s dependent on many conditions. Some of these are:
type of soil, percolation rate, depth to groundwater, movement and quality of
groundwater, topography, and underlying geologic formations. In addition, the
proximity to urban areas and land requirements can Influence the selection of
this type of treatment.
I believe that the unavailability of sites with proper combinations of the
above condition has precluded the use of rapid infiltration systems in Ohio.
I trust this Information will be useful to you.
Very truly yours,
Andrew Turner, Ph.D., P.E.
Chief
Division of Hater Pollution Control
ATrtw
0003p/9
State of Ohio Environmental Protection Agency
361 E. Broad St.. Columbus. Ohio43216-1049. (614) 466-6565
A-35
-------
department of water, air and waste management
February 1, 1984
Ms. Carolyn Rambow
Route 1, Box 175
Walworth, WI 53184
Dear Ms. Rambow:
This letter Is in response to your recent inquiry regarding this agency's
requirements for permitting infiltration basins or seepage cells for treatment
and disposal of wastewater in the State of Iowa.
To my knowledge no such system has ever been approved in Iowa and we would view
such a system with a great deal of apprehension. This position is based on
Iowa's dependence on shallow aquifers as a major source of water supply for its
population. The potential for contamination of these aquifers outweigh possible
benefits of such treatment systems. This is especially true when there are
other acceptable treatment and disposal alternatives available.
This agency's position 1n this matter should not be construed as a total condem-
nation of infiltration basins. Given local conditions, these systems may be
acceptable. We just do not feel these conditions are present in Iowa.
If you should have any other questions regarding this matter please feel free to
contact me at (515) 281-8911.
Sincerely,
FIELD SERVICES DD
T1mothy
-------
.13"
4(J VASE ARCH
M XT it » .4 IM />
" CREEK, WISCOfiSIN S3 154 • 4599
LABORATORY REPORT
¥83-5730
8/15/83
]
KJKKOMAN FOODS INC.
P.O. BOX 69
WALWORTH, WI 53181
NORV NAGAOKI
METHOD:
0*1 IKSIVtD
7/29/83
•*v*«
o»n eoucno
7/28/83
KUUtf
WELL WATER (GRAB)
ACCOUN1
MUMMt
#608
*£*
STANDARD METHODS. APHA, 15th EDITION, 1980.
/ *j METHODS FOR CHEMICAL ANALYSIS OF WATER AND WASTE. EPA.
TEST METHODS FOR THE EVALUATION OF SOLID WASTE. PHYSICAL,
VERBAL
1979.
CHEMICAL METHODS. EPA, 1980.
v
*83-5730
WELL #1
SAMPLE
PARAMETER
NITROGEN AMMONIA -0,01
NITROGEN
83-5731
WELL #2
SAMPLE
-0,01
83-5732
WELL #3
SAMPLE
-0,01
83-5733
WELL #1
SAMPLE
-0,01
^83-5731
WELL #5
SAMPLE
-0,01
Y NITRITE-NITRATE
NITROGEN KJELDAHL
ORGANIC NITROGEN
B.O.D. 5-DAY -~
CCHLORIDE
pH 6.
TOTAL DISSOLVED
SOLIDS
ALKALINITY
16
0,2
0.2
18
33
8ai7°c
510
310
11
0,1
0.1
11
6.8317~'(T
180
290
3.0
0,7
0,7
550
~~7.0317°C "
1,200
280
1.0
0,6
0,6
-1
710
1,500
360
"~ 0.5
0,5
-1
'C 6,9al7*C
630
320
'LAB I.D, NUMBERS
A (-) SIGN DENOTES A 'LESS THAN* VALUE,
BG
VAJriUNITS ARE EXPRESSED AS:
X2UV
-------
OAK CREEK, WISCONSIN S3154 - 4599
LABORATORY REPORT
KJKKOMAN FOODS INC,
p.o, BOX.69
WALWORTH, WI 53184
ATTN: -MI NO NAGAOKA
(BFERENCE AAETHOO:
f^
SAJKfU HMH
WELL WATER
ACCOUNT XUMMB
VERBAL
STANDARD METHODS. APHA. 15»h EDITION, 1980.
METHODS FOR CHEMICAL ANALYSIS OF WATER AND WASTE, EPA, 1979.
ST METHODS FOR THE EVALUATION OF SOLID WASTE. PHYSICAL. CHEMICAL METHODS. EPA. 1980.
PARAMETER
NITROGEN AMMONIA
»83-%24
0,09
#2
•83-4925
-0,01
»83-4926
0,12
#4 #5
*83-4927 *83-4928
0,86 0,92
^JjTTRltE)
NITROGEN KJELDAHL
ORGANIC NITROGEN
B.O.D.-5-DAY
15
-0,1
-0,1
19
12
-0.1
-0,1
12
1,5
1,5
1,38
10
1,3
1.8
0,94
6,1
&
0,93
-0,1
14
CHLORIDE
pBT24°C
23
16
6,6
ALKALINITY
230
6,8
510
270
1700
270
1700
220
620
350
A (-) SIGN DENOTES A 'LESS THAN* VALUE,
(*) LAB I.D, NUMBER,
PVt
•AU UNITS ARE EXPRESSED AS:
B&G/l DPPM
^O MG/KC
-------
764.7005
CREEK. WISCONSIN 53154 • 4599
LABORATORY REPORT
#83-7010
KIKKOMAN FOODS
P.O. BOX 69
WALWORTH, WI. 53184
NAGAOKI
METHOD:
9/1/83
atncouiop
8/29/83
WELLWATER (GRAB)
#608
VERBAL
STANDARD METHODS, APHA, ISih EDITION, 1980.
JfJ METHODS FOR CHEMICAL ANALYSIS OF WATER AND WASTE, EPA,
D TEST METHODS FOR
1
PARAMETER •#83-7010
NITROGEN
AMMONIA -0.01
(NITROGEN \
,(NITRITE/V
INlTRATE) 17
Vx _..---
NITROGEN
KJELDAHL 0.34
TOTAL
ORGANIC
NITROGEN 0.34
B.O.D. -
5 DAY -4
^CHLORIDE 23
PH 8 10°C 7.2
TOTAL
DISSOLVED
SOLIDS 520
TOTAL
ALKALINITY 300
•LAB ID REPORT NUMBERS
THE EVALUATION OF
2
•#83-7011
-0.01
16
0.57
0.57
16
7.2
450
280
A / \
•AU UNITS Att EXPRESSED AS: " * '
Jfuan. "DPW*
AC 'O MG/KG
SOLID WASTE, PHYSICAL
•#83-7012
-0.01
1.1
0.81
0.81
110
7.2
1200
240
SIGN DENOTES A
oAs/fa"?
1979.
CHEMICAL METHODS. EPA. 1980.
4
•#83-7013
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1.1
11
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7.2
1500
/340\
"LESS THAN" VALUE.
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•#83-701
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-0.1
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320
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2 4 1984
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A-42
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PETITION
We, the undersigned, being residents and/or property owners in the Town of
Lyons, Walworth County, Wisconsin, hereby petition the Town Board of the Town
of Lyons, the Park and Planning Commission for Walworth County, and the City
Council of the City of Lake Geneva to take the necessary action to insure
proper land use and development on lands now in the Town of Lyons.
Specifically, we oppose the establishment of a sewerage treatment facility
for the City of Lake Geneva in the NE 1/4 of Sec. 31 and the NW 1/4 of Sec. 32
in the Town of Lyons or at any other place within the Town which will conflict
with the already established residential, agricultural, and recreational uses,
of the Town.
Further, we believe it is the obligation of the Town Board and the Park and
Planning Commission to preserve and maintain residential property values and
water and air quality for the residents of the Town. If this project is to be
considered further, it is then the obligation of the City of Lake Geneva to
provide surrounding property owners and/or residents with an environmental
impact statement showing the short and long range effects of this open pit
sewerage treatment facility on our drinking water, the air we breathe, the
wildlife in the area, and the quality of life in the future.
The above Petition was signed by 111 local residents. It was submitted as
part of the testimony presented by Mr. Arthur M. Zabierek on behalf of himself
and other property owners in Lyons Township at the Lake Geneva Draft Environ-
mental Impact Statement public hearing held at Big Foot High School, Walworth,
Wisconsin on February 9, 1984.
A-43
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Recorded Testimony submitted at the Public Hearing
I am Eleanora Wickstrom, residing on Prairie View Road in Walworth Township.
The farm where I live was acquired by my father in the fall of 1916. I have
almost 70 years of relationship with this area. I have served as Walworth
Township Assessor and know in detail the value of its land the improved property
the economic persuits of the residents and the overall topography of the Town.
Further, I have always been on top of the events as a local news correspondent
for 3 dailies and a weekly newspaper.
Big Foot Prairie lies to a large degree in the south half of the Town, and in
some degree in the west half. The prairie runs west from Highway 14 South to
the Walworth/Sharon Town Line for 3 miles and about 3 1/2 miles north from the
Illinois/Wisconsin State Line to Highway 14 northwest and occupies about 9 1/2
land sections, or about 6,100 acres. A soil survey of Walworth County by the
United States Department of Agriculture and the University of Wisconsin in 1970
shows the soil types of land from the prairie. In most instances, the prevail-
ing soil is a black silt-loam with a gravelly substrata. In 1976, a groundwater
resources and geological study of Walworth County was made by the U.S. Depart-
ment of the Interior in cooperation with the Wisconsin Geological and Natural
History Survey. That report reveals the depth of soil from the surface to the
sand and gravel aquifer from which prairie residents draw their water for do-
mestic and livestock use. At the east end of the prairie the depth frtim soil
surface to the aquifer is 30 feet. At the west end it is only 10 feet from the
surface to the water table.
Over the year I have known when the water table at the west end of our farm has
been at the surface. Aerated lagoons as contemplated to be built in the north
half of Section 28 would have little soil for filtration before being a part of
the sand and gravel aquifer, the source of water for residents for domestic and
livestock use.
If you were to pick a prairie site for an aerated lagoon in picking Big Foot
Prairie, you could not have been more dead wrong. It seems.to me it would be
ludicrous for you to spend your time on considering it as a site because you
couldn't find the information before you proceeded to make any study. By the
way, a prairie farmer living in the east half of Section 31 can't get a permit
from the Walworth County Sanitation Consulting Office to relocate his under-
ground septic system, but must build one above ground - a mound system. That
ought to tell you something.
The question before us, then, is not a matter of whether prairie land will be
removed from crop cultivation, but one of pollution of drinking water for tomor-
row, the future, and infinity. How are you going to purify a sand and gravel
aquifer that extends to some 100 feet or more in depth? Can the EPA (Environ-
mental Protection Agency) and the Wisconsin Department of Natural Resources ever
live down such a boo-boo after proceeding with your plans.
A-44
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- 2 -
About. 14 years ago, the Village of Walworth began the work to upgrade their
sewage treatment plant. Blueprints were readied, legal work was finished and a
bond issue was floated for a tertiary treatment plant at the headwaters of the
Piscasaw Creek in the Town of Sharon. The location is 31/2 miles west of the
Village of Walworth. President Richard Nixon put the damper on those plans when
he ordered funding for municipal sewage stopped. Now the plans for the Village
of Walworth to construct a new treatment plant has been bogged down because the
plant must rescue Geneva Lake from pollution from Fontana's aerated lagoons.
The underground springs feeding the west end of Lake Geneva are apparently pol-
luted by the Fontana sewage treatment plant. It is interesting to note that
part of this hearing tonight is on further extension of sewerage lines to the
south shore and north shore of Geneva Lake and located in the Town of Linn. I
gather the engineers are eager for another Delavan-Elkhorn-Walworth County
Sanitary District.
Walworth Village is located on the divide between the Rock River and the Fox
River systems in surface water drainage. The solution for control of pollution
is to plan for sewering the Geneva Lake in its natural pattern, through the
White River, and leave Walworth Village alone for use of the Piscasaw Creek.
Remember, the State of Illinois is only 2 miles south of the Walworth Village
pond site, and that creek would not be able to handle great volumes of effluent.
A-45
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AGRICULTURAL IMPACT STATEMENT
Appendix "B" of:
U.S. Environmental Protection Agency and
Wisconsin Department of Natural Resources
FINAL ENVIRONMENTAL IMPACT STATEMENT ON
WASTEWATER TREATMENT FACILITIES; GENEVA LAKE AREA
WALWORTH COUNTY, WISCONSIN
May, 1984
Prepared by;
STATE OF WISCONSIN
DEPARTMENT OF AGRICULTURE, TRADE AND CONSUMER PROTECTION
Carol S. Olson
Agricultural Impact Analyst
Submitted by;
James A. Johnson
Director of Land Resources Bureau
Agricultural Resource Management Division
Department of Agriculture, Trade and Consumer Protection
Issued: May, 1984
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TABLE OF CONTENTS
X
I. INTRODUCTION 1
II. THE AGRICULTURAL SETTING 1
III. ANALYSIS OF POTENTIAL AGRICULTURAL IMPACTS 3
A. East Geneva Lake Alternatives 3
1. No-Action Alternative 3
2. Trickling Filter - Land Application Alternative ........ 4
/
3. Mechanical Plant - Surface Water Discharge Alternatives ... 6
B. West Geneva Lake. Alternatives 6
1. No-Action Alternative 6
2. Subreglonal Oxidation Ditch - Surface Water Discharge
Alternative 7
3. Subregional Aerated Lagoon - Land Application Alternative . .10
4. WalCoMet Regional Alternative 13
IV. CONCLUSIONS AND RECOMMENDATIONS 13
A. East Geneva Lake Alternatives 13
B. West Geneva Lake Alternatives 14
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Agricultural Impact Statement
I. INTRODUCTION
This agricultural impact statement (AIS) was prepared by the Wisconsin
Department of Agriculture, Trade and Consumer Protection in accordance
with s. 32.035, Wis. Stats., and serves as "Appendix 'B'" of the Final
Environmental Impact Statement (FEIS); Wastewater Treatment Facilities
for the Geneva Lake Area; Walworth County, Wisconsin. The AIS analyzes
the potential agricultural impacts associated with the wastewater
treatment facilities alternatives considered in the FEIS.
The content of this AIS is substantially the same as the content of the
draft AIS which was published with the Draft Environmental Impact
Statement (DEIS) in January, 1984. The only noteworthy changes to the
text were made with regard to the oxidation ditch - surface water dis-
charge alternative (also known as the "facilities plan recommended alter-
native") for the communities of Walworth and Fontana. Subsequent to DEIS
publication, the following modifications were made to this alternative
proposal: (1) the force main - interceptor sewer route was altered; (2)
it was decided that manhole structures would be installed totally below
the ground surface in cropland areas; and (3) rather than acquirers acres
of the Lundstrom property as a sludge application site, it was proposed
that three acres be acquired from the Lundstroms adjacent to the existing
Walworth polishing lagoon site for oxidation ditch construction. Volun-
tary sludge application agreements would then be worked out with local
farmers. On the whole, these proposed changes are expected to reduce the
potential adverse effects of this alternative on farm operations (see
section III.B.2. of the text).
Information for this AIS was obtained from a number of sources, including
the Department of Natural Resources; Donohue & Associates, Inc.; Wapora,
Inc.; Strand Associates, Inc.; the Walworth County Planning, Zoning and
Sanitation Department; the USDA Soil Conservation Service Soil Survey of
Walworth County; the Walworth County Farmland Preservation Plan; the
Wisconsin Agricultural Reporting Service; and some of the potentially
affected farm operators.
II. THE AGRICULTURAL SETTING
Walworth County is a mostly rural county located in southeastern Wisconsin
within 90 minutes drive of Chicago, Milwaukee, Madison, Janesville,
Beloit, Kenosha and Racine. Although it has developed a diversified
economy, it has maintained a strong agricultural sector.
Dairying and cash crop production are the major sources of farm income in
the county, although Income from meat and egg production is also signifi-
cant. In 1980 the county ranked among the top ten Wisconsin counties in
production of total field crops, corn for grain, soybeans, wheat, sweet
corn, and eggs, and among the top twenty counties in the production of
potatoes, green peas for processing, and hogs and pigs.l Roughly 76
Wisconsin Agriculture Reporting Service, 1982 Wisconsin Agricultural
Statistics.
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percent of the county's land area is in farms, with an average farm size
of about 237 acres.2 Approximately 80 to 85 percent of the farm opera-
tions in the county are owner-operated.
The county's high rate of agricultural productivity is made possible in
large part by favorable climate, soils, and location with respect to
markets. Roughly 70 percent of the county's land area is classified as
prime farmland by the USDA Soil Conservation Service, with most of the
remaining land area divided between urban development and farmland of
statewide or local importance. About 85 percent of the farmland in
Walworth County is in Land Capability Classes I, II and III and can be
farmed intensively if adequate conservation practices are followed.^
The county's proximity to large urban centers has been both a boon and a
threat to the county's agricultural land. It has given farmers a com-
petitive marketing advantage over many other Wisconsin counties but has
also led to significant commuter, second home, and recreational develop-
ment pressures, especially along highway corridors and near the county's
many lakes and scenic attractions. The county's population increased at
1-1/2 times the rate of state population growth between 1950 and 1960, and
at nearly twice the state's growth rate between 1960 and I960.6
Recognizing the need to protect the county's best farmland from urban
sprawl and unwise or premature, nonfarm development, the county amended
its zoning ordinance in 1974 to include an A-l exclusive agricultural-use
zoning district. Permitted land use in this district is limited to
agricultural use, with a minimum parcel size of 35 acres. Special excep-
tions and conditional uses are limited to "those agricultural-related,
religious, other utility, institutional or governmental uses which do not
conflict with agricultural use and are found to be necessary in light of
the alternative locations available for such uses."7 By 1977, all of the
towns in Walworth County were making use of the new district. To, date,
the county has allowed few parcels to be rezoned for private nonagricul-
tural development once they have been zoned for exclusive agricultural
use. Those parcels that have been rezoned were allowed to be rezoned
because they were no longer well suited to farming. The A-l zoning
district has therefore provided strong protection to blocks of the
county's best remaining farmlands.
2Ibid.
31978 Census of Agriculture
^U.S.D.A. Soil Conservation Service, Map of "Important Farmlands, Walworth
County, Wisconsin."
^U.S.D.A. Soil Conservation Service, Soil Survey of Walworth County,
Wisconsin, issued 1971.
^Census data, U.S. Department of Commerce, Bureau of the Census
7S. 91.75(5), Wis. Stats. The Walworth County exclusive agricultural zoning
ordinance has been certified by the state as meeting the requirements set
forth in Chapter 91 of the Wis. Stats., (Laws of 1977). This entitles farms
in the district to tax credits, exemptions from special assessments (e.g.,
for water, sewer, lights and nonfarm drainage), and to special protection
under Wisconsin's "right to farm" legislation (s. 823.08, Wis. Stats.).
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Most of the land within the proposed East Geneva Lake and West Geneva Lake
sewer service areas is already developed for nonfarm use or has been
designated for eventual nonfann use. As of June, 1983, only four of the
unincorporated parcels within the proposed sewer service areas were zoned
A-l Exclusive Agricultural (all in the Town of Walworth). Most of the
remaining farmland included within the proposed sewer service district
boundaries is zoned A-3 "Transitional Farmland," with the understanding
that this land will likely, and appropriately convert to nonfarm use if
the Geneva Lake area community continues to grow.
Farmland outside the proposed sewer service areas in the towns of
Walworth, Delavan and Linn is primarily prime farmland zoned for exclusive
agricultural use (A-l). The area west and south of the Village of
Walworth, known as the "Big Foot Prairie," contains one of the larger
concentrations of Land Capability Unit 1-1 soils in the state. Capability
Unit 1-1 soils are the best of the prime farmland soils; they have the'
fewest limitations for farming, are capable of producing the highest
yields, are well suited to all general farm crops and many special crops,
and are suited to intensive cropping practices. This area is especially
valued as farmland because Capability Class 1 soils are found on less than
1% of the land area in the state."
Geneva, Lyons and Bloomfield, the towns just northeast and east of Geneva
Lake, also contain much prime and A-l farmland, although here it is inter-
spersed with nonfannland and significant farmland acreages of statewide
and local importance.
III. ANALYSIS OF POTENTIAL AGRICULTURAL IMPACT9
A. East Geneva Lake Alternatives
1. No Action (Status Quo) Alternative
The "no action" alternative would not result in any direct,
adverse effects on farmland or agricultural production. No
additional agricultural land would be acquired for the public
treatment or disposal of locally generated sewage.
This alternative could, however, contribute to local "leap-frog"
development patterns and the indirect loss of farmland outside
the sewer service area if adequate sewer or septic system treat-
ment is not available within the sewer service area. Land zoned
for exclusive agricultural use would be protected from most such
non-farm development, but other farmland (such as that zoned A-2
or A-3) may not be.
8According to the U.S. Soil Conservation Service, 1977 National Resources
Inventory, Rev. 2/80, only 0.98% of the state's land area contains capability
class I soils.
9See Chapter 2 of the FEIS for a description of proposed project alternatives.
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The City of Lake Geneva is currently developing a land application
program for sludge disposal, using landfilling as a backup
disposal method. Therefore, it is expected that wastewater -sludge
will be disposed of through land application regardless of the
wastewater treatment alternative chosen.
2. Trickling Filter - Land Application Alternative
This is the city of Lake Geneva's preferred alternative. It
would involve upgrading the trickling filter facility at the
existing site, constructing a new force main to the proposed land
application site which is located southeast of the USH 12-STH 50
interchange east of Lake Geneva, and the construction of an
effluent storage pond and seepage cells at the land application
site. After treatment at the trickling filter facility, effluent
would be piped via force main to the land application site for
final treatment and disposal in the seepage cells. Discharge of
treated wastewater would therefore be to groundwater rather than
to the White River.
Upgrading of the trickling filter facility would not require any
additional farmland. Force Inaih construction is currently planned
across nonfarmland and within existing highway right-of-way. If
the force main route is altered to cross farmland, it could result
in the temporary disruption of farm operations during construction
and a longer term reduction in crop yields if soil mixing and soil
compaction occur. The force main would be buried to a depth
allowing the continuation of normal cropping practices in the
easement area after installation has been completed.
The principal adverse agricultural impact associated with this
alternative is the conversion of up to approximately 37 acres of
cropland to nonagricultural use at the proposed land application
site. The city Is proposing to acquire a 140 acre parcel from the
Southwest Dairy Corporation and may acquire a 12 acre parcel and
an 11 acre parcel from D. Peller and J. Fazio, respectively, for
the land application site.
The only acreage which is currently being farmed on this proposed
site is 37 acres of cropland in the western portion of the S.W.
Dairy Corp. parcel. This land is leased on a year-to-year basis
to Gordon Polyock who has been cash cropping the land in corn.
The loss of use of this acreage is expected to have a minor, but
noticeable, effect on the Polyocks1 farm operation. Mr. Polyock
currently owns about 470 acres of farmland, rents about 800 acres
and does custom work on additional acreage. The loss of use of
37 acres of rental land would result in a five percent reduction
In the Polyocks' rented acreage. This is expected to slightly
reduce the Polyocks1 farm income and lower their rate of return
on investments in existing farm equipment and storage facilities
if suitable replacement acreage is not locally available.
Mr. Polyock believes it would be difficult to find any additional
rental farmland in the area. The Polyocks are also slightly
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affected by the uncertainty associated with the proposed project.
Without knowing if and when the site will be acquired and cropping
operations will have to cease, it is difficult to accurately plan
ahead for seed and fertilizer needs and to decide what, if any,
crop rotations should be used. The Polyocks' lease for the 1984
growing season is not expected to be broken. However, the lease
might not be renewed for the 1985 growing season if the land is
acquired by the spring of 1985 as expected.
According to the U.S. Soil Conservation Service (SCS) Soil Survey
for Walworth County, Wisconsin, the principal soils on the SW
Dairy Corp. property are Houghton muck (0-2% slopes), Miami loam
(2-6% slopes), Casco soils (6-20% slopes) and McHenry silt loam
(2-6% slopes). Houghton muck is a deep, poorly drained soil
which requires surface or tile drainage measures if it is to be
used for cultivated crops. According to SCS criteria for the
classification of important farmlands, it is classified as farm-
land of statewide importance if it is drained and protected from
frequent flooding. If not drained, it is classified as "other
lands." The Miami loam and McHenry silt loam soils are classi-
fied as prime farmland (capability subclass Il-e) and the ~6asco
soils are classified as farmland of local significance. The 37
acres of cropland on the site consist of prime farmland and farm-
land of local importance. The Houghton soils are not currently
drained or used for farming.
Soils on the Peller and Fazio parcels are classified as farmland
of statewide and local importance. These parcels were fanned as
,part of a larger parcel before they were cut off from adjacent
lands by highway construction. Today, their relatively small
size and triangular shape limit their value as farmland.
The eastern 80 or so acres of the S.W. Dairy Corp. parcel (con-
sisting largely of muck soils) is zoned C-l, Conservancy. Approx-
imately 10 acres in the northwestern portion of the parcel is
zoned M-3, Mineral Extraction, and includes a sand and gravel pit.
The rest of the parcel is zoned A-2, Agricultural. The Peller and
Fazio parcels are zoned B-4, Highway Business. There are no
buildings or wells on any of the parcels.
The expanded treatment facility would result in the production of
increased amounts of sludge. The city's proposal to dispose of
sludge through land application on farm fields would both save
landfill space and take advantage of the soil conditioning ben-
efits of the sludge. Care would have to be taken to monitor the
contents of the sludge and to regulate the timing and rate of its
application in order to avoid exceeding acceptable levels of
nitrogen, heavy metals and/or other potentially harmful substances
which could build up in the soil or leach into the groundwater.
When properly applied, wastewater sludge can benefit farmland as a
soil conditioner and as a low analysis fertilizer providing vary-
ing amounts of nitrogen, phosphorus and potassium. During the
winter months and other times when sludge cannot be applied to
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farraland, it would be stored in a sludge storage basin which would
be constructed on the land application site, south of the seepage
cells. If sludge application agreements can be worked out with
area farmers on a voluntary basis, the proposed means of sludge
disposal would likely benefit farmland and farm operations.
The proposed expansion of the sewer service area is not expected
to adversely affect farmland in this area. On the contrary, it
is expected that the proposed sewer service extensions may reduce
the incentive for new "leap-frog" development across farmland by
allowing for more compact development in the urban service area.^
Sewer service is not proposed to be extended to any lands cur-
rently zoned for exclusive agricultural use in the East Geneva
Lake area.
3. Mechanical Plant - Surface Water Discharge Alternatives
Any of the four mechanical plant wastewater treatment alterna-
tives^ considered by the city could be constructed at the exist-
ing treatment plant site and would not involve the acquisition of
any additional farmland unless farmland is acquired for a sludge
storage faciTi'ty. It is expected that if one of-these alternar
tives is selected, sludge would be applied to farmland as in the
above described alternative and a sludge storage lagoon would be
constructed on city-owned property in the southwest 1/4 of
section 7 in the town of Bloomfield. Because no farmland would
need to be acquired for these alternatives, they would each have
a lesser effect on farmland and farm operations than would the
city's preferred alternative described above.
B. West Geneva Lake Alternatives
i
1. No Action (Status Quo) Alternative
The "no action" alternative is not expected to result in any i
direct adverse effects on farmland or agricultural production
unless existing local treatment systems fail and discharge inade-
quately treated effluent to land or waters used by neighboring
farms. No additional agricultural land would be acquired for the
public treatment or disposal of locally generated sewage.
This alternative could contribute to local "leap-frog" development
patterns and the indirect loss of farmland outside the sewer
service area if adequate sewer or septic system treatment is not
pointed out in the main text of the DEIS, incentives for "leap-frog" devel-
opment across farmland could also be reduced through proper onslte management
of septic systems on a governmental (e.g. sanitary district) basis.
Mine four mechanical plant alternatives considered were, (1) extended aeration,
(2) rotating biological contactors, (3) two-stage activated sludge, and (4)
trickling filter/activated sludge, all with discharge to the White River.
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avallable within the sewer service area. Land zoned for exclusive
agricultural use would be protected from most such non-farm
development, but other farmland may not be.
Sludge produced at the Walworth and Fontana treatment plants is
currently land applied. Walworth1s sludge is removed by a commer-
cial hauler and applied on local farmlands. Fontana's sludge is
dewatered and made available to local residents for use on lawns
and gardens. When properly applied, sludge has a beneficial
effect on soil fertility and tilth.
2. Subregional Oxidation Ditch - Surface Water Discharge Alternative
This alternative was recommended in the Facilities Plan prepared
by Donohue & Associates and is Walworth and Fontana's preferred
alternative. Slight modifications have been made to this alter-
native since the time of DEIS publication. As currently proposed,
approximately three acres of land would be acquired adjacent to
the west boundary of the existing Walworth polishing lagoon site
for construction of an oxidation ditch wastewater treatment
facility. Untreated wastewater would be piped to the site via
force main and interceptor sewer, and treated wastewater would be
discharged to Piscasaw Creek.
Oxidation Ditch Site;
The three acres which would be acquired to accommodate the oxida-
tion ditch facility are currently owned by Carl and John Lundstrom
as part of a 194 acre parcel. Approximately 175 of the 194 acres
are leased out for corn and soybean production; the remainder of
the parcel is wooded. According to the owners, roughly half of
the proposed three acre oxidation ditch site is cropped. Drainage
tiles have been Installed on the farm, but the Department was
unable to ascertain whether any have been installed in the pro-
posed acquisition area.
The acquisition of the three acre site is not expected to have a
significant adverse effect on any farm operation. Owners of the
parcel are concerned, however, that the increased volume of
treated wastewater discharged to Piscasaw Creek as a result of
combining the wastewater flows from Walworth, Fontana and the
Kikkoman plant will exacerbate existing streambank flooding
problems. The creekbed has not been kept free of debris and
periodically overflows onto the Lundstroms' cropland east of the
creek. According to the Lundstroms, the Village of Walworth1s
right to enter the Lundstrom property to keep the creek clear of
debris, so effluent from the treatment plant is not impeded, has
not been exercised.
Force Main - Interceptor Sewer:
Wastewater from the Kikkoman plant would be conveyed to the oxida-
tion ditch site via force main. If the force main is constructed
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within public road right-of-way, as proposed, no farmland would be
directly affected by force main construction.
New interceptor sewer easements would be acquired to convey waste-
water to the treatment plant from the Walworth-Fontana area.
Thirty-foot-wide permanent easements and thirty-foot-wide tempo-
rary construction easements would be obtained across farmland
along the northern edge of the Village of Walworth Industrial Park
and the eastern edge of the Edward and Leona Berlin farm and the
Donald and Faith Rambow farm. The interceptor sewer would then
follow Beloit Road right-of-way to a point just west of Piscasaw
Creek. From there, a thirty-foot-wide permanent easement flanked
by fifteen-foot-wide temporary construction easements would be
acquired across farmland owned by John Ingalls to the proposed
oxidation ditch site. In all, permanent easements would be
acquired on about 8-1/2 acres of farmland for interceptor sewer
construction, including 2.4 acres from the industrial park, 1.5
acres from the Berlins, 1.5 acres from the Rambows .and three acres
from John Ingalls. An equal amount of temporary construction
easement would be acquired. Affected acreage consists 'mostly, if
not entirely, of cropland.
The interceptor sewer would be buried below plow depth, permitting
normal cropping operations and the installation of driveways in
the easement area after sewer construction has been completed.
Buildings would not be permitted in the sewer easement area, but
would probably not be desired so close to property lines or to
Piscasaw Creek anyway. Manholes would be installed every 400 to
600 feet along the interceptor sewer route. According to Strand
Associates, Inc., these manholes would also be buried below plow
depth in cropland areas.^
If appropriate preventive and corrective measures are not taken,
interceptor sewer construction could result in reduced crop
yields due to soil compaction, mixing of the soil horizons, soil
settling and/or Interference with subsurface drainage tiles. Soil
compaction could result in noticeably reduced yields for a period
of up to five years and is generally greatest where heavy equip-
ment is allowed on wet or freshly plowed fields. Compaction is
gradually alleviated over time through plowing and natural freeze-
thaw cycles. Both soil compaction and soil mixing reduce yields
by damaging soil structure and tilth. Air spaces and water infil-
tration is reduced, inhibiting root growth. Soil horizon mixing
also reduces fertility and may bring stones, clay or gravel to the
surface, thereby reducing tilth and increasing wear and tear on
farm machinery.
Draft Agricultural Impact Statement, p. 7, for an analysis of the
potential adverse agricultural effects of extending manholes above plow depth
in cropland areas.
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Soll settling may occur in the trench area after sewer installa-
tion has been completed, resulting in the development of gullies
or low spots in the field. Severe settling could lead to gully
erosion or ponding in the easement area. Mounding of replacement
soil in the easement area reduces, but does not always prevent,
soil settling problems. Follow up inspection and corrective meas-
ures may be necessary.
Subsurface drainage tiles have been installed on the Ingalls farm.
Any drainage tile lines severed or damaged during construction
would require prompt and careful repair to avoid increasing the
severity of any existing field drainage problems.
Due to the problems which could arise from sewer installation if
appropriate preventive and corrective measures are not taken,
farmers may feel compelled to monitor some of the installation
work which is done on their farm. This could result in added
costs to the farmer if installation occurs at a time of year when
other important farm tasks would have to be foregone or delayed
as a result of installation monitoring.
Overall, the adverse agricultural effects of the proposed sewer
installation are expected to be slight if reasonable construction
practices are followed and just compensation Is provided. Con-
cerns expressed in the DAIS with the originally proposed location
of the interceptor sewer route on the Ingalls farm have been
largely mitigated by revising the location of the route to the
west side of Plscasaw Creek.
Sludge Handling: Wastewater sludge is proposed to be handled
through land application to farmland. Voluntary sludge applica-
tion agreements would be worked out with local farmers. Sludge
holding facilities may be provided at the oxidation ditch site to
store sludge during times of the year when land application is not
feasible.
Secondary Development Effects: Secondary development effects on
farmland could stem from defining the proposed sewer service area
and sewage treatment capacity needs either too broadly or too
narrowly. It is important that the proposed sewer service area
and treatment capacity include sufficient room for expected urban
growth to reduce the Incentive for more scattered rural develop-
ment in farmland areas.
On the other hand, if the sewer service area is defined too
broadly and capacity needs are overestimated, the treatment plant
system and facilities would be overbuilt, resulting in an economic
incentive on the part of the sewerage district to actively promote
the expansion of sewer services to recoup the costs of the fixed
investment in the treatment plant facilities. The premature
annexation and/or rezoning and conversion of productive farmlands
are, therefore, a possible result of an overestimation of future
sewer service needs.
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The Department did not evaluate the projected sewage treatment
capacity needs of the local area, although it did examine the
existing zoning and farmland classification of farmlands proposed
to be included in the sewer service area. Most of the land
included in the Donohue and Associates proposed sewer service area
for the West Geneva Lake area lies within existing village bound-
aries and is already developed or zoned for nonagricultural use.
However, the proposed sewer service area does include some prime
farmland and farmland of statewide significance, both within and
outside existing village boundaries, including at least four par-
cels zoned for exclusive agricultural use and several parcels
zoned as "transitional" farmland. 1-*
Transitional farmlands are so zoned with the understanding that
this land will likely, and appropriately, convert to nonagricul-
tural use in the future if the Geneva Lake area community con-
tinues to grow. Land zoned for exclusive agricultural use,
however, is so zoned with the understanding that this land would
best be reserved for continued agricultural use. It is exempt
from any new sewer assessments so long as the land does not make
use of the sewer system improvements.
It is only in exceptional cases that farmland requires sewer
service. The inclusion of farmlands, including land zoned A-l,
exclusive agricultural, in the proposed sewer service area sug-
gests, therefore, that either existing land use and town/county
planning and zoning efforts were overlooked in sewer service area
proposals, or that the included farmlands are intended to be
developed within the planning period, regardless of existing
zoning. If the latter is true, it means the proposed sewage
treatment project would facilitate the conversion of several hun-
dred acres of productive farmland included in the proposed sewer
service area boundaries.
3. Subregional Aerated Lagoon - Land Application Alternative
This alternative would involve the construction of an aerated
lagoon and seepage cells on 40 or more acres of land within, or
adjacent to, the corporate boundaries of the village of Walworth.
Discharge of treated wastewater would be to groundwater via the
seepage cells. No significant amount of sludge would be produced.
Secondary development impacts on farmland would be similar to
those described under the oxidation ditch alternative.
The only site which has been officially proposed to accommodate
this alternative, to date, is a 80 acre parcel of farmland located
southwest of the village in the east 1/2 of the northwest 1/4 of
included within the proposed sewer service area which is zoned for exclu-
sive agricultural use includes 3 parcels adjacent to STH 67 in sections 2, 3
and 10 arid a parcel in section 23, all in the town of Walworth, T. IN. - R.16.
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section 28 in the town of Walworth. The parcel is owned by Donald
and Faith Rarabow as part of a 280+ acre family farm operation.
The farm is currently operated by Harold, Carolyn and Darwin
Rambow and provides the principal means of support for three
families. The Rainbows grow corn, oats, soybeans and hay as cash
crops and for livestock use, and milk about 40 cows.
Recent farm equipment purchases and farmland pre'servation program
participation are indications of the family's long-term interest
in farming. The family has recently purchased a new corn dryer
which increased their corn drying capacity, and has spent roughly
$76,000 on farm equipment since 1982. The farm is located in an
A-l, exclusive agricultural use zoning district and the family has
received state income tax credits as an offset to their property
tax for maintaining their land in agricultural use. The fact that
the Rambows are interested in expanding rather than reducing the
size of their farm operation is evidenced by their recent farm
equipment purchases and the fact that they are currently renting
an additional 137 acres of cropland.
The 80 acre parcel in question is well drained, nearly level,
prime farmland which is used exclusively as cropland. The loss of
this 80 acres would be equivalent to the loss of the acreage
needed to feed the Rarabows' entire dairy herd. It would mean the
loss of nearly 45 percent of the Rambows' owned land, or 25 per-
cent of their owned and rented land. The smaller land base would
result in less acreage to spread farm equipment payments over .and
lower returns to fixed investments in farm machinery, buildings,
equipment and management in general.
These adverse agricultural impacts could be largely alleviated for
the Rambows through appropriate compensation and assistance in
locating suitable replacement farmland in the local area. Even if
suitable replacement farmland is found, however, it is not likely
to be as conveniently located as the 80 acre parcel which lies
contiguous to the rest of the Rambows' farm holdings. In the
short run, adverse agricultural impacts on the Rambow farm opera-
tion could be reduced or minimized by allowing the Rambows to farm
unused portions of the 80 'acre site, at least until replacement
acreage is acquired. If the treatment facilities are contained
within the southern 40 acres of the parcel, as proposed, this
would leave the northern 40 acres available for crop use until
future plant expansion is needed. •
In addition to any adverse agricultural effects which this alter-
native would have on the Rambow farm operation are the adverse
agricultural impacts accruing to the area and to society as a
whole. While it's true that the loss of 80 acres of farmland in
and of itself would not have a significant effect on the national,
state or local economy or farmland resource base, it's also true
that most farmland conversions occur on an incremental, parcel-
by-parcel basis, it's only when the acreages of the individual
parcels which were converted out of agricultural use are totalled
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up that the figures, impacts and projections become alarming.
Whether one accepts the estimate that the nation is losing one
million or three million acres of farmland each year to nonagri-
cultural use,*^ it is clear that the land characteristics which
are ideally suited to farming (deep, level, well drained, fertile
soils) are also among the land characteristics sought for shopping
mall, residential, landfill, wastewater land application system,
industrial park, airport and highway developments.
As our best farmlands are converted to nonagricultural use, we must
rely increasingly on less land or lands which are naturally less
productive to meet our food and fiber production needs. This
results in lower yields per acre or in increased dependency on an
input and energy intensive agriculture as the use of fertilizers,
irrigation, drainage tiles, erosion control structures and prac-
tices, and hydroponics is increasingly substituted for naturally
productive farmland. As farmers become increasingly dependent on
these means of augmenting yields, society becomes more vulnerable
to food price inflation stemming from water shortages and/or
increases in energy prices. High costs of food production result-
ing from reliance on the input intensive farming of marginal farm-
lands also make those farm products less competitive at the local,
state and international level.
Most farmland conversion decisions are made at the local level by
individuals and local units of government. At this level, the
effects on the county, state or national economy are typically
considered to be irrelevant, if considered at all. Yet, barring
the imposition of federal or state regulations, this is the level
at which farmland preservation decisions must be made if our best
farmlands are to be preserved for agricultural use.
The 80 acre parcel in question is located on Piano silt loam soils
in the Big Foot Prairie. It is capability unit 1-1, prime farm-
land. This is the highest farmland designation there is. The
U.S. Soil Conservation Service estimates that less than one per-
cent of the land area in Wisconsin contains class I soils.^
Recognizing the value and importance of maintaining this land in
agricultural production, the county and town of Walworth have
zoned the land into an A-l, exclusive agricultural use district
and the state has paid tax credits to the owners as a further
Incentive to keep the land in agricultural use.
U.S. Soil Conservation Service has estimated that 2.92 million acres of
agricultural land were converted to nonagricultural uses each year between 1967
and 1975. The Natural Resources Economics Division of the Economics,
Statistics and Cooperative Service at the U.S.D.A. has estimated the annual
conversion rate to be about one million acres per year. Differences stem from
definitions, assumptions and data collection sources and methods used.
15See footnote 8.
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If the villages do acquire, annex and use this parcel for waste-
water treatment plant purposes, it will not, in Itself, signifi-
cantly affect the local farm economy. What it will do is
undermine state and local farmland preservation efforts and
contribute to the overall trend of the incremental conversion of
our best farmlands to nonagricultural use.
A. WalCoMet Regional Alternative
This alternative involves the transporting of wastewater effluent
from the Walworth, Fontana and possibly Williams Bay area to the
existing WalCoMet wastewater treatment facilities in Delavan. No
agricultural land would be acquired for wastewater treatment plant
purposes, however agricultural land would likely be affected by
interceptor sewer and force main construction from the villages to
the WalCoMet main lift station on C.T.H. "0" south of Delavan.
The potential adverse agricultural effects of interceptor sewer/
force main construction are expected to be similar in type to
those described under the oxidation ditch alternative. Secondary
development effects are also expected to be similar to those
described under the oxidation ditch alternative.
IV. CONCLUSIONS AND RECOMMENDATIONS
A. East Geneva Lake Alternatives
None of the alternatives described in this AIS for handling East
Geneva Lake's wastewater treatment needs is expected to have large or
unreasonable adverse effects on farmland or farm operations. The most
significant adverse agricultural impacts would result from implementa-
tion of the trickling filter - land application alternative. Under
this alternative, up to approximately 37 acres designated as prime
farmland and farmland of local importance may be converted to non-
agricultural use at the proposed land application site. The actual
acreage affected will depend upon the final site layout selected. The
potentially affected farmland is currently zoned A-2, agricultural,
and is rented out on a year-to-year basis to a farmer who farms over
1200 acres of owned and rented farmland. The loss of use of this
acreage is expected to have a slight, but noticeable adverse effect on
the renter's farm operation.
The mechanical treatment plant alternatives would result in the least
adverse effects on farmland and farm operations. No farmland would
need to be acquired for treatment plant purposes. Secondary develop-
ment effects are expected to be insignificant with any of the
described East Geneva Lake alternatives due to the county/town imple-
mentation of exclusive agricultural use zoning and the exclusion of
agriculturally zoned lands from the proposed sewer service area.
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The following recommendations are offered as ways in which to'reduce
the potential adverse agricultural impacts associated with the
proposed alternatives:
1. Once acquired, any significant acreage of unused cropland at the
proposed land application site should be made available to the
current renter or other local farmers for continued agricultural
use.
2. The current renter of the cropland at the proposed land applica-
tion site should be kept informed of the expected date by which he
will have to cease farming on part or all of the site so that he
can adjust his operations and plan accordingly.
3. Wastewater sludge should continue to be made available to local
fanners and residents regardless of the alternatives chosen.
Application guidelines and information on the potential health/
crop risks associated with misuse should be distributed to anyone
planning on land-applying locally generated sludge.
4. If the force main leading to the land application site is altered
to cross farmland, it is recommended that the procedures described
in recommendation 2 on page 16 be followed.
B. West Geneva Lake Alternatives
Only one of the West Geneva Lake wastewater treatment alternatives
described in the AIS, the aerated lagoon - land treatment alternative,
is considered to be highly objectionable from an agricultural point of
view. The objection is based on the potentially severe agricultural
impacts implementation of this alternative could have on the farm
operation currently occupying the proposed treatment plant site, and
on the facts that the 80-acre site in question is rated among the top
one percent of farmland in the state and has been the target of
combined state, county, town and landowner farmland preservation
efforts.
As indicated in section III.B.3., the 80 acre parcel which would be
acquired for treatment facility use is capability class I, prime
farmland which is used exclusively as cropland by the parcel's
owner-operators. The loss of this 80 acres would be equivalent to the
loss of the acreage needed to feed the farm operation's 40-cow dairy
herd. It would mean the loss of nearly 45 percent of the farm
operation's owned farmland, or 25 percent of its owned and rented
farmland. The smaller land base would result in less acreage to
spread farm equipment payments over and lower returns to fixed
investments In farm machinery, buildings, equipment and management.
The affected dairy - cash crop farm operation currently provides the
principal means of support for three families. It would be difficult
for the farm operation to continue to support all three families if
the farm's land base is so drastically reduced.
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The affected site became the target of farmland preservation efforts
long before it was ever considered for wastewater treatment facility
use. In the mid-1970's, along with most of the rest of the
undeveloped portions of the fertile Big Foot Prairie, the site was
zoned for exclusive agricultural use through combined town and county
efforts/ After the Wisconsin Farmland Preservation Act was enacted in
1977, the site's owners applied for and received farmland preservation
tax credits from the state as further encouragement to maintain the
land in agricultural use. Due, in large part, to strong and effective
landowner opposition to the proposed site, local and county resolve to
preserve the site for continued agricultural use has redoubled since
the site was proposed for wastewater treatment facility use.
As explained in the impact analysis section of this AIS, the loss of
this farmland will not, in and of itself, significantly affect the
local farm economy. However, because most farmland preservation/con-
version decisions are made at the local level on a parcel-by-parcel
basis, the decision to convert this farmland to wastewater treatment
plant use is important in both a symbolic and precedent-setting sense.
If the very best of the state's farmland cannot be preserved through
combined state, county, town and landowner efforts when viable alter-
natives to the use of that farmland exist, then the prospects for pre-
serving farmland elsewhere under lesser circumstances looks bleak. A
decision to convert the Rambow site or any similar site to wastewater
treatment plant use when other reasonable alternatives exist would
both undermine state and local farmland preservation efforts and con-
tribute to, the overall trend of the incremental conversion of our best
farmland to nonagricultural use.
The principal agricultural concerns associated with the oxidation
ditch and WalCoMet alternatives stem from proposed force main/inter-
ceptor sewer construction. The poor routing and/or installation of
force mains and interceptor sewers can result in unnecessarily severe
soil compaction, drainage, erosion and soil mixing problems; all of
which reduce potential crop yields. Increased discharge to Piscasaw
Creek under the oxidation ditch alternative could exacerbate down-
stream flooding problems if mitigating measures, such as streambed
clearing, are not taken.
A final concern with the West Geneva Lake wastewater treatment alter-
natives is that the proposed sewer service area boundaries may be too
inclusive. Within the proposed boundaries are hundreds of acres of
farmland, including farmland which is currently located outside vil-
lage boundaries and zoned for agricultural use. Of particular concern
is the inclusion of farmland which is currently zoned for exclusive
agricultural use adjacent to STH 67 in sections 2, 3, 10 and 11 in
the town of Walworth, north of the villages of Walworth and Fontana.
The inclusion of this land in the sewer service area could encourage
and facilitate strip development along STH 67 which would prematurely
remove prime farmland from production and which could eventually
necessitate the rerouting of STH 67 across farmland to the west to
avoid congestion problems along the existing route.
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The following recommendations are offered as ways in which to reduce'the
potential adverse agricultural impacts associated with the proposed West
Geneva Lake alternatives:
1. The aerated lagoon - land treatment alternative should not be con-
structed on the Rambow site or on any similar site so long as viable
alternatives exist. If another site is sought, special efforts should
be made to avoid class I farmland and land zoned for exclusive agri-
cultural use.
2. Where interceptor sewers or force mains are constructed across farm-
land, the following procedures are recommended:
a. Topsoil should be removed, stored separately and replaced in the
proper manner and sequence following sewer installation.
b. To minimize soil compaction, the use of heavy construction equip-
ment should be avoided on wet or freshly plowed fields where feas-
ible. Construction equipment should be restricted to the immedi-
ate area of the work being performed and to specified access
routes. Chisel plowing or subsoiling of construction areas is
advised to help restore compacted soils after construction is
completed.
c. Appropriate measures should be taken to limit and correct for soil
settling following soil replacement. Follow up inspections may be
necessary.
d. Care should be taken to avoid permanent drainage pattern altera-
tions and the disruption of subsurface drainage tiles. Any dam-
aged tiles should be promptly repaired^or replaced.
e. If manholes must extend above ground, they should be made highly
visible and be placed along fence rows or field edges where
possible.
3. Any significant acreage of farmland acquired but not needed for imme-
diate treatment plant development should be made available to local
fanners for continued agricultural use.
4. If treated wastewater is discharged to Piscasaw Creek, measures should
be taken by the west-end communities to reduce the likelihood of the
wastewater adding to existing downstream flooding problems.
5. Affected farm operators should be given advance notice of land acqui-
sition, clearing and construction schedules so that farm operations
can be adjusted accordingly.
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All erosion control and soil conservation measures to be followed dur-
ing construction should be clearly communicated to the contractor(s).
County Land Conservation Committee staff should be contacted to dis-
cuss potential erosion, seeding, sedimentation and drainage problems
as necessary.
The merits of including farmland zoned for exclusive agricultural use
adjacent to STH 67 within proposed sewer service area boundaries
should be re-evaluated in light of the potential facilitating effect
this could have on highway strip development, traffic congestion and
farmland conversion to nonagricultural use.
CSO/T4/AIS
5/17/84-8
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