905D79103
Region V
on 230 South Dearborn
Chicago. Illinois 60604
November, 1979
Water Division
Environmental Draft
Impact Statement
Wastewater
Treatment Facilities
For The ^ity of Portage,
Wisconsin
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•*.
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UNITED STATES
ENVIRONMENTAL PROTECTION AGENCY
REGION V
230 SOUTH DEARBORN ST.
CHICAGO. ILLINOIS 60604
TO ALL INTERESTED AGENCIES, PUBLIC GROUPS, AND CITIZENS
Enclosed is a copy of the Draft Environmental Impact Statement (EIS) for
Wastewater Treatment Facilities for the City of Portage, Wisconsin.
The addendum presents additional materials which should be considered
as part of the Draft EIS.
Pursuant to the National Environmental Policy Act of 1969 and regulations
promulgated by this Agency (40 CFR Part 6, April 14, 1975) any comments
on this EIS should be submitted by Monday, January 2& 1980. Coroments
or inquiries should be sent to Gene Wojcik, Chief, EIS Section, Water
Division at the above address.
The public hearing will be held on Monday, January 14, 1979, at the
Portage Municipal Building, 115 West Pleasant Street, Portage, Wisconsin,
from 2:00 - 5:00 in the afternoon and from 7:00 in the evening. Both
written and oral presentations will be accepted. Time limits may be
imposed on oral presentations, so that all speakers may be included.
Statements will be accepted by letter from those unable to attend the
hearing before the comment period concludes.
Sincerely
cGuire
'onal Administrator
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UNITED STATES
ENVIRONMENTAL PROTECTION AGENCY
REGION V
230 SOUTH DEARBORN ST.
CHICAGO. ILLINOIS «0604
* ADDENDUM TO THE
. ] DRAFT ENVIRONMENTAL IMPACT STATEMENT
PORTAGE, WISCONSIN
I. Treatment Plant Sites
A. Acreage
The acreage required for a new sewage treatment plant depends
on the way the site is protected from flooding. If a dike
is placed around the site, 15-17 acres are needed. If the
units are elevated above flood levels, only 10-12 acres would
be necessary. Remodeling the existing treatment plant would
require fewer additional acres. These sites are ample enough
for potential future treatment plant expansion, beyond the 20-
year planning period which this EIS is examining.
B. New Sites
The City of Portage is presently performing additional facili-
ties planning work, in cooperation with USEPA and WDNR, to
examine additional site alternatives for a Wisconsin River
location. The accompanying map shows the two new sites which
are presently under evaluation. Site 4 is a grassy area (old
pasture) across Highway 16/51, near Site 3. Site 5 is wooded and
lies north and east of Highway 16/51, close to the railroad tracks.
This has secondary wooded growth. The trees are between 3 to 7
inches in diameter. This area provides good upland habitat for deer
and other upland animals. This area is mostly oak-hickory forest
with some black cherry and poplar. Although this site is clearly an
upland forest, the interceptors would cross a lower wetland area
to obtain access to the site. Figure 29 shows these sites, as well
as Site 3, the Facilities Plan Wisconsin River site. Figure 13 in
Chapter 5 shows the sites originally considered in the Draft EIS.
C. Additional Site Analysis
The City of Portage is conducting additional facilities planning
analysis on the new sites. Key elements of these studies include
an analysis of impacts to wetlands and other vegetation, archaeo-
logical resources, any special permit requirements, floodway
. location, and other environmental and engineering factors. A
progress report on the sites will be made at the public hearing.
The Final EIS will contain EPA's evaluation of the sites.
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—2—
II. WPDES Permit
In June 1979, the Wisconsin DNR issued a Public Notice, of its
intent to reissue the WPDES permit for the Portage WWTP. Provisions
have been added to monitor PCB levels in the sludge quarterly and to
specify a 0.5 mg/1 chlorine residual limit. A final version of the
permit is anticipated to be issued very shortly.
III. PCBs
The Wisconsin DNR is collecting additional samples of the sludge,
influent wastewater, and effluent wastewater at the Portage WWTP
and is performing analyses of the PCB levels in the samples.
Total PCB concentration results for these 1979 sludge samples were:
August: 27 mg/kg, dry weight
September: 31 mg/kg, dry weight
These levels are substantially lower than those obtained in 1978,
as presented in Section 3.5.5. The additional laboratory data on
this winter's samples will be included in the Final EIS.
Land disposal of sludge will not be feasible if PCB concentrations
exceed 50 mg/kg (ppm) , on a dry weight basis. Presently there are
no standards that apply to PCB concentrations in municipal waste-
water effluent.
IV. Floodway Delineation
The U.S. Army Corps of Engineers is in the process of delineating
Che floodway of the Wisconsin River at Portage. These results are
expected to be available this winter. The floodway is a smaller
area than the 100-year floodplain delineated in Appendix K.
Wastewater treatment plant construction is prohibited within the
floodway by the Wisconsin Administrative Code. This factor may
influence the final site selection at Portage. The floodway is
defined as the portion of the floodplain which carries moving
water during*the flood event. The flood fringe is the remaining
part of the floodplain which serves as a storage area.
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CITY OF PORTAGE
COLUMBIA COUNTY, WISCONSIN
"WHERE THE NORTH BEGINS'
LEGEND
CITY LIMITS —* - —« * - '
WARD BOUNDARIES .---*--• »— -
WARD NO Q
HISTORICAL MARKERS •
Ctlf PARKING LOTS 5HS
INDEX
PORTAGE CtTY HALL
CITY OFFICES
POLICE D£PT
WATER DEPT
FIRE OEPT
WATER DEPT - P
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unliuu uTATi_o "" KtUlUR V
ENVIRONMENTAL PROTECTION AGENCY • CONSTRUCTION GRANTS PROGRAM
NO-L___ ' DATE OF ISSUE December, 1979
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Portage, Wisconsin
WHAT'S THIS?
»
You. have just received the Draft Environmental Impact Statement
for the wastewater treatment facilities proposed for Portage,
Wisconsin. The publication of this document, and the announce-
ment of its availability to the public in the Federal Register,
begins a 45-day comment period during which any concerned in-
dividuals or groups may review this material and present written
or spoken comments to the U.S. Environmental Protection Agency
(EPA). Written comments may be mailed to EPA any time during
the•comment period. Spoken comments may be made at a Public
Hearing.
WHAT'S NEXT?
After the close of the comment period described above, the Final
EIS will be prepared and distributed. All the comments received
concerning the Draft EIS will be addressed here. Copies of this
Final EIS will automatically be~ sent to all individuals who made
written or verbal statements during the comment period. Of course,
any individual may obtain a copy of the EIS by requesting one from
EPA.
AND FINALLY?
A Record of Decision will be issued 30 days or more after the Final
EIS has been distributed. The Record of Decision is a notice of
what the final action to be taken by EPA will be. Copies will be
sent to all persons who received the Final EIS or who request a
copy. This notice will identify those elements upon which the
decision was based and mitigative measures which were developed
during the EIS process.
For copies of any of the above mentioned documents, contact:
EIS Preparation Section '
Water Division
• • U.S. Environmental Protection Agency
230 South Dearborn Street
Chicago, Illinois '60604 .
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CRAFT ENVIRONMENTAL IMPACT STATEMENT
<^6lTY OF PORTAGE WASTEWATER SYSTEM
COLUMBIA COUNTY, WISCONSIN
Prepared by the
UNITED STATES ENVIRONMENTAL PROTECTION AGENCY
REGION V, CHICAGO, ILLINOIS
With the assistance of
WAPORA, INCORPORATED
CHICAGO, ILLINOIS
Approved by:
McGuire
ional Administrator
. Environmental Protection Agency
November, 1979
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DRAFT ENVIRONMENTAL IMP/O1 STATEMENT
CITY OF PORTAGE WASTEWATER SYSTEM
Colombia County, Wisconsin
Prepared by
US ENVIRONMENTAL PROTECTION AGENCY, REGION V
Comments concerning this document are invited and should be received by
Monday, January 21, 1980.
For further information, contact
Catherine Grissom Garra, Project Officer
US EPA Region V
230 South Dearborn Street
Chicago, Illinois 60604
312/353-2157
Abstract
A 201 Facilities Plan was prepared for Portage, Wisconsin. It conclud-
ed that a new secondary treatment facility adjacent to the Wisconsin
River was necessary to replace the old and hydraulically overloaded
facility now located on the Fox River.
Concern about water quality impacts and public controversy, historic and
archaeological sites, and wetlands and floodplains led to the preparation
of thie EIS. The EIS concludes that secondary effluent should be dis-
charged to the Wisconsin River from a new site which avoids destruction
of wetlands and other environmental problems.
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SUMMARY
DRAFT ENVIRONMENTAL IMPACT STATEMENT
WASTEWATER TREATMENT FACILITIES
PORTAGE, WISCONSIN
1. DESCRIPTION OF ACTION PROPOSED IN THE FACILITIES PLAN
The action proposed in the Facilities Plan for the City of Portage,
Columbia County, Wisconsin, included sewer system rehabilitation and
construction of a new wastewater treatment plant (WWTP) at a Wisconsin
River site (Owen Ayres and Associates 1977). A new interceptor would be
built to the WWTP, which would eliminate five existing lift stations.
The new WWTP would have a design capacity of 2.6 million gallons per day
(mgd) and would provide secondary treatment by rotating biological con-
tactors prior to chlorination and discharge to the Wisconsin River. The
effluent would meet the discharge requirements of the Wisconsin Depart-
ment of Natural Resources (WDNR) permit of 30 milligrams per liter (mg/1)
BOD and 30 mg/1 suspended solids (SS). Anaerobically digested sludge
would be applied to farmland. The existing WWTP on the Fox River would
be abandoned. The proposed interceptor necessary for this alternative
originally followed the Wauona Trail. The action proposed in the Facil-
ities Plan is referred to in this document as Alternative 1.
Federal financing has been requested by the City of Portage under
the statutory authority of the Clean Water Act of 1977 (Public Law
95-217). The consulting engineers for Portage estimated the total pro-
ject present worth cost to be $5,650,000 at June 1976 price levels (Owen
Ayres and Associates 1977). The total project present worth cost was
updated by WAPORA, Inc. and was estimated to be $6,849,000 at December
1978 price levels (Section 5.5.1.2.). If Federal funding is not avail-
able, the city may be able to receive a grant from the Wisconsin Fund
(144.24 Wisconsin Statutes).
2. EIS-RELATED ISSUES
On 30 September 1977, USEPA, Region V, issued a Notice of Intent to
prepare an EIS on the proposed Portage wastewater facilities. Specifi-
cally, the Agency's concerns were related to the following issues:
• Water Quality Impact and Public Controversy — Downstream
residents on the Wisconsin River at Lake Wisconsin have
vigorously expressed their interest in the water quality
impacts that might result from the proposed project. Tour-
ism and outdoor recreation are major sources of income, and
any significant adverse impact to water quality would have
serious social and economic, impacts on downstream communi-
ties. The actual impact of the discharge of seconaary-
treated effluent on downstream water quality must be fully
evaluated. These concerns require an EIS, as set forth in
40 CFR 6.200(a)(2), 6.200(b), and 6.5lO(g).
• Historic and Archaeological Resources — Portage is in an
area important both in the prehistory and history of Wiscon-
sin, and is exceptionally rich in cultural resources. Three
iii
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sites in the City presently are included on the National
Register of Historic Places and one site is eligible for the
National Register. [Since the Notice of Intent was issued,
two sites in Portage have been added to the National Regis-
ter, making a total of five sites.] Construction of new
treatment facilities at any of the three site alternatives
presented in the Facilities Plan may have an adverse effect
on the National Register-related sites. Careful archaeo-
logical research and historic survey work will be necessary
for any construction areas chosen. The necessary archaeo-
logical work and historic preservation coordination will be
performed in conjunction with the EIS, as required by 40 CFR
6.214(a) and 6.510(e).
• Floodplain and Wetland Impacts — Portage is surrounded by
wetlands and floodplain areas. The US Fish and Wildlife
Service has indicated that many of the wetlands are of high
quality. Because of the possible impacts on these sensitive
areas, a detailed evaluation on the development of mitiga-
tive measures is necessary. This is an EIS criterion, as
specified in 40 CFR 6.214(b)(l), 6.214(b)(2), and 6.510(b).
Many issues relevant to the preparation of the EIS on the Portage
wastewater facilities were addressed in the reports and newsletters and
during public meetings and interviews with State and local officials. In
addition to those concerns listed in the USEPA Notice of Intent, the
following issues have been considered during the EIS process:
• The need to compile a description of the environment without
the proposed action in sufficient detail to adequately
assess potential environmental impacts
• The need to review population projections presented in the
Facilities Plan and to revise them if necessary
• The need to reevaluate existing wastewater treatment alter-
natives
• The need to consider innovative methods of wastewater dis-
posal (i.e., wetlands application and land application).
3. DESCRIPTION OF THE EIS PROPOSED ACTION
The proposed action selected as the most cost-effective and environ-
mentally sound wastewater management plan is Alternative 1: construction
of a new WWTP at a Wisconsin River site with discharge of secondary-
treated effluent to the Wisconsin River (Section 7.O.). An interceptor
sewer would be constructed from the existing WWTP to the new WWTP site.
The five existing lift stations in the wastewater collection system would
be eliminated, and five new gravity sewers would be constructed connect-
ing with the interceptor sewer (Section 5.5.1.; Figure 22). This pro-
posed action is essentially the same as the action proposed in the Facil-
ities Plan, except that the design flow has been reduced to 2.0 mgd
(Section 5.5.1.), and the interceptor has been re-routed away from the
iv
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Wauona Trail, although two crossings of the Trail remain. USEPA is
working with the City of Portage to find an appropriate WWTP site for the
Wisconsin River discharge. The site proposed in the Facilities Plan
contains wetland areas, which would be destroyed if the WWTP were con-
structed. The existing wastewater collection and interceptor systems
would be rehabilitated and/or replaced according to the recommendations
of the Sewer System Evaluation Survey (Donohue and Associates, Inc.
1977). No additional interceptor or collector sewers would be con-
structed under this grant, with the exception of the interceptor segment
leading to the new WWTP.
The total capital cost of the EIS proposed action has been estimated
to be $5,739,600 (assuming construction of the WWTP at the site proposed
in the Facilities Plan and at December 1978 price levels). The average
annual operation and maintenance (O&M) cost has been estimated to be
$139,700. Seventy-five percent of the total eligible capital costs may
be funded by the Federal Government. The local costs will include 25% of
the total eligible capital cost, 100% of the ineligible capital cost, and
100% of the annual O&M cost. The estimated O&M cost over a 20-year
period would be $1,494,400. Assuming a 1980 population of 7,870 in the
sewer service area, the cost per household would be approximately $52 per
year.
If the Portage project does not fall within the Federal funding
range on the Wisconsin Priority List (it is priority number 53), then it
may receive a grant from the Wisconsin Fund (established by the Wisconsin
Legislature 144.24 Wisconsin Statutes). This program covers 60% of
eligible capital costs, and has comparable, coordinated planning require-
ments with the Federal funding program. State funding covers comparable
eligible items to Federal funding, except that less reserve capacity and
industrial capacity is eligible. If State funding is used, the estimated
cost per household would increase.
4. ALTERNATIVES CONSIDERED
In addition to Alternative 1, seven other alternatives were consi-
dered in detail during the Alternatives Analysis (Sections 4.0. and
5.O.). These seven alternatives are as follows:
• Alternative 2 — New Fox River Plant at New Site with Ad-
vanced Secondary Discharge to the Fox
River (Section 5.5.2.; Facilities Plan
Alternative)
• Alternative 3 — Remodeled Fox River Plant with Advanced
Secondary Discharge to the Fox River (Sec-
tion 5.5.3.; Facilities Plan Alternative)
• Alternative 4 — Remodeled Fox River Plant with Secondary
Discharge to the Wisconsin River (Section
5.5.4.)
• Alternative 5A — Wetlands Application - Overland Flow Type
System (20 mg/1 BOD - 20 mg/1 SS dis-
charge to wetlands) (Section 5.5.5.)
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• Alternative 5B — Wetlands Application - Overland Flow Type
System (30 mg/1 BOD - 30 mg/1 SS dis-
charge to wetlands; (Section 5.5.6.)
• Alternative 6 — Land Treatment by Rapid Infiltration (Sec-
tion 5.5.7.)
• "No Action" Alternative (Section 4.O.).
Subsequent to the analysis of these alternatives (Section 5.O.),
Alternatives 5A, 5B, 6, and "No Action" were eliminated from further
consideration because of the significantly higher projected costs and
associated environmental problems. Of the four remaining alternatives,
Alternatives 2 and 3 would require advanced secondary treatment for
discharge to the Fox River, and Alternatives 1 and 4 would require secon-
dary treatment for discharge to the Wisconsin River.
5. ENVIRONMENTAL IMPACTS
The baseline descriptions necessary for evaluation of potential
primary and secondary impacts associated with project implementation are
presented in Sections 2.0. and 3.0. The No Action Alternative is pre-
sented in Section 4.0. The environmental impacts associated with Alter-
natives 1, 2, 3, and 4 are presented in Section 6.0. Environmental
impacts associated with the proposed action (Alternative 1) would result
from construction and operation of the WWTP and construction of the
interceptor. The manpower, material, energy, and land used during con-
struction of the facilities would be unavailable for other uses. The
potential impacts of the selected alternative are summarized in the
following paragraphs.
AIR QUALITY AND SOUND
Temporary construction impacts, such as increased noise levels and
degradation of air quality (dust, gaseous emissions), would occur along
the interceptor and gravity sewer routes and at the WWTP site. Measures
would be taken to minimize these impacts. Operations at the new WWTP
could release malodorous gases and vapors. Impacts on air quality and
sound, however, are not expected to be significant.
GEOLOGY, SOILS, AND GROUNDWATER
Extensive slope stabilization and dewatering during construction
would be necessary because of the presence of a high water table and the
granular nature of the soil. The dewatering operations during construc-
tion could result in a temporary lowering of the water table in the
immediate vicinity. The potential for groundwater contamination is
minimal. Erosion control measures would be required to minimize silta-
tion/sedimentation during construction along the Wisconsin River and the
Portage Canal. Sludge would be land applied under a controlled program,
in accordance with PCB and cadmium limitations.
VI
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SURFACE WATERS
Construction impacts from siltation/sedimentation should be of short
duration. Water quality and riverbed characteristics would revert
quickly to pre-construction conditions if mitigative measures are imple-
ment ed.
The EIS proposed action would eliminate discharge of treated waste-
water to the Fox River, and also would eliminate discharges of untreated
wastewater to the Wisconsin River and Fox River via bypasses in the
existing collection system. Water quality in the Fox River would be
improved, especially during periods of low flow. The Wisconsin River
would not be affected significantly by the pollutant loads of BOD, SS,
phosphorus, and ammonia-nitrogen that would be discharged from the WWTP
to the Wisconsin River. The increases in loads would be insignificant
when compared to present river pollutant levels. Present cleanup efforts
on the Wisconsin River will result in an overall improvement of water
quality, even with the addition of the Portage WWTP effluent. Industrial
pretreatment is under study to limit heavy metals in the effluent.
Residual PCBs in the existing system would be controlled to minimize
contamination to the new WWTP. No significant water quality impacts are
expected to occur downstream in Lake Wisconsin.
TERRESTRIAL AND AQUATIC FLORA (INCLUDING WETLANDS)
Implementation of Alternative 1 at the Wisconsin River site proposed
in the Facilities Plan would eliminate several acres of wetlands. For
this reason additional sites are being examined for Alternative 1.
TERRESTRIAL AND AQUATIC FAUNA
No significant impacts to wildlife are expected to occur during
construction or operation of the proposed WWTP. Sufficient habitat is
anticipated to be available for displaced terrestrial wildlife, depending
on the final site choice. Minor changes in macroinvertebrate and plank-
ton communities may occur in a small area immediately downstream from the
discharge (mixing zone), but changes are not likely to occur beyond this
zone, further downstream, or in Lake Wisconsin. The Fox River habitat
would improve because of better water quality due to the elimination of
wastewater discharge.
CULTURAL RESOURCES
Four sites on the National Register of Historic Places would be
affected by implementation of Alternative 1. Two of these sites (the
Fort Winnebago Site and the Fort Winnebago Surgeon's Quarters) would be
impacted beneficially (aesthetically) by the abandonment of the existing
WWTP. The Fox-Wisconsin Portage Site would be impacted by interceptor
construction at two points. This impact to an already disturbed roadway
would be minimal and short-term and would not alter the integrity of the
Portage Site. Archaeological monitoring at the two impact points is
warranted, however. The Portage Canal would be impacted during instal-
lation of the interceptor beneath the Canal. Any aesthetic impact would
vii
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be minimal and would not alter the integrity of the Canal. Erosion
control measures would minimize to an insignificant level siltation/
sedimentation to the Canal that may result from construction activities.
If necessary, archaeological surveys would be conducted at the chosen
WWTP site. The site immediately adjacent to the Wisconsin River already
has been surveyed.
A determination effect would be made to the Advisory Council on
historic preservation. Coordination with the State Historic Preservation
Officer (SHPO) would occur prior to construction activities.
SOCIOECONOMIC CHARACTERISTICS
The present growth restriction (sewer extension ban) placed on the
City of Portage by WDNR would be eliminated if the project were imple-
mented. Adverse socioeconomic impacts of Alternative 1, such as user
charges, displacement pressure, and induced growth, would be minimal.
Annual residential user charges would be approximately $52, and a signi-
ficant financial burden would be placed on less than 3% of the households
in Portage. Displacement pressure attributed to user charges also would
be low, affecting less than 1% of the households in Portage. Induced
growth potential would be low due to the lack of significant growth
pressure in the study area.
Recreational opportunities along the Fox River would be improved
under Alternative 1. Adverse impacts on recreation-based activity on the
Wisconsin River and Lake Wisconsin would be minimal. The potential does
exist for short-term impacts to the Lake Wisconsin recreation/economic
base because of adverse publicity given the WWTP project.
AGRICULTURAL LAND AND LAND USE
Because of the projected slow rate of growth for the Portage study
area, impacts of the proposed facilities to agricultural and other land
uses are expected to be minimal. Development that would occur could be
regulated by existing or locally initiated land use controls. If these
controls proved ineffective, development could occur on wetlands and
floodplains in and adjacent to the study area.
FLOODPLAINS
Most undeveloped areas in Portage are located in the 100-year flood
plain. Therefore, wherever the WWTP would be located the site would be
subject to periodic flooding. The proposed WWTP site in Alternative 1 is
located on the floodplain of the Wisconsin River. Flood control measures
would consist of construction of a levee around the proposed WWTP site
and/or elevation of the structures. Because of the small size of the
required levee, the levee is not expected to alter flooding patterns.
ENERGY AND CHEMICAL REQUIREMENTS
Operation of the WWTP would require both electrical energy and fuel.
The principal chemical requirement would be for chlorine (approximately
24.5 tons per year) to be used for disinfection of wastewater prior to
discharge. The increase in the energy and chemical requirements would be
insignificant.
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6. PRINCIPAL MITIGATIVE MEASURES
The following principal mitigative measures are recommended to
mitigate adequately any potential impacts that could occur from imple-
mentation of Alternative 1 (Sections 7.3.1. and 7.3.2.):
• Continuation of the industrial users survey that could be
used to develop an industrial pretreatment program to
control heavy metals
• Control of the residual PCB sources to reduce contamination
from the old WWTP site and the new facilities
• Design of floodproofing measures for the WWTP
• Control of construction dust, noise, and nuisance
• Adherence to erosion/siltation preventive programs during
construction activities
• Adherence to Federal guidelines to ensure reliable WWTP
facilities
• Coordination with the SHPO and the Advisory Council con-
cerning potentially impacted cultural resources, including
monitoring crossings at the Portage Canal and Fox-Wisconsin
Portage site
• Study of the feasibility of constructing a recreational
area at the existing WWTP site after site abandonment
• Initiation of a public information program for users of
Lake Wisconsin, including residents and business people, to
clarify the wastewater treatment program of the City of
Portage.
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TABLE OF CONTENTS
COVER SHEET i
SUMMARY ill
TABLE OF CONTENTS xi
LIST OF TABLES xviii
LIST OF FIGURES xx
LIST OF PHOTOGRAPHS :xxi
LIST OF ABBREVIATIONS xxii
1.0. PURPOSE AND NEED FOR ACTION 1-1
1.1. Legal Background 1-1
1.2. Need for Wastewater Treatment Facilities 1-2
1.3. Action Proposed in the Facilities Plan 1-4
1.4. ElS-related Issues 1-4
1.5. The Study Process and Public Participation 1-5
2.0. AFFECTED ENVIRONMENT: NATURAL ENVIRONMENT 2-1
2.1. Meteorology . 2-1
2.2. Existing Air Quality 2-2
2.3. Sound 2-3
2.4. Geology and Soils 2-4
2.4.1. Physiography and Topography 2-4
2.4.2. Surficial Geology 2-4
2.4.3. Bedrock Geology 2-5
2.4.4. Soils 2-7
2.5. Groundwater Resources 2-12
2.5.1. Groundwater Availability 2-12
2.5.2. Piezometric Levels 2-12
2.5.3. Groundwater Quality 2-14
2.6. Surface Waters 2-14
2.6.1. General Description 2-14
2.6.2. Wisconsin River Hydrology 2-16
2.6.3. Fox River Hydrology 2-18
2.6.4. Surface Water Use 2-20
2.6.5. Water Quality 2-20
2.6.5.1. Water Quality Standards 2-20
2.6.5.2. Wisconsin River 2-21
2.6.5.3. Lake Wisconsin 2-25
2.6.5.4. Fox River 2-26
2.6.5.5. Point Sources 2-31
2.6.5.6. Nonpoint Sources 2-31
xi
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TABLE OF CONTENTS (continued).
2.7. Terrestrial and Aquatic Flora 2-33
2.8.
2.7.1.
2.7.2.
2.7.3.
History
Contemporary Flora
2.7.2.1. Agricultural Land
2.7.2.2. Barren Land
2.7.2.3. Floodplain Forest
2.7.2.4. Hedgerows
2.7.2.5. Hemlock-White Pine-Northern Hardwood
Forest
2.7.2.6. Mixed Grasslands
2.7.2.7. Mixed Succession
2.7.2.8. Oak-Hickory Forest
2.7.2.9. Pastureland
2.7.2.10. Red Pine Plantation
2.7.2.11. Residential Land
2.7.2.12. Swamp Forest
2.7.2.13. Wetlands
2.8.2.13.1. Regulations Concerncing
Wetlands
Endangered or Threatened Species of Plants ....
Terrestrial and Aquatic Fauna
2.8.1.
2.8.2.
2.8.3.
2.8.4.
2.8.5.
2.8.6.
2.8.7.
2.8.8.
2.8.9.
2.8.10.
2.8.11.
Amphibians and Reptiles
Birds
Mammals
Water Quality for Fauna
Chlorophyll
Phytoplankton .....
Zooplankton
Macroinvertebrates
Fish
Summary
2-33
2-33
2-33
2-34
2-34
2-35
2-35
2-35
2-35
2-35
2-36
2-36
2-36
2-36
2-36
2-37
2-38
2-38
2-39
2-39
2-41
2-41
2-41
2-42
2-42
2-43
2-44
2-44
2-46
3.0. AFFECTED ENVIRONMENT: MAN-MADE ENVIRONMENT 3-1
3.1. Cultural Resources 3-1
3.1.1. Prehistory and Archaeological Sites 3-1
3.1.2. History of the Study Area 3-1
3.1.3. Historical or Architectural Sites 3-1
3.2. Socioeconomic Characteristics 3-8
3.2.1. Base Year Population of the Study Area 3-8
3.2.2. Recent Population Trends 3-9
3.2.2.1. Wisconsin 3-9
3.2.2.2. OBERS Subarea 3-9
3.2.2.3. Columbia County 3-9
3.2.2.4. Portage Planning Area 3-9
3.2.2.5. City of Portage 3-10
3.2.2.6. Surrounding Areas 3-10
XII
-------
TABLE OF CONTENTS (continued).
3.2.3. Long-term Population Trends in Portage and Colum-
bia County 3-10
3.2.4. Forces Behind Population Change 3-10
3.2.4.1. Birth Rate 3-11
3.2.4.2. Employment 3-11
3.2.4.2.1. Regional Employment Trends . . 3-11
3.2.4.2.2. Relative Share of Total US Manu-
facturing Employment 3-13
3.2.4.2.3. Unemployment 3-14
3.2.4.2.4. Employment Trends in Portage. . 3-14
3.2.4.3. Age Structure and Employment 3-15
3.2.4.4. Migration and Natural Increase 3-15
3.2.4.5. Commuting Patterns 3-15
3.2.4.6. Housing 3-16
3.2.5. Population Projections 3-16
3.2.5.1. State of Wisconsin 3-16
3.2.5.2. OBERS Subarea 3-16
3.2.5.3. Columbia County 3-16
3.2.5.4. City of Portage 3-18
3.2.5.5. Recommended Portage Population Projec-
tions 3-19
3.2.6. Financial Assessment 3-19
3.2.7. Recreation and Tourism 3-22
3.2.7.1. State of Wisconsin 3-22
3.2.7.2. Columbia County and Sauk County 3-22
3.2.7.3. Lake Wisconsin 3-22
3.2.7.4. Fox River 3-25
3.2.7.5. City of Portage 3-26
3.3. Land Use 3-26
3.3.1. General Description 3-26
3.3.2. Physical Constraints 3-27
3.3.3. Development Contraints 3-28
3.3.4. Future Land Use Trends 3-29
3.4. Floodplain Evaluation 3-30
3.5. Description of Existing Wastewater System 3-31
3.5.1. Sanitary Sewer Collection System 3-31
3.5.2. Storm Sewer Collection System 3-31
3.5.3. Existing Wastewater Treatment Plant 3-31
3.5.4. Evaluation of Existing Wastewater Treatment Plant . . 3-33
3.5.4.1. Preliminary Treatment 3-33
3.5.4.2. Primary Treatment 3-33
3.5.4.3. Secondary Treatment 3-33
3.5.4.4. Chlorination 3-34
3.5.4.5. Effluent Pumping 3-34
3.5.4.6. Solids Handling 3-34
3.5.5. Operating Data 3-34
xiii
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TABLE OF CONTENTS (continued).
Page
4.0. FUTURE SITUATION WITHOUT ACTION 4-1
5.0. ALTERNATIVES ANALYSIS 5-1
5.1. Wastewater Load Factors 5-1
5.2. Economic Factors 5-1
5.3. Design Factors 5-2
5.3.1. Hydraulic and Organic Factors and Industrial Pre-
treatment 5-2
5.3.2. Effluent Standards 5-2
5.4. Alternative Components 5-2
5.4.1. Flow and Waste Reduction 5-6
5.4.1.1. Infiltration/Inflow Reduction 5-6
5.4.1.2. Water Conservation Measures 5-6
5.4.2. Collection System 5-7
5.4.3. Wastewater Treatment Processes 5-13
5.4.3.1. Preliminary Treatment and Primary Sedimen-
tation 5-13
5.4.3.2. Secondary Treatment 5-13
5.4.3.3. Tertiary Treatment 5-14
5.4.3.4. Disinfection 5-15
5.4.4. Effluent Disposal Methods and Sites 5-15
5.4.4.1. Stream Discharge 5-15
5.4.4.2. Land Application 5-15
5.4.4.2.1. Land Suitability 5-17
5.4.4.2.2. Drilling and Monitoring Pro-
gram 5-18
5.4.4.2.3. Regulations 5-21
5.4.4.3. Wetlands Application 5-21
5.4.4.4. Reuse 5-22
5.4.5. Sludge Treatment and Disposal 5-24
5.4.5.1. Sludge Thickening 5-24
5.4.5.2. Sludge Digestion 5-24
5.4.5.3. Sludge Disposal 5-25
5.5. System Alternatives 5-27
5.5.1. Alternative 1 — New Wisconsin River Plant with
Discharge to the Wisconsin River 5-27
5.5.1.1. Components 5-27
5.5.1.2. Costs 5-28
5.5.2. Alternative 2 — New Fox River Plant with Discharge
to the Fox River 5-28
5.5.2.1. Components 5-28
5.5.2.2. Costs 5-28
5.5.3. Alternative 3 — Remodeled Fox River Plant with
Discharge to the Fox River 5-32
5.5.3.1. Components 5-32
5.5.3.2. Costs 5-32
xiv
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TABLE OF CONTENTS (continued).
5.5.4. Alternative 4 — Remodeled Fox River Plant with
Discharge to the Wisconsin River 5-32
5.5.4.1. Components 5-32
5.5.4.2. Costs 5-34
5.5.5. Alternative 5A — Wetlands Application - Overland
Flow Type System (20 mg/1 BOD -20 mg/1 SS discharge
to wetlands) 5-34
5.5.5.1. Components 5-34
5.5.5.2. Costs 5-36
5.5.6. Alternative 5B — Wetlands Application - Overland
Flow Type System (30 mg/1 BOD -30 mg/1 SS discharge
to wetlands) 5-36
5.5.6.1. Components 5-38
5.5.7. Alternative 6 — Land Treatment by Rapid Inviltra-
tion at Site B 5-38
5.5.7.1. Components 5-38
5.5.7.2. Costs 5-48
5.6. Reliability 5-41
6.0. ENVIRONMENTAL CONSEQUENCES OF ALTERNATIVES 6-1
6.1. Air Quality 6-1
6.1.1. Construction Impacts 6-1
6.1.2. Operation Impacts — Aerosols 6-2
6.1.3. Operation Impacts — Gases 6-2
6.1.4. Operation Impacts — Odors 6-2
6.2. Sound 6-3
6.3. Geology, Soils, and Groundwater 6-4
6.3.1. Alternative 1 6-4
6.3.2. Alternative 2 6-5
6.3.3. Alternative 3 6-5
6.3.4. Alternative 4 6-5
6.4. Surface Waters 6-5
6.4.1. Alternative 1 6-5
6.4.2. Alternative 2 6-7
6.4.3. Alternative 3 6-8
6.4.4. Alternative 4 6-8
6.5. Terrestrial and Aquatic Flora 6-9
6.5.1. Alternative 1 . 6-9
6.5.2. Alternative 2 6-9
6.5.3. Alternative 3 6-9
6.5.4. Alternative 4 6-9
6.6. Terrestrial and Aquatic Fauna 6-10
6.6.1. Alternative 1 6-10
6.6.2. Alternative 2 6-10
6.6.3. Alternative 3 6-10
6.6.4. Alterantive 4 6-11
6.6.5. Threatened or Endangered Species 6-11
xv
-------
TABLE OF CONTENTS (continued).
6.7. Cultural Resources 6-11
6.7.1. Alternative 1 6-12
6.7.2. Alternative 2 6-13
6.7.3. Alternative 3 6-14
6.7.4. Alternative 4 6-14
6.8. Socioeconomic Environment 6-15
6.8.1. Financial Impacts 6-15
6.8.1.1. User Charges 6-15
6.8.1.2. Local Cost Burden 6-17
6.8.1.2.1. Households 6-17
6.8.1.2.2. Local Government Finances . . 6-17
6.8.1.2.3. Mitigative Measures 6-18
6.8.2. Local Economic Growth 6-18
6.8.3. Population Impacts 6-18
6.8.4. Recreation Impacts 6-19
6.8.4.1. Fox River 6-19
6.8.4.2. Wisconsin River 6-19
6.8.4.3. Community Parks 6-19
6.8.5. Lake Wisconsin Impacts 6-19
6.9. Agricultural Land 6-20
6.10. Land Use 6-20
6.11. Floodplains 6-21
6.11.1. Alternative 1 6-21
6.11.2. Alternative 2 6-22
6.11.3. Alternative 3 and 4 6-22
6.12. Energy and Chemical Requirements 6-22
6.13. Reliability 6-22
7.0. EIS RECOMMENDED ACTION 7-1
7.1. Alternative Selection Process 7-1
7.2. Description of Selected Alternative 7-2
7.2.1. Collection System 7-2
7.2.2. Wastewater Treatment 7-2
7.2.2.1. Treatment Plant Design Capacity 7-2
7.2.2.2. Level of Treatment 7-2
7.2.2.3. Selected Treatment Plan 7-2
7.3. Total and Local Costs 7-3
7.4. Minimization of Adverse Impacts 7-3
7.4.1. Minimization of Construction Impacts 7-3
7.4.2. Minimization of Operation Impacts .... 7-5
7.5. Unavoidable Adverse Impacts 7-7
7.6. Irretrievable and Irreversible Resource Commitments .... 7-7
7.7. Relationship Between Short-term Uses of Man's Environment
and Maintenance and Enhancement of Long-term Productivity . 7-8
xvi
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TABLE OF CONTENTS (concluded).
Page
7.8. Wetlands Assessment 7-8
7.9. Floodplain Assessment 7-8
7.10. Advisory Council Procedures 7-8
8.0. GLOSSARY OF TECHNICAL TERMS 8-1
9.0. LITERATURE CITED 9-1
10.0. LIST OF PREPARERS 10-1
11.0. DISTRIBUTION LIST 11-1
APPENDIX A — Meteorological and Air Quality Data A-l
APPENDIX 3 — Sound Data B-l
APPENDIX C — Drilling and Monitoring Program and Associated Data
APPENDIX D — Surface Waters Data D-l
APPENDIX E — Terrestrial and Aquatic Flora Data E-l
APPENDIX F — Terrestrial and Aquatic Fauna Data F-l
APPENDIX G — Cultural Resources Data G-l
APPENDIX H — Socioeconomic Data H-l
APPENDIX I — Land Use Data 1-1
APPENDIX J — Engineering and Cost Data for Alternatives J-l
APPENDIX K — Miscellaneous Data K-l
xvn
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LIST OF TABLES
1. Interpolated mixing layer heights at Portage, Wisconsin 2-2
2. Well records for the study area 2-13
3. Groundwater quality in the study area 2-15
4. Summary of flow data for the Wisconsin River 2-16
5. Wisconsin River flow records for water years 1962-1977 2-17
6. Wisconsin River flows during the 1975-1976 water year 2-17
7. Wisconsin River and Baraboo River flow data for 1978 2-18
8. Summary of flow data for the Fox River 2-19
9. Fox River flow records for water years 1962-1977 2-19
10. Fox River flows for the 1975-1976 water year 2-19
11. Fox River flow data for 1978 2-20
12. Water quality data for the Wisconsin River at Wisconsin Dells . . 2-22
13. Water quality data for the Wisconsin River 2-24
14. Chemical data from the WDNR Fox River study 2-27
15. Water quality data for the Fox River 2-28
16. Water quality data for the Portage wastewater treatment plant
effluent 2-30
17. Receiving streams in the Lower Wisconsin River Basin 2-32
18. Population projections for the period 1975-2000 3-17
19. Population projections for Portage, 1975-2000 3-20
20. Criteria for local government debt analysis 3-21
21. Recreation and travel sales, 1976 3-24
22. Existing land use in the Portage study area 3-26
23. Estimated future land use in the Portage study area 3-29
24. Ten highest known floods of the Wisconsin River at Portage. . . . 3-32
25. Summary of 1977 operating data for the Portage wastewater treat-
ment plant 3-35
26. Summary of 1978 operating data for the Portage wastewater treat-
ment plant 3-36
27. Chemical characteristics of sludge from the Portage wastewater
treatment plant 3-37
28. Economic cost criteria 5-3
29. Hydraulic and organic design factors for the Portage WWTP .... 5-3
30. Effluent standards for discharge to the Wisconsin River and the Fox
River 5-4
xviii
-------
LIST OF TABLES (concluded).
Page
31.
32.
33.
34.
35.
36.
37.
Summary of all estimated costs of alternatives
Equipment used and resultant sound levels during construction of
sewer lines
Impacts on known cultural resources in the study area
Annual residential user charges assuming Federal funding
Significant financial burden assuming Federal funding
Debt service and debt per capita resulting from the proposed
alternatives assuming Federal funding
Approximate enerov and chemical requirements
5-30
6-4
6-11
6-16
6-17
6-18
6-23
38. Key project participants 10-2
xix
-------
LIST OF FIGURES
Page
1. General location of Portage 1-3
2. Portage study area 1-6
3. Expanded study area 1-7
4. Topography and physiography Facing 2-4
5. Thickness and character of glacial drift 2-6
6. Topography and character of bedrock surface 2-8
7. Soil associations 2-9
8. Land cover Facing 2-34
9. USEPA sampling stations 2-40
10. Historical or architectural sites 3-2
11. Recreational areas 3-23
12. Existing land use Facing 3-26
13. Existing and alternative WWTP sites 5-8
14. Proposed interceptor for the new Wisconsin River plant site
(Alternative 1) 5-10
15. Proposed interceptor for the new Fox River plant site
(Alternative 2) 5-11
16. Outfall sewer to the Wisconsin River from the remodeled existing
plant (Alternative 4) 5-12
17. Land suitability Facing 5-18
18. Slopes greater than 15% 5-19
19. Locations of potential land treatment sites 5-20
20. Wetlands application site 5-23
21. Alternative sludge disposal methods 5-26
22. Alternative 1 - New Wisconsin River plant with discharge to the
Wisconsin River 5-29
23. Alternative 2 - New Fox River plant with discharge to the Fox
River 5-31
24. Alternative 3 - Remodeled existing plant with discharge to the
Fox River 5-33
25. Alternative 4 - Remodeled existing plant with discharge to the
Wisconsin River 5-35
26. Alternative 5A - Wetlands application - overland flow type system. 5-37
27. Alternative 5B - Wetlands application - overland flow type system. 5-39
28. Alternative 6 - Land treatment by rapid infiltration 5-40
xx
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LIST OF PHOTOGRAPHS
Page
1. Fox-Wisconsin Portage Site Following 3-2
2. Fox-Wisconsin Portage Site Following 3-2
3. Old Indian Agency House Following 3-2
4. Fort Winnebago Surgeon's Quarters Following 3-2
5. Site of Fort Winnebago Following 3-2
6. Portage Canal Following 3-2
7. Portage Canal Following 3-2
8. Portage Canal Following 3-2
9. Portage Canal Following 3-2
10. Portage Canal Following 3-2
11. Portage Canal Following 3-2
12. Tollgate House Following 3-2
13. Tollgate House Following 3-2
xxi
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LIST OF ABBREVIATIONS
ABF activated biological filter
Al aluminum
AQCR Air Quality Control Region
Aroclor 1242, 1248, 1254, 1260 . . polychlorinated biphenyls (PCBs)
As arsenic
AWT advanced wastewater treatment
B boron
BRF below replacement fertility
BTU British Thermal Units
BOD; BOD ; BOD biochemical oxygen demand; 5-day; 20-day
Ca calcium
CaCO» calcium carbonate
CEQ Council on Environmental Quality
CF current fertility
Cd cadmium
cfs cubic feet per second
CGS Columbia Generating Station
CO carbon monoxide
COD chemical oxygen demand
COE Corps of Engineers
Cr chromium
Cu copper
dB decibel
DO dissolved oxygen
DOA Department of Administration
EIS environmental impact statement
Fe iron
gpm gallons per minute
HC hydrocarbon
Hg mercury
I/I Infiltration/Inflow
Kwh Kilowatt hours
Mg magnesium
mgd million gallons per day
mg/1 milligrams per liter
xxii
-------
LIST OF ABBREVIATIONS (continued).
ml milliliter
MPN/100 ml most probable number per 100 milliliters
Mn manganese
msl mean sea level
Na sodium
NAAQS National Ambient Air Quality Standards
NEPA National Environmental Policy Act
NH ammonia (un-ionized)
NH -N ammonia-nitrogen
NO , NO nitrogen dioxide, nitrogen oxides
£• X
NO-NO nitrate-nitrite
NPDES National Pollutant Discharge Elimination
System
0« ozone
OBERS Office of Business Economic Research Service
O&M operation and maintenance
Ortho P orthophosphate
Pb lead
PCBs polychlorinated biphenyls
ppb parts per billion
ppm parts per million
psi pounds per square inch
RBS rotating biological contactor (also RBC)
SCS Soil Conservation Service
SHPO State Historic Preservation Officer
S02, SO sulfur dioxide, sulfur oxides
SO, sulfate
4
SS suspended solids
SSES Sewer System Evaluation Survey
SU Standard Units
TKN total kjeldahl nitrogen
Total P total phosphorus
TRF toward replacement fertility
TPO, total phosphate
ug/1 micrograms per liter
xxiii
-------
LIST OF ABBREVIATIONS (concluded).
uhmos/cm micromhos per centimeter
um micrometer
USDA United States Department of Agriculture
USEPA United States Environmental Protection Agency
USGS United States Geological Survey
WDBD Wisconsin Department of Business Development
WDNR Wisconsin Department of Natural Resources
WPDES Wisconsin Pollutant Discharge Elimination
System
WWTP wastewater treatment plant
Zn zinc
xxiv
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1.0. PURPOSE OF AND NEED FOR ACTION
1.1. Legal Background
The City of Portage, Wisconsin submitted a draft Facilities Plan to
the State of Wisconsin in 1977 that recommended the construction of a new
wastewater treatment plant (WWTP) with discharge to the Wisconsin River.
The Facilities Plan was prepared for the City by Owen Ayres and Asso-
ciates (1977). It was used as part of an application for funding under
the State and Federal Municipal Wastewater Treatment Works Construction
Grants programs. The Facilities Plan was reviewed by the Wisconsin De-
partment of Natural Resources (WDNR), but has not yet been certified by
them. During Summer 1977, WDNR forwarded the Facilities Plan to the
United States Environmental Protection Agency (USEPA), Region V. WDNR
noted the public controversy surrounding the proposed project and recom-
mended that preparation of an Environmental Impact Statement (EIS) should
be considered by USEPA.
The National Environmental Policy Act of 1969 (NEPA) requires a
Federal agency to prepare an EIS on "...major Federal actions signifi-
cantly affecting the quality of the human environment...." In addition,
the Council on Environmental Quality (CEQ) published regulations (40 CFR
Parts 1500-1508) to guide Federal agencies in determinations of whether
Federal funds, which may be committed to the project through the Con-
struction Grants program, or Federal approvals, would result in a project
that would significantly affect the environment. USEPA developed its own
regulations (40 CFR Part 6) for the implementation of the EIS process.
Pursuant to these regulations, USEPA, Region V, determined that an EIS
would have to be prepared on the proposed project at Portage, Wisconsin
before a grant or approval for design ("Step 2") and construction ("Step
3") could be made. The Notice of Intent to Prepare an EIS was issued on
30 September 1977.
Federal funding for wastewater treatment projects is provided under
Section 201 of the Clean Water Act of 1977 (Public Law 95-217). This Act
provides 75% Federal funding for eligible planning, design, and construc-
tion costs, with the community paying the remaining 25% plus all opera-
tion and maintenance expenses. Portions of projects that are defined as
innovative or alternative are eligible for 85% funding under the Clean
Water Act. Funding also is available under the Wisconsin Fund (144.24
Wisconsin Statutes), which provides for 60% of eligible costs when
Federal funds are unavailable.
A three-step grant process is used under the Clean Water Act's
Construction Grants program: Step 1 includes facilities planning; Step 2
develops detailed engineering plans and specifications; and Step 3 covers
construction of the pollution control system. Comparable procedures are
followed under the Wisconsin Fund. The Portage project currently is in
Step 1: planning for design year 2000.
The Clean Water Act provides for the National Pollutant Discharge
Elimination System (NPDES) permit program. In the case of Wisconsin,
this authority has been delegated to the State as the Wisconsin Pollutant
Discharge Elimination System (WPDES) permit program. The permits limit
the amount of certain pollutants that may be discharged.
1-1
-------
The Clean Water Act stresses that USEPA identify and select the
cost-effective alternative, when sewage treatment facilities receive
Federal grants for construction. USEPA defines the cost-effective alter-
native as the one which will result in the minimum total resource costs,
over the life of the project, to meet Federal, State, and local require-
ments. It is not necessarily the least cost proposal. The analysis for
choosing the cost-effective alternative is based on both the capital
construction costs and operation and maintenance costs for a twenty year
period, although it is only the capital costs which receive funds. Non-
monetary costs also must be considered, including social and environ-
mental factors, in a cost-effectiveness analysis.
1.2. Need for Wastewater Treatment Facilities
The City of Portage, situated between the Fox River and the Wiscon-
sin River, is located in Columbia County in south-central Wisconsin,
approximately 30 miles north of Madison (Figure 1). The City presently
is served by a sanitary sewer collection system and a separate storm
sewer collection system. Wastewater is treated at a secondary treatment
(trickling filter) facility. Four treatment plant bypasses exist within
the Portage wastewater collection system that periodically discharge raw
sewage to surface waters: three discharge to the Wisconsin River, and
one discharges to the Fox River. Bypasses occur when the WWTP capacity
is exceeded during periods of heavy rainfall. The excess flow to the
WWTP is a result of significant inflow/infiltration (I/I) into the sani-
tary sewer collection system. A rehabilitation program is scheduled to
begin in 1980 to reduce excess clearwater leakage into the sewer system
(Section 5.4.2.).
The existing WWTP, which discharges to the Fox River, is designed to
treat an average flow capacity of 1.3 million gallons per day (mgd). It
can accept a hydraulic loading of 2.16 mgd. The WWTP was upgraded in the
late 1950's to provide for secondary treatment. Averages of 52 milli-
grams per liter (mg/1) BOD and 46 mg/1 suspended solids (SS) were re-
ported for the year 1978 (Section 3.5.5.) in the effluent from the WWTP.
When the hydraulic capacity of the WWTP is exceeded, raw sewage is dis-
charged directly to surface waters creating a potential health hazard.
Because of the dual problem of a "leaky" sanitary sewer system and
an old and hydraulically overloaded WWTP, Portage cannot effectively
treat its wastewater. The first part of the problem will be alleviated
by the rehabilitation program, for which USEPA has already authorized
funding. It is more cost-effective to remove this flow from the system
than to treat it at a WWTP. A "Finding of No Significant Impact" (for-
merly called a Negative Declaration) was issued on 21 May 1979 for the
rehabilitation program, and is included in Appendix K. The second aspect
of the problem is the subject of this EIS: the need for a new or up-
graded WWTP to achieve an effluent quality that will protect both the
public health and the natural environment.
The location of Portage between two rivers allows the City the
flexibility of discharging its treated effluent into either river, de-
pending on which discharge scheme is most cost-effective and has the
least adverse environmental impact. Permit limits for discharge to the
1-2
-------
MICHIGAN
FIGURE I GENERAL LOCATION OF PORTAGE
1-3
-------
Fox River specify 35 mg/1 BOD , 35 mg/1 SS, 1 mg/1 phosphorus, 4 mg/1
animonia-nitrogen (weekly average, May - October) or 12 mg/1 ammonia-
nitrogen (weekly average, November - April), and 0.5 mg/1 residual chlo-
rine (daily maximum). To achieve these limits, advanced secondary treat-
ment would be required. Discharge to the Wisconsin River would require
only secondary treatment and an effluent quality of 30 mg/1 BOD and 30
mg/1 SS, as required by WDNR.
Phosphorus removal will be required for a discharge to the Fox
River, but not to the Wisconsin River. Because the Fox River flows to
Lake Michigan, USEPA is committed to controlling the phosphorus that
enters the Fox River. This reflects USEPA's commitment to the 1978
treaty between the US and Canada to protect the Great Lakes. The treaty
is not binding on Wisconsin at present. Wisconsin, however, has a State
standard limiting phosphorus, and has included an effluent limit of 1.0
mg/1 of phosphorus in the proposed WPDES permit for a Fox River discharge
at Portage (Appendix J).
In June 1978, the Wisconsin Supreme Court decided the case of Fort
Howard Paper Company v. Department of Natural Resources, which challenged
the necessity of phosphorus limitations. The decision found that a
phosphorus limitation in a discharge permit may not be imposed in the
absence of a showing that it is necessary to meet a water quality stan-
dard. However, the Supreme Court did not specify what is sufficient to
show that the limitation is necessary. The implications of this case to
municipalities are not clear, and have not affected the proposed Fox
River WPDES permit for Portage.
1.3. Action Proposed in the Facilities Plan
The Wastewater Facilities Plan for Portage, Wisconsin (Owen Ayres
and Associates 1977) was developed to comply with Federal and State reg-
ulations to provide sewerage for an expanded service area through the
year 2000. Sewer system rehabilitation and construction of a new 2.593
mgd WWTP at a Wisconsin River site, with discharge of treated effluent to
the Wisconsin River, was proposed. Portions of a new interceptor to the
Wisconsin River follow the Wauona Trail. This alternative is identified
as Alternative 1 in the EIS and is discussed in Section 5.5.1. of this
document. Sewer system rehabilitation and construction of a new WWTP
would eliminate the four existing bypasses for raw wastewater within the
present Portage wastewater collection system and the existing WWTP on the
Fox River.
The consulting engineers for Portage estimated the total project
present worth cost to be $5,650,000 at June 1976 price levels (Owen Ayres
and Associates 1977). The total project present worth cost was updated
by WAPORA and was estimated to be $6,849,000 at December 1978 price
levels (Section 5.5.1.2.).
1.4. ElS-related Issues
On 30 September 1977, USEPA, Region V, issued a Notice of Intent to
prepare an EIS on the proposed Portage wastewater facilities. Specif-
ically, USEPA's concerns were:
1-4
-------
• Water Quality Impact and Public Controversy — Downstream resi-
dents on the Wisconsin River at Lake Wisconsin have vigorously
expressed their interest in the water quality impacts that might
result from the proposed project. Tourism and outdoor recreation
are major sources of income, and any significant adverse impact
to water quality would have serious social and economic impacts
on downstream communities. The actual impact of the discharge of
secondary-treated effluent on downstream water quality must be
fully evaluated. These issues require an EIS, as set forth in 40
CFR 6.200(a)(2), 6.200(b), and 6.510(g).
• Historic and Archaeological Resources — Portage is in an area
important in both the prehistory and history of Wisconsin, and is
exceptionally rich in cultural resources. Three sites in the
City presently are included on the National Register of Historic
Places and one site is eligible for the National Register.
[Since the Notice of Intent was issued, two sites in Portage have
been added to the National Register, making a total of five
sites.] Construction of new treatment facilities at any of the
three alternative sites considered in the Facilities Plan may
have an adverse effect on the National Register-related sites.
Careful archaeological research and historic survey work will be
necessary for any construction areas chosen. The necessary
archaeological work and historic preservation coordination will
be performed in conjunction with the EIS, as required by 40 CFR
6.214(a) and 6.510(e).
• Floodplain and Wetland Impacts — Portage is surrounded by wet-
lands and floodplain areas. The US Fish and Wildlife Service has
indicated that many of the wetlands are of high quality. Because
of the possible impacts on these sensitive areas, the development
of mitigative measures is necessary. This is an EIS criterion,
as specified in 40 CFR 6.214(b)(l), 6.214(b)(2), and 6.510(b).
1.5. The Study Process and Public Participation
Based on the determination to prepare an EIS, USEPA, Region V,
obtained the assistance of a consultant, WAPORA, Inc., to collect infor-
mation on the environmental setting, to consider alternatives for waste-
water disposal, and to evaluate the impacts of the various alternatives.
Two engineering firms, Harza Engineering Co. and Warzyn Engineering Inc.,
were utilized to investigate suitable land treatment sites. The EIS
study area (Figure 2) is the same as the study area for the year 2000
that was considered by Owen Ayres and Associates (1977) in the Facilities
Plan. An expanded study area (Figure 3) was required for preliminary
analyses on the feasibility of land application alternatives.
The bulk of the work on the preparation of the draft EIS occurred
between March 1978 and July 1979. During that period, a report entitled
Rapid Infiltration Alternative of Wastewater Treatment, Surface and Sub-
surface Investigation also was compiled under the supervision of WAPORA
by Harza Engineering Co., with the assistance of Warzyn Engineering Inc.
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FIGURE 2
PORTAGE STUDY AREA
(OWEN AYRES and ASSOCIATES 1977)
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During this period, numerous letters, petitions, and telephone calls
on the Portage project have been received by WDNR, WAPORA, and USEPA from
concerned citizens. Two public information and participation meetings,
sponsored by USEPA, were held in February and July 1978 to facilitate
public involvement during the preparation of the EIS. One of the
meetings was held in Portage, the other in the Lake Wisconsin vicinity
(Poynette). Informal meetings were held in Portage with various City
officials, the US Soil Conservation Service (SCS), and the chairmen of
Fort Winnebago Township and Lewiston Township to discuss the land appli-
cation studies. At the initial public meeting, WAPORA sought out local
expertise in the areas to be studied by passing out sign-up sheets.
Public response was most evident in social, economic, water quality, and
cultural resource "sign-ups". Background information on the project was
sent to local public libraries. Three project newsletters were prepared
during the study period and were mailed to persons who expressed interest
in the project. Interviews were held with the staffs of the local news-
paper and the local radio stations.
Many issues relevant to the preparation of the EIS on the Portage
wastewater facilities were addressed in the newsletters and during public
meetings and interviews with Federal, State, and local officials. In
addition to those concerns listed in the USEPA Notice of Intent, the
following issues have been considered during the EIS process:
• The need to compile a description of the environment with-
out the proposed action in sufficient detail to adequately
assess potential environmental impacts
• The need to review population projections presented in the
Facilities Plan and to revise them if necessary
• The need to reevaluate existing wastewater treatment alter-
natives
• The need to consider innovative methods of wastewater
disposal (i.e., wetlands application and land application).
1-8
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2.0. AFFECTED ENVIRONMENT: NATURAL ENVIRONMENT
2.1. Meteorology
The closest source of readily available meteorological data is
located at Truax Field in Madison, Wisconsin, approximately 35 miles
south of Portage. Portage and Madison share the same continental-type
climate and the same general topography. As a result, the temperature,
precipitation, and wind characteristics of the two areas are quite simi-
lar. Climatological data from the National Weather Service office in
Madison for the period of record, 1941 to 1970, are presented in Appendix
A, Table A-l.
Portage experiences a large annual temperature range and frequent
fluctuations in temperature over short periods of time. Temperatures in
the summer months average 68°F, whereas the average for the winter months
is less than 20°F. Daily mean temperatures average more than 42°F for
approximately 200 days and less than 32°F for more than 100 days per
year. The average annual temperature is slightly less than 45°F.
Over 60% of the annual precipitation occurs during the five months
from May through September. The average annual precipitation in the
area, as recorded over the 30-year period from 1941 through 1970, is
approximately 30 inches. The maximum monthly rainfall occurred during
July 1950, when approximately 11 inches of rain fell, with a maximum of
close to 5 inches occurring during a single 24-hour period. National
Weather Service precipitation data for Madison are contained in Appendix
A, Tables A-2 and A-3.
During an average winter, 1.0 inch or more of snow covers the ground
approximately 60% of the time from 10 December to 25 February. From the
beginning of December through most of March the ground usually is frozen,
with an average frost penetration of 25 to 30 inches. The growing season
lasts for an average of 175 days. The first frost in autumn usually
occurs between 6 October and 25 October, while the last frost in spring
usually occurs between 17 April and 2 May.
The prevailing wind direction in the study area is from the south
for 7 months during the year. In January and February the wind is from
the west—northwest; in March and April the prevailing wind direction is
from the northwest; and in December the wind is from the west. The
average wind speed is 9.9 miles per hour (mph), with the peak monthly
average speed of 11.6 mph occurring in April and the lowest monthly aver-
age speed of 8.1 mph occurring in August. Annual and seasonal wind
frequency data compiled over a 5-year period (1967-1971) for Madison,
Wisconsin, are presented in Appendix A, Tables A-4 to A-7.
Mixing layer height, a meteorological parameter that is important in
the determination of air quality, is defined as the height above the
surface through which relatively vigorous vertical mixing occurs. The
afternoon mixing heights tend to be relatively low in the study area,
partially because of the moderating influence of the Great Lakes on
surface heating by the sun. Interpolated mean mixing layer heights for
the area are presented in Table 1.
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Table 1. Interpolated mean mixing layer heights in meters (m) at Portage,
Wisconsin (Holzworth 1972).
Season Morning Afternoon
Winter 500 600
Spring 500 1,400
Summer 300 1,600
Autumn 400 1,100
Annual 500 1,200
2.2. Existing Air Quality
The study area is part of Federal Air Quality Control Region (AQCR)
Number 240, which includes nine counties in Wisconsin: Columbia, Dane,
Dodge, Green, Iowa, Jefferson, Lafayette, Richland, and Sauk. The pro-
posed wastewater treatment project must be compatible with the National
Ambient Air Quality Standards shown in Appendix A, Table A-8.
The Portage area also is under the jurisdiction of WDNR and thus is
subject to the provisions of Chapter NR 154 of the Wisconsin Adminis-
trative Code that deal with air pollution control. The Wisconsin Ambient
Air Quality Standards are identical to the Federal standards in Appendix
A, Table A-8. The specific Wisconsin air pollution control regulations
that may be especially applicable to the proposed project include Section
NR 154.11 (2), "Control of Fugitive Dust Emissions," which is important
during the construction phase of the project; and Section NR 154.18 (1),
"Malodorous Emissions—General Limitations," which prohibits the emission
of substances with an objectionable odor. An odor is deemed objection-
able if: (1) a decision is made by WDNR to that effect, or (2) 60% of a
random sample of persons exposed to the odor consider it to be objec-
tionable.
The principal point sources of atmospheric emissions in Columbia
County, as well as the average amounts of contaminants that the sources
emit, are presented in Appendix A, Table A-9. The major source of air
contaminant emissions in the Portage area is the Columbia Generating
Station (CGS) of the Wisconsin Power and Light Co., located approximately
4.5 miles southeast of Portage. The Station accounts for more than 90%
of the particulate, sulfur dioxide (SO-), nitrogen dioxide (NO-), and
carbon monoxide (CO) emissions in Columbia County. The second-largest
source of particulates is the Martin-Marietta sand processing plant,
which is located approximately 0.5 mile northwest of the CGS. Primarily
because of these sources, USEPA has designated the area surrounding these
emission sources (approximately 4 square miles) as a non-attainment area
in which the primary (health-related) particulate standard of 260 ug/m is
not met. An area in Pacific Township approximately 1.0 mile east of the
non-attainment area does not meet the 150 ug/m secondary (welfare-
related) particulate standard. The remainder of Columbia County (in-
cluding Portage) does not exceed national standards for particulates,
S09, NO , or CO. The only other air quality problem is due to photo-
chemicaF oxidants or ozone (Oo), which is a problem pollutant over much
2-2
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of the United States because of the long-distance transport and reaction
of precursor emissions such as hydrocarbons (HC) and nitrogen oxides
(NO ) from urban areas. All three 0 monitoring locations in Columbia
County recorded numerous excesses of the 1-hour, 160 ug/m primary and
secondary oxidant standards during 1976. (The 0 standard was revised to
240 ug/m on 8 February 1979.)
The 1976 Wisconsin air quality data (monitored values for total
suspended particulates, SO , NO , and 0 ) are presented in Appendix A,
Table A-10. Air quality data for the eight monitoring stations in Colum-
bia County, as well as the distance and direction of each of these sites
from Portage, also are included in Appendix A, Table A-10 and Figure A-l.
HC and CO are not monitored in Columbia County, but WDNR has indicated
that levels of these contaminants in the area are low, as it is rela-
tively rural and free from major sources of these contaminants.
In summary, only particulates and oxidants pose air quality problems
in or near the study area. The particulates result from specific point
sources, and the oxidants result from long-distance transport and reac-
tion of precursor emissions.
2.3. Sound
Information on ambient sound levels in the study area was not avail-
able. A sound survey was conducted by WAPORA on 27 and 28 March 1978.
Four locations in noise-sensitive land areas were selected for measure-
ment of current sound levels. The sampling locations are described as
follows:
Location No. Description
1 813 E. Edgewater Street
2 Cottage School, at the corner of
Thompson Street and Brady Street
3 Veterans Memorial Field, at the
intersection of Wauona Trail and
Griffith Street
4 Old Indian Agency House, at the
northern end of the Portage Canal
Sound levels in Portage are typical of the sound climate of a small
city. Sound levels ranged from 42 to 55 dBA (adjusted decibels) at
Location 1, 47 to 63 dBA at Location 2, and 43 to 58 dBA at Location 3.
A level of 43 dBA was registered at Location 4. A summary of ambient
sound levels is presented in Appendix B, Table B-l. The sampling loca-
tions also are described in Appendix B, Table B-l.
The principal sources of sound at Locations 1, 2, and 3 were auto-
mobile, truck, and railroad traffic. Automobile and truck traffic were
2-3
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heaviest during the late afternoon and early evening hours. Railroad
activity occurred regularly throughout the 24-hour period. The latter
sound source contributed significantly to both daytime and nighttime
sound levels near Locations 1 and 3. The principal sources of sound at
Location 4 were wind and the distant noise of traffic on Route 33.
Ambient sound levels exceeded USEPA guidelines (Appendix B, Table B-2) at
Locations 2 and 3 by 6 and 2 decibels, respectively.
Ambient sound quality at Location 4 was sampled for only 25 minutes
during daytime hours. No unusual activities such as road detours or
construction occurred at the locations. Therefore, the data do not
reflect any intrusive sounds.
Nomenclature, instrumentation, data collected, methods of data
acquisition, and Federal guidelines for noise regulations are described
in Appendix B. At present, neither Columbia County nor the State of
Wisconsin has established guidelines for noise regulation.
2.4. Geology and Soils
2.4.1. Physiography and Topography
Due to the possible development of a land application alternative,
the study area boundaries were extended to include potentially suitable
sites. The expanded study area (Figure 3) overlaps the southeastern part
of the Central Lake Plain and Moraine Province and the southwestern part
of the Eastern Lake Plain and Moraine Province (Olcott 1968). Topography
and landforms are characterized predominantly by glacial lake plain and
morainic deposits that have been modified by surface-weathering agents
and by the fluvial action of the Wisconsin River, the Fox River, Neenah
Creek, French Creek, and Spring Creek. Major lakes in the study area
include Swan Lake, Silver Lake, and Mud Lake. The major physiographic
and topographic features of the expanded study area are depicted in
Figure 4.
Broad, level floodplains occur along the Wisconsin River, the Fox
River, and minor streams (Section 3.4.). A large lowland area northwest
of Portage is part of the floodplain of the Wisconsin River. Land cover
consists primarily of crops and marsh. Elevations range from less than
780 feet mean sea level (msl) to approximately 820 feet msl.
Upland areas are situated to the east and west of the Fox River in
the northern two-thirds of the study area. Drumlins, kames, moraines,
and bedrock outcrops produce a rolling and hummocky topography. The
landscape often is pitted with numerous small depressions. Elevations
range from 800 feet msl to more than 1,060 feet msl, and slopes often
exceed 15%. High elevations are associated primarily with areas of
bedrock outcrop.
2.4.2. Surficial Geology
Pleistocene deposits in the expanded study area were produced by the
northeast-southwest advance of the Green Bay Lobe during the Wisconsinan
stage of glaciation (Columbia County Planning Department 1970) . Glacial
2-4
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drift consists predominantly of ground moraines, end moraines, outwash
deposits, and lacustrine deposits (Figure 5). The thickness of glacial
drift ranges from less than 50 feet in northwestern and eastern regions
to more than 200 feet in preglacial bedrock valleys. Locally, drift may
be absent.
Ground moraine deposits consist of glacial till that was deposited
directly by glacial ice advancing over bedrock or older glacial deposits.
Sediments are unsorted, unstratified mixtures of clay, silt, sand, and
gravel (Olcott 1968; Hindall and Borman 1974). Lenses of sand and gravel
may occur locally. In some areas, an older ground moraine was molded by
an advancing glacier into clusters of elongated, egg-shaped mounds called
drumlins. The axes of the drumlins roughly parallel the direction of
glacial movement (Gilluly and others 1968; Holmes 1965).
End moraine deposits mark the position of a glacier during a halt or
minor readvance and are composed of glacial till that was deposited along
the edge of a relatively stagnant ice sheet. The end moraines in the
study area are associated with the Lake Mills Morainic System (Columbia
County Planning Department 1970). Topography is characterized by belts
of sharply rolling and hummocky land. Boulders, undrained depressions,
and lenses of stratified sand and gravel are common.
Outwash deposits are composed predominantly of stratified sand and
gravel that was deposited by glacial meltwaters. Grain sizes range from
cobbles to fine sand. Cross-bedding and channel structures are common
features. Kames are isolated or clustered hills of sand and gravel that
represent steep-faced alluvial cones or deltas deposited by streams
emerging at high levels from a temporarily stagnant ice front (Holmes
1965).
Lacustrine sediment accounts for most of the glacial drift in the
study area. It consists of laminated fine sand, silt, and clay that were
deposited in glacial lake basins. The glacial lake basin in the vicinity
of Portage corresponds to a system of preglacial bedrock valleys (Olcott
1968; Hindall and Borman 1974). Lacustrine deposits are commonly under-
lain by glacial till and are overlain locally by marl and peat.
Examination of soil reports from the US Soil Conservation Service
(1971), well logs (Wisconsin Geological and Natural History Survey n.d.),
and data from soil borings (Ives and others 1973) has indicated that
outwash sand and gravel deposits in the expanded study area are important
sources of groundwater.
In addition to glacial drift, surficial deposits contain significant
amounts of loess (aeolian silt and sand) and recent alluvium. Recent
alluvium includes all detrital material deposited in valleys and depres-
sions since the retreat of the last glacier. Sediments range from coarse
sand and gravel in stream channels to fine sand and silt on floodplains.
Undrained depressions commonly contain muck or peat.
2.4.3. Bedrock Geology
The bedrock formations in the expanded study area consist of
gently-dipping, Upper Cambrian sedimentary rocks that overlie a
Precambrian basement of igneous and metamorphic rocks. Strata generally
2-5
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dip southeastward at approximately 15 to 20 feet per mile, following the
slope of the Precambrian surface (Olcott 1968; Hindall and Borman 1974).
The thickness of the beds generally increases in the direction of the
dip. Upper Cambrian rocks consist of the Mt. Simon Sandstone, Eau Claire
Formation (sandstone and shale), Galesville Sandstone, and Franconia
Sandstone (McLeod 1975).
With the exception of a small area of Precambrian rhyolite in the
northeastern part of the expanded study area, the bedrock surface con-
sists entirely of Cambrian sandstones (Figure 6) . Although there are
insufficient data with which to differentiate individual formations, an
examination of well records has indicated that the bedrock surface may
comprise the Eau Claire, Galesville, and Franconia formations. The Eau
Claire Formation contains some interbedded shale. However, the bedrock
of this formation generally consists of light-colored, fine-grained to
medium-grained, partly dolomitic sandstone.
Bedrock topography is characterized by deep bedrock valleys that
extend through the central regions of the expanded study area and bedrock
highs to the northwest, northeast, and east (Figure 6). Bedrock highs
correspond to sandstone bluffs and ridges and may exceed 950 feet msl.
The bedrock surface in these areas roughly follows the topography of the
land.
2.4.4. Soils
Soil characteristics are determined largely by the parent material
and slope on which they were formed. Soil associations consist of groups
of soil types that commonly occur adjacent to one another. Five soil
associations are present in the expanded study area (Figure 7). Unless
otherwise documented, soil information was obtained from the US Soil Con-
servation Service (1978) .
The Granby-Alluvial land, loamy, wet-Morocco association occurs pri-
marily in the southwest part of the expanded study area on the floodplain
of the Wisconsin River. Elevations range from less than 780 feet msl to
820 feet msl. Most of the area is nearly level, but steep slopes 2 to 6
feet in length occur along old stream channels that meander through the
area. This association is subject to seasonally high groundwater levels
and to periodic flooding.
Granby soils account for approximately 20% of the association and
generally are nearly level, poorly-drained, loamy sands developed in deep
deposits of sand on outwash plains and river floodplains. They are char-
acterized by rapid permeability and low available water capacity.
Alluvial land accounts for approximately 17% of the association. It
consists predominantly of nearly level, poorly-drained and very poorly
drained, sandy to loamy soils formed in stream sediments. The soils are
characterized by a permanently high water table, moderate permeability,
and high available water capacity. Runoff is very slow and ponding is
frequent.
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Morocco soils, which account for approximately 15% of the associa-
tion, are nearly level, somewhat poorly drained, loamy sands developed in
deep deposits of fine to medium sand on outwash plains, broad flood-
plains, and lake plains. During wet seasons, the water table is within 1
to 3 feet of the surface. Rapid permeability and low available water
capacity are characteristic of this soil type.
The more important minor soils of this association include Colwood,
Marshan, Otter, and Gilford soils. Colwood, Marshan, and Gilford soils
occur on glacial lake plains, in stream valleys, and along drainageways.
They consist of nearly level, moderately deep, poorly-drained and very
poorly drained, loamy soils underlain by stratified silts and sands.
Otter soils are composed of nearly level, poorly-drained silt loams that
occur along valley floors, along streams, and in other low areas that
receive runoff from adjacent uplands.
The Boyer-Oshtemo-Dresden association occurs in the eastern and
southeastern sections of the expanded study area on rolling or undulating
outwash plains. The landscape often is pitted with numerous small de-
pressions. Outwash deposits typically contain large amounts of cal-
careous gravel and cobbles (Columbia County Planning Department 1970).
This association contains 40% Boyer soils, 20% Oshtemo soils, 10% Dresden
soils, and 30% minor soils. Minor soils include Granby, Morocco, Plain-
field, and Wyocena types.
Boyer soils are moderately deep, well-drained, nearly level to
steep, sandy loams and loamy sands. They are moderately permeable and
are underlain by rapidly permeable, calcareous, stratified sand and
gravel. The available water capacity of this soil type is low.
Oshtemo soils are typically well-drained, nearly level to moderately
steep, loamy sands to fine sandy loams. Underlying material consists of
rapidly permeable, stratified sand with some gravel. The soils have
moderately rapid permeabilities and low available water capacities.
Dresden soils consist of well-drained, gently sloping to moderately
steep, loamy soils developed over stratified sand and gravel. They are
characterized by moderate permeability and low available water capacity.
The underlying sand and gravel are rapidly permeable.
The Houghton-Adrian-Palms association occupies depressional areas on
outwash plains, ground moraines, and glacial lake basins. It generally
occurs along major drainageways throughout the expanded study area.
Elevations are typically between 750 and 800 feet msl. The association
is characterized by nearly level topography and is subject to seasonally
high groundwater levels and frequent ponding and flooding. It consists
of approximately 50% Houghton soils, 30% Adrian soils, 10% Palms soils,
and 10% minor soils. The most important minor soils are Boots soils,
Alluvial land, and Marsh.
Houghton muck or peat consists of deep to very deep, very poorly
drained, organic soils that overlie sandy, silty, or loamy lacustrine
sediment. Soils of this series have moderately rapid permeabilities and
high available water capacities.
2-10
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Adrian muck or peat is composed predominantly of moderately deep,
very poorly drained, organic soils underlain by lacustrine sand. Remains
of vegetation typically are decomposed almost completely. The soils have
moderately rapid permeabilities and high available water capacities.
Palms muck consists of poorly-drained, nearly level, organic soils
underlain by loamy, mineralized soils. The available water capacities
are high. Permeabilities are moderately rapid in the upper organic part
and moderately slow in the lower mineralized part.
The Lapeer-Wyocena association occurs in the northern part of the
expanded study area on undulating ground moraines, drumlins, and gla-
ciated bedrock ridges. Bedrock ridges are composed of Cambrian sand-
stones (Olcott 1968) and have gently sloping tops and moderately steep to
very steep sideslopes. Drumlins have an east-west orientation. Scat-
tered stones and boulders occur throughout the area. Soils of this
association are composed of approximately 40% Lapeer soils, 16% Wyocena
soils, and 44% minor soils.
Lapeer soils consist largely of well-drained, gently sloping to
steep, fine sandy loams formed in calcareous, sandy loam glacial till on
till plains and drumlins. They are characterized by moderate permeabili-
ty and medium available water capacity.
Wyocena soils are well-drained, gently sloping to very steep, sandy
loams to loamy sands developed on glacial till. They generally have
moderately rapid permeabilities and low available water capacities.
Less extensive soils in this association include Boyer, Marcellon,
Military, Okee, Plainfield, and Rotamer soils. Boyer, Okee, and Plain-
field soils occur mostly in valleys and along major drainageways. Mar-
cellon soils occur along drainageways on the foot slopes of till uplands.
Military soils occur on the crests and sides of sandstone ridges and
Rotamer soils occur on drumlins.
The Plainfield-Okee association occurs in the western half of the
expanded study area on rolling sandy outwash plains and on till plains
and drumlins. The landscape is characterized by sand-capped drumlins
separated by lower areas of sandy outwash. The sand is actively shifting
and small blowouts are common. The association is comprised of approxi-
mately 50% Plainfield soils, 10% Okee soils, and 40% minor soils. Minor
soils include Boone, Boyer, Lapeer, Oshtemo, and Wyocena soils.
Plainfield soils consist predominantly of excessively drained,
nearly level to moderately steep sands and loamy sands developed on
outwash sand. They are rapidly permeable and have low available water
capacities. Loamy or silty material may occur locally at depths of 40 to
60 inches.
Okee soils are well-drained, gently sloping to moderately steep,
loamy fine sands developed in sandy sediment (deposited by wind or water)
overlying calcareous glacial till or till plains or drumlins. Okee soils
generally have moderate to rapid permeabilities and medium available
water capacities.
2-11
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2.5. Groundwater Resources
2.5.1. Groundwater Availability
Although surface water is used for recreation, navigation, and
wastewater disposal, the Portage area relies exclusively on groundwater
for its water supply (Olcott 1968; Hindall and Borman 1974). Usable
groundwater in the expanded study area exists in sand and gravel deposits
in glacial drift and in the underlying sandstone bedrock. During 1977,
the City of Portage pumped a total of 395,368,000 gallons, or 1,083,200
gallons per day (gpd) , from the glacial drift aquifer and 102,862,000
gallons (281,813 gpd) from the sandstone bedrock aquifer (By telephone,
Mr. Emil Abegglen, Portage Water Department, to Mr. Kent Peterson,
WAPORA, Inc., 8 March 1978).
The primary water-bearing deposits in the glacial drift aquifer are
lenses of sand and gravel in morainal deposits, lacustrine sand, and
outwash deposits of sand and gravel. Well yields are highly variable and
are dependent largely upon the thickness and lateral extent of the per-
meable deposit, the grain size and sorting of the sediment, and the
diameter and construction of the well. Yields of small diameter wells in
the expanded study area range from 8 gallons per minute (gpm) to 30 gpm,
with a median yield of 20 gpm. Large diameter wells yield 1,065 gpm
(Portage Well No. 3) and 540 gpm (Portage Cooperative Creamery Well).
Yields from moraines and lacustrine sediments are low, suitable only
for domestic wells. Outwash deposits usually consist of permeable sands
and gravels. Groundwater may occur under water table conditions in
surficial deposits or under artesian conditions in buried outwash de-
posits. In preglacial bedrock valleys, large, continuous deposits of
stratified sand and gravel may overlie the bedrock surface. These de-
posits comprise excellent aquifers that are capable of yielding large
amounts of water to properly constructed wells.
In areas where permeable glacial drift deposits are thin or absent,
wells penetrate the sandstone bedrock aquifer. In many instances, bed-
rock wells are preferred over glacial drift wells because they do not
have to be screened and therefore are less expensive. Permeability in
the sandstone is high and is produced by fractures, bedding planes, and
pore spaces between sand grains. Well yields from small diameter wells
range from 10 to 50 gpm, with a median value of 20 gpm. Large diameter
wells yield 2,350 gpm (Portage Well No. 1) and 1,500 gpm (Portage Well
No. 2).
2.5.2. Piezometric Levels
Water levels in wells indicate the position of the piezometric sur-
face, which is a measure of hydrostatic pressure. In unconfined aqui-
fers, this surface corresponds to the water table. The water table,
however, does not follow the topography of the land exactly, because
depths to groundwater generally increase with distance from major streams.
An examination of well records (Table 2) and soil reports (US Soil Con-
servation Service 1971) indicated that depths to groundwater range from
less than 5 feet in floodplains to more than 50 feet in upland areas.
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2.5.3. Groundwater Quality
Water quality is similar in the bedrock and glacial drift aquifers
(Table 3). Groundwater is typically hard and has a neutral to slightly
basic pH. Groundwater temperatures range from 8.5°C to 12.5°C. Because
the wells are relatively shallow, the large variation in temperature
could reflect seasonal fluctuations. Groundwaters in the expanded study
area can be classified as calcium-magnesium bicarbonate waters.
Groundwater quality problems in the expanded study area include
hardness, locally high iron concentrations, and pollution from surface
sources (Olcott 1968; Hindall and Borman 1974). Hardness and high iron
concentrations primarily are related to natural geochemical processes and
do not present serious problems. Groundwater may require softening and
iron removal prior to domestic use.
Contamination from surface sources is the most serious groundwater
quality problem. If aquifers are close to the surface, groundwater can
be contaminated from surface sources (Olcott 1968). Such contamination
also can occur if wells are not cased properly. The potential for con-
tamination can be particularly high in floodplains, where the water table
seasonally is high. Common types of pollutants are sewage discharges,
industrial wastes, road salt, fertilizers, and pesticides.
High nitrate concentrations in well water usually indicate ground-
water contamination from surface sources (Hem 1959; Walton 1970). Two of
the samples show high nitrate concentrations (Table 3). One of these
exceeds the USEPA water quality standard of 10 mg/1 of nitrogen (N), or
44.26 mg/1 as nitrate (NO ), for domestic water supply.
2.6. Surface Waters
2.6.1. General Description
Portage is located between the Lower Wisconsin River Basin and the
Fox-Wolf River Basin. The Wisconsin River and the Fox River are within
1.5 miles of each other at Portage. The Wisconsin River flows to the
Mississippi River Basin, and the Fox River flows to the Great Lakes
(Figure 1).
The Wisconsin River Basin is located primarily in the central area
of Wisconsin, lying generally north and south from upper Michigan to
Portage and east-west from Portage to the Mississippi River. The drain-
age area of the entire Basin is 11,730 square miles, of which 7,940
square miles are north of Portage. The Wisconsin River is the largest
river in the state, 430 miles long. The Lower Wisconsin River Basin, in
which Portage is located, includes an area of approximately 3,780 square
miles, which contains all or parts of 11 counties in southwestern Wiscon-
sin. The nearest downstream impoundment is Lake Wisconsin, about 12
miles south of Portage. The Baraboo River, with a drainage area of 650
square miles, is the only major tributary near the Portage study area.
The Fox-Wolf River Basin drains an area of approximately 6,500
square miles in east-central and northeastern Wisconsin. The Basin in-
cludes all or significant parts of 18 counties. The headwaters of the
2-14
-------
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2-15
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Fox River are located in northeastern Columbia County. There are no
significant tributaries to the Fox River within the study area. Upstream
of Portage, the Fox River has a drainage area of 900 square miles. Down-
stream from Portage the Fox River flows generally northeast through a
series of lakes and impoundments to Green Bay, Wisconsin, on Lake Michi-
gan. Buffalo Lake is the impoundment closest to Portage on the Fox
River, approximately 20 miles downstream (north). In the Portage area,
the Fox River usually is about 6 feet lower during normal flood stages
than the Wisconsin River.
2.6.2. Wisconsin River Hydrology
The flow of the Wisconsin River near Portage is measured by the USGS
at two locations on a continuing basis. One gaging station is located
approximately 15 miles upstream from Portage and has a period of record
from October 1934 to the current year. The drainage area upstream from
the Wisconsin Dells gaging station is 7,830 square miles. The gage rec-
ords can be assumed to approximate the flow of the Wisconsin River near
Portage due to the relatively close location and the absence of any major
tributaries entering the Wisconsin River. The other gaging station is
located at Muscoda, 70 miles downstream from Portage. The drainage area
upstream from Muscoda is 10,300 square miles. This gaging station has a
period of record from October 1913 to the present. A summary of the
records for each gaging station is presented in Table 4.
Table 4. Summary of flow data for the Wisconsin River (USGS 1977a). Dis-
charges are given in cubic feet per second (cfs) .
Near
Wisconsin Dells Near Muscoda
Average discharge (period of record) 6,775 8,625
Extremes for period of record
Maximum discharge 72,200 80,800
Minimum discharge 1,060 2,000
Extremes for 1975-1976 water year
Maximum discharge 41,000 46,700
Minimum discharge 1,500 2,290
The annual flow information from both stations for the past 15 years
is presented in Table 5. Monthly summaries of flow for the 1975-1976
water year (USGS 1978) are given in Table 6. Monthly summaries of flow
for the 1976-1977 and 1977-1978 water years are given in Appendix D,
Tables D-l and D-2. These monthly records illustrate the typical sea-
sonal variations in flow, which correspond to low flows during late
summer and autumn and to high flows during the spring.
During June, July, August, and September 1978, USEPA collected river
flow measurements on the Fox River, the Wisconsin River, and the Baraboo
River. The data for the Wisconsin River and the Baraboo River are pre-
sented in Table 7. These values are higher than those collected by the
USGS during the 1975-1976 water year, which appear to approximate average
2-16
-------
Table 5. Wisconsin River flow records for water years 1962-1977 (USGS 1977a)
Discharges are given in cubic feet per second (cfs) .
Wisconsin Dells Muscoda
Gaging Station Gaging Station
Water Year
1962
1963
1964
1965
1966
1967
1968
1969
1970
1971
1972
1973
1974
1975
1976
1977
Mean
7,196
5,316
3,694
7,345
7,408
6,769
7,643
7,978
4,661
7,194
8,065
12,420
5,669
5,765
7,166
2,993
Maximum
29,200
21,100
15,500
46,600
32,600
51,200
39,300
44,700
24,200
35,400
43,200
61,900
26,700
35,800
40,400
8,310
Minimum
2,400
1,890
1,300
2,300
2,000
2,340
1,500
2,730
2,000
2,500
2,980
3,510
2,760
2,010
1,570
1,300
Mean
9,694
6,781
4,802
8,831
9,634
8,437
9,216
10,180
6,625
9,131
9,768
16,030
8,411
8,588
9,219
4,127
Maximum
34,200
22,000
17,500
46,900
32,300
51,200
41,600
44,800
24,800
38,300
47,700
64,600
29,200
42,100
46,600
9,590
Minimum
3,900
2,950
2,290
3,200
3,380
3,420
3,200
4,140
3,390
4,010
4,090
5,160
5,070
3,700
2,320
1,900
Table 6.
Wisconsin River flows during the 1975-1976 water year (USGS 1977b)
Discharges are given in cubic feet per second (cfs).
Wisconsin Dells
Gaging Station
Muscoda
Gaging Station
Month
October
November
December
January
February
March
April
May
June
July
August
September
Mean
3,861
6,146
7,333
5,516
6,640
13,250
22,440
9,015
4,674
2,866
2,662
1,752
Maximum
5
12
9
6
9
38
40
13
6
3
3
2
,200
,000
,980
,200
,770
,800
,400
,700
,500
,720
,280
,350
Minimum
3
3
5
4
5
8
10
5
3
2
2
1
,100
,200
,000
,500
,000
,600
,500
,330
,560
,560
,370
,570
Mean
5
7
9
6
8
16
28
12
6
3
3
2
,117
,920
,386
,755
,634
,120
,610
,190
,083
,829
,591
,651
Maximum
6
13
12
7
12
32
46
18
8
5
4
3
,650
,200
,600
,800
,000
,300
,600
,700
,600
,000
,640
,200
Minimum
3
4
5
5
6
11
15
8
4
3
3
2
,900
,530
,800
,200
,200
,000
,500
,400
,500
,260
,140
,320
2-17
-------
flow conditions during the previous 15 years. The 7-day, 10-year low
flow for the Wisconsin River at Portage was determined by WDNR (McKersie
1977) through interpolation of USGS gaging station records at Wisconsin
Dells, Muscoda, and Baraboo. The 7-day, 10-year low flows determined by
WDNR for these stations were 1,800 cfs, 2,260 cf s, and 84 cfs, respec-
tively. The 7-day, 10-year flow for the Wisconsin River at Portage was
determined to be 1,850 cfs.
Table 7. Wisconsin River and Baraboo River flow data for 1978 (USEPA
1979a). Discharges are given in cubic feet per second (cfs).
June July August September
Wisconsin River 10,015 10,860 5,110 11,952
Baraboo River 276 1,531 220 256
2.6.3. Fox River Hydrology
The USGS continuous gaging station nearest to Portage is at Berlin,
Wisconsin. The gaging station is located approximately 60 miles down-
stream from Portage and has a period of record from January 1898 to the
current year. The drainage area upstream from the gaging station is
approximately 1,430 square miles. A summary of the records is presented
in Table 8. The annual flow information for the past 15 years is pre-
sented in Table 9. A monthly summary of flow for the water year 1975-
1976 is presented in Table 10. These monthly records illustrate the
typical seasonal variations in flow. Because of the difference between
the size of the drainage basin at Portage and the size of the basin at
Berlin, the information given in Tables 8, 9, and 10 cannot indicate
accurately the flow of the Fox River at Portage.
During June, July, August, and September 1978, USEPA made river flow
measurements on the Fox River upstream and downstream from the WWTP at
Portage (Table 11). These data cannot be compared to the data collected
at Berlin, Wisconsin, and no other data are available to validate the
USEPA measurements. To obtain the 7-day, 10-year low flow for the Fox
River, WDNR contracted with the USGS to monitor the River near the Por-
tage WWTP. Data were collected during August, September, and November
1972 and during July and August 1973. These data were interpolated
through the use of the Berlin, Wisconsin, gaging station data. The
7-day, 10-year low flow at Portage was 15 cfs. During August 1977, two
additional flow surveys were conducted by WDNR at the Route 33 Bridge,
approximately 200 yards downstream from the WWTP. The surveys indicated
flows of 14.26 cfs and 17.7 cfs, respectively. These figures were inter-
polated to upstream flows of 11.6 cfs and 15.0 cfs, respectively. (By
telephone, Mr. Jerome McKersie, WDNR, to Ms. Carol Qualkinbush, WAPORA,
Inc., March 1977).
2-18
-------
Table 8. Summary of flow data for the Fox River near Berlin, Wisconsin
(USGS 1977b). Discharges are given in cubic feet per sec-
ond (cfs) .
Average discharge (period of record)
Extremes of period of record
Maximum discharge
Minimum discharge
Extremes for 1975-1976 water year
Maximum discharge
Minimum, discharge
1,093
6,900
248
3,420
355
Table 9. Fox River flow records for water years 1962-1977 at Berlin,
Wisconsin (USGS 1978). Discharges are given in cubic feet
per second (cfs) .
Water Year
1962
1963
1964
1965
1966
1967
1968
1969
1970
1971
1972
1973
1974
1975
1976
1977
Mean
1,407
808
559
813
1,417
749
885
1,023
709
1,103
1,075
2,078
1,379
1,180
1,079
609
Maximum
5,140
3,460
1,420
2,730
3,100
2,960
1,960
2,800
1,640
4,200
3,420
5,970
3,000
4,100
3,420
1,870
Minimum
553
382
321
327
420
355
450
411
335
376
504
652
648
391
360
320
Table 10 -
Month
October
November
December
January
February
March
April
May
June
July
August
September
Fox River flows during the 1975-1976 water year at Berlin, Wis-
consin (USGS 1977b). Discharges are given in cubic feet per
second (cfs) .
Mean
509
746
1,112
631
,024
,215
,840
,815
676
459
489
385
1,
2,
2,
1,
Maximum
716
1,110
1,350
1,000
2,650
3,380
3,420
2,660
990
522
552
431
Minimum
544
636
990
560
560
1,570
2,330
1,000
501
400
410
360
2-19
-------
Table 11. Fox River flow data for 1978 (USEPA 1979b). Discharges are
given in cubic feet per second (cfs) .
June July August September
Upstream from WWTP
Downstream from WWTP
40.63*
28.82
90.67
99.38
25.18
25.73
76.06
71.18
It is the opinion of USEPA that this figure is not valid.
2.6.4. Surface Water Use
As a major surface water resource, the Wisconsin River presently is
used as the receiving water for wastewater effluent, for water supply,
and for recreation. It assimilates and disperses both human and indus-
trial wastes discharged from municipal and industrial point sources
(Section 2.6.5.5.). The Wisconsin River also serves the water needs of
industry and commerce. The largest user of surface water in the Lower
Wisconsin will be the Badger Army Ammunition Plant near Baraboo, sched-
uled to begin operation soon. It is anticipated to use 11.7 mgd of water
from the Wisconsin River. Approximately 85% of this water will be re-
turned to the River, with very little change in chemical quality. Irri-
gation use is increasing in the area. The total quantity of surface
water consumed by category of use is listed in Appendix D, Table D-3.
Fourteen percent of the water consumed in the Basin is from surface
water, excluding recent increases in surface water use for irrigation.
The lower part of the Wisconsin River is used for recreation, espe-
cially canoeing. The Federal Government tentatively has recommended that
the lower part of the Wisconsin River be included as a State-administered
component of the National Wild and Scenic Rivers System (Hindall and
Borman 1974).
The Fox River near Portage has potential for recreational use.
However, current recreational use is minimal. In the vicinity of Por-
tage, the Fox River is used primarily as the receiving water for munici-
pal wastewater effluent (Olcott 1968) .
2.6.5. Water Quality
2.6.5.1. Water Quality Standards
The quality of the Wisconsin River and the Fox River is regulated by
WDNR through Chapter 144 of the Wisconsin Statutes and Chapters 102 and
104 of the Wisconsin Administrative Code. These standards apply to each
river according to its use and location. Present (1978) standards are
divided into four categories: general standards, standards for fish and
aquatic life, standards for recreational use, and standards for public
water supply (Appendix D, Table D-4). A summary of State standards
2-20
-------
(State of Wisconsin 1973) and Federal recommendations (USEPA 1972; 1976c)
for selected, pertinent parameters is given below:
Parameter State Standard Federal Recommendation
Fecal coliform (MPN/100 ml) 200 200
Dissolved oxygen (mg/1) 5.0 5.0
Total phosphorus (mg/1) NA 0.10, 0.05
Nitrate-nitrogen (mg/1) NA 10
Mercury (micrograms per
liter [ug/1]) NA 0.05
NA - Not applicable.
The standards and recommendations for these parameters are based on
criteria to protect various water uses and/or aquatic resources: fecal
coliform — full-body contact recreation; dissolved oxygen (DO) — fresh-
water aquatic life; total phosphorus — free-flowing stream or river
(0.10 mg/1), and stream or river that enters an impoundment or lake (0.05
mg/1); nitrate-nitrogen — domestic water supply; and mercury — fresh-
water aquatic life and wildlife.
2.6.5.2. Wisconsin River
The Wisconsin River at Portage is "effluent limited". The stream is
capable of meeting water quality goals with the application of basic
treatment technology to wastewater effluent. WDNR has stated that water
quality goals for 1983 are being met on the lower part of the Wisconsin
River. However, this does not mean that violations of the standards do
not occur. It means that the water quality of the lower part of the
Wisconsin River generally meets criteria (WDNR 1977c) .
WDNR maintains surface water quality stations at the Wisconsin
Dells, 15 miles upstream from Portage, and at Prairie du Sac, approxi-
mately 21 miles downstream from Portage. Water quality data for the
Wisconsin River at the Wisconsin Dells have been gathered monthly since 2
February 1977. No USGS surface water quality station is located upstream
from Portage. The closest USGS surface water quality station downstream
from Portage is at Muscoda. None of the available data, however, reflect
accurately the water quality conditions at Portage and at the point of
entry into Lake Wisconsin.
Fecal coliform, dissolved oxygen and nitrate-nitrogen levels were
within standards set by the State of Wisconsin and standards recommended
by USEPA (Table 12). Concentrations of total phosphorus were relatively
high, and mercury concentrations were recorded at levels higher than the
level that is recommended by USEPA (1976c). Total phosphorus concentra-
tions should measure 0.10 mg/1 in a moving stream or river and should be
less than 0.05 mg/1 in a stream or river at the point where it enters a
lake or impoundment. The latter recommendation is intended to ensure
that the rate of eutrophication will not increase. Total phosphorus
concentrations exceeded the Federal recommendation of 0.10 mg/1 twice
during 1977 and four times during the first 11 months of 1978. All
concentrations at the point of entry into Lake Wisconsin exceeded the
0.05 mg/1 recommendation. The concentrations observed are an indication
2-21
-------
Table 12. Water quality data for the Wisconsin River at Wisconsin Dells
(WDNR 1978, 1979a).
Date
2-28-77
3-22-77
4-20-77
5-17-77
6-20-77
7-25-77
9-13-77
10-12-77
11-15-77
12-13-78
1-12-78
2-08-78
3-09-78
4-12-78
5-09-78
6-12-78
7-10-78
8-10-78
9-21-78
10-11-78
11-08-78
Total
Phosphorus
(mg/1)
0.100
0.070
0.090
0.070
0.110**
0.120**
0.080
0.080
0.080
0.060
0.180**
0.080
0.08
0.12**
0.08
0.08
0.14**
0.12**
—
0.10
__
Fecal Coliform
(MPN/100 ml)
300*
<10
<10
30
40
20
<10
60
450*
190
50
50
80
<10
<10
10
50
50
80
50
20
Dissolved
Oxygen
(mg/1)
10.0
7.7
9.2
7.5
9.2
8.3
8.5
10.4
12.9
11.8
10.6
10.8
9.3
12.4
10.4
8.2
7.6
7.2
7.4
9.7
__
Nitrate-
Nitrogen (mg/1)
0.3
0.2
0.2
0.3
0.1
0.01
0.02
0.2
0.5
0.5
0.6
0.7
— —
0.6
0.5
0.3
0.5
0.1
—
0.4
—
Mercury
(ug/1)
<0.2
<0.3
<0.2
<0.2
<0.2
<0.2
<0.2
<0.2
<0.2
<0.2
<0.2
<0.2
<0.2
<0.2
<0.2
<0.2
<0.2
—
<0.2
<0.2
"'Potentially violates USEPA recommended standards (USEPA 1976c).
**Violates USEPA recommended standards (USEPA 1976c).
2-22
-------
of the presence of phosphorus in the Wisconsin River. It is recommended
that mercury concentrations not exceed 0.05 ug/1 to protect freshwater
aquatic life and wildlife. Mercury concentrations in the Wisconsin River
at the Wisconsin Dells averaged less than 0.2 ug/1 during 1978. The
actual mercury concentration cannot be determined by the instruments that
are presently being used by WDNR.
During June, July, and August 1971, a sampling program was conducted
that included eight sampling sites in the reach of the River between the
Wisconsin Dells and the Merrimac Ferry (WDNR 1972b). The results of
this 8-year old study, however, do not reflect the present condition of
the Wisconsin River. Phosphorus and nitrogen concentrations in the River
were not measured during the study.
During June, July, August, and September 1978, USEPA collected water
quality data for the Wisconsin River at three locations (USEPA 1979b):
• Approximately 1.0 mile upstream from Portage
• Downstream from Portage, approximately 2.0 miles downstream
from the Route 33 Bridge
• Approximately 7.0 miles downstream from Portage, near the
public landing at Dekorra, and downstream from the con-
fluence of the Baraboo River and the Wisconsin River.
These data reflect water quality conditions in the Wisconsin River near
Portage and also near the entry point into Lake Wisconsin. The water
quality sampling stations are illustrated in Appendix D, Figure D-l.
Water samples were collected once each month. Sediment samples were
collected only during June and September.
The water quality data collected are presented in Table 13. Total
phosphorus, fecal coliform, manganese (Mn), and iron (Fe) concentrations
consistently exceeded State of Wisconsin standards and/or USEPA recom-
mended concentrations (State of Wisconsin 1973; USEPA 1972, 1976c) . At
the upstream and midstream stations, total phosphorus concentrations
exceeded 0.10 mg/1 during July, August, and September. This indicates
that total phosphorus may be a problem regardless of the phosphorus
loadings from Portage. Total phosphorus concentrations at the downstream
station exceeded the 0.05 mg/1 recommendation during all 4 months. The
fecal coliform standard for Wisconsin (State of Wisconsin 1973) and the
Federal recommendation (USEPA 1976c) potentially were exceeded at all
three stations at least twice during the 4-month period. Fecal coliform
counts at the three stations ranged from 0.50 to 460 MPN/100 ml at the
upstream station, 0.79 to 460 MPN/100 ml at the midstream station, and
0.49 to 1,300 MPN/100 ml at the downstream station. Manganese concentra-
tions were higher than the recommended 5 ug/1 for public water supply
sources (USEPA 1976c) at all stations during July and August. These
concentrations ranged from 143 ug/1 to 193 ug/1 at each station. Iron
concentrations exceeded the recommended concentration of 1.0 mg/1 for all
samples collected. Concentrations of iron ranged from 1.10 mg/1 to 1.67
mg/1. Mercury concentrations were consistently less than 0.1 ug/1 at all
stations during the monitoring period. Dissolved oxygen concentrations
2-23
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ranged from 3.8 mg/1 to 7.6 mg/1. The 5.0 mg/1 minimum concentration was
violated once at the downstream station during July (State of Wisconsin
1973; USEPA 1976c). The recommended fluoride concentration was exceeded
upstream from Portage in September.
Polychlorinated biphenyls (PCBs), a group of industrial chemicals
previously used extensively in manufacturing processes and consumer
products, are present in the Wisconsin River. PCB concentrations are
given in Table 13 under the trade name Aroclor. The degree of chlo-
rination determines their chemical properties, and generally their com-
position can be identified by the numerical nomenclature. The first two
digits represent the molecular type and the last two digits the average
percentage by weight of chlorine (e.g., Aroclor 1242). Total levels of
PCBs usually are derived from adding the individual Aroclor levels to
obtain a single total. Exact measurements are not available, because the
measuring instruments were not sensitive to the present concentrations in
the River.
2.6.5.3. Lake Wisconsin
Lake Wisconsin was included in the National Eutrophication Survey
that was initiated in 1972 (USEPA 1973). The survey of Lake Wisconsin,
conducted by USEPA and WDNR, was designed to collect information on
nutrient sources and concentrations and the impacts of those concentra-
tions on selected freshwater lakes. The information was to serve as a
basis for the development of comprehensive and coordinated national,
regional, and state management programs for pojnt source discharge re-
duction and nonpoint source pollution containment in lake watersheds.
Eutrophication is the normally slow aging process by which a lake
evolves from an open water habitat to a bog or marsh and ultimately to a
completely terrestrial habitat. During eutrophication, a lake becomes
enriched with nutrients, especially nitrogen and phosphorus. Algae and
other plant life become abundant, "choking" the lake and causing it to
dry up eventually. Lakes are classified as oligotrophic (deficient in
plant nutrients), mesotrophic (having a moderate amount of dissolved
nutrients), or eutrophic (rich in dissolved nutrients and usually defi-
cient in dissolved oxygen). Human activities often can increase the rate
of eutrophication.
During 1978, the average total phosphorus concentration in the
Wisconsin River near Portage and upstream from Lake Wisconsin was approx-
imately 0.10 mg/1. This concentration represents the maximum amount of
total phosphorus indicative of a clean stream. It is recommended that
total phosphorus concentrations in non-eutrophic lakes should be less
than 0.025 mg/1, and that streams and rivers that flow into impoundments
or lakes should have concentrations of 0.05 mg/1 or less of total phos-
phorus (USEPA 1972; By telephone, Mr. Jerome McKersie, WDNR, to Ms. Carol
Qualkinbush, WAPORA, Inc., March 1978). The Wisconsin River contributes
93% of the inflow to Lake Wisconsin, and Lake Wisconsin has a mean hy-
draulic retention time of only four days. Therefore, it is highly un-
likely that the total phosphorus concentration in Lake Wisconsin could
ever be less than 0.025 mg/1. An examination of Wisconsin River water
quality data (USEPA 1973) indicated that total phosphorus concentrations
ranged from 0.052 mg/1 to 0.15 mg/1 and averaged 0.07 mg/1.
2-25
-------
The average annual total phosphorus loading for Lake Wisconsin was
estimated during the USEPA lake eutrophication study to be 15.21 grams/
m /day. The recommended Vollenweider loading rate for phosphorus (based
on the mean depth and mean hydraulic retention time of Lake Wisconsin)
that would maintain a clean, oligotrophic lake is 1.25 grams/m / day.
The "dangerous" loading2rate that would cause eutrophication was deter-
mined to be 2.50 grams/m /day (USEPA 1974b). Thus, the existing incoming
total phosphorus load is more than six times the loading rate known to
cause lake eutrophication (USEPA 1972).
From the data collected in June, July, and November 1972, it was
concluded that nitrogen was the critical nutrient limiting plant produc-
tivity (thus the rate of eutrophication) during June and July, and that
phosphorus was the critical nutrient limiting productivity during Novem-
ber (USEPA 1973). Although the study concluded that Lake Wisconsin is
eutrophic, WDNR stated that, due to the area limitations of the survey, a
broader scope is needed to assess the effectiveness of point source
phosphorus control in the drainage area (By telephone, Mr. Jerome
McKersie, WDNR, to Ms. Carol Qualkinbush, WAPORA, Inc., March 1978).
Water quality parameters were measured by USEPA during June, July,
August, and September 1978 at a sampling site located downstream from
Portage near the public landing at Dekorra (Table 13). Total phosphorus
concentrations ranged from 0.06 mg/1 in June to 0.38 mg/1 in September,
exceeding the Federal recommendation (USEPA 1972) for streams and rivers
that flow into impoundments or lakes. These total phosphorus concentra-
tion levels in the Wisconsin River at the point of entry into Lake Wis-
consin are higher than the level required to maintain an oligotrophic
lake.
2.6.5.4. Fox River
WDNR has designated the Upper Fox River as "effluent limited". The
Upper Fox River generally meets Wisconsin water quality standards (1983
water quality goals). However, information in a WDNR water quality
inventory (WDNR 1977c) indicated that the River is very eutrophic and has
severe aesthetic problems, which are caused by a combination of factors
such as agricultural runoff, WWTP effluent, and impoundments.
No consistent sampling has been done on the Fox River near Portage
by either USGS or WDNR. Twelve monthly water quality samples were taken
at Marcellon during 1973 and 1974 (WDNR 1974). The results indicated
that dissolved oxygen standards are being met. The sampling was con-
ducted upstream from Pardeeville and Portage, the locations of two point
sources in the Fox River headwaters subbasin.
A preliminary waste load allocation study was conducted by WDNR on 6
and 7 September 1977 (WDNR 1977b). The results of the study reflected
the water quality of the Fox River for only one day during low flow
conditions (16.06 cfs upstream from the treatment plant outfall). These
data may or may not be representative of the quality of the Fox River.
The locations of the water quality sampling stations are shown in Appen-
dix D, Figure D-l.
2-26
-------
During the allocation study, WDNR recorded field observations at
intervals of several hundred feet along the stream reach from just up-
stream from the WWTP to 2.15 miles downstream from the effluent outfall.
The DO levels measured ranged from 1.85 mg/1 upstream from the outfall to
0.9 mg/1 at a point 2.1 miles downstream from the outfall (Appendix D,
Figure D-2). An examination of the data indicated that DO recovery
occurred within 1.0 mile of the outfall. Dissolved oxygen levels varied
significantly during the day, which indicates the presence of a large
algal population on that particular day (Appendix D, Figure D-3).
WDNR also collected chemical data from five stations, all located
close to the wastewater treatment effluent outfall (Table 14). Concentra-
tions of nitrogenous compounds and total phosphorus increased downstream,
which could be due to the WWTP discharge (Section 3.5.). The signifi-
cance of the in-stream increase in nitrogenous compounds is hard to
assess because of the small area sampled and the lack of nonpoint source
information. An excess of nitrogen in the water would tend to promote
plant productivity and thus eutrophication, if phosphorous were readily
available. The phosphorus loading of the effluent exceeded the standard
of 1.0 mg/1 for streams flowing into the Great Lakes. Excess plant
growth was noted in the section of the Fox River in the study area.
Table 14. Chemical data from the WDNR Fox River study (WDNR 1977b).
Station No.
1
2
3
9
27
Trib. 1
Trib. 2
Trib. 3
Distance
from
Outfall
(miles)
0.1
0.0
0.04
0.5
1.5
0.55
1.02
2.15
BOD
20
Total
Org. N
9
64
10.5
10.5
10.4
16.8
11.5
10.5
0.6
2.3
—
0.9
0.9
0.8
0.8
0.6
NH3-N
N02-N
0.03
6.2
0.25
0.24
0.10
0.16
0.13
0.11
0.02
4.44
0.16
0.24
0.48
0.05
0.34
1.56
0.03
5.9
0.44
0.38
0.45
0.13
0.42
0.09
During June, July, August, and September 1978, USEPA collected water
quality data from two locations on the Fox River (USEPA 1979b). Data
were collected 500 feet upstream from the wastewater treatment plant
outfall and 500 feet downstream from the wastewater treatment plant. The
locations of these stations are illustrated in Appendix D, Figure D-l.
Sediment samples from the above locations were collected, as well as
effluent and sludge samples from the wastewater treatment plant. Sedi-
ment samples were collected during June and September. All other samples
were collected monthly.
Concentrations of total phosphorus, fecal coliform, DO, mercury, and
fluoride exceeded Federal recommendations and/or Wisconsin standards
(Table 15). Total phosphorus concentrations in samples from the upstream
station ranged from 0.05 mg/1 to 0,10 mg/1, and ranged from 0.15 mg/1 to
2-27
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0.25 mg/1 in samples from the downstream station. The difference between
the upstream samples and the downstream samples appears to reflect the
loading from the WWTP. Fecal coliform counts for upstream samples ranged
from 23 to 490 MPN/100 ml, and those for downstream samples ranged from
23 to 2,400,000 MPN/100 ml. Again, the difference between the upstream
and downstream samples reflects the loading from the WWTP. Dissolved
oxygen concentrations in the upstream samples ranged from 2.0 mg/1 to 4.2
mg/1, and ranged from 1.65 mg/1 to 4.15 mg/1 in samples from the down-
stream station. All of the mercury concentrations upstream were less
than 0.1 ug/1. Downstream samples contained less than 0.1 ug/1 in June
and 0.1 ug/1 in July, August, and September. Fluoride concentrations
ranged from 0.086 mg/1 to 0.2 mg/1 at the upstream station, and ranged
from 0.068 mg/1 to 5.2 mg/1 at the downstream station. The concentration
of 5.2 mg/1 in June at the downstream station exceeded the State stan-
dard.
A water quality standard exists for un-ionized ammonia (NH ) , but
concentrations of un-ionized ammonia in the Fox River were not deter-
mined. However, concentrations for total ammonia as nitrogen from the
upstream station ranged from 0.04 mg/1 to 0.10 mg/1. Values for samples
from the downstream station ranged from 0.12 mg/1 to 0.48 mg/1. This
difference in the values appears to reflect loadings from the WWTP.
PCBs were used by the National Cash Register plant in Portage in the
manufacture of carbonless papers prior to 1971. National Cash Register
processes its wastewater effluent through the WWTP. Carp downstream from
the WWTP have been found to contain PCBs in excess of the tolerance level
of 5 ppm established by the US Food and Drug Administration. The PCBs in
the wastewater effluent have continued to occur in significant concen-
trations, although significant decreases have occurred since 1971. The
toxicant appears to have remained in the WWTP digester supernatant and in
the National Cash Register holding tank. PCB measurements from the
National Cash Register plant and the Portage WWTP, and from an indus-
trial-commercial-residential PCB survey are summarized in Appendix D,
Tables D-5 to D-7.
USEPA measured PCB concentrations in the Fox River during June,
July, August, and September 1978 (USEPA 1979b). The majority of the
values measured were less than the level of instrument sensitivity (Table
15). Values within the range of instrument sensitivity ranged from 0.1
ug/1 to 0.8 ug/1 at the downstream station. These values are very high
in comparison with the recommended concentration of 0.001 ug/1 (USEPA
1976b). WDNR is continuing to sample PCBs at the WWTP.
As part of the 1978 USEPA water quality study, samples from the WWTP
effluent were collected and analyzed (Table 16). The National Pollution
Discharge Elimination System (NPDES) permit in effect at the time of the
study limited the discharge of the following pollutants:
• BOD (monthly) to an average of 50 mg/1
• BOD (weekly) to an average of 70 mg/1
• Fecal coliform (monthly) to an average of 200 MPN/100 ml
• Total phosphorus (monthly average) to 4 mg/1.
2-29
-------
Table 16. Water quality data for the Portage, Wisconsin, wastewater treat-
ment plant effluent (USEPA 1979b).
Parameter
TKN (mg/1)
Total phosphorus
Fecal coliform (MPN/100 ml)170.00
Dissolved oxygen (mg/1)
Temperature ( C)
Fluoride (mg/1)
Cd (ug/1)
Cr (ug/1)
Cu (ug/1)
Fe (ug/1)
Mn (ug/1)
Ni (ug/1)
Pb (ug/1)
Zn (ug/1)
As (ug/1)
Eg (ug/1)
Aroclor 1242 (ug/1)
Aroclor 1248 (ug/1)
Aroclor 1254 (ug/1)
Aroclor 1260 (ug/1)
Aldrin (ug/1)
June
0.46
10.70
16.90
6.42
65.50
tl)170.00
17.00
5.80
<2.00
20.00
12.00
1,240.00
272.00
<5.00
<20.00
67.00
30.00
3.40
<0.10
5.00
<1.00
<1.00
<0.01
July
2.47
8.32
17.00
10.00
54.50
63.00
18.00
0.46
17.00
17.00
26.00
1,780.00
288.00
<5.00
<20.00
123.00
<2.00
4.00
13.00
6.90
<1.00
<1.00
<0.50
August
6.27
3.67
7.18
2.66
37.00
130,000.00
21.00
0.53
<2.00
27.00
17.00
748.00
106.00
<5.00
23.00
72.00
<2.00
3.60
2.30
1.00
<0.10
<0.10
<0.10
September
3.83
3.36
6.36
5.24
27.00
33,000.00
20.00
0.43
<2.0
19.00
17.00
680.00
108.00
<5.00
62.00
261.00
8.00
3.40
3.00
<0.50
<0.10
<0.10
<0.10
2-30
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Both fecal coliform and total phosphorus concentrations were high in the
effluent. The PCB concentrations (as Aroclor) also were at a high con-
centration in June (Aroclor 1248), July (Aroclor 1242, Aroclor 1248),
August (Aroclor 1242, Aroclor 1248), and September (Aroclor 1242).
2.6.5.5. Point Sources
Point sources are those pollutants that enter a stream through a
discharge pipe or ditch. The Lower Wisconsin River Basin has relatively
few point sources compared with the Upper Wisconsin River Basin that has
numerous paper mills. It is expected that these paper mills will reduce
their pollutant loadings to the River by about 85% from previous years by
the installment of new treatment systems. These paper mills collectively
released 50,000 Ibs per day of BOD into the Wisconsin River during 1977
(Krill 1977).
There are several major and minor tributaries in the Lower Wisconsin
River Basin that convey nutrients and pollutants to Lake Wisconsin (Table
17). Approximately 21,000 people are served by municipal sanitary sewage
districts that discharge treated sewage effluent to tributaries of the
Wisconsin River between Portage and Lake Wisconsin. Numerous industries,
including feedlots and dairy processing, canning, meat processing, and
light manufacturing facilities, also discharge process waters in the
study area. These industries discharge process waters to land applica-
tion sites that sometimes overflow to surface waters (WDNR 1977c). The
estimated total point source loading of phosphorus that is discharged
between the Wisconsin Dells and Lodi areas to Lake Wisconsin is approxi-
mately 69,300 Ibs per year.
The upper part of the Fox River Basin has only one point source.
This is the Pardeeville WWTP, which is located approximately 7.0 miles
upstream from Portage.
2.6.5.6. Nonpoint Sources
Nonpoint sources are those pollutants that enter a stream by diffuse
methods instead of through a discharge pipe or ditch. These pollutants
generally are associated with intensive rainfalls, snowmelts, or other
runoff events. Because the sources are diffuse, they are difficult to
measure or predict.
The nonpoint source problems of the lower part of the Wisconsin
River Basin have not been identified specifically. The major nonpoint
source of pollution is agricultural land. Urban areas also contribute
pollutants via runoff.
WDNR has attempted to estimate the nonpoint pollutant contribution
from animal waste through the application of animal units representing
approximately 1,000 pounds of animal. It was determined that Pacific
Township (the township in which Portage is located) had 21.57 animal
units per square mile. WDNR determined that 15 to 30 animal units per
square mile were of low priority in dealing with nonpoint source pollu-
tion. Caledonia Township (which is located downstream from Portage and
includes a section of the Baraboo River Watershed) had 41.26 animal units
2-31
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Table 17. Receiving streams in the Lower Wisconsin River Basin between
Portage and Lake Wisconsin.
Watershed
Wisconsin River
Baraboo River
Duck Creek
Rowan Creek
Spring Creek
Rocky Rim Creek
Town
Badger Army
Ammunition
Works (not
on line
currently)
Kendall
Elroy
Union Center
Wonewoc
Reedsburg
Baraboo
Hillsboro
Loganville
LaValle
North Freedom
Rock Springs
Sauk County
Health Care
Center
Contributing
Population
NA
468
1,513
205
835
4,585
7,931
1,231
NA
NA
NA
NA
NA
Cambria 631
Columbia Co. Hospital 500
and Home, Wyocena
Poynette
Lodi
Rio
Columbia Power
Plant
1,118
1,831
NA
NA
Average
Daily Flow (mgd)
8.0
0.04
0.4
0.035
0.125
1.2
1.3
0.12
NA
NA
NA
NA
NA
0.58
0.45
0.08
0.285
NA
NA
NA - Not available.
2-32
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per square mile. According to WDNR, between 30 and 60 animal units per
square mile represents a potential for serious nonpoint source pollution
(WDNR 1976c.)
USEPA estimated that the average annual nonpoint source loading of
phosphorus between the Wisconsin Dells and Lodi areas to Lake Wisconsin
is approximately 1,160,770 pounds (1974b) . Nonpoint sources contribute
approximately 96%Of the present phosphorus load. Additional non-point
source information, presently being developed as part of the 208 planning
program, will be presented in the Final EIS.
2.7. Terrestrial and Aquatic Flora
2.7.1. History
Columbia County, Wisconsin is located just south of the zone sepa-
rating the northern hardwoods region to the northeast from the prairie-
forest province to the southwest. Nine plant community types are known
to have existed in presettlement times in Columbia County: bur oak savan-
na, black oak savanna, prairie, xeric sand prairie, upland oak forest,
upland black oak forest, marsh, floodplain forest and tamarack swamp. The
predominant plant community types were bur oak savanna, prairie, marsh,
and upland oak forest, occupying 24.1%, 23.1%, 18.3%, and 13.1% of the
County, respectively (Tans 1974). These major plant community types were
still abundant in 1882, according to the documentation of the major plant
associations occurring in southern Wisconsin by Chamberlin (Braun 1974) .
The composition and distribution of these plant communities changed
significantly after 1882. As agricultural development expanded, vast
areas were cleared of vegetation, local land-clearing fires went out of
control, and marshes and swamps were drained (Barrett 1962).
2.7.2. Contemporary Flora
Thirteen land cover types were recognized in the expanded study
area, based on field observations on 22 and 23 February 1978 and on 1978
aerial photographs (scale 1:2,000). Each land cover type is discussed
briefly in the following paragraphs. The locations of the predominant
land cover types, perennial streams, and bodies of water are depicted in
Figure 8. Scientific equivalents of the common names of plant species
mentioned in this section are listed in Appendix E, Table E-l.
2.7.2.1. Agricultural Land
Approximately 15,390 acres in Fort Winnebago Township, Lewiston
Township, and Pacific Township were cultivated in 1978. The principal
crops grown in this area were corn and alfalfa, which accounted for 44%
and 23% of the agricultural land, respectively. Oats, hay, mint, soy-
beans, onions, carrots, and potatoes also were cultivated in these three
townships. Mint, carrots, onions, and potatoes were grown in drained
marshes on muck-type soil. Corn, alfalfa, hay, and oats were cultivated
on better drained, sandy loam soils (By telephone, Mr. Ray Johnson,
Portage County Extension Agency, to Ms. Anita Locke, WAPORA, Inc., 8
March 1978).
2-33
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2.7.2.2. Barren Land
Areas with little or no stable vegetation are classified as barren.
Gravel pits and landfills are examples of areas included in this classi-
fication.
2.7.2.3. Floodplain Forest
Floodplain is a general term used to describe lowlands bordering
watercourses that retain large volumes of water during periods of flood-
ing. The vertical and horizontal distribution of plant communities on
the floodplain is determined largely by the meandering course of the
river. As the river flows, alluvium (unconsolidated material) is de-
posited on the inside of the curved banks, and soil and vegetation are
eroded from the outside curve. The fully-exposed, fresh, alluvial soil is
prime habitat for pioneering tree species such as willow, cottonwood,
river birch, and silver maple.
Different forest types generally develop along a gradient from the
river edge. The youngest pioneer stands develop along the edge of the
river (silver maple, birch, cottonwood, willow); cottonwood, ash, silver
maple, and American elm develop as a transitional type near the edge; and
boxelder, ash, American elm, and oak develop as a terminal forest type
away from the river. The proportion of the floodplain area occupied by
pioneer, transitional, and terminal forest types is determined by the
rate of meandering (Johnson and others 1976).
Rapid meandering results in an accelerated erosional-depositional
pattern. This favors black willow and cottonwood and maintains a rela-
tively low mean age. Conversely, a slower rate of meandering, or the
absence of spring floods for several consecutive years, favors the es-
tablishment of transitional forest associations. The absence of pioneer
species is indicative of an older, terminal forest.
The trees along the Wisconsin River range from approximately 70 to
100 feet in height and from 18 to 58.5 inches in diameter at breast
height (dbh). The canopy layer along the outer curves of the River is
characterized predominantly by silver maple, intermixed with cottonwoods.
As the River meanders inward, river birch becomes prevalent along the
borders, accounting for over 75% of the cover. Green ash, white ash,
black ash, and American elm increase in distribution and abundance in
both the shrub and canopy layers as one moves away from the River. Pin
oak occurs along the periphery of the transitional forest type. Other
species present include hackberry, pecan, and black cherry. The shrub
layer is intermittent, with dense patches of prickly ash, wild black
currant, white mulberry, and common elder.
The Fox River does not meander as frequently or as rapidly as the
Wisconsin River. As a result, the floodplain forest is not as extensive
along the Fox River as it is along the Wisconsin River.
Floodplain vegetation provides food and cover for a variety of
animals. Most of the animali. *' reside in these habitats on a per-
manent basis, such as worms, snails, waterfowl, and some songbirds,
2-34
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require moist habitats and can tolerate or escape periodic flooding.
Other animals, including rabbits, voles, foxes, raccoons, deer, and many
birds, utilize floodplains on a regular basis.
2.7.2.4. Hedgerows
Hedgerows border some of the agricultural fields in the expanded
study area. Species of shrubs and trees commonly found in hedgerows
include Lombardy poplar, black cherry, hawthorn, and elderberry. Hedge-
rows were not indicated on the land cover map because of their small
size.
2.7.2.5. Hemlock-White Pine-Northern Hardwood Forest
The Silver Lake Cemetery, located on a ridge approximately 840 feet
msl, has an array of trees typical of the hemlock-white pine-northern
hardwoods group. Eastern hemlock, northern white cedar, white pine, and
red pine are common and range from approximately 80 to 100 feet in
height. Mature blue spruce, Norway spruce, common juniper, Norway maple,
bur oak, silver maple, basswood, slippery elm, paper birch, and pin oak
also are present. The grounds are maintained by periodic mowing, limit-
ing the herbaceous layer to grasses. Shrubs that are not abundant are
primarily ornamental.
2.7.2.6. Mixed Grasslands
Open fields dominated by a mixture of native and/or alien grasses
are classified as mixed grasslands. Golf courses are included in this
category.
2.7.2.7. Mixed Succession
Lowland and upland sites, which are covered with native and alien
shrubs mixed with grasses and forbs, are designated as mixed succession.
Fescue, foxtail grass, aster, hardhack, horsemint, meadowsweet, swamp
milkweed, and bouncing bet are the most common forbs and grasses. Haw-
thorn, viburnum, dogwood, black cherry, and elderberry are the most
frequently observed species of shrubs.
2.7.2.8. Oak-Hickory Forest
This forest type occurs on slopes throughout the study area and is
dominated by white oak and black oak. Associated with this forest type
are northern red oak, pin oak, bitternut hickory, and black cherry. The
shrub layer is sporadically abundant, consisting primarily of black
cherry, bitternut hickory, and white oak sprouts.
Fifty-eight percent of the black cherry growing in upland forests in
southern Wisconsin became established during the drought years of the
1930s, when many woodlots were being used for grazing (Peet and Loucks
1977). During the drought, canopy development was diminished and more
light penetration was allowed. The increase of light favored the growth
and development of both black cherry and hickory.
2-35
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2.7.2.9. Pastureland
Fields used for grazing animals were categorized as pastureland.
2.7.2.10. Red Pine Plantation
Small, even-aged stands of red pine occur throughout the expanded
study area. The heights of the stands range from 20 feet to 30 feet.
Plant associations vary in the different stands and include pure red
pine, red pine and black locust, and mixed white pine, red oak, pin oak,
black oak, black cherry, and black locust. If hardwoods are present,
they generally occur along the periphery of the stand or in openings
within the stand. The shrub layer is sporadic and rarely dense. Pure red
pine stands occur on sandy soils with a humus layer. Mixed pine-hardwood
stands are indicative of soils in which the humus layer has been incor-
porated into the sand.
2.7.2.11. Residential Land
Residential land includes the City of Portage, farmhouses and lawns,
schools, and industrial areas. Large native and introduced species of
trees occur throughout the residential land. Catalapa, silver maple,
weeping willow, American elm, slippery elm, Norway spruce, red pine,
white pine, and common juniper are among the most prevalent species of
trees.
2.7.2.12. Swamp Forest
Forested areas that are located within wetland areas, or on the
periphery of wetland areas, and that are growing on lowland, mesic soils
are designated as swamp forest. The species of trees associated with
swamp forest are quaking aspen, black willow, balsam poplar, basswood,
boxelder, and birch. The shrub layer is dense, particularly at the
periphery. Species of shrubs include red-osier dogwood, willow, privet,
and viburnum.
2.7.2.13. Wetlands
Wetlands can be defined in general terms as poorly-drained areas
where "water is the dominant factor determining the nature of soil devel-
opment and the types of plant and animal communities living in the soil
and on its surface" (Cowardin and others 1977). The diversity of wetland
types, the continuous gradation between dry and wet environments, and the
seasonal and yearly variations that occur in wetland areas make it diffi-
cult to delineate the various wetland ecosystems for the purposes of
inventory, evaluation, and management. For this inventory, areas covered
with marsh and swamp vegetation types are classified as wetlands.
Marsh is a general term used to designate areas without woody vege-
tation where the soil lies above the water table for most of the year.
The vegetation is dominated by grasses, reeds, rushes, sedges, and other
soft-stemmed herbaceous plants. Many of the plants grow in clumps and
have heavy, fibrous root systems that can anchor into mucky soils.
2-36
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In general, a marsh originates as the result of natural filling in
of shallow lakes or depressions. As time passes, there is a tendency for
organic matter to accumulate and for drainage to improve. Seeds of woody
shrubs may be established at this stage, and the marsh slowly is suc-
ceeded by swamp.
Cattail marshes grow intermittently around the peripheries of both
Mud Lake and Silver Lake. These marshes overlap into shrub swamps that
are dominated by red-osier dogwood, Japanese knotweed, swamp privet,
various species of willow, hawthorns, wild cucumber, hardhack, mothers-
wort, thistle, and meadowsweet. The shrub swamps overlap into swamp
communities that are dominated by trees such as cottonwood, boxelder,
balsam poplar, basswood, American elm, and pin oak. Cottonwood and
boxelder are the predominant species in both the canopy and shrub layers.
Other marsh and swamp areas around Portage have similar community types.
Both marsh and swamp plant communities support a diverse and abun-
dant wildlife. A variety of lower invertebrates, snails, insects, frogs,
and birds thrive in these habitats. Mammals dwelling in marshes and
swamps include the shorttail shrew, redback vole, muskrat, and harvest
mouse (Ives and others 1973; Smith 1974).
2.7.2.13.1. Regulations Concerning Wetlands
Species of plants common to wetland areas, such as largetoothed
aspen, cottonwood, willow, alder, cattail, bulrush, and other aquatic
plants, historically have been regarded as having little economic value.
Consequently, wetlands generally have been regarded as wastelands. In
the past, legislation was created to help farmers and developers "reno-
vate" wetlands to "more useful" land. The Swamp Land Grants Act of 1850,
issued by the Federal Government, is an example of legislation that was
designed to encourage the conversion of wetlands to other land uses that
have higher economic value. Later, the Federal Swamp Lands Act author-
ized the draining and filling of wetlands (Holcomb Research Institute
1977).
States in the midwest, in particular, were affected by this Act.
During the 1920s and 1930s, marsh and bog acreage was reduced to 10% of
the original total in Missouri, Michigan, Illinois, Indiana, and Ohio.
The reduction of wetland acreage in Wisconsin, while significant, was not
as dramatic. By 1960, approximately half of the known original 5 million
acres of wetlands in Wisconsin had been drained (Wisconsin Conservation
Department 1960).
Historically, the majority of the wetland acreage that was drained
and filled was developed for agricultural use. A 1938 survey of the
wetlands in Columbia County showed that approximately 28% of the re-
maining wetlands were being pastured (Wisconsin Conservation Department
1960). Because grazing mammals have palatability preferences, grazing
results in the selective removal of plant species. In areas where over-
grazing occurred, there was an ingress of toxic, spiny and/or woody
species not previously present (Harper 1969). In recent years, urbaniza-
tion also has accounted for the loss of much of the wetland acreage.
2-37
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Public recognition of the natural resource values of wetland areas
is slowly bringing about a shift in wetland policies from draining and
filling to conservation. The State of Wisconsin Natural Resources Board
has approved and adopted rules that pertain to the preservation, restora-
tion, and management of wetland areas (State of Wisconsin Natural Re-
sources Board 1977). In addition, the Federal Government "... requires
Federal agencies to take action to avoid adversely impacting wetlands
wherever possible, to minimize wetlands destruction and to preserve the
values of wetlands, and to prescribe procedures to implement the policies
and procedures of this Executive Order" (Executive Order 11990, 1979).
Nevertheless, the legal recourse available for wetland preservation still
is limited primarily to indirect approaches (Bedford and others 1974; by
telephone, Mr. Floyd Stautz, WDNR, to Ms. Anita Locke, WAPORA, Inc.,
7 February 1978).
2.7.3. Endangered or Threatened Species of Plants
A list of the species of plants that may be present within the
expanded study area and that have been included in the WDNR list of
endangered and threatened species (WDNR 1979b) is contained in Appendix
E, Table E-2. It should be noted that while the ranges of these species
may encompass the expanded study area, no collections or sightings of
these species are known to have been made in the Portage area. No
species of plants recorded as extant within the study area are included
in the Federal endangered and threatened species list (59 CFR 17). Each
species has been listed according to the habitat in which it most com-
monly occurs.
2.8. Terrestrial and Aquatic Fauna
Documented information on wildlife that pertain specifically to the
study area was not found during a literature search. However, pre- and
post-operational environmental surveys were conducted (1971-1977) for the
Columbia Generating Station (CGS), which is located approximately 4 miles
southeast of the study area. Similar habitat types exist in the study
area and in the nearby CGS land, and thus, wildlife types should be
similar in both areas.
Results of pre-operational surveys conducted by WDNR, Industrial
Bio-Test Laboratories, Inc., Dames and Moore, Deerwester, and the Uni-
versity of Wisconsin in 1971 are summarized in the Final Environmental
Impact Statement for the Columbia Generating Station (US Army Corps of
Engineers [COE] 1974). Results from continuing investigations by the
University of Wisconsin during the period from 1972 to 1977 also are
available, as are results from an impingement/entrainment survey con-
ducted by Swanson Environmental. These programs provide information on
the presence or absence of wildlife in the area, but provide little
information on population densities.
Because scientific data pertaining to the Fox River in the Portage
vicinity were virtually nonexistent, a short-term survey was conducted by
USEPA on the Fox River near Portage during Summer 1978. The Wisconsin
River also was included in the survey to supplement existing data for
that River. Three stations were sampled on each river during June, July,
2-38
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and August. Stations on the Fox River were located in the immediate area
of the existing WWTP, and upstream and downstream from the WWTP; and
stations on the Wisconsin River were located near the proposed WWTP site,
and upstream and downstream from the proposed site (Figure 9). Substa-
tions were located approximately 50 yards from each shore and at the
midpoint of transects crossing the Wisconsin River at each station. The
survey involved sampling of chlorophyll _a, periphyton, phytoplankton,
zooplankton, macroinvertebrates, and fish. Physical and chemical para-
meters, including dissolved oxygen, pH, temperature, and specific conduc-
tance, also were measured.
2.8.1. Amphibians and Reptiles
Thirty-four amphibian and reptile species were observed on or near
CGS property (US Army COE 1974; University of Wisconsin 1976c). The
species observed are listed in Appendix F, Table F-l. The timber rattle-
snake (Crotalus horridus horridus) is included in this list. On one
occasion, investigators observed several snakes believed to be timber
rattlesnakes, but positive identification was not made (see Appendix G).
Two sightings of the eastern massasauga (Sistrurus catenatus), which
is listed as endangered by the State of Wisconsin (WDNR 1979a), were
noted. Species observed that are listed as threatened by the State of
Wisconsin included the spotted salamander (Ambystoma maculatum),
Blanding's turtle (Emydoidea blandingi), and the western glass lizard
(Ophisaurus attenuatus). No amphibians or reptiles observed are included
in the Federal list of endangered and threatened species (59 CFR 17) .
2.8.2. Birds
The many lowlands in the Portage study area provide ideal habitats
for a great number of species, and supply a variety of food and shelter
types for both resident and transient birds. As a result, waterfowl and
other water-associated birds such as herons, bitterns, woodcock, and
sandpipers are common. The University of Wisconsin has documented the
presence of more than 190 species of birds on the CGS property (Appendix
F, Table F-2).
Species of waterfowl that regularly nest in the area include wood
ducks (Alx sponsa), mallards (Anas platyrhynchos), blue-winged teal (Anas
discors) and coot (Fulica americana). Migrant ducks are plentiful during
the autumn and the spring. Large numbers of pintails (Anas acuta),
gadwalls (Anas strepera), green-winged teal (Anas carolinensis), shov-
elers (Spatula clypeata), and others utilize the area for resting and
feeding purposes (By interview, Mr. Pat Kaiser, WDNR, with Mr. Dick
McKean, WAPORA, Inc., 23 February 1978).
Floodplain forests along the Fox River and the Wisconsin River
provide relatively undisturbed areas for shelter and nesting for hawks,
eagles, herons, and other birds easily disturbed by human encroachment.
One such floodplain forest that is located near the CGS plant has been
successfully utilized in recent years as a rookery for the great blue
heron (Ardea herodias). The number of birds in the rookery, however,
appears to be declining (University of Wisconsin 1976a).
2-39
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O Portage Sewage Treatment Plant
——^x—«**"
^^\J
Swan Lake
O WPDR Radio Tower
Dekorra Park
Boat Landing
Figure 9. Station locations for 1978 USEPA survey of the Fox River and
Wisconsin River near Portage, Wisconsin (USEPA 1978a).
2-40
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The double-crested cormorant (Phalacrocorax aurltus), the bald eagle
(Hallaeetus leucocephalus), and the osprey (Pandion hallaetus) have been
observed in the CGS area and are listed as endangered by the State of
Wisconsin (WDNR 1979b). The great egret (Casmerodius albus), the red-
shoulder hawk (Buteo lineatus), Cooper's hawk (Accipiter cooperi) and the
loggerhead shrike (Lanius ludovicianus) are listed as threatened. No
species observed are listed in the Federal list of endangered and threat-
ened species.
2.8.3. Mammals
At least 41 species of mammals have been observed in the Portage
area since 1971 (Appendix F, Table F-3). Lowlands and wetlands in the
area provide suitable habitats for many species of mammals. Eastern
cottontail (Sylvilagus floridanus), mink and weasels (Mustela spp.),
foxes (Urocyon spp.), whitetail deer (Odocoileus virginianus), beaver
(Castor canadensis), and muskrat (Ondatra zibethicus) may be present in
these habitats. Mammals that receive the greatest hunting and trapping
pressure include deer, rabbit, raccoon (Procyon lotor), muskrat, fox,
beaver, and mink (University of Wisconsin 1976a, 1976b; US Army COE
1974).
Information is not available on population densities of mammals in
the Portage study area. However, WDNR believes that populations are
stable because no species of mammals known to be present in this area are
considered to be endangered or threatened by Federal or State author-
ities.
2.8.4. Water Quality For Fauna
Dissolved oxygen, temperature, pH, and specific conductance were
monitored during the USEPA survey (1978a). Dissolved oxygen concentra-
tions in the Fox River ranged from 2.2 to 14.4 mg/1, while concentrations
in the Wisconsin River ranged from 6.6 to 9.6 mg/1. Concentrations at
Stations 2 and 3 on the Fox River were considerably lower than concentra-
tions at Station 1. Water temperatures ranged from 16.0 to 23.5°C in the
Fox River and from 17.0 to 26.3°C in the Wisconsin River. The pH values
for both rivers were between 7.0 and 8.5. Specific conductance was
greater on the Fox River, where it ranged from 360 to 560 micromhos per
centimeter (umhos/cm), than on the Wisconsin River, where the values
ranged from 140 to 160 umhos/cm.
2.8.5. Chlorophyll
USEPA sampled for chlorophyll ji from two stations on each river
(1978a). Chlorophyll ji concentrations ranged from 5.19 ug/1 to 65.9 ug/1
on the Fox River and from 9.85 to 28.95 ug/1 on the Wisconsin River
(Appendix F, Table F-4). Average chlorophyll ji concentrations for the
stations on each river were similar: 18.9 ug/1 for the Fox River and 18.3
ug/1 for the Wisconsin River. Average monthly concentrations for both
rivers were lowest in July (11.29 ug/1 for the Fox River and 11.85 ug/1
for the Wisconsin River). The highest monthly average for the Fox River
was for June (28.35 ug/1), and the highest average for the Wisconsin
River was for August (24.83 ug/1).
2-41
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2.8.6. Periphyton
Periphyton samples were collected from the Wisconsin River and the
Fox River during the USEPA survey (1978a). Twenty species of algae were
found on the periphytometers in the Wisconsin River. A species of
Oscillatoria (a blue-green alga) was the predominant organism. It was
present at Stations~2 and 3 in numbers up to 4,300 cells per square
millimeter (ceJ.ls/mm ). Other algae present in densities greater than
1,000 cells/mm at one or more stations included Aphanizomenon flos-aquae
(a blue-green alga) and Cocconeis sp. (a pennate diatom). Station 1 had
fewer species and fewer individuals than did Stations 2 and 3. Stations
3a and 3c varied considerably in cell composition and in cell number.
Eighteen species of algae were collected from the Fox River. A
species of Cocconeis was the mosJ: abundant organism and was found at
densities up to 13,594 cells/mm . Two species of blue-green algae,
Oscillatoria sp. and Coelosphaerium kutzingianumy, also were common and
were found at densities as high as 5,950 cells/mm and 2,800 cells/ mm ,
respectively. The number of species present at Station 2 was slightly
greater than that at Station 1, but a higher number of cells was recorded
at Station 1. Data were not collected at Station 3. The number of or-
ganisms per milliliter of each species collected from the Fox River and
the Wisconsin River is given in Appendix F, Table F-5.
2.8.7. Phytoplankton
Phytoplankton were collected from each river during the USEPA survey
(USEPA 1978a). Between 55 and 60 species of algae were present in each
river during the summer sampling period. Blue-green algae (Anabaena sp.
and Aphanizomenon flos-aquae) were the most abundant algae in the June
samples for the Fox River. As the summer progressed they decreased in
number, and flagellates (Cryptomonas sp. and others) increased in number.
By August the flagellates were the predominant species present. Phyto-
plankton densities were greatest at Station 1 throughout the summer. The
number of cells per milliliter (cells/ml) ranged from 2,729 to 14,910.
The average number of cells/ml for all sample dates was 7,771.
Centric diatoms (predominantly Melosira sp.) and flagellates (pre-
dominantly species of Cryptomonas ) were the most abundant phytoplankton
present in the Wisconsin River. Average densities for these two groups
across all samples were 2,438 cells/ml and 2,660 cells/ml, respectively.
Flagellate populations increased substantially from June to August.
Blue-green algae (predominantly species of Anacystis) and green algae
(Ankistrodesmus falcatus, species of Crucigenia and Scenedesmus, Schroe-
deria sitigera, and others) also were abundant. The average concentration
for the blue-green algae was 1,265 cells/ml. For the green algae it was
970 cells/ml. Station 3 supported the greatest density of phytoplankton
(an average of 10,278 cells/ml for the 3-month sampling period). Densi-
ties ranged from 3,830 cells/ml (at Station 2c during July) to 11,840
cells/ml (at Station 3 during August). The average phytoplankton density
for the Wisconsin River stations during the summer was 7,714 cells/ml.
The major phytoplankton groups collected from the Wisconsin River and the
Fox River during the summer of 1978 are shown in Appendix F, Table F-6,
and the species collected during the survey are listed in Appendix F,
Table F-7.
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Microcystis aeruginosa (a blue-green alga) was observed during all
sample periods on the Wisconsin River and was reported to have reached
"bloom" conditions in August. However, this species was not indicated as
present in the Wisconsin River in the phytoplankton tables contained in
the USEPA report (1978a).
2.8.8. Zooplankton
A zooplankton survey was conducted during 1973 on the Wisconsin
River near the CGS plant. Two tributaries that empty into the River near
the plant, Rocky Run Creek and Duck Creek, also were surveyed. The study
was designed to determine the population densities and relative diversity
of zooplankton in the River, and was directed by the University of Wis-
consin. Seven stations were sampled bimonthly from June through October
1973. Stations 1 and 2 were located on Duck Creek, Stations 3, 4, and 5
on the Wisconsin River, and Stations 6 and 7 on Rocky Run Creek (Appendix
F, Figure F-l).
Over 55 species were collected (Appendix F, Tables F-8 and F-9) .
Zooplankton .concentrations (based on one to three samples) ranged from
0 to 7,028/m . Results from the Wisconsin River stations indicated high
diversity, with population densities peaking in late September. Other
peaks were noted in late October and August. Densities often were lower
in the River than in the two creeks. Densities also were considered to
be low compared to other rivers. This may be due to the swift current of
the Wisconsin River.
Zooplankton samples also were collected by USEPA from the Fox River
and the Wisconsin River (1978a). Rotifers (predominantly Keratella
cochlearis and Synchaeta sp.) were the zooplankton most commonly col-
lected from the Wisconsin River. Station 1 supported a higher average
density of zooplankton than did Station 3 (77 organisms per liter [or-
ganisms/1] to 52 organisms/1). Densities decreased during the summer,
largely due to declining rotifer populations. The greatest density at
any station was 139 organisms/1 (at Station 1 during June) while the
lowest density was 24 organisms/1 (at Station 3 during August). Twenty-
five species of zooplankton were collected. Two species, Eubosmina
coregoni and Brachianus angularis, had not previously been collected in
the study area.
Samples from the Fox River also were composed primarily of rotifers.
Keratella cochlearis was the most abundant species. Rotifer populations
at Station 1 were relatively small in June (5 organisms/1), but increased
to 153 organisms/1 in July and 166 organisms/1 in August. Populations at
Station 3 remained relatively small throughout the summer, and reached a
maximum of 25 organisms/1 in July. Twenty-four species of zooplankton
were collected from the Fox River. Cladoceran and copepod populations
were low at both stations throughout the summer. The greatest number of
copepods collected at any station during the survey was 3 organisms/1,
and the greatest number of cladocerans collected was 22 organisms/1. The
major zooplankton groups present in both rivers are listed in Appendix F,
Table F-10, and the species within each group are given in Appendix F,
Table F-ll.
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2.8.9. Macroinvertebrates
The University of Wisconsin conducted macroinvertebrate investiga-'
tions on the Wisconsin River, Duck Creek, and Rocky Run Creek at CGS from
1973 thru 1977. The sampling stations were the same as those used for
the zooplankton studies (2.8.8.). Three additional stations were added
to Rocky Run Creek in 1974. Macroinvertebrate data for the Upper Fox
River were not found in the literature.
Over 100 species were present in the creeks, and over 68 species
were collected from the Wisconsin River (Appendix F, Table F-12). In 1973
and 1974, the greatest numbers of species and individuals were collected
during early summer (May and June), while the lowest numbers of individ
uals were collected during September and October. Caddisflies (Cheuma-
topsyche sp. and Hydropsyche sp.) and mayflies (Baetis sp., Caenis sp.,
Isonychia sp., and various members of the family Heptageniidae) were the
most abundant organisms found on the artificial substrate samplers.
Little variation was evident between upstream and downstream stations,
and percent composition at each station was similar (Appendix F, Figure
F-2). Macroinvertebrates common to all locations were Hyallela azteca
(amphipod), Asellus recovitzai (an isopod), and a member of the family
Corixidae (true bugs). Stenonema terminatum and Heptagenia flavescens
(both mayflies) and Isoperla sp. (a stonefly) were found only in the
Wisconsin River. A species of Callibaetis (a mayfly) and Gammarus
pseudolimnaeus (an amphipod) were collected from the creeks, but not from
the River. A member of the family Corixidae and a species of Leptocella
(a caddisfly) were the organisms considered best suited to adjust to the
shifting substrates of the Wisconsin River. Species of Cheumatopsyche,
Hydropsyche, and Stenonema were temporary residents that depended upon
the availability of appropriate habitat.
Macroinvertebrates also were sampled from the Wisconsin River by
USEPA (1978a). Organisms collected in this survey, but not collected in
earlier surveys, are listed in Appendix F, Table F-13. Low diversity and
low numbers of individuals were reported. A decrease in the number of
species present was observed in August. Pollution-tolerant, facultative,
and pollution-intolerant organisms were reported to be present at all
stations during June, July, and August.
The species of macroinvertebrates collected from the Fox River
during the USEPA survey are listed in Appendix F, Table F-14. The
diversity of macroinvertebrates was reported to be higher in the Fox
River than in the Wisconsin River, but this diversity decreased during
the summer. Qualitative samples from Station 1 were an exception. The
number of species at Station 1 increased from 24 in June to 37 in August.
Station 3 had the most diverse community of the three stations (45
species). Organisms listed in the report as pollution-tolerant increased
in abundance during July and August at Stations 2 and 3. A combination
of pollution-tolerant, facultative, and pollution-intolerant organisms
were present at Station 1 throughout the summer.
2.8.10. Fish
Several fish surveys have been conducted by WDNR, Industrial Bio-
Test Laboratories, Inc., and the University of Wisconsin at the CGS site
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since 1971. Investigators concentrated their efforts on Duck Creek and
Rocky Run Creek, but were able to document the presence of many species
of fish during a limited survey of the Wisconsin River. Additional
species have been documented through electrofishing by WDNR at Lake
Wisconsin, entrainment and impingement studies at CGS by Swanson Environ-
mental, and catches by sport and commercial fishermen in the Wisconsin
River and in Lake Wisconsin.
The Wisconsin River System, with its tributaries, backwaters, flood-
plains, pools, riffles, and Lake Wisconsin, provides the food, shelter,
and spawning requirements necessary to support a diverse fishery. Over
40 species have been collected from the Wisconsin River (near Portage)
and from Lake Wisconsin (Appendix F, Table F-15). Other species, es-
pecially members of the minnow family, may be present. Intensive fishery
investigations have not been conducted on the Wisconsin River in the
Portage area.
Lake Wisconsin and the Wisconsin River offer excellent sport-
fishing. Game fish most often sought include walleye (Stizostedion
vitreum vitreum), lake sturgeon (Acipenser fulvescens), northern pike
(Esox lucius), sauger (Stizostedion canadense), white bass (Morone
chrysops), crappies (Pomoxis sp.), bluegills (Lepomis sp.), and yellow
perch (Perca flavescens) (By interview, Mr. Tim Larson, WDNR, to Mr. Dick
McKean, WAPORA, Inc., February 1978; By telephone, Mr. G. Emerson, WDNR,
to Mr. Dick McKean, WAPORA, Inc., 6 March 1978).
WDNR has issued a limited number of commercial fishing permits for
Lake Wisconsin since 1974. Commercial fishing is allowed for "rough
fish" only. Species such as carp (Cyprinus carpio), buffalo (Ictiobus
sp.), and freshwater drum (Aplodinotus grunniens) comprise a large per-
centage of the marketable catch. To date, over 1.5 million pounds of
fish have been marketed (By telephone, Mr. G. Emerson, WDNR, to Mr. Dick
McKean, WAPORA, Inc., 6 March 1978).
Very little fisheries information is available for the Upper Fox
River, The River and many of its connecting waters were chemically
treated with antimycin and rotenone in 1970 to eradicate carp populations
(Hacker 1971). In 1971, northern pike, bluegills, perch, sunfish
(Lepomis sp.), walleye, smallmouth bass (Micropterus dolomieui), fathead
minnow (Pimephales promelas), and channel catfish (Ictalurus punctatus)
were stocked in the River (WDNR 1971) . Other fish likely to occur are
carp, suckers, bullheads, bass, and various species of minnows.
Fish in the Wisconsin River and Fox River also were sampled by USEPA
(1978a). Five species of fish collected from the Wisconsin River were
identified. The silver redhorse (Moxostoma anisurum) was not listed in
earlier literature as a known inhabitant of the River. Five species also
were collected from the Fox River (Appendix F, Table F-16). The redear
sunfish ^Lepomis microlophus) was the most frequent species collected.
No species of fish listed as endangered by the State of Wisconsin
(WDNR 1979b) are known to be present in the study area. The river red-
horse (Moxostoma carinatum), a species listed as threatened, has been
collected from the Wisconsin River.
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2.8.11. Summary
Prior to the USEPA survey, data pertaining to fauna were not specif-"
ically available for the project area. Researchers who have conducted
wildlife monitoring programs for the University of Wisconsin and other
research groups have indicated that a diverse wildlife community exists
in the vicinity of Portage. Diverse communities of zooplankton, macro-
invertebrates, and fish also were identified in the Wisconsin River.
USEPA data, obtained during the summer of 1978 from individual sta-
tions on the Fox River and the Wisconsin River, varied considerably for
each river. However, the species of plankton present, their average
values (for the summer) for species diversity, and their population
densities were similar for each river. Temperatures and pH values also
were similar for each river. Specific conductance was greater in the Fox
River. Dissolved oxygen measurements were considerably lower at Stations
2 and 3 on the Fox River than at the other stations sampled on either
river.
The USEPA report concluded that biological conditions in the two
rivers "varied from station to station and from one sample period to
another, resulting in a shift from moderately enriched conditions (meso-
trophic) to more seriously enriched conditions (eutrophic)." The report
also indicated that Station 1 on the Fox River was more highly enriched
than Station 1 on the Wisconsin River; that Station 2 on the Fox River
and Station 2 on the Wisconsin River were similar in productivity in June
and July, but that water quality in the Fox River declined in August; and
that Station 3 on the Wisconsin River was more enriched than Station 3 on
the Fox River. Water quality in both rivers declined as the summer
progressed. The conclusions in the report appear to be based largely
upon the presence or absence of pollution-tolerant, facultative, and
pollution-intolerant organisms in the rivers.
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3.0. AFFECTED ENVIRONMENT: MAN-MADE ENVIRONMENT
3.1. Cultural Resources
3.1.1. Prehistory and Archaeological Sites
An archaeological survey of the proposed Wisconsin River WWTP site
and associated interceptor route was completed during the spring of 1978
by Professor T. Douglas Price, Department of Anthropology, University of
Wisconsin (Appendix G). No detailed description of the prehistory of the
study area was made in the report.
No significant archaeological materials were discovered during the
archaeological survey and associated testing. However, this conclusion
pertains only to the proposed Wisconsin River site and interceptor route.
Surveys have not been conducted at the Fox River sites or the land treat-
ment site. If one of those alternatives were selected, archaeological
investigations would be required to satisfy Federal mandates.
3.1.2. History of the Study Area
A brief overview of the study area's cultural development is found
in Appendix G. The historical or architectural sites listed in Section
3.1.3. should be interpreted in this historical context.
3.1.3. Historical or Architectural Sites
Examination of the National Register of Historic Places (1979)
showed that five National Register sites are located within the study
area as of September 1979: the Fox-Wisconsin Portage Site; the Old Indian
Agency House; the Fort Winnebago Surgeon's Quarters; the Portage Canal;
and the Fort Winnebago Site (Figure 10).
The Fox-Wisconsin Portage Site (Site 1) was placed on the National
Register on 14 March 1973. This 1.28-mile trail is now a blacktopped
city street named Wauona Trail (formerly known as Bronson Street) that
serves as the east and west boundaries of the Portage Site (Photographs 1
and 2). According to the State Historical Society of Wisconsin, the
narrow portage trail lies entirely within the limits of the right-of-way
of the street (see Appendix G).
The Fox-Wisconsin portage is one of the most significant sites
in the early history of Wisconsin and the old Northwest. Used
by Indians long before the advent of the white man, this 1.28-
mile portage has been described as being, until the middle
1800s, the only break in the water route between Lake Erie and
the Gulf of Mexico....The site achieves its significance
through commerce, transportation, exploration, and historical
associations (State Historical Society of Wisconsin 1972).
The Old Indian Agency House (Site 2) was placed on the National Reg-
ister on 1 February 1972. It is located at the northeast end of Old
Agency House Road and overlooks the Fox River and the Portage Canal
(Photograph 3). The house is representative of the Federal style of
3-1
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(3 5 MILES
NORTH)
STUDY BOUNDARY
SITE IDENTIFIED IN THE AUGUST, 1974
ARCHITECTURAL SURVEY OF PORTAGE
CONDUCTED BY STATE HISTORICAL
SOCIETY OF WISCONSIN
A NATIONAL REGISTER SITE
• WISCONSIN HISTORIC SITE
j%%| POTENTIAL NATIONAL REGISTER SITE
(Designated As A Notional Register Site In 1979)
FIGURE 10
HISTORICAL OR ARCHITECTURAL SITES
IN THE STUDY AREA
3-2
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Photograph 1. FOX-WISCONSIN PORTAGE SITE
Wauona Trail, a blacktopped city street
today, is believed to be the original portage
path used by native Americans and early
European explorers. The Wauona Walking Trail
begins at the Route 33-Wauona Trail inter-
section near the Fox River. The site is
listed in the National Register of Historic
Places.
Photograph 2. FOX-WISCONSIN PORTAGE SITE
Wauona Trail extends in a straight line from
its intersection with Route 33 to its
terminus at Route 51 (Wisconsin Street) along
the Wisconsin River, a distance of approxima-
tely 1.28 miles. The land use along the
Trail primarily is residential, industrial,
or vacant.
HP-
Photograph 3. OLD INDIAN AGENCY HOUSE
The Old Indian Agency House is located on Old
Agency House Road, overlooking the Fox River
and the Portage Canal. Representative of the
Federal style of architecture, the house was
built in 1832 and was associated with Fort
Winnebago. It has been restored and is open
to the public. The site is listed in the
National Register of Historic Places.
Photograph 4. FORT WINNEBAGO SURGEON'S
QUARTERS
Situated east of the Fox River and south of
Route 33, the Quarters is the only remaining
structure of Fort Winnebago. Built of
hand-hewn logs, it originally was constructed
circa 1820 by Francis LeRoy. The Quarters
has been restored and is open to the public.
The site is listed in the National Register
of Historic Places.
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Photograph 5. SITE OF FORT WINNEBAGO
The site of Fort Winnebago, a historic fron-
tier fortification, is located along the east
bank of the Fox River. Route 33 passes
through the site. It is a rich historic
archaeological site and has been recently
added to the National Register of Historic
Places.
Photograph 6. PORTAGE CANAL
The Portage Canal extends approximately 2.0
miles, connecting the Fox and Wisconsin
Rivers. The site is listed in the National
Register of Historic Places. The lock at the
Fox River end of the Canal no longer exists.
Photograph 7. Portage Canal
The Portage Canal parallels Old Agency House
Road for approximately 0.7 mile near the Fox
River and is predominantly rural in
character.
Photograph 8. PORTAGE CANAL
South of the Route 33 bridge, the land use
along the Canal begins to change from rural
to urban.
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Photograph 9. PORTAGE CANAL
Primarily residential and industrial land
uses border the Canal as it parallels
Edgewater and Mullett Streets in Portage.
Photograph 10. PORTAGE CANAL
Primarily industrial and commercial land uses
border the Canal near the Wisconsin River.
Photograph 11. PORTAGE CANAL
The lock at the Wisconsin River end of the
Canal remains intact, although inoperable.
Photographs 12 and 13. TOLLGATE HOUSE
Situated on the south side of the Route 51 (Wisconsin Street)-0ntario Street
intersection, the Tollgate house is a vestiage of "Old Plank Road" that
extended south from Portage from 1851 to 1921. Although the House has been
destroyed partially and is not on its original location, the Columbia County
Historical Society is planning to restore it.
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architecture. It was built in 1832 and was associated with Fort
Winnebago (see Appendix G).
The Old Indian Agency House is significant as one of Wiscon-
sin's oldest and finest survivals of frame houses and is an
especially fine specimen considering its having been built on
the frontier under adverse conditions. The designer is unknown
but it seems probable that John H. Kinzie, the Indian Agent for
whom it was built, had much to do with it, perhaps with the aid
of West Point graduates garrisoned at Fort Winnebago....
(Kellogg 1931).
The structure was purchased by the National Society of the Colonial Dames
of America in the State of Wisconsin and was restored authentically
during the period from 1931 to 1932. It has been operated since that
time as a museum, representing the American Empire Period (prior to the
1840s). The House achieved its significance through the work of social-
humanitarian, architectural, and historical associations (State Histori-
cal Society of Wisconsin 1971).
The Fort Winnebago Surgeon's Quarters (Site 3) was placed on the
National Register on 28 October 1970. It was restored during the 1950s
by the Wisconsin Society of the Daughters of the American Revolution and
is operated as a museum. This hand—hewn log house is the sole surviving
building of the Fort Winnebago complex (Photographs 4 and 5). It is lo-
cated immediately east of the Fox River on the south side of Route 33.
Originally built by Francis LeRoy circa 1820, the building was used as
the surgeon's quarters from 1834 to 1845 (Curtis 1955). Stone for the
foundation was quarried from nearby Stone Quarry Hill, and the fireplaces
were built with bricks fired at the Armstrong brickyard and claypit, now
a pond in Pauquette Park in Portage (see Appendix G).
The site achieves its significance through military historical
associations....The Fort Winnebago Surgeon's Quarters, on its
original location, is the last remaining building of a military
installation which, despite a relatively short existence, was
highly significant to the commerce and development of Wisconsin
in the years just prior to achievement of territorial status in
1836 and for most of the ensuing period until Wisconsin's
attainment of statehood in 1848 (State Historical Society of
Wisconsin 1970).
The Portage Canal (Site 4) was placed on the National Register on 26
August 1977. The Canal extends approximately 2.0 miles between the Fox
River and the Wisconsin River. It presents a visual paradox (Photographs
6 through 11): an aesthetically pleasing rural section that extends from
the Fox River to the Route 33 Bridge (approximately 0.7 mile); a section
"in transition" from rural to urban land use that extends from the Route
33 Bridge to the railroad bridge (approximately 0.3 mile); and an urban-
ized section that extends from the railroad bridge to the Wisconsin River
(approximately 1.0 mile). This urban section is a detraction (with the
exception of the Wisconsin River Lock) from the historical integrity of
the Canal, due to the deterioration of adjacent properties (see Appendix
G).
3-3
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The significant factor about the Portage Canal is that it was
intended to be one of Wisconsin's major water routes, linking
the West to the Eastern markets and population centers...The
first attempts at building the canal came in 1835 when the
newly organized Portage Canal Company financed a large work
force that managed to dig a ditch deep enough to accommodate
only canoes. . .In 1872 the federal government took over the
canal and completed construction by June 1876. The canal never
was a success, and the coming of the railroad.. .outmoded the
canal as a means of transportation....The Portage Canal is a
visible reminder of an interesting and important chapter in
Wisconsin's transportation history (State Historical Society of
Wisconsin 1975).
Records of the lock tenders for the period from 1876 to 1908 show
that there was extensive steamer and small craft traffic. The Canal was
closed in 1951, however, when the Federal Government closed the upper
reaches of the Fox River to navigation. The Fox River Lock was destroyed
and replaced by an earthen dam. Local attempts at restoration of the
Portage Canal have only recently been initiated (Portage Canal Society,
Inc. n.d.).
The Fort Winnebago Site (Site 10) was placed on the National Regis-
ter on 17 May 1979. The Fort served primarily as a deterrent to Indian
attacks on the local fur trade and as a strategic location on the ex-
panding western frontier (see Appendix G). The Fort was occupied from
1828 to 1845 and was abandoned when the troops were sent to Missouri in
preparation for war with Mexico. By 1870, all of the buildings com-
prising the Fort Winnebago complex had been leveled, except for the Sur-
geon's Quarters.
As one of the three major U.S. Army forts in Wisconsin, Fort
Winnebago was garrisoned from 1828-1845 serving during these 17
years as a symbol of Federal Authority in an area which was
just beginning to see white settlement. Situated almost midway
between Fort Crawford (Prairie du Chien) and Fort Howard (Green
Bay) it provided a connecting link between these two forts en-
couraging population growth in this vicinity and also serving
as a vantage point for observing the actions of the Indians.
In 1835 the troops stationed at Fort Winnebago constructed the
portion of the Military road between Fort Winnebago and the
Fond du Lac River (State Historical Society of Wisconsin 1978).
Precise boundaries for this historic archaeological site have not
been determined. Archaeological investigations will be necessary to re-
construct accurately the exact location of the Fort. Frank and Stein
Associates (1968) have proposed development of the Fort Winnebago area,
including the Old Indian Agency House and the Portage Canal, as an inter-
pretive and tourist site.
The Fort Winnebago Cemetery (Site 9 in Figure 10) possesses local
historical significance. Situated on the east side of the Fox River,
across from the Old Indian Agency House, the Cemetery contains the graves
of veterans of all the American wars from the Revolution to World War II,
3-4
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including the Black Hawk War (Whyte 1954). A fire destroyed many of the
old wooden grave markers years ago, and a fence was set up to protect the
remaining graves. Local residents report that bones are uncovered peri-
odically during spring plowing in adjacent fields, indicating that a
portion of the cemetery is not marked. This also gives credence to the
local belief that the cemetery and the adjoining land were used by In-
dians for burial sites. The Veterans Administration currently is in-
quiring as to the Cemetery's National Register eligibility (Mollenhoff
1979) .
The Fort Winnebago Cemetery would achieve greater significance as
part of a potential (possibly noncontiguous) National Register of His-
toric Places historic district centering on the site of Fort Winnebago.
Such an area would include two existing National Register sites (the Old
Indian Agency House and the Fort Winnebago Surgeon's Quarters), the sites
of the Marquette-Joliet landing and the surrender of Chief Red Bird, the
Indian trading grounds adjacent to the Agency House, and most impor-
tantly, the site of Fort Winnebago and associated outbuildings. In
addition, portions of two other National Register sites are in this
immediate area (the Fox-Wisconsin Portage Site and the Portage Canal).
Three other sites (Figure 10) of local historical or architectural
significance are listed in the Wisconsin Historic Sites Survey as being
in the study area (State Historical Society of Wisconsin n.d.). These
are: the Wisconsin River Levee, Silver Lake Cemetery, and the Emancipa-
tion Ferry Site.
The Wisconsin River Levee (Site 5) initially was constructed in 1861
as a small dike at the spot of greatest potential flood danger. Since
then it has been lengthened and strengthened several times.
Silver Lake Cemetery (Site 6) is situated in the west end of Por-
tage, and receives its historical importance from the burials in it.
Among these are Henry Merrell (sutler and postmaster at Fort Winnebago),
the mother and sister of naturalist John Muir, the parents of Zona Gale
(novelist), Frederick Jackson Turner (historian), and Colonel Frank
Haskell (Civil War veteran).
The Emancipation Ferry Site (Site 7) is located at the corner of Fox
River Road and County Trunk CM, 5.0 miles north of Portage. Thomas
Twiggs, leader of a group of Potter's Emigration Society settlers, built
a ferry at this site and started a village in 1849. The settlement was
reputed to be the first instance of a union transplanting its unemployed
members to a new country (from England). All that remains of the settle-
ment are faint traces of five unmarked graves on a hill overlooking the
Fox River.
During August 1974, the State Historical Society of Wisconsin con-
ducted an architectural survey of Portage. No evaluation of individual
sites was undertaken at that time. Over 160 buildings (Figure 10) were
listed as possessing potential architectural significance. Individual
sites and addresses are listed in Appendix G, Table G-l. A potential
historic residential district was proposed, bounded by Burns Street on
the north, Cass Street on the west, Conant Street on the south, and
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DeWitt Street on the east. There are other concentrations of sites, both
commercial and residential (Figure 10), that may have potential as a,
historic district or districts.
Historic architectural styles present in Portage include Federal,
Greek Revival, and Early and Late Picturesque (e.g., Victorian, Ital-
ianate, Stick, and Queen Anne). These styles encompass a general period
from 1800 to 1915 in historic Wisconsin architectural styles (Meyer and
others 1974). An unusually high percentage of the buildings are con-
structed of yellow-colored brick, known locally as "cream brick". By
1856, Portage cream brick was being produced at three sites and was
marketed as far away as St. Paul, Minnesota, because of its highly re-
sistant characteristics (Foley 1976). These three brickyards were located
at:
• Present-day Pauquette Park—site of the first brickyard.
Brick for Fort Winnebago came from the former clay pit
• "Fifth ward dump"—bounded by Sanborn and River Streets.
This area was used briefly as a city dump
• Collipp property on the north shore of Silver Lake (McCarthy
1959b).
The presence of this cream brick in the varied architectural styles
present in Portage (especially the Victorian and the Italianate) provides
a unique quality to Portage history. Further research is necessary to
determine the degree of architectural significance of the more than 160
sites identified by the State Historical Society, and also to identify
any historical associations. Determinations of local, regional, or
national significance can then be made.
One of the sites identified in the survey by the State Historical
Society is the Tollgate House (Figure 10: Site 8). It is owned by the
Columbia County Historical Society and presently is situated on the
south side of the intersection of Wisconsin Street and Ontario Street
(Photographs 12 and 13).
The Tollgate House was the northern terminus of the Old Plank Road,
a 5.0-mile stretch of heavy oak planks laid "corduroy fashion" along the
Wisconsin River. The road extended to the highlands beyond Duck Creek in
Pacific Township, where it joined the Old Military Road coming from Fort
Winnebago. The Road was used from 1851 to 1921. It was an attempt by
several Portage businessmen to provide a relatively safe route to the
area south of Portage, one that would provide traction over wetlands. The
Tollgate House, located just south of Portage, was built to house the
family of the gatekeeper, and originally was a simple T-shaped frame
dwelling (McCarthy 1959a). Tolls also were charged at the southern
terminus of the Road near Duck Creek, although no trace of that tollhouse
remains.
The Road was used extensively for years, although frequent freezing
and thawing caused severe damage. In 1921, a new blacktop route was laid
that used sections of the Old Plank Road. When this new road proved
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susceptible to flooding, the present Route 51 was built slightly to the
east.
The Tollgate House has been altered significantly. The resident
section of the structure no longer exists, and the remaining "office"
portion has been moved several times in an effort to preserve it, once to
a site near the Fox River where a historical park had been proposed
(McCarthy 1969). The Columbia County Historical Society decided on the
present site because it is close to the original site. However, the
society noted that inadequate parking space, frequent flooding, and lack
of historical interest were detriments to this site (McCarthy 1974).
An examination of the Atlas of Columbia County (Anonymous 1873)
indicated the presence of a structure that jutted into Wisconsin Street
from the north side, just southeast of the Ontario Street intersection.
This structure could have been the Tollgate House. The 1874 map of the
Old Plank Road (Fort Winnebago and Duck Creek Plank Road Company
1851-1874) shows the Tollgate House in this location. It is possible to
trace the route of the Old Plank Road, using this map and the USGS
Portage Quadrangle topographic maps of 1902 and 1962. A transmission
line of the Wisconsin Power and Light Co. has been constructed parallel
to sections of the Old Plank Road along the Wisconsin River.
The Tollgate House has limited local historical significance as the
sole remaining vestige of the Old Plank Road. This significance is not
sufficient for nomination to the National Register of Historic Places.
The present site of the House detracts from its historical integrity, due
to the adjacent existing land use (Photograph 13), the altered condition
of the structure, and the fact that the building has been moved from its
original location. Preservation of the Tollgate House, while desirable,
is not necessary at the present site. A suitable site should be found
where the Tollgate House could function as a learning device or interpre-
tive site for local history.
Another site identified by the State Historical Society survey is
the Grandstand at the Columbia County Fairgrounds on the east side of
Superior Street. The art deco concrete structure probably was built in
the 1920s or 1930s. The structure possesses limited local architec-
tural significance and does not appear to meet eligibility criteria for
listing on the National Register of Historic Places.
In 1968, the Portage Daily Register published a self-guided histori-
cal walking tour of Portage. The tour covered some of the historical or
architectural sites discussed previously, and included the following
sites:
Chamber of Commerce Office • Indian Agency House
Portage Canal Locks - Curling Site • Indian Trading Grounds
Wisconsin River Levee - Plank Road • Site of First Church
Marquette-Joliet Marker • Indian Burial Ground
Wauona Trail at Adams and Conant
Fort Winnebago Marker • Frederick Jackson
Surgeon's Quarters - Garrison Turner Home
School • Pauquette Park
Red Bird Monument • Zona Gale Clubhouse
3-7
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• Portage Canal • Site of Pauquette's
• Fort Winnebago Cemetery Death
• Silver Lake Cemetery
The Marquette Trail, traversing rural and urban landscapes, extends
from the Governor's Bend County Park to the Fort Winnebago Surgeon's
Quarters, a distance of approximately 9.0 miles (Appendix G, Figure G-4).
Many of the local historical, architectural, or archaeological sites can
be seen from the southern half of the Trail, which is maintained by the
Portage Optimists Club. The northern part of the Trail follows the bed
of the abandoned Soo Line Railroad in Fort Winnebago Township. Crumbling
railroad ties are all that remain of the former passenger and freight
route that was operated from Stevens Point to Portage during the period
from 1909 to 1945 (Rockley 1978). Aesthetic views of the natural envi-
ronment (the Fox River and associated wetlands) can be seen from the
northern half of the trail.
3.2. Soci©economic Characteristics
3.2.1. Base Year Population of the Study Area
The Portage Planning Area consists of the City of Portage, Caledonia
Township, Fort Winnebago Township, Lewiston Township, and Pacific Town-
ship. The Portage study area, which is within the Planning Area, con-
sists of the City of Portage and the land adjacent to the City that could
be developed by the year 2000 (Figure 2). The population of the Portage
Planning Area in 1970, as reported in the 1970 US Census, was as follows:
Portage 7,821
Caledonia Township 855
Fort Winnebago Township 673
Lewiston Township 984
Pacific Township 756
Total 11,089
The Wisconsin Department of Administration (DOA) develops population
estimates on an annual basis. These estimates are based upon the 1970 US
Census totals. The most recent Wisconsin DOA estimates are for the
population as of 1 January 1978 (Wisconsin DOA 1978). The estimates for
the Portage Planning Area are:
Portage 7,738
Caledonia Township 935
Fort Winnebago Township 832
Lewiston Township 1,070
Pacific Township 1,016
Total 11,591
For the purpose of this document, the 1 January 1978 estimate will be
used as the base year population of the Portage Planning Area. The 1978
population of the City of Portage (7,738) will be used as the base year
population of the study area.
3-8
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3.2.2. Recent Population Trends
3.2.2.1. State of Wisconsin
Population growth in Wisconsin has been moderate since 1950. Pop-
ulation trends for Wisconsin from 1950 to 1978 are shown in Appendix H,
Table H-l. Between I960 and 1970, the population grew at a rate of
11.8%. The rate of growth has decreased since 1970. Between 1970 and
1975, the population of the State grew by 3.7% (7.5% at a 10-year rate).
Moreover, the population grew by only 1.5% from 1975 to 1978 (5.1% at a
10-year rate). Although the growth rate for Wisconsin was slightly less
than the US growth rate from 1960 to 1970, this growth was consistent
with the rate of growth for the Region V States (Illinois, Indiana,
Michigan, Minnesota, Ohio, and Wisconsin). The rate of population growth
in Wisconsin was higher than the rate for the Region V States between
1970 and 1975. The City of Portage is not located in a designated area-
wide (208) planning area. Therefore, official 208 population estimates
for the City or study area are not available.
3.2.2.2. OBERS Subarea
Portage is located in the Upper Wisconsin River OBERS Subarea (Sub-
area 0706), which contains 14 Wisconsin counties (Adams, Columbia, Craw-
ford, Juneau, Lincoln, Marathon, Monroe, Oneida, Portage, Richland, Sauk,
Vernon, Vilas, and Wood counties). From 1960 to 1970 the population of
this Subarea grew at a rate below the rates for the US, Wisconsin, and
the other Region V States. Since 1970, the population of the Subarea has
been increasing at a rate higher than the rates of these three regions.
Between 1970 and 1978, the growth rate of the Subarea (10.9%) was double
the growth rate (5.3%) of Wisconsin (US Bureau of Economic Analysis
1972).
3.2.2.3. Columbia County
The growth rate of Columbia County between 1960 and 1970 (9.4%) was
lower than the growth rates of Wisconsin (11.8%) and the OBERS Subarea
(10.4%) during the same period. The 1970 to 1975 growth rate of the
County (4.7%; 9.6% at a 10-year rate) is the same rate experienced by the
County between 1960 and 1970. Since 1970, Columbia County has been
growing at a rate higher than that of Wisconsin, but lower than that of
the OBERS Subarea.
3.2.2.4. Portage Planning Area
The Portage Planning Area consists of the City of Portage and the
four surrounding townships. The population growth rate of the Planning
Area from 1960 to 1970 (4.4%) was low relative to surrounding areas.
There was a net gain of 466 persons between 1960 and 1970. The rate of
growth for the Portage Planning Area increased between 1970 and 1975, and
the population grew by 4.2% during that period. For a 10-year period,
the rate is 8.6%, slightly less than double the 1960 to 1970 growth rate.
Since 1960, the population growth rate of the Portage Planning Area has
been less than the growth rates for Columbia County and the OBERS Subarea.
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3.2.2.5. City of Portage
Population growth in the City of Portage has been slight in recent
decades. Since 1950, the population of the City has grown by 499. Most
of this growth occurred between 1950 and 1960. During the 1960 to 1970
period, Portage showed a population loss of 1. Some loss of population
also is estimated to have has occurred since 1970. The Wisconsin DOA
reported a loss of 83 persons (-1.1%) from 1970 to 1978. Additionally,
Wisconsin DOA population estimates show a decrease of 120 persons from
1975 to 1978. The population growth rate of Portage is the lowest of any
jurisdiction within the Portage Planning Area. Sewer extensions in the
future may allow more growth in the City.
3.2.2.6. Surrounding Areas
The populations and rates of population change since 1950 for Colum-
bia County and the seven adjacent counties are listed in Appendix H,
Table H-2. At present, Columbia County has the third highest population
of the eight counties. Between 1960 and 1970, Columbia County had the
fourth highest rate of growth. The 1970 to 1978 growth rate of the
County ranked sixth out of the eight counties. Between 1970 and 1978,
the two counties with the lowest populations, Adams County and Marquette
County, had the highest rates of growth.
Recent trends in the population growth of Portage and 14 nearby
communities are shown in Appendix H, Table H-3. In 1970, 1975, and 1978,
Portage was the fifth most populous municipality out of the 15 municipal-
ities listed. The population growth rate of Portage has been very low
compared to the rates of the other municipalities listed in Appendix H,
Table H-3. The rate of population growth in Portage was the lowest of
the listed rates between 1960 and 1970; the fourth lowest between 1970
and 1975; and the lowest for the 1970 to 1978 period.
3.2.3. Long-term Population Trends in Portage and Columbia County
Long-term (1900 to 1978) population trends for Portage and Columbia
County are shown in Appendix H, Table H-4. The populations of both
Portage and Columbia County have increased slowly since 1900. Over the
78-year period, the population of Portage increased by 41.7% and the
population of Columbia County increased by 36.5%.
The proportion of the Columbia County population living in Portage
has been declining since 1940. In 1940 the population of Portage ac-
counted for 21.6% of the Columbia County total. By 1978 only 18.2% of
the population of the County resided in Portage. Most of the decrease
has occurred since 1960, when the Columbia County growth rate became
significantly higher than the growth rate for the City of Portage.
3.2.4. Forces Behind Population Change
The changes in the population of an area are attributable primarily
to two major forces. One major force is job opportunities and potential
for employment growth. The other major force is the rate of natural
population increase. Together, these forces determine the magnitude of
the population growth or decrease.
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3.2.4.1. Birth Rate
Live births per 1,000 population in the US and Wisconsin are shown
in Appendix H, Table H-5. The US birth rate per 1,000 has declined from
23.7 per 1,000 in 1960 to 14.9 per 1,000 in 1974. The Wisconsin birth
rate has declined at a greater rate than the US birth rate. In 1960, the
birth rate per 1,000 in Wisconsin was 25.2, higher than the US rate. By
1974 the Wisconsin birth rate per 1,000 had dropped to 14.3, a rate lower
than the US rate. Birth rates in Columbia County from 19b"0 to 1974
paralleled the declining rates in Wisconsin and the US.
3.2.4.2. Employment
As the birth rates of the US and Wisconsin decline or remain at
present levels, economic trends in terms of employment opportunities are
becoming an increasingly significant determinant of how the population of
an area will change. Simply stated, people are attracted to areas where
they can find employment.
Employment may be divided into "basic" and "local" industries.
Basic industries produce goods and services that are exported to other
areas. Local industries provide goods and services to the local popula-
tion. Additional basic employment generates additional local employment
and has been looked upon as a predominant reason for population change.
Basic industries include manufacturing, agriculture, and mining. In a
state capital such as Madison, Wisconsin, government employment is con-
sidered to be part of the basic industry category, because these govern-
ment services are "exported" throughout Wisconsin. However, in the case
of Columbia County and the City of Portage, basic industries consist of
manufacturing, agriculture, and mining. All other employment falls into
the local category.
A "multiplier" also is used to examine trends in the employment of
an area. The multiplier is the ratio of total employment to basic em-
ployment. It indicates the degree to which an area is dependent upon
employment in basic industries. Changes in the multiplier reflect
changes that are indicative of long-term trends. This is in contrast to
the examination of basic employment, which is more sensitive to short-
term trends.
3.2.4.2.1. Regional Employment Trends
Basic and Local Industry Employment
Basic, local, and total employment for Columbia County, Wisconsin,
and the US Region V States for 1960 and 1970 are shown in Appendix H,
Table H-6. Total employment in Wisconsin rose by 16.0% over the 10-year
period. This is slightly less than the 16.3% increase in total employ-
ment for the Region V States between 1960 and 1970. The multiplier for
Wisconsin employment rose from 2.21 in 1960 to 2.65 in 1970. While
manufacturing employment increased at a greater rate in the Region V
States (13.3%) than in Wisconsin (9.2%), local employment increased at a
greater rate in Wisconsin (30.5%) than in the Region V States (23.1%).
Basic employment increased little in the Region V States (5.6%) and
declined in Wisconsin (-2.0%) between 1960 and 1970. This is the result
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of a significant decline in the agriculture-related employment category.
Agriculture-related jobs declined 35.6% in the Region V States and 34.3%
in Wisconsin over the 10-year period. Overall, total employment in-,
creased at a higher rate than the rate of population increase. Much of
the increase in total employment was due to a greater proportion of women
entering the labor force.
Total employment in Columbia County grew by 25.1% between 1960 and
1970. This increase was 9.1% higher than the increase for all of Wiscon-
sin over the same period. The multiplier for Columbia County increased
from 2.38 to 2.74 during the 1960 to 1970 period. This multiplier was
higher than the multiplier for Wisconsin in both 1960 and 1970. The
increase in basic employment in Columbia County (8.8%) was in sharp
contrast to the decline in Wisconsin (-2.0%) between 1960 and 1970.
Manufacturing employment in the County increased by 31.4% over the 10-
year period. This increase was over three times the increase in state-
wide manufacturing employment (9.2%) over the same period. As was the
case for Wisconsin, Columbia County experienced a large decrease in
agriculture, forestry, and fisheries employment. Employment in this
category declined by 19.9% in Columbia County (as compared to 34.3% for
Wisconsin). In 1960, 34.0% of the population of Columbia County was
employed. By 1970, 38.9% of the population in the County was employed,
reflecting increased labor force participation.
The economy of Columbia County has become less dependent on agri-
culture, forestry, and fisheries employment. Both manufacturing and
local service-oriented employment have increased. Future employment
growth will be less subject to seasonal fluctuations as agricultural
employment decreases and a year-round tourism industry develops. These
employment trends indicate that the economy of the County is becoming
more diversified and stable.
Manufacturing Employment Trends
With the decline of agriculture, forestry, and fisheries employment,
manufacturing has become the dominant basic industry sector of the econo-
my of Columbia County. Manufacturing employment trends in Wisconsin and
Columbia County from 1950 to 1975 are shown in Appendix H, Tables H-7 and
H-8, respectively.
Manufacturing employment in Wisconsin increased by 8.8% between 1960
and 1970 (Table H-7). From 1970 to 1975, however, the manufacturing
employment growth rate in the State was 0.4% (0.8% at a 10-year rate).
Durable goods employment increased by 10.2% between 1960 and 1970.
Between 1970 and 1975 durable goods employment increased by 1.7% (3.4% at
a 10-year rate). Between 1960 and 1970 the highest rates of growth
occurred in the following industries: instruments and related products
(104.5%); fabricated metal products (29.6%); stone, clay, and glass
(24.6%); primary metal (22.3%); and machinery (20.0%). Different growth
rates were experienced by these industries between 1970 and 1975. During
the 5-year period, these industries had the following rates of growth:
instruments and related products (-4.4%); fabricated metal products
(-1.4%); stone, clay, and glass (-13.6%); primary metal (6.0%); and
3-12
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machinery (3.5%). The largest percentage increases between 1970 and 1975
occurred in the transportation equipment industry (17.4%) and the furni-
ture and fixtures industry (14.1%).
Nondurable goods manufacturing employment in Wisconsin increased by
6.3% from 1960 to 1970, but decreased by 1.8% between 1970 and 1975.
During the I960 to 1970 period, the highest rates of employment growth in
nondurable manufacturing occurred in the chemical and allied products
industry (76.5%) and the rubber and plastics industry (75.4%). Between
1970 and 1975, the highest rates of increase were in the rubber and
plastics industry (16.5%) and the printing and publishing industry
(7.1%).
Data for Columbia County manufacturing employment (Table H-8) were
collected from two different sources (US Bureau of the Census 1952, 1963,
1973; Wisconsin Department of Industry, Labor and Human Relations 1976a,
1976b, 1976c and 1976d). These agencies use different criteria to derive
employment figures. As a result, only general trends can be determined.
The US Bureau of the Census reported that manufacturing employment
in Columbia County increased 31.4% between 1960 and 1970. Durable goods
employment increased 86.6%, and nondurable goods employment increased by
1.9%. The industries that had the greatest rates of increase in manu-
facturing employment were: chemical and allied products (161%), elec-
trical equipment (161%), primary and fabricated metal products (135%),
and machinery (127%). Employment was highest during 1970 in the fol-
lowing industries: food and kindred products (690 employees), primary
and fabricated metal products (618 employees), machinery (468 employees),
chemical and allied products (191 employees), and electrical equipment
(188 employees).
Examination of the 1975 employment data compiled by the Wisconsin
Department of Industry, Labor and Human Relations to the 1970 US Bureau
of the Census data indicated that manufacturing employment in Columbia
County decreased from 1970 to 1975. Durable goods manufacturing employ-
ment decreased and nondurable goods manufacturing employment increased
over the 5-year period. The decrease in manufacturing employment par-
tially explains the relatively high unemployment rate in Columbia County
in 1975 (7.8%).
3.2.4.2.2. Relative Share of Total US Manufacturing Employment
The relative share of national manufacturing employment for the East
North Central Region (Illinois, Indiana, Michigan, Ohio, and Wisconsin)
has remained relatively steady, ranging from 25.8% in 1958 to 25.1% in
1963 and 1975 (Appendix H, Table H-9). Until 1975, the East North Cen-
tral Region ranked second in relative share of national employment. In
1975, the relative share of the Region slipped to third behind the South
Atlantic-East South Central-West South Central Region and the New
England-Middle Atlantic Region.
The relative share of national manufacturing employment attributable
to Wisconsin remained almost constant between 1958 and 1975. The highest
relative share for the State (2.7%) occurred in 1958, 1963, and 1975.
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The lowest relative share (2.6%) occurred in 1967 and 1972. This indi-
cates that manufacturing employment in Wisconsin, as in the East North
Central Region, is remaining constant.
3.2.4.2.3. Unemployment
Unemployment levels in Wisconsin and Columbia County have been below
the national average since 1970 (Appendix H, Table H-10). Due to a
change in the methodology by which unemployment estimates for Wisconsin
counties were derived, data for Columbia County are available only for
1974, 1975, and 1976. In each of these years, the unemployment rate for
the County was higher than the Wisconsin rate but lower than the national
unemployment rate. Unemployment in the County was highest in 1975 (7.8%).
This also was the year of highest unemployment in the US and in Wisconsin
during the 1970 to 1976 period. The unemployment rate for the Portage
area during June 1979 was 7.9% (By telephone, Ms. Maxine O'Brien, Portage
Area Chamber of Commerce, to Ms. Linda Gawthrop, WAPORA, Inc., 11 July
1979). It is important to note that this negative condition for devel-
opment may be viewed as an asset by industry seeking an available labor
force.
3.2.4.2.4. Employment Trends in Portage
In 1970, 3,396 persons were employed in Portage (US Bureau of the
Census 1973). This employment accounted for 21.7% of the total Columbia
County employment. The largest manufacturing and nonmanufacturing em-
ployers in the County are located in Portage.
Employment in Portage is diversified, as indicated in Appendix H,
Table H-ll. Operatives (skilled industrial workers) made up the largest
group, with 690 employees (20.3% of the total Portage employment). There
was, however, a 23.9% decrease in employment of operatives between 1950
and 1970. Clerical and kindred workers made up the largest occupational
group in 1970, with 588 employees (17.3% of the work force of the City).
The greatest rate of increase between 1950 and 1970 occurred in the
clerical and kindred workers group. The number of clerical and kindred
workers increased by 78.7% between 1950 and 1970.
The three largest manufacturing employers in the County in 1975 were
located in Portage (WDBD 1975). The Weyenberg Shoe Manufacturing Co. was
the largest manufacturing employer in the County in 1975. However, this
firm closed all of its Portage plants in 1978 due to the inability of the
Company to compete with foreign shoe imports (Sandok 1978c).
A total of 14 manufacturing firms currently operate in Portage. The
largest of these firms is the Ray-0-Vac Division of ESB, Inc., which
produces power cells for watches and hearing aids. Employment at Ray-0-
Vac fluctuates between 400 and 460 employees. There was an overall
increase in manufacturing employment in Portage prior to the final
closing of the Weyenburg Shoe Manufacturing Co. (Sandok 1978c).
Some growth has occurred in other nonmanufacturing industries in the
City (Sandok 1978a, 1978b). There was an increase of 103 employees in
nonmanufacturing industries between September 1977 and September 1978.
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Divine Savior Hospital-Divine Savior Nursing Home employed approximately
350 persons during 1973 and was the largest nonmanufacturing employer in
Portage. The hospital plans to remodel and add on to the existing facil-
ity. The total number of beds will be reduced from 101 to 73, thus
increasing the occupancy rate (Sandok 1979a) .
During 1978, 110,000 square feet of new or additional space and 230
workers were added in Portage (WDBD 1979b). This is an increase over the
1977 figures of 16,900 square feet of additional space and 17 additional
workers (WDBD 1978) . Other indicators of potential development demand
include the decision of Moxness Medical Silicones, Inc. (expected to
employ 100 people) to locate in Portage and the decision of the Portage
City Council to authorize the City to exercise an option to purchase
property for a 100-acre industrial park northwest of the city limits
(Sandok 1979b; Sandok 1979c).
Overall, the level of employment in Portage is steady. Losses in
employment due to the closing of its largest manufacturing employer, the
Weyenberg Shoe Manufacturing Co., have been offset by gains in other
industries.
3.2.4.3. Age Structure and Employment
Data on the number and percentage of persons in the working age
group (18 through 64) are presented in Appendix H, Table H-12. Both
Columbia County and Portage have relatively older populations than does
Wisconsin. In 1970, 53.5% of the Wisconsin population was in the working
age group. This figure was greater than the figures for Columbia County
and Portage. Portage had a higher percentage of persons over 64 years of
age than either Columbia County or Wisconsin. The percentage of persons
under 18 years of age in Portage was lower than the percentages for
Columbia County and Wisconsin. Approximately 150 fewer pupils were
enrolled in the public schools in 1978 than were enrolled in 1976 (By
telephone, Mr. James Richardson, Business Manager, Portage Public
Schools, to Mr. Richard Loughery, WAPORA, Inc., 14 March 1978).
3.2.4.4. Migration and Natural Increase
Population change is the result of natural increase (number of
births minus number of deaths) and migration. Migration is the differ-
ence between the total population change in an area and the natural
increase in the area. It is the measurement of the net number of persons
who have moved into or out of the area. Causes of population change in
Columbia County between 1970 and 1975 are presented in Appendix H, Table
H-13. There was an excess of 868 births over deaths during the period.
This natural increase accounted for 39% of the net population increase in
the County. The remaining 61% of the population increase is attributed
to a net in-migration of 1,383 persons.
3.2.4.5. Commuting Patterns
In 1970, 24.4% of the workers living in Columbia County worked
outside the County (US Bureau of the Census 1973). Most of these persons
commuted to Dane County, which includes the City of Madison (Appendix H,
Table H-14). Thus, 75.6% of the workers living in Columbia County worked
3-15
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within the County. Also, 88.5% of the workers living in the City of
Portage worked within Columbia County. Of those who commuted to jobs
outside of Columbia County, all but 7 persons worked in either Dane •
County or Sauk County. It can be inferred from these data that employ-
ment trends in Columbia County and Dane County will have the most signif-
icant impact on the Portage Planning Area.
3.2.4.6. Housing
Despite the fact that the population of Portage has virtually re-
mained the same since 1970, 480 new dwelling units have been constructed
during the period 1970 through 1977. Two hundred of these new units are
single-family units, and 280 are multi-family dwelling units (By tele-
phone, Mr. Fred Haerter, Director, Portage Department of Public Works, to
Mr. Richard Loughery, WAPORA, Inc., February 1978).
During the period from 1970 to 1977, 1,101 new residences were
constructed in Columbia County (By letter, Mr. Douglas Severson, Columbia
County Zoning Department, to Ms. Carol Qualkinbush, WAPORA, Inc., March
1978). Most of the new residences have been constructed in the southern
part of the County and the Lake Wisconsin vicinity. Little of the new
construction has occurred in the unincorporated areas near Portage (By
interview, Mr. Robert C. Irwin, Director of Planning and Zoning, Columbia
County Zoning Department, with Mr. Richard Loughery, WAPORA, Inc., 8
March 1978).
3.2.5. Population Projections
3.2.5.1. State of Wisconsin
Population projections for Wisconsin were developed by the Wisconsin
DOA and were published in June 1975 (Table 18). Three sets of projec-
tions were developed, based on different fertility assumptions. The
projections in Table 18 are based on the "toward replacement fertility"
(TRF) level assumption. The upper bound of the population series was
based on the "current fertility" (CF) level assumption. The CF assump-
tion projection for the year 2000 is only 2,500 higher than the TRF
assumption projection. The lower bound projection was based on the
"below replacement fertility" (BRF) level assumption. Under the BRF
assumption, the population of Wisconsin is projected to be 311,640 below
the TRF-based projection presented in Table 18. In the TRF projection,
the population of Wisconsin is expected to grow by 27.26% between 1975
and 2000.
3.2.5.2. OBERS Subarea
The OBERS Subarea in which Portage is located is projected to have a
35.46% increase in population between 1975 and 2000 (Table 18).
3.2.5.3. Columbia County
Three different sets of population projections for Columbia County
were developed by the Wisconsin DOA, based on the different fertility
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assumptions described in Section 3.2.5.1. Under the CF level assumption
(Table 18), the population of Columbia County is projected to increase by
30.5%, to 54,950 persons, by 2000. The CF-based projection provides the
upper bound of the projection series. The lower bound of the series is
determined by using the BRF assumptions, which project a population of
51,230 in 2000. This represents an increase of 21.74%.
The projection recommended for Columbia County by the Wisconsin DOA
is that based on the TRF assumption, which assumes a lower-than-current
fertility level. Fertility levels are expected to move toward the re-
placement level and to reach that level by the first decade of the 21st
century. According to the Wisconsin DOA, this steadily-declining fertil-
ity rate appears to be occurring throughout Wisconsin (Wisconsin DOA
1975). Under the TRF assumption, the population of Columbia County in
2000 is projected to be 54,020. This is an increase of 28.37% over the
1975 to 2000 period. This projection is 930 persons less than the CF
projection and 2,790 persons more than the BRF projection.
Under the TRF-based projection, the population growth rate for
Columbia County over the period 1975 to 2000 is slightly higher (1%) than
the Wisconsin growth rate for the same period. The OBERS Subarea growth
rate for the 1975 to 2000 period is 7% higher than the Columbia County
TRF growth rate. The OBERS projection for Columbia County appears to be
too high, based on recent fertility rate trends.
3.2.5.4. City of Portage
Population projections for Portage were prepared by Owen Ayres and
Associates (1977) for the Portage Facilities Plan (Table 18). Portage
was projected to grow from 7,858 to 10,700 over the 1975 to 2000 period.
This represents a growth of 36%. This projection is based on the assump-
tion that Portage will have the same percentage of Columbia County growth
as it did during the 1940 to 1970 period.
The population projection presented in the Facilities Plan for the
year 2000 appears to be too high. Past trends do not support the assump-
tion that Portage will continue to experience the same percentage of
Columbia County growth as it experienced between 1940 and 1970. The per-
centage of total Columbia County population residing in Portage has been
declining steadily since 1940. The population of Portage accounted for
21.6% of the total County population in 1940, 19.5% in 1970, and 18.2% in
1978. Also, the projected growth rate for the period 1975 to 2000 con-
tained in the Portage Facilities Plan (36%) is higher than the projected
rates of growth for Wisconsin, the OBERS subarea, and Columbia County.
Since 1960, the rate of population growth in Portage has been lower than
the rates for these other areas. Finally, the population projections for
the City of Portage contained in the Facilities Plan were derived from
the Wisconsin DOA Columbia County projections that were determined under
the CF assumption. However, the Wisconsin DOA recommended that the
projection based on the TRF assumption be used (Wisconsin DOA 1975). The
use of the CF-based projection instead of the TRF projection results in
an inflated population projection.
3-18
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3.2.5.5. Recommended Portage Population Projections
The recommended EIS population projection for Portage for the year
2000 is 9,150. This projection and the projections for 1980, 1985, and
1995 are presented in Table 19. The recommended population projection is
similar to an unofficial WDNR projection (By telephone, Mr. Russell Pope,
WDNR-Water Quality Planning Section, to Mr. Richard Loughery, WAPORA,
Inc., January 1979). This unofficial projection indicated tha.t Portage
would have a population of 9,155 in the year 2000, based on a shift-share
analysis of 1940 to 1977 trends. WDNR also prepared a Portage popula-
tion projection based on 1960 to 1978 trends. This projection indicated
virtually no growth (a population of 7,764 in the year 2000) and appears
to be too low.
It is difficult to develop population projections for a city the
size of Portage. Any number of factors may have a significant impact on
the future population growth of the City. If a large industry locates in
Portage or in close proximity to the City, the population could increase
dramatically. This is conceivable because of the location of the City
with respect to rail and highway facilities. Similarly, if a large
industry leaves Portage, population growth will be depressed seriously.
The projection of a population figure for Portage for the year 2000 is
based on an overall assumption of moderate growth in employment opportu-
nities in the Portage area.
3.2.6. Financial Assessment
The City of Portage provides a variety of community services that
include police and fire protection, garbage collection and disposal,
wastewater treatment, education, and water supply. The ability of a
community to maintain and/or to improve the level of services is depen-
dent on the ability of the community to finance these services.
Revenues for the City of Portage in 1976 totaled $l,77/,486
(Appendix H, Table H-15). On a per capita basis, these revenues amounted
to $226.93. Taxes ($751,765) were the largest source of revenue, fol-
lowed by intergovernmental revenue ($625,773) and commercial revenue
($198,949) (Appendix H, Table H-15). Expenditures during 1976 amounted
to $1,785,309, or $227.92 per capita. The largest expenditures occurred
in the following categories: public safety ($498,638), public works
($460,097), public service enterprises ($315,301), and general government
($191,689). Expenditures exceeded revenues by $7,823, but a $79,029
balance from 1975 enabled Portage to show a balance of $71,206 for the
end of 1976 (Miller and others 1977b) .
The revenues and expenditures of the sewer utility, the water util-
ity, the parking utility, and the Portage Community School District are
accounted for separately by the City of Portage (Appendix H, Table H-16).
The sewer utility had revenues of $214,479 for the year that ended 30
June 1977. Expenditures were $165,347, and thus, a surplus of $49,132
resulted. The water utility had a surplus of $45,188, with revenues of
$305,365 and expenditures of $260,177. The parking utility had revenues
of $33,800, expenditures of $23,756, and a surplus of $10,044 (Miller and
others 1977a, 1978a, 1978b). For 1978, total revenues (the general bud-
get, all municipal utilities, and the school district) were $7,332,578,
and expenditures were $7,236,038.
3-19
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Table 19. Population projections for Portage, Wisconsin. Projections for
1975 and 1978 from Wisconsin DOA (1976, 1978); all others by
WAPORA, Inc.
Year Projected Population
1975 7,858
1978 7,738
1980 7,870
1985 8,190
1990 8,500
1995 8,830
2000 9,150
3-20
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The total indebtedness of Portage and a comparison of per capita
debt among cities in the vicinity of Portage are shown in Appendix H,
Table H-17. Indebtedness attributed to school districts is not included.
Some schools are operated by municipalities, while other schools are
operated by independent districts.
The total outstanding debt for Portage, excluding interest, was
$1,435,000 as of 31 December 1976, or $183.20 per capita. When compared
to other municipalities in the surrounding counties with a population
greater than 1,000, this debt per capita was llth lowest out of the 23
municipalities. Debt per capita in these communities ranged from $44.91
to $999.54. The per capita debt for Portage was well below the average
per capita debt for the 23 communities ($242.53).
It is necessary to consider the long-term indebtedness of the school
district to determine the total indebtedness of Portage. The Portage
Community School District had a total indebtedness of $804,000 as of
31 December 1976. The total debt for the City of Portage, including the
outstanding debt and the indebtedness of the utilities and the school
district, amounted to $2,235,000 ($285.33 per capita).
The total general property tax amounted to $2,562,150 in Portage in
1977, or $327.10 per capita. The general property tax consists of all
State, county, local, and school taxes levied. The property tax had the
following components: State tax, $2.69 per capita; county tax, $21.16
per capita; local tax, $105.79 per capita; and school tax, $197.46 per
capita. Property in Portage is assessed at 43.45% of its full (market)
value for property tax purposes (Wisconsin Department of Revenue 1978a,
1978b, I978c).
The City of Portage is not overburdened by long-term indebtedness
and thus appears sound financially. The amount of debt that a local
government may incur safely depends on several criteria. Portage is
well within the upper limits for indebtedness under these criteria as
shown in Table 20.
Table 20. Criteria for local government debt analysis (Moak and Hill-
house 1975; Aronson and Schwartz 1975).
Portage WI Standard Upper Limit
Debt per capita ° "
Low income — $ 500
Middle income $285 $1,000
High income — $5,000
Debt as percent of market
value of property 2.1% 10% of current market
value
Debt service as percent of
revenue 5.0% 25% of the local govern-
ment's revenues
Debt service as percent of
per capita income 1.4% 7%*
*JNot an upper limit, but the national average in 1970.
3-21
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3.2.7. Recreation and Tourism
The City of Portage is located in close proximity to three major
recreation and tourism areas in Wisconsin (Figure 11). The Wisconsin
Dells area is situated along the Wisconsin River in Columbia County and
Sauk County, approximately 17 miles northwest of Portage. Several ski
resorts and Devil's Lake State Park are located to the west of Portage
along the Baraboo Range in western Columbia County and eastern Sauk
County. Lake Wisconsin is the third major recreation area in the vicin-
ity of Portage. The Lake is located 12 miles downstream of Portage
within both Columbia County and Sauk County. Because of the proximity of
Portage to these areas, recreation and tourism are important components
of the economies of the City of Portage and Columbia County.
3.2.7.1. State of Wisconsin
Recreation and tourism also are important parts of the Wisconsin
economy (Table 21). In 1976, recreation and tourism sales totaled $4.2
billion. This accounted for 9.8% of total business activity in Wiscon-
sin. The WDBD reported that recreation travel supported about 18% of the
total jobs in the State in 1976. Nonresidents accounted for 46% of the
1976 total gross sales. This is indicative of the attractiveness of the
recreation and tourism areas in Wisconsin to persons living in adjacent
states (WDBD 1977a) .
3.2.7.2. Columbia County and Sauk County
In terms of 1976 total recreation and tourism sales, Columbia County
ranked 23rd of the 72 counties in Wisconsin. Sales in Columbia County
totaled $53.6 million. Sauk County had recreation and travel sales ot
$67.9 million and ranked 15th in the State during 1976 (WDBD 1977a).
WDNR prepared a State Comprehensive Outdoor Recreation Plan (SCORP)
in 1976. Columbia County is located within Recreation Planning Region 2,
along with Dane County, Dodge County, Jefferson County, and Rock County.
The recreation resources of Planning Region 2 are well distributed and
consist of two State parks and 35 county parks. Bodies of water are
numerous and evenly located throughout Region 2. Recreational oppor-
tunities for swimming, boating, canoeing, and fishing are diminished
somewhat by water pollution (WDNR 1976d).
3.2.7.3. Lake Wisconsin
Lake Wisconsin, a man-made impoundment of the Wisconsin River, is
located approximately 12 miles downstream from Portage. A number of
businesses in the Lake Wisconsin area depend primarily on water-based
recreation and tourism for their income. There are 33 recreation-related
businesses listed in the Lake Wisconsin Chamber of Commerce Directory:
16 resort hotels, 4 campgrounds, 4 marinas, and 9 restaurants. Numerous
banks, real estate agencies, and food stores in the Lake Wisconsin area
are partially dependent on the recreation and tourism industry. Although
a year-round recreation industry is developing, the Lake Wisconsin area
recreation industry is predominantly seasonal (Lake Wisconsin Chamber of
Commerce 1977). A summary of lakefront property values was provided by
3-22
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WISCONSIN jJfLLS
WISCONSIN DELLS
DEVILS LAKE '
STATE. PARK
FIGURE
RECREATIONAL AREAS
3-23
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Table 21. Recreation and travel sales, 1976 (Wisconsin Department of Business
Development 1977a).
Total Recreation and Travel Sales, 1976
Wisconsin
Columbia County
Sauk County
Total Sales
$4,223,230,000
53,619,000
67,974,000
Rank in State Percentage of State Total
23rd (out of 72)
15th (out of 72)
1.3%
1.6%
Recreation and Travel Indicators, 1976
Lodging
Wisconsin
Columbia County
Percent of state total
Sauk County
Percent of state total
$299,952,000
5,587,000
1.9%
$8,426,000
2.8%
Eating and Drinking
$1,654,000,000
13,778,000
0.8%
$18,579,000
1.1%
Amusements
$231,110,000
5,108,000
2.2%
$5,683,000
2.5%
3-24
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Mr. Elmer Fisk, Chairman, Township of Dekorra (By letter to Mr. Richard
Loughery, WAPORA, Inc., 9 October 1978). A summation of these values is
presented in Appendix H, Table H-18.
The University of Wisconsin Extension (1971) published a survey of
recreation-oriented businesses in the Wisconsin River area concerning the
losses incurred as a result of pollution of the Wisconsin River and
associated publicity. The survey was conducted in a four-county area
that included Sauk County and Columbia County. A majority of the survey
respondents indicated that they had suffered either property or business
losses, or that they did not realize expected increases in business and
property values due to Wisconsin River pollution. Over half of the
survey respondents mentioned that they would expand their businesses if
Wisconsin River pollution was abated. The survey was simple and less
than half (45.4%) of the surveys mailed to businesses were returned.
Despite these limitations, the survey is an indication of the relation-
ship between water quality and the economics of recreation businesses
along the Wisconsin River.
Several attempts have been made by WAPORA to obtain first-hand
information on the Lake Wisconsin area businesses through the use of
questionnaires. The purpose of the questionnaires was to obtain past and
present data to determine economic trends in the Lake Wisconsin area.
Questionnaires were sent to nine business owners on 3 May 1978. Federal
regulations limit Federal Agencies to 9 copies of a questionnaire to be
distributed to the public, without special permission. Four of these
questionnaires were returned. At the request of persons attending the 29
July 1978 public meeting held at Poynette High School, copies of the
questionnaire were made available to all interested persons. On 8 August
1978, sample copies of the questionnaire were mailed to the public li-
braries in Lodi, Portage, and Poynette by USEPA, Region V. No responses
have been received as a result of the second attempt.
Two of the questionnaires returned by resort owners included the
information that total amount of dollars grossed by those owners has
increased steadily since 1970. This increase in gross sales coincides
with a reported improvement in the water quality of the Wisconsin River,
as indicated by Lake Wisconsin residents.
Several State-owned and county-owned recreation facilities also are
located in the Lake Wisconsin area. State facilities consist of two
wayside areas and the automobile ferry that crosses Lake Wisconsin at
Merrimac. The Merrimac Ferry operates at the site of a ferry route
established in 1844. The Merrimac Ferry is the last operating ferry in
Wisconsin and was placed on the National Register of Historic Places in
1974. County facilities in the area include a wayside area, a bicycle
trail, a snowmobile trail, and Gibraltar Park (Columbia County Planning
Department 1975).
3.2.7.4. Fox River
Little in the way of recreation development has occurred along the
Fox River in the vicinity of Portage. The only State-owned facility is a
wayside area along Route 33 in the vicinity of the Surgeon's Quarters at
Fort Winnebago and the Old Indian Agency House. Both are local tourist
attractions.
3-25
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Governor's Bend Park is a county-owned facility adjacent to the Fox
River about 5 miles northeast of Portage (downstream). The Park is at
the northern end of the Marquette Trail, which runs along the Fox River
between Governor's Bend and Portage. The Boy Scouts own and maintain a
camp located adjacent to the Park. Boy Scouts throughout Wisconsin use
the camp (Columbia County Planning Department 1975).
3.2.7.5. City of Portage
In the City of Portage, six parks and recreation areas are located
adjacent to or near the Wisconsin River downstream from the Route 33
Bridge. The sizes of these parks and recreation areas vary from 9.7
acres (Cottage School Playground) to 41.9 acres (Veteran's Memorial
Field). No Portage municipal parks or recreation areas are located in
the vicinity of the Fox River (Columbia County Planning Department 1975).
A picnic area is available for use adjacent to the existing WWTP.
3.3. Land Use
3.3.1. General Description
In general, the study area is rural in character. The predominant
land uses are agricultural or natural (Figures 8 and 12). Agricultural
lands include cultivated lands, pasturelands, and pine plantations.
These lands occupy 2,728 acres, or approximately 38% of the total study
area. Natural areas include floodplain forests, oak-hickory forests,
mixed succession forests, wetlands, swamp forests, and mixed grasslands.
These lands occupy 2,354 acres, or approximately 33% of the total study
area (Table 22).
Table 22. Existing land use in the Portage study area.
Land Use Acreage Percent of Study Area
Agriculture 2,728 38
Natural 2,354 33
Residential 882 12
Commercial 224 3
Industry 160 2
Institutional and utilities 248 3
Open space 133 2
Airport 102 1
Vacant 408 6
Within the developed area of Portage, the predominant land use is
residential (City of Portage 1979). This land use occupies 12% of the
study area (882 acres) . Commercial uses occupy 3% of the study area (224
acres) and industrial uses account for 2% of the study area (160 acres).
3-26
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-------
Institutional uses and utilities occupy 248 acres (3% of the area), and
open space occupies 133 acres (2% of the area). The airport is located
on 102 acres, occupying 1% of the study area. About 6% of the study area
(408 acres) is near or between developed lands and remains vacant.
Residential land uses appear to have been located historically
around the local business center, which occupies the wedge of land be-
tween Adams Street and MacFarlane Road and south of the Chicago-Mi 1-
waukee-St. Paul and Pacific Railroad tracks. The older dwelling units
generally are single-family dwellings. Newer residential units have been
built north of this area, north of Mud Lake, and around Silver Lake.
Multiple-family housing units are being built near Silver Lake and west
of the new shopping area to the west of MacFarlane Road. A new subdivi-
sion is located east of the Fox River, just south of Route 33. A trailer
park is located east of the Portage Canal and south of the Chicago-Mil-
waukee-St. Paul and Pacific Railroad tracks. Random development appears
to be occurring in the northwest area, to the west of Route 78, and east
of the study area to the south of Route 33.
The historic business district is located adjacent to DeWitt Street
from the Portage Canal to Pleasant Street. A smaller business area is
located along the railroad tracks. Strip commercial development has been
established along Route 16, and new strip commercial development is
beginning along MacFarlane Road. A new shopping center has been built at
the northern limits of the City, just west of MacFarlane Road.
Although there are no agriculture statistics available that are
specific to the Portage study area, the data for the surrounding county
(Columbia) are consistent with national trends. The number of farms
declined from 1,890 in 1977 to 1,870 in 1978. Land in farms declined
from 393,200 acres to 391,900 acres during the same period (WDBD 1979a).
An examination of data for Columbia County revealed an increase in the
average size of farms, from 208 acres in 1977 to 210 acres in 1978. The
significance of the agricultural land resource is documented by the
following financial statistics. Farm sales in 1977 for land continuing
in agriculture represented $933 per acre in the County, while $737 per
acre was the State average (WDBD 1979a). Average cash receipts per farm
represented $35,316 in 1977, while the State average was $31,518. Total
receipts for the County equaled $66,748,000, or 2.1% of the State total
(WDBD 1979a).
3.3.2. Physical Constraints
Portage lies between the Wisconsin River and the Fox River, near the
historic portage between the Great Lakes water system and the Mississippi
River system. A large area of wetlands lies between the Wisconsin River
and the Fox River, east of the Portage Canal. This area is inundated
seasonally by flood-stage waters of the Wisconsin River and the Fox
River. The City of Portage is protected from the floodwaters of the
Wisconsin River by a levee that extends from the southwestern part of
Portage around to the south side of the City. The levee is breached
below the study area, and the floodwaters from the Wisconsin River move
through the breach and inundate the wetland area located to the east of
Portage. Generally, floodplains and wetlands are a physical constraint
to the growth of Portage to the south and the southeast. Higher land is
available for growth to the north and northwest of Portage.
3-27
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Traffic systems are a factor in the development of growth patterns.
Route 78 runs north and south to the west of Portage. Route 78 origi-
nates at Interstate 90-94, which passes approximately 6 miles south of
Portage. Route 78 extends north near Stevens Point, Wausau, and Merrill,
Wisconsin. Route 16 runs northwest from Milwaukee through Portage and
toward the Wisconsin Dells. Land use changes could occur where there is
easy access to Interstate 90-94 near Route 78.
3.3.3. Development Constraints
The City of Portage has enacted a zoning ordinance, a subdivision
ordinance, and a floodplain ordinance to control future land uses. The
existing land uses appear to adhere to the zoning ordinance and the
official zoning map. The area south of the Wisconsin River within the
Portage city limits is designated for agricultural use. Agricultural and
resource conservation zones are designated to the southeast of Portage.
Growth is not encouraged to the south or southwest of Portage, but is
encouraged to the north and northwest. Space has been designated for
multiple housing units. The trend to build multiple housing units,
generally for senior citizens, has begun in the northern area of the
City.
Floodplain zoning is used to control and discourage growth to the
south and east of Portage. Floodplain Zone 2 is located south of the
Wisconsin River. Floodplain Zone 1 is located east of the Portage Canal,
between the Fox River and the Wisconsin River. Floodplain Zone 1 extends
west from the northern half of the Canal to just north of Mud Lake.
Stricter controls are required in these areas to restrict development
above the 100-year floodplain.
The subdivision ordinance is applicable within the city limits and
up to 1.5 miles outside of the city limits. The ordinance regulates the
division of land larger than three parcels. This should assure that any
major housing construction should be developed as a subdivision unit.
Another constraint to development is the lack of rental units on the
market. Although the construction of multiple housing units, primarily
for the elderly, has made available some owner-occupied housing, there is
still a demand for rental housing (By telephone, Ms. Maxine O'Brien,
Portage Area Chamber of Commerce, to Ms. Linda Gawthrop, WAPORA, Inc., 11
June 1979).
Finally, an immediate and critical limit to growth is the sewer
connection ban imposed by WDNR on 1 May 1979. This moratorium will be in
effect until the issues surrounding sewage treatment facility construc-
tion are resolved (By telephone, Mr. Michael Horken, Portage Public Works
Department, to Ms. Linda Gawthrop, WAPORA, Inc., 1 July 1979).
The townships of Fort Winnebago, Lewiston, and Caledonia have
adopted the model zoning ordinance promulgated by Columbia County.
Pacific Township adopted their own zoning ordinance (By telephone, Ms.
Jeanne Kuhn, Columbia County Planning and Zoning, to Ms. Linda Gawthrop,
WAPORA, Inc., 12 September 1979).
3-28
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3.3.4. Future Land Use Trends
Future land use patterns in an area are influenced by population
growth; local, State, and national legislation; local, State, and nation-
al migration trends; and lifestyle and value changes. Population growth
will be the major factor affecting the acreage of future land use in the
Portage area. Development controls and transportation networks will be
the major factors affecting the spatial distribution of future land use.
Future land use acreages were calculated from the population fore-
casts presented in Section 3.2.5. The number of persons in a household
was assumed to be 2.8 (US Bureau of the Census 1973). An estimate of the
number of new residential units to be built was obtained by dividing the
projected population increase by the number of persons per household. It
was assumed that residential development will consist of 75% coventional
single-family housing and 25% low-density multi-family housing. The
acreage estimates utilized were 2 units per gross acre (with streets and
sidewalks included) for single-family housing and 3.3 units per gross
acre for multi-family housing (Real Estate Research Corp. 1974). Addi-
tional residential acreage that was projected is presented in Appendix I,
Table 1-1.
Increases in other land use acreages were calculated from the in-
crease in the residential land use acreage. It was assumed that as
population growth continues most land uses will continue to occupy the
same percentages of total developed land. Vacant land and land used by
the airport are two exceptions to this assumption. It was assumed that
these areas will be maintained at their present acreages or, in the case
of vacant land, at decreased levels. The current percentages of land
uses in developed areas are presented in Appendix I, Table 1-2. Other
future land use acreages therefore were derived from the estimated future
land acreages according to their present percentage of developed land.
These acreage estimates are presented in Table 23.
Table 23. Estimated future land use in the Portage study area (acres).
Year
Total
Acreage
Residential Commercial Industrial
1978
1980
1985
1990
1995
2000
2,157
2,203
2,328
2,449
2,578
2,703
882
903
955
1,004
1,057
1,108
224
229
242
255
268
281
160
163
172
181
191
200
Institu-
tional
and
Utilities
248
253
267
282
296
311
3-29
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Future land allocations, other than residential use, are difficult
to predict for a city the size of Portage. Any number of factors may
affect future land use allocations in the City. Commercial use acreages
could be larger than those estimated because most newer commercial areas
allocate more space for the same uses than was available or economical in
the older commercial districts. However, commercial acreages may not
increase at all if sufficient commercial space already is available.
Industrial land use can be altered significantly by the location of a new
industry in the study area or the movement of an established industry to
another area. However, the assumption that Portage will continue to
develop in a manner consistent with past observations and present devel-
opment controls was necessary to estimate future land allocations.
In accordance with the zoning ordinance, additional residential
growth in Portage should be located to the north and northwest of the
City. However, an area to the east, presently outside the city limits,
appears to be developing for single-family residential and multi-family
residential (quadraplex) uses. New growth should not be located to the
south or southeast of Portage because of floodplain restrictions.
3.4. Floodplain Evaluation
There are 25 power dams located on the Wisconsin River upstream
(north) from Portage. These dams are operated by the Wisconsin Valley
Improvement Co. to generate power and to augment low flows in the River.
The water levels in some of the reservoirs are lowered in anticipation of
spring runoff due to snowmelt, and thus provide some flood protection to
downstream areas. However, flood storage capacity is unpredictable at
other times of the year. In recent years, severe flooding due to spring
runoff has not occurred. With the present reservoir operation policy,
severe flooding is more likely to be due to heavy summer rains than to
spring runoff (US Army COE 1972).
Flooding in Portage is greatly affected by the height and stability
of levees. Local interests began constructing levees on the Wisconsin
River at or near Portage as early as 1866. The Federal Government as-
sisted local interests in constructing and maintaining the levees for
navigation and in providing flood protection to government installations
on the Fox River. The present flood protection system consists of 18
miles of discontinuous sand levees that are located on both sides of the
Wisconsin River. During periods of high flow, the levees contain the
River and prevent floodwaters from entering the City of Portage and the
Fox River (US Army COE 1972).
The existing levee system is sufficient to provide Portage with
protection from 10-year floods. However, the potential exists for a
disastrous flood because of the topography of the area and man's attempt
to modify the flood flow characteristics of the Wisconsin River (US Army
COE 1972). Areas in which the depth to groundwater is seasonally less
than 5 feet (Section 5.4.4.2.; Figure 17) closely approximate the areas
that would be flooded if the levees are breached. Floodplain development
constraints are presented in Section 3.3.3. The Federal Flood Insurance
Administration flood hazard map for Portage is included in Appendix K.
3-30
-------
Flood stage on the Wisconsin River at Portage has been recorded
since 1873, when the US Army COE established a staff gage on the locks.
A USGS gaging station is located on the Wisconsin River 3 miles down-
stream from the Wisconsin Dells. Both stage and discharge data for this
site have been recorded since October 1934. The ten highest recorded
floods at Portage are listed in Table 24. Stages were measured at the
Portage Locks and were adjusted to the present gage zero of 773.94 feet
msl. Discharge data for floods that occurred after October 1934 are
given as recorded at the Wisconsin Dells gaging station. A rating curve
was used to estimate the discharge of floods that occurred prior to 1934.
Estimates of the flood potential of the area have been made by the
US Army COE (1972). The Intermediate Regional Flood at Portage was
calculated to have a peak discharge of 115,000 cfs and to crest approxi-
mately 0.6 feet higher than the 1938 flood. The Intermediate Regional
Flood is defined as the flood with an average frequency of occurence for
a designated location of once in 100 years. Probability estimates are
based on a statistical analysis of stream flow records for the watershed
under study. The gage heights were determined on the assumption that the
levees would fail during this flood.
The US Army COE currently is completing a hydrologic analysis of the
Wisconsin River. Unofficial estimates of discharges for the Intermediate
Regional Flood at Portage range from 84,000 to 95,000 cfs. This is
considerably lower than the 115,000 cfs presented in the 1972 report (By
telephone, Mr. John Bailen, US Army COE, to Mr. Kent Peterson, WAPORA,
Inc., 28 June 1979).
The Standard Project Flood at the Portage Locks can be expected to
have a discharge of 152,500 cfs and a stage that would be approximately
2.2 feet higher than the recorded stage of the 1938 flood. The Standard
Project Flood is defined as the largest flood that can be expected from
the most severe combination of meteorological and hydrological conditions
that could occur in the geographic region of the study. It is assumed
that the levees would fail during this flood.
3.5. Description of Existing Wastewater Systems
3.5.1. Sanitary Sewer Collection System
The sanitary sewer system consists of approximately 34 miles of
sewer line, ranging from 6 to 20 inches in diameter, and 16 lift sta-
tions. The first 15 miles of sanitary sewer were installed in Portage in
1908, and construction has continued to the present time. The pipes are
composed of vitrified clay, concrete, asbestos concrete, and polyvinyl
chloride. A detailed discussion of the wastewater collection system is
presented in the I/I analysis prepared by Owen Ayres and Associates
(1976). Four bypasses exist within the Portage wastewater collection
system. A sewer rehabilitation program is scheduled for implementation
(Section 5.4.2.).
3.5.2 Storm Sewer Collection System
The majority of the present Portage service area is served by a
separate storm sewer system. Areas within the City that do not have
3-31
-------
Table 24. Ten highest known floods of the Wisconsin River at Portage,
Wisconsin (US Army COE 1972).
Maximum
Crest
Peak
Order No. Date of Crest
1 14 September 1938
2 27 March 1935
3 10 May 1960
4 12 April 1951
5 11-12 October 1911
6 14 April 1922
7 4-5 June 1943
8 11 June 1905
9 9 October 1900
10 5 April 1967
Stage (ft) Elevation(ft) Discharge (cfs)
20.5
19.0
19.6
19.1
19.2
19.1
18.9
18.9
18.8
18.8
794.44
792.94
793.54
793.04
793.14
793.04
792.84
792.84
792.74
792.74
72,200
64,600
63,300
61,700
59,800
58,800
57,500
57,000
56,200
51,800
3-32
-------
storm sewers are drained overland during periods of rainfall or snowmelt.
There are no known cross-connections between the storm and sanitary
sewers (Owen Ayres and Associates 1976).
3.5.3. Existing Wastewater Treatment Plant
The City of Portage owns and operates the Portage WWTP, which is a
secondary wastewater treatment plant. The plant consists of a comminu-
tor, a pumping station, a primary sedimentation tank, a trickling filter,
a pumping station, a final sedimentation tank, and a chlorine contact
chamber. Phosphorous is precipitated chemically by the addition of
aluminum sulfate (alum) to the primary sedimentation tank. The plant
effluent is chlorinated before discharge to the Fox River. Sludge is
digested anaerobically in separate heated digesters. Provisions are
available to either dry sludge on sand drying beds or to haul liquid
digested sludge to agricultural lands. The present average design capac-
ity of the plant is 1.3 mgd, and the facility is capable of accepting a
hydraulic loading of 2.16 mgd.
3.5.4. Evaluation of Existing Wastewater Treatment Plant
The WWTP was inspected on 27 March 1978. The purpose of the inspec-
tion was to evaluate the serviceability of existing plant components to
be utilized in wastewater treatment improvements and expansion. Basi-
cally, it was determined that most of the existing structures could be
modified and incorporated into plant remodeling, upgrading, and expansion
alternatives. Most of the mechanical process equipment has served its
useful life and should be replaced. These findings are similar to those
in the Facilities Plan (Owen Ayres and Associates 1977).
3.5.4.1. Preliminary Treatment
Preliminary treatment consists of a bar screen and a comminutor.
These units will need to be replaced for plant expansion. The building
over the wet well houses the raw sewage pumps and sludge pumps, the
digester control room, the laboratory, and the general office. All of
the pumps are old and break down frequently, and replacement parts are
unavailable. Parts have to be made on the site. All pumps, piping, and
electrical equipment should be replaced. The building can be used, with
modification, to house new pumps, motors, standing generators, and the
existing office and laboratory.
3.5.4.2. Primary Treatment
The primary treatment units were found to be hydraulically over-
loaded. Some of the flow bypassed secondary treatment and was conveyed
to the chlorine contact chamber prior to stream discharge. The scum-
collecting equipment was submerged and in a deteriorated condition. All
mechanical equipment for these units should be replaced. The primary
tanks could be salvaged for use in an expanded/upgraded treatment plant.
3.5.4.3. Secondary Treatment
The existing trickling filter was found to have minor process prob-
lems. The air vents were clogged accidently with filter rock and should
3-33
-------
be removed. Ponding was observed along the sides of the filter. This
probably was due to hydraulic overloading. The filter rock maintained a
good biologic growth and should be able to produce an effluent typical of
trickling filters if hydraulic overloading does not occur. The secondary
clarifiers appear to be salvageable for use in plant expansion/upgrading.
3.5.4.4. Chlorination
The chlorination tank is old and will not provide the required
detention time and flow characteristics for projected flows. The unit
should be replaced.
3.5.4.5. Effluent Pumping
The effluent pumps are old and in similar condition to the other
pumps previously described. They should be replaced with new pumps with
adequate capacity for plant expansion and for ultimate effluent disposal.
3.5.4.6. Solids Handling
Sludge presently is digested in an Imhoff tank that has been con-
verted into an anaerobic digester. Insufficient solids concentration
results, and more capacity is needed. New facilities are needed.
Sludge sometimes is dried in drying beds or pumped to trucks that
deliver it to various farms in the area for land application for crop
production. The locations of sludge spreading sites are as follows:
• T13N, R9E, Section 36, W% (131.5 acres); 3.5 miles east of
Portage
• T13N, R9E, Section 35, SE^z; of NE^ (39 acres); 3.0 miles
east of Portage
• T12N, R9E, Section 30, SWJz; (142.32 acres); 4.0 miles south
of Portage
• T13N, R8E, Section 24, N% of NE% (approximately 80 acres);
3.0 miles north of Portage
(By letter, Mr. Fred Haerter, Director of Public Works, City of Portage,
to Mr. George Bartnik, WAPORA, Inc., 28 March 1978).
3.5.5. Operating Data
The operating data for the Portage WWTP for the years 1977 and 1978
are summarized in Tables 25 and 26, respectively. These data are monthly
averages. The effluent BOD,., suspended solids, pH, and phosphorus con-
centrations generally met the requirements of the WPDES permit. The
present WPDES permit expired on 31 December 1978. The City reported that
the flow meter was off by approximately 24% prior to mid-April 1979, when
the flow meter was readjusted and calibrated (By telephone, Mr. Mike
Horken, Director of Public Works, City of Portage, to Mr. J. P. Singh,
WAPORA, Inc., 2 July 1979).
3-34
-------
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3-36
-------
USEPA performed a water quality study on the Fox River and the
Wisconsin River at Portage during 1978 (USEPA 1979b). As part of this
study, samples were collected from the WWTP effluent. The data from
these samples are presented in Table 16 in Section 2.7.5.4. USEPA also
performed tests on the sludge from the plant. These data are presented
in Table 27. Significant concentrations of PCBs were present in the
sludge and water over sludge. These concentrations were considerably
higher than the PCB concentrations in the effluent.
Table 27. Chemical characteristics of sludge from the Portage wastewater
treatment plant (USEPA 1979b).
Parameter June July August September
Cd
Cf
Cu
Fe
Mn
Ni
Pb
Zn
As
Hg
Fluoride
Aroclor
Aroclor
Aroclor
Aroclor
Aldrin
1242
1248
1254
1260
168
1
4
1
(mg/kg)b
(mg/kg)b
(mg/kg)b
(mg/kg)
(mg/kg)
7.0 ug/1
346.0 ug/1
752.0 ug/1
,000.0 ug/1
,300.0 ug/1
60.0 ug/1
974.0 ug/1
,040.0 ug/1
27.0 ug/1
53.3 mg/kg
,600.0 mg/kg
<30.00
36.00
<0.05
<0.05
<0.01
0
89
30
3,700
82
49
16
160
5
12
9
46
92
<10
<10
2
.2
.0
.0
.0
.0
.0
.0
.0
.0
.2
.3
ug/g
ug/g
ug/g
ug/g
ug/g
ug/g
ug/g
ug/g
mg/kg
mg/kg
mg/la
3.
160.
330.
50,000.
500.
17.
270.
1,400.
3.
52.
31.
60.
122.
<1.
<1.
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0
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0
0
0
0
0
0
5
1
8
4
0
0
0
5
ug/g
ug/g
ug/g
ug/g
ug/g
ug/g
ug/g
ug/g
mg/kg
ug/1
mg/1
3.
24.
15.
5,200.
260.
15.
51.
760.
NA
no
13.
36.
40.
<1.
<1.
<0.
0 ug/1
0 ug/1
0 ug/1
0 ug/1
0 ug 1
0 ug/1
0 ug/1
0 ug/1
sample
1 mg/1
0
0
0
0
5
Water over sludge
Aroclor
Aroclor
Aroclor
Aroclor
Aldrin
1242
1248
1254
1260
(ug/1)"
(ug/l)£
(ug/l)C
(ug/l)C
(ug/1)
NA
NA
NA
NA
NA
30
14
<1
<1
<0
.0
.5
.0
.0
.5
12.
20.
<0.
<0.
<0.
0
0
1
1
1
36.
40.
<0.
<0.
<0.
0
0
1
1
05
*3
.Rounded from 9.25 mg/1.
"dry" values.
"wet" values.
NA - Not available.
3-37
-------
4.0. FUTURE SITUATION WITHOUT ACTION
The "no action" alternative would entail continued operation of the
existing WWTP with discharge to the Fox River, without any significant
expansion, upgrading, or replacement during the current design period (to
the year 2000). The present facility does not obtain an effluent quality
that achieves the requirements of the proposed WPDES discharge permit.
In 1979, averages of 52 mg/1 BOD and 46 mg/1 SS were recorded. Imple-
mentation of this alternative would continue to violate State and Federal
laws, would increase environmental problems, and would endanger public
health. In addition, implementation of this alternative would limit
growth, because the sewer ban would not be lifted. This alternative,
therefore, is not a feasible solution.
Direct adverse impacts on air quality would be minimal. As the
sanitary sewer collection system deteriorates further and the frequency
of WWTP bypasses increases, odors could become a persistent problem. In
addition, odors may become a problem in sections of the Fox River near
Portage during low flow conditions because of the pollutant loads from
the WWTP.
Under the "no action" alternative, raw sewage would continue to be
discharged at the bypass points in the Portage wastewater collection
system to the Fox River (via one bypass point) and the Wisconsin River
(via three bypass points) during periods of heavy rainfall, when the
existing hydraulic capacity of the WWTP would be exceeded. The discharge
of excess BOD and nutrients to rivers decreases the DO levels and ac-
celerates the process of eutrophication. Algal blooms could occur, es-
pecially in the Fox River, where the low flow is only 15 cfs. It is
expected that pollutant loads (i.e., ammonia-nitrogen, BOD, phosphorus,
SS, and fecal coliform) would continue to increase, especially in the Fox
River. An even greater acceleration of the eutrophication process could
occur in wetlands adjacent to the Fox River. Increased periodic pollu-
tant loads to the Wisconsin River would have a similar effect on the
adjacent wetlands, although this effect would be much smaller in scope
because of the larger volume of water and the greater rate of flow in the
Wisconsin River.
Continued discharge to both rivers from the four bypasses of
the existing WWTP collection system could result in a decreased species
diversity for both rivers. Limited quantitative information is available
concerning the aquatic communities of the Fox River at Portage, but an
examination of the available water quality data (USEPA 1978a) has indi-
cated that DO levels at times are below State and Federal standards to
support fish and other aquatic life. Because of low flow and already
stressed water quality conditions of the Fox River, continued wastewater
discharge at present levels of treatment would be expected to further
degrade water quality in the Fox River. Therefore, aquatic communities of
fish, macroinvertebrates, and plankton likely would become less diverse
and pollution-tolerant species (i.e., carp, suckers, midges, and blood-
worms) would become more abundant. Game fish such as pike, bass, and
sunfish, as well as many macroinvertebrate species on which fish feed,
likely would become less abundant and could disappear from the Fox River
near Portage.
4-1
-------
Under the "no action" alternative, the aesthetic (visual) impacts of
the WWTP on the Fort Winnebago Surgeon's Quarters and the Fort Winnebago
Site would continue. These impacts are minimal and do not affect the
integrity of these National Register sites. (The sites were placed on
the National Register while the WWTP was in operation.)
WDNR has imposed a sewer extension ban on Portage that has halted
any population and economic growth until the WWTP situation is resolved.
Implementation of the "no action" alternative would restrict the growth
of the Portage economy. It would be difficult for the City of Portage to
attract new industries, due to a lack of sufficient capacity and treat-
ment capability at the existing WWTP. A prolongation of the sewer exten-
sion ban also could cause property values to decrease under this re-
stricted status, and planned, stable growth in the Portage area would be
inhibited severely. Development may shift to locations outside the study
area where public sewerage facilities are available. If development were
to occur in or adjacent to the study area, it could result in the instal-
lations of private septic tank systems or "package sewage treatment
facilities" (where soil and groundwater conditions permit) that could
result in random development patterns.
Because the existing WWTP is located on the floodplain of the Fox
River, it would continue to be subject to seasonal flooding. The site
also is located within the flood-prone area for the Intermediate Regional
Flood of the Wisconsin River and would continue to be subject to severe
flooding by the Wisconsin River if the levees along the Wisconsin River
are breached (US Army COE 1972) .
Recreational use of the Fox River and of recreation sites along the
Fox River (Section 3.2.7.4.) would continue to be low under the "no
action" alternative, due to water pollution attributable to the existing
WWTP and bypass. The "no action" alternative currently has an adverse
impact on local Wisconsin River-related recreation during and shortly
after periods of heavy rainfall, when raw wastewater is bypassed to the
Wisconsin River.
A sewer system rehabilitation program is already underway, indepen-
dent of this EIS, which will reduce the excess clearwater entering the
WWTP and thus improve its treatment ability. However, this rehabilita-
tion program will not provide enough hydraulic capacity for present or
future needs.
In summary, the "no action" alternative is not acceptable. Imple-
mentation of one of the "build" alternatives will be necessary to elimi-
nate the environmental problems that are associated under existing condi-
tions and with the "no action" alternative.
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5.0. ALTERNATIVES ANALYSIS
5.1. Wastewater Load Factors
Wastewater flow projections for the Portage Service Area to the year
2000 were developed by the Municipal Wastewater Section of WDNR, based on
the Infiltration/Inflow Analysis Report (1976) and the Wastewater Facili-
ties Plan (1977) prepared by Owen Ayres and Associates, and the Sewer
System Evaluation Survey for the City of Portage (1977) prepared by
Donohue and Associates (letters dated 20 December 1978 and 15 January
1979 from the Municipal Wastewater Section, WDNR, to the Facilities
Planning Branch, USEPA, are included in Appendix J) . The design flows
for the year 2000, after sewer system rehabilitation, as determined by
WDNR and USEPA are as follows:
• Average design flow: 2.0 million gallons per day (mgd)
• Peak hourly flow: 3.3 mgd
• Peak instantaneous flow: 4.23 mgd.
The organic loads were projected on the basis of the accepted design
values of 0.17 pounds of BOD per capita per day and 0.20 pounds of
suspended solids (SS) per capita per day. These values were applied to
the projected year 2000 population of 9,150 (Section 3.2.5.5.), and the
following estimates were obtained:
• Design BOD = 0.17 x 9,150 = 1,555.5 pounds per day
• Design SS = 0.20 x 9,150 = 1,830.0 pounds per day.
Using these values and the design average flow of 2.0 mgd, the BOD
and SS design concentrations were calculated to be approximately 95 mg/1
and 110 mg/1, respectively. These concentrations appear to be low for
the design of a WWTP. The derivations of a design BOD of 130 mg/1 for a
plant that would discharge to the Wisconsin River aria a design BOD of
150 mg/1 for a plant that would discharge to the Fox River are included
in the Facilities Plan. WDNR also recommended using a BOD^ of 130 mg/1
for the design of the Portage WWTP. The recommended design BOD concen-
tration for the Portage WWTP for the year 2000 is 130 mg/1. For purposes
of design, it is assumed that the total SS concentration is equal to the
BOD concentration.
5.2. Economic Factors
The economic cost criteria consist of an amortization or planning
period from the present to the year 2000, or approximately 20 years; an
interest rate of 6.875%; a service factor of 27%; and service lives of 20
years for treatment and pumping equipment, and 50 years for structures
and conveyance facilities. The salvage value was computed from the
initial value of the land and the nondepreciated parts of the structures
and conveyance facilities. Costs are based on the USEPA STP Construction
Cost Index of 321.3 and on the USEPA Sewer Construction Cost Index of
353.9 for the fourth quarter of 1978. The total capital cost includes
the initial construction cost plus 27% for engineering, legal, fiscal,
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and administrative costs. The economic cost criteria are summarized in
Table 28.
5.3. Design Factors
5.3.1. Hydraulic and Organic Factors and Industrial Pretreatment
Expansion and upgrading of the existing WWTP with discharge to the
Wisconsin River or the Fox River would require the use of additional
secondary treatment units for the removal of BOD and SS and a chlorina-
tion unit for disinfection of the plant effluent. If discharge would be
to the Fox River, additional phosphorus removal facilities also would be
required.
The design flows for the year 2000, after sewer system rehabilita-
tion, were determined by WDNR. For the year 2000, influent concentra-
tions of BOD , SS, ammonia-nitrogen, and phosphorus were projected to be
130 mg/1, 13C?mg/l, 20 mg/1, and 10 mg/1, respectively (Section 5.1.). A
summary of hydraulic and organic design factors is given in Table 29.
WDNR and the City of Portage are conducting a survey of industrial users.
Results are anticipated late in 1979. The survey results could be used
to develop an industrial pretreatment program to control heavy metals,
toxic substances, extensive organic loads, or whatever else could present
a problem to the WWTP operation.
5.3.2. Effluent Standards
The City of Portage was issued a Wisconsin Pollutant Discharge
Elimination System (WPDES) permit to discharge from the WWTP to the Fox
River. The original WPDES permit was issued on 27 September 1974, with
an expiration date of 31 March 1977. The WPDES permit was reissued on 31
December 1977, with an expiration date of 31 December 1978. WDNR issued
a Public Notice on 14 June 1979 of its intention to reissue a WPDES
permit to the City of Portage. This proposed WPDES permit would require
adherence to interim effluent standards and would have an expiration date
of 30 June 1982. The WPDES permit sets the quality of the effluent that
must be met, as a minimum, during the period beginning on the effective
date and lasting until the expiration date.
WDNR has proposed final effluent standards for an effluent discharge
from the Portage WWTP to either the Fox River or the Wisconsin River.
The effluent standards for the Portage WWTP discharge are summarized in
Table 30. Copies of sections of the proposed WPDES permit and the pre-
viously issued WPDES permits are included in Appendix J.
5.4. Alternative Components
Wastewater management alternatives for the Portage study area, as
presented in this chapter, were developed to meet the needs/requirements
of the current and future populations of the service area and to conform
with State of Wisconsin and Federal regulations. The principal objective
was to explore the feasibility of land application and disposal options.
Another objective was to reduce pollutant loads to surface waters. All
alternatives must provide treatment to achieve the effluent requirements
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-v?
Table 28. Economic cost criteria.
Item Units Value
Amortization period years 20
Interest rate % 6-7/8
Service factor % 21
STP construction cost index, Dec. 1978 321.3
Sewer construction cost index, Dec. 1978 353.9
Service life
Equipment years 20
Structures years 50
Land years permanent
Salvage value
Equipment % 0
Structures % 60
Land % 100
Table 29. Hydraulic and organic design factors for the Portage wastewater
treatment plant for the year 2000.
Parameter Units Value
Average design flow mgd 2.0
Peak hourly flow mgd 3.3
Peak instantaneous flow mgd 4.23
BOD loading at 130 mg/1 Ib/day 2,168
Suspended solids loading at 130 mg/1 Ib/day 2,168
Ammonia-nitrogen concentration mg/1 20
Phosphorus concentration mg/1 10
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Table 30. Effluent standards for discharge to the Wisconsin River and the
Fox River.
Parameter
Units
Average Weekly
Concentration
Average Monthly
Concentration
Fox River Discharge
BOD
Suspended solids
Ammonia-nitrogen
(NH3-N)
Dissolved oxygen
(minimum)
Total phosphorus
pH
mg/1
mg/1
mg/1
mg/1
Summer
35
35
4
6
—
6-9
Winter
45
45
12
6
—
6-9
Summer Winter
30
30
—
6 6
1 1
6-9 6-9
a
Wisconsin River Discharge
BOD5
Suspended solids
pH
mg/1
mg/1
45
45
6-9
45
45
6-9
30 30
30 30
6-9 6-9
The treatment level for the Wisconsin River discharge should be secondary
treatment as defined in the Federal Register, 26 July 1976, and in accord-
ance with PL 92-500.
5-4
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determined by WDNR permit (Section 5.3.2.) or pretreatment requirements
__ for land or wetlands disposal (Sections 5.4.4.2. and 5.4.4.3.).
The development of alternatives began with the identification of
functional components within the wastewater collection and treatment
system. The components considered were:
• Flow and waste reduction — including I/I reduction and
water conservation measures
• Collection system — including interceptor sewer from
existing WWTP site to a new WWTP site
• Wastewater treatment — including biological and/or
physical unit processes for treating wastewater to the
desired effluent quality
• Effluent disposal — including available means for dis-
charge, land application, or reuse of adequately treated
wastewater
• Sludge treatment and disposal — including processes for
stabilization, conditioning, dewatering, volume reduc-
tion, and disposal of wastewater treatment residues.
The methods considered for fulfillment of the functions of each of these
five system components can be termed "component options" or "options".
The selection of options for any one component is, to some extent,
dependent upon the options considered for the other components, so that a
compatible system can be produced. For example, the type of effluent
disposal being considered would determine the quality of the effluent
that would be required after wastewater treatment. For the rapid infil-
tration option of the effluent disposal component, chemical/mechani-
cal/physical wastewater treatment processes that remove phosphorus should
not be necessary. However, a phosphorus removal process would be re-
quired for effluent discharge to the Fox River. This is an example of
functional dependence, in which consideration of one component option may
either preclude or necessitate consideration of a dependent option in
another component. This type of dependence normally can be distinguished
from design dependence, in which the capacity, length, strength, area,
etc., of an option depend upon the selection of the options for a dif-
ferent component. For instance, selection of the option of sewer rehabil-
itation to reduce I/I can have a decisive effect on the hydraulic design
of wastewater treatment processes and effluent disposal options.
In the following sections, component options for the Portage WWTP
are identified and discussed to the extent necessary to justify or reject
their inclusion in system-wide alternatives. Reasonable combinations of
component options that comprise complete system alternatives are identi-
fied. Note that the level of technical detail is suitable for this
planning stage. Detailed engineering plans and specifications will be
developed for this project after the EIS process is complete, with a
"Step 2" grant (Section 1.0.).
5-5
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5.4.1. Flow and Waste Reduction
5.4.1.1. Infiltration/Inflow Reduction
The I/I analysis, prepared by Owen Ayres and Associates (1976), con-
cluded that the possibility of excessive I/I exists within the collection
system. It was estimated in this analysis that during periods of high
river levels the clearwater entering the collection system was. approxi-
mately 4.2 mgd. In the cost-effective analysis section of the report it
was indicated that it would be more economical to remove part of the
clearwater than to provide treatment.
Donohue and Associates, Inc. (1977) completed a Sewer System Eval-
uation Survey (SSES) of the Portage sewer system. The purpose of an SSES
is to provide a more detailed analysis of a community's sewer problems if
the I/I warrants it. The maximum I/I rate was determined to be approxi-
mately 1.86 mgd. The estimated maximum I/I rate during the SSES was less
than the estimated maximum I/I rate in the I/I analysis report, because
severe high groundwater and maximum precipitation conditions were not
encountered during the SSES. Therefore, the 1973 measured maximum I/I of
3.578 mgd was utilized in the cost-effectiveness analysis presented in
the SSES report. In the SSES report, it was concluded that the cost-
effective solution of treating sanitary wastewaters, taking into account
rehabilitation, facilities construction, transportation, and operation
and maintenance total costs, consisted of rehabilitation of the sewer
system to eliminate approximately 49% of the maximum I/I. The total cost
for rehabilitation of the sewer system was estimated to be $478,400. The
results of the SSES constituted verification that the Portage sewer
system is subject to excessive I/I.
5.4.1.2. Water Conservation Measures
Water conservation as a means of significantly reducing wastewater
flows is usually difficult to attain and often is only marginally effec-
tive. Traditional water conservation practices have proven to be soci-
ally undesirable except in areas where water shortages exist. Such
measures usually succeed in limiting only luxury water usages such as
lawn sprinkling, car washing, or swimming pool use, which do not impose
loads on sanitary sewer systems.
One 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 impact is usually on luxury water usage, such as lawn sprinkling or
car washing. None of the luxury uses impose a load on a separated sewer-
age system, such as the existing system at Portage. Therefore, the use
of price control probably would not be effective in significantly reduc-
ing wastewater flows.
Mandatory water conservation through the imposition of plumbing code
restrictions could reduce domestic sewage flows. Two primary targets
would be toilet tanks and shower heads. Typical plumbing code restric-
tions include a requirement that all new or replacement toilets have a
5-6
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3.5-gallon capacity and that new or replacement shower heads deliver 3
gpm. Such measures would reduce water demand and sewage flow directly.
Other conservation measures include educational campaigns, retro-
fitting of water-saving devices in toilets and showers, and the instal-
lation of pressure-reduction valves in areas where the water pressure is
excessive (greater than 40-60 pounds per square inch). Educational cam-
paigns usually take the form of spot television and radio commercials,
and the distribution of leaflets with water bills or independently.
Water saving devices must continue to be used and maintained for flow
reduction to be effective. Pressure reduction valves can be used where
water pressure is higher than necessary, sometimes on a neighborhood
basis. However, where older pipes (especially iron pipes) are present,
the excess pressure is necessary.
Because the efficacy of water conservation is complex and must be
determined on a case-by-case basis, a comprehensive water conservation
alternative is not proposed in this document. In the case of Portage,
the amount of I/I entering the sanitary sewer system is a far greater
factor for WWTP sizing and design than flow reduction. As discussed in
Section 5.4.1.1., the excessive clearwater can be as much as 4.2 mgd,
over twice the proposed size of the WWTP. Controlling excessive I/I, in
the case of Portage, would be more effective than flow reduction in
reducing the amount of water that must be treated. However, implementa-
tion of conservation measures at such future time could reduce flows and
could extend the design capacity of the collection and treatment com-
ponents.
5.4.2. Collection System
The existing wastewater collection system in the study area was
described in Section 3.5.1. In general, the system adequately serves the
present developed areas. The existing wastewater collection system is
being rehabilitated and/or replaced according to the recommendations of
the SSES report (Donohue and Associates, Inc. 1977). Some additional
sewers may be required to serve the future population, but they are not
included in this funding request.
The plans and specifications for the rehabilitation of the public
sector sewer system were submitted to WDNR on 20 June 1979 for review and
approval. The public sector sewer system rehabilitation work should be
completed during 1980, and the private sector rehabilitation work should
be completed prior to June 1982 (By telephone, Mr. Mike Horken, Director
of Public Works, Portage WI, to Mr. J. P. Singh, WAPORA, Inc., July
1979).
The existing WWTP site and two new alternative WWTP sites are pro-
posed for the Portage WWTP in the Facilities Plan (Figure 13). New
interceptors would be required to transport the wastewaters from the
existing WWTP site to the new sites. Additional site selection studies
for a Wisconsin River site are being conducted by USEPA and the City of
Portage.
A new WWTP located near the Wisconsin River would require the
construction of a new interceptor to carry the flow from the existing
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(D
(3)
STUDY BOUNDARY
ALTERNATE FOX RIVER TREATMENT PLANT SITE
EXISTIN8 TREATMENT PLANT SITE
ALTERNATE WISCONSIN RIVER TREATMENT PLANT SITE
FIGURE 13 EXISTING AND ALTERNATIVE WWTP SITES
-------
treatment site to the new one. The proposed interceptor would consist of
approximately 9,850 feet of 27-inch-diameter sewer pipe and would extend
from the existing WWTP to the Wisconsin River site in the southeast
corner of the City of Portage (Figure 14). The design basis of this
proposed interceptor is assumed to be the same as that described in the
Facilities Plan. The route has been altered slightly to avoid the route
of the Wauona Trail (Section 6.7.1).
The proposed interceptor sewer would be constructed at a sufficient
depth to eliminate the Albert Street, Superior Street, Coit Street,
Washington Street, and Mullet Street lift stations. The interceptor
connections from the lift stations are shown in Figure 14 and are num-
bered for easy reference. The Albert Street lift station would be re-
placed by approximately 600 feet of 27-inch-diameter sewer pipe (#1)
connected to the proposed interceptor. The Superior Street lift station
would be replaced by approximately 200 feet of 8-inch-diameter sewer pipe
(#2) connected to the proposed interceptor. The Coit Street lift station
would be replaced by approximately 1,000 feet of 8-inch-diameter sewer
pipe (#4) connected to the proposed interceptor. The Washington Street
(#4) and the Mullet Street (//5) lift stations would be replaced by ap-
proximately 450 feet of 8-inch-diameter sewer pipe and 1,760 feet of
8-inch-diameter sewer pipe, respectively, connected to the proposed in-
terceptor.
A new WWTP at the alternative Fox River site would require an inter-
ceptor from the existing WWTP site. The proposed interceptor would
divert wastewater from the existing 20-inch-diameter interceptor coming
into the existing WWTP north to the Fox River site via a 27-inch-diameter
interceptor. The proposed interceptor is assumed to have the same size
and layout as that described in the Facilities Plan (Figure 15). It
would be approximately 4,000 feet long and would be placed at a depth
that would allow for elimination of the Albert Street lift station. The
interceptor would pass under the Canal by means of a siphon.
Utilization of the existing WWTP site, with phosphorus removal and
nitrification facilities and discharge of treated effluent to the Fox
River, would not require the construction of a new interceptor. The use
of the existing WWTP with modification, upgrading, expansion, and ef-
fluent discharge to the Wisconsin River would require the construction of
an outfall sewer. The proposed outfall sewer would consist of approxi-
mately 8,200 feet of 27-inch-diameter sewer pipe (Figure 16). The out-
fall sewer would start at the existing WWTP site and would follow Route
33 to Superior Street. It then would run southwesterly on Superior Street
and would discharge into the Wisconsin River at the intersection of
Superior Street and Wisconsin Street.
The land application and wetland application alternatives for the
Portage area would require gravity sewers and/or forcemains from the
existing WWTP site to the sites considered for the disposal of the
treated effluent. The requirements and layouts of these gravity sewers
and/or forcemains will be disussed under these system alternatives.
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MILES
STUDY BOUNDARY
EXISTIN8 TREATMENT PLANT SITE
WISCONSIN RIVER TREATMENT PLANT SITE
PROPOSED INTERCEPTOR ROUTE
PROPOSED ORAVITY SEWER
LIFT STATION
FIGURE 14
PROPOSED INTERCEPTOR FOR THE NEW WISCONSIN RIVER
TREATMENT PLANT SITE (ALTERNATIVE I)
5-10
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STUDy BOUNDARY
ALTERNATE FOX RIVER TREATMENT PLANT SITE
EXISTING TREATMENT PLANT SITE
PROPOSED INTERCEPTOR ROUTE
LIFT STATION
FIGURE 15 PROPOSED INTERCEPTOR FOR THE NEW FOX RIVER
TREATMENT PLANT SITE (ALTERNATIVE 2)
5-11
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STUDY BOUNDARY
EXISTING TREATMENT PLANT SITE
ALTERNATE WISCONSIN RIVER TREATMENT PLANT SITE
PROPOSED INTERCEPTOR ROUTE
FIGURE 16 OUTFALL SEWER TO THE WISCONSIN RIVER FROM THE
REMODELED EXISTING PLANT (ALTERNATIVE 4 )
5-12
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5.4.3. Wastewater Treatment Processes
The Facilities Plan considered a variety of treatment options. In
general, wastewater treatment options include conventional physical,
biological, and chemical processes and land treatment. The conventional
options utilize preliminary treatment, primary sedimentation, secondary
treatment, and tertiary treatment (including chemical addition) for
phosphorus removal. These unit processes are followed by disinfection
prior to effluent disposal. Land treatment processes include lagoons,
slow-rate infiltration or irrigation, overland flow, and rapid infiltra-
tion.
The degree of treatment required is dependent on the effluent dis-
posal option selected (Section 5.4.4.). Where disposal of treated waste-
water is by effluent discharge to surface waters, effluent quality limi-
tations determined by WDNR (Section 5.3.2.) establish the required level
of treatment.
5.4.3.1. Preliminary Treatment and Primary Sedimentation
All options considered in this document incorporate conventional
preliminary treatment and primary sedimentation. These unit processes
serve to remove coarse solids, readily-settleable SS, floating solids,
and grease from the influent wastewater. The preliminary treatment
generally consists of a bar screen (a screening device) or a combination
of a coarse bar screen and a comminutor, followed by a grit chamber.
Solids are ground in the comminutor and left in the waste, thereby elimi-
nating the separate disposal of screenings. The grit chamber is used for
the removal of inorganic solids such as sand. The next treatment unit is
a primary sedimentation tank, in which heavy solid matter settles to the
bottom and light solid matter floats to the top. The sludge (settled
solids) and the scum (floating solids) are removed to the solids (sludge)
handling facilities. The clarified liquid flows out of the primary
sedimentation tank to the subsequent treatment units. It is assumed for
each treatment option considered that these processes will remove approx-
imately 30% of the BOD and approximately 50% of the SS from the waste-
water.
5.4.3.2. Secondary Treatment
Secondary treatment consists of biological processes in which solu-
ble and colloidal-sized organic substances are removed from wastewater.
The most frequently used processes provide a fluid media such as the
activated sludge process or a fixed media such as the trickling filter,
rotating biological contactor (RBS), or activated biological filter (ABF)
process. Three processes were selected for cost-effective analysis in
the Facilities Plan: activated sludge systems, the RBS system, and the
ABF system. These systems were described in detail in the Facilities
Plan. For comparative purposes, a brief discussion of these processes is
presented here.
Activated sludge consists of an aerated suspension of microorganisms
that utilize organic wastewater for respiration and reproduction. Aera-
tion generally is provided by diffusion of air from the bottom of the
tank or mechanical agitation of the surface of the suspension. Separate
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settling facilities are used to remove viable organisms from the treated
wastewater. There are a number of modifications to the basic activated
sludge process, each specific to a different strength of waste. Efficien-
cies of BOD removal by primary treatment and conventional diffused air
and pure oxygen system options range from 85% to 95%.
RBS and ABF systems are recent advances in fixed-media-type treat-
ment systems (trickling filter process). These systems are more compact
and the cost of providing a cover over the units to eliminate freezing
also is considerably less than the cost of providing a cover for the
conventional rock trickling filter system. RBSs consist of a fixed medium
(disks) on which biological growth develops. The disks rotate partially
through the wastewater. Separate settling facilities are used to remove
slough (excess biomass) from the treated wastewater. ABFs consist of a
bio-cell with open, fixed growth biomedia, followed by short-term aera-
tion and clarification. The efficiencies of both the RBS and the ABF
processes are comparable to that of activiated sludge.
Based on the present worth analysis of the liquid and solids hand-
ling processes presented in the Facilities Plan, Owen Ayres and Associ-
ates concluded that the RBS system was the most cost-effective secondary
treatment process. Therefore, a RBS system is used as the secondary
treatment process in the system alternatives described in this document.
5.4.3.3. Tertiary Treatment
Tertiary treatment involves "polishing" of treated wastewater beyond
the primary and secondary processes. Tertiary treatment processes may
include chemical treatment, biological nitrification, and land applica-
tion. Tertiary treatment is required by the WPDES permit for a discharge
to the Fox River.
All three secondary treatment processes discussed in Section 5.4.3.2.
are capable of providing nitrification. Basically, an increase in reten-
tion time during the process will produce the effects of nitrification
(oxidation of ammonia to nitrates). The selected RBS process can be
designed easily to produce nitrification.
Chemical treatment consists of adding a chemical to promote the re-
moval of suspended and/or colloidal matter or to precipitate dissolved
pollutants such as phosphates. The chemical agents are added in a mixing
tank; the water then is passed through a flocculation chamber and clari-
fier.
Chemicals commonly used for phosphorus removal are lime, alum, and
iron salts. A detailed analysis of chemical addition and phosphorus
removal was presented in the Facilities Plan. In the present worth
analysis of the liquid and solids handling facilities presented in the
Facilities Plan, it was concluded that the addition of lime for phos-
phorus removal was the most cost-effective method. Therefore, lime
addition for phosphorus removal is used in the system alternatives.
Land application consists of applying primary or secondary effluent
to sites having proper vegetation, soil, bedrock, and groundwater condi-
tions. The economics of this process depend upon allowable application
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rates, site preparation costs, pretreatment and storage lagoon require-
ments, and the distance of the application site from the WWTP.
5.4.3.4. Disinfection
Disinfection processes are used to remove disease-causing organisms.
One alternative is chlorination, which can reliably meet the present
bacteriological standards. Residual chlorine, however, can reach toxic
levels if chlorine is not applied properly or if the retention time is
not sufficient. The other alternative is ozonation, which does not leave
residual reaction products but is significantly more costly than chlorin-
ation. Therefore, chlorination is the disinfection process in all alter-
natives, assuming that chlorine will be carefully applied and that resi-
dual levels will be monitored regularly.
5.4.4. Effluent Disposal Methods and Sites
Three WWTP effluent disposal options are available: discharge to
receiving waters, disposal on land or wetland, and reuse.
5.4.4.1. Stream Discharge
The proximity of the Fox River and the Wisconsin River to Portage
allows the flexibility of discharging WWTP effluent into either river.
The existing WWTP site and two alternative sites are considered for the
location of the Portage WWTP (Figure 13). Four discharge options are
considered: two of these options would discharge effluent to the Fox
River and two would discharge effluent to the Wisconsin River. The
effluent requirements for the Fox River and the Wisconsin River were
determined by WDNR and are presented in Section 5.3.2. The alternatives
that include the stream discharge options are:
• New Wisconsin River plant with discharge to the Wisconsin
River (Figure 14)
• New Fox River plant with discharge to the Fox River
(Figure 15)
• Remodeled Fox River plant with discharge to the Fox
River (existing discharge point)
• Remodeled Fox River plant with discharge to the Wisconsin
River at the intersection of Superior Street and Wiscon-
sin Street (Figure 16).
5.4.4.2. 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
over 100 years and presently are being used by hundreds of communities
throughout the Nation (Pound and Crites 1973).
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Land disposal (including subsurface disposal and irrigation) in-
volves transport of effluent to an acceptable site. The acceptable site
must have suitable geological conditions to prevent contamination of
groundwater. In addition to wastewater renovation, the advantages of
land application may include groundwater recharge, soil conditioning, and
augmented plant growth. The applicability of this disposal option de-
pends significantly on social acceptance, costs, and the amount of energy
required to transport the effluent from the treatment facility to its
disposal site.
The three principal processes utilized in the land disposal of
treated wastewater are:
• Overland flow
• Slow-rate or crop irrigation
• Rapid infiltration.
In the overland flow process, the wastewater is allowed to flow over
a sloping surface and is collected at the bottom of the slope. This type
of land application requires a stream for final disposal. Overland flow
generally results in an effluent with an average phosphorus concentration
of 4 mg/1. Phosphorus removals usually range from 30% to 60% on a con-
centration basis (USEPA 1977a). The overland flow method would not meet
even the general effluent standards (Table 30) set by WDNR, and thus was
rejected for further consideration.
In the slow-rate method, treated wastewater is applied to the land
to enhance the growth of crops or grasses. Wastewater is applied by
spray, ridge and furrow, or flood methods, depending on the soil drainage
characteristics and the type of vegetation. Application rates range from
0.5 to 4.0 inches per week. Final renovation of wastewater occurs in the
first 2 to 4 feet of soil, as organic matter, phosphorus, heavy metals,
and bacteria are retained by adsorption and other mechanisms. Nitrogen
is taken up by the plants as they grow, and removals may be as high as
90%. Water is lost from the system through infiltration and evapotran-
spiration. The probability of affecting groundwater quality is moderate,
and a minimum depth to groundwater of 5 feet is required (USEPA 1977a).
Large amounts of land are needed for the slow-rate process. A prelim-
inary cost analysis indicated that the slow-rate process is more expen-
sive than the rapid infiltration process. Based on this preliminary cost
analysis and the unavailability of a large parcel of land, the slow-rate
process was rejected for further consideration.
The rapid infiltration method involves high rates (4 to 120 inches
per week) of application to rapidly permeable soils such as sands and
loamy sands. Although vegetative cover may be present, it is not an
integral part of the system. Cleansing of wastewater occurs within the
first few feet of soil by filtering, adsorption, precipitation, and other
geochemical reactions. In most cases, SS, BOD, and fecal coliform are
removed almost completely. Phosphorus removal can range from 70% to 90%,
depending on the physical and chemical properties of the soils. Nitrogen
removal, however, generally is less significant, unless specific proce-
dures are established to maximize denitrification (USEPA 1977a).
5-16
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In rapid infiltration systems, there is little or no consumptive use
of wastewater by plants, and only minor evaporation occurs. Because most
of the wastewater infiltrates the soil, groundwater quality may be af-
fected. To minimize the potential for groundwater contamination at a
rapid infiltration site, the minimum depth to the water table should be
10 feet. Due to extremely rapid rates of infiltration, the permeability
of the underlying aquifer must be high to insure that the water table
will not mound significantly and limit the usefulness of the site.
Recovery of renovated water usually is an integral part of the
system. Recovery can include groundwater recharge, natural treatment
followed by pumped withdrawal or underdrains for surface recovery, and
natural treatment with renovated water moving vertically and horizontally
in the soil and thus recharging surface waters. Removals of wastewater
constituents by the filtering and straining action of the soil are excel-
lent.
5.4.4.2.1. Land Suitability
A land suitability map (Figure 17) was constructed using soil maps,
well records, topographic maps, and hydrologic investigations atlases
(Olcott 1968; Hindall and Borman 1974). Soil types were grouped into
five categories on the bases of soil texture and permeability, depth to
bedrock, depth to groundwater saturation, and character of underlying
sediments.
The northwestern and eastern parts of the expanded study area con-
tain areas of bedrock outcrop or areas where the depth to bedrock is less
than 5 feet. Soils in these areas generally are well-drained, silty and
loamy soils that exhibit moderate to rapid permeabilities. The bedrock
consists predominantly of permeable Cambrian sandstones. Because the
bedrock often is highly fractured and the overlying material is thin and
rapidly permeable, effluent applied to these areas would receive little
treatment. The potential for pollution of the bedrock aquifer is high.
Areas of low, nearly level topography are characterized by sea-
sonally high water levels and periodic flooding. The depth to ground-
water saturation commonly is less than 5 feet. Soils consist largely of
poorly-drained, rapidly permeable, sandy to loamy soils overlying stream
and lakebed sediments. Sand and gravel aquifers may exist at or near the
surface. Due to rapid infiltration rates and high groundwater levels,
wastewater would be disposed of in the zone of saturation with little
treatment. Widespread movement of pollutants in the zone of saturation
would create a high potential for pollution of shallow groundwater and
surface water.
Scattered throughout the expanded study area are small areas where
soils or substrata have permeabilities of less than 0.2 inch per hour.
Soils consist primarily of poorly-drained to well-drained clays that are
underlain by fine, lacustrine sediment or glacial till. Low areas may
contain deposits of muck or peat. The pollution potential generally is
low because pollutants are confined and unable to reach usable ground-
water sources. The suitability of these areas is poor, however, due to
localized ponding or flooding.
5-17
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Uplands often are characterized by well-drained, loamy soils that
overlie glacial till or lacustrine sediments. The soils and the under-
lying material have moderate to rapid permeabilities, but contain a
sufficient amount of clay material for reduction of leachate. These areas
may be suitable for slow-rate land application systems. Their suitability
may be reduced by steep slopes.
Numerous, irregularly-shaped areas are present that consist of
well-drained, rapidly permeable, sandy to loamy soils underlain by stra-
tified sand and gravel. These areas usually exhibit nearly level to
moderately steep topography. Hydrologic properties may be suitable for
rapid infiltration systems where depths to groundwater exceed 10 feet.
Soils and substrata that contain large amounts of coarse sand and gravel
may provide little reduction of leachate and create a high potential for
groundwater contamination. The information presented in Figure 17 may be
used for preliminary selection of potential rapid infiltration sites.
Excessive slope is an undesirable characteristic for land applica-
tion, because it increases stormwater runoff and erosion, leads to un-
stable soil conditions when the soil is saturated, and makes crop culti-
vation difficult or impossible. Steep slopes also affect groundwater
movement and may produce groundwater seeps in adjacent lowland areas.
Areas where slopes exceed 15% grade are shown in Figure 18. Although
land application may be possible in many of these areas, extensive site
work may be necessary.
5.4.4.2.2. Drilling and Monitoring Program
Rough estimates of the cost for a rapid infiltration alternative
indicated that this alternative was potentially viable. Approximately
ten 200-acre sites were considered initially as potential land applica-
tion sites. After consideration of the natural conditions, present land
use, and proximity to the existing WWTP, five sites were selected for
further investigation (Figure 19). Harza Engineering Co. served as a
subcontractor to WAPORA to conduct a site selection study and to assist
in evaluation of the technical feasibility of implementing a rapid infil-
tration system for Portage. A Drilling and Monitoring Program was ini-
tiated in November 1978 to investigate a maximum of six sites selected
from the land suitability map (Appendix C) . Soil and water samples were
tested to determine the "two best" sites for land application of treated
effluent by rapid infiltration. Each site investigated was evaluated by
the following factors:
Distance of the application site from the WWTP
Depth to the water table
Depth to bedrock
Soil types
Permeability measurement (vertical and horizontal)
Topography
Land use
Proximity of residences and wells.
5-18
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-------
5-20
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The detailed field investigations and site evaluations for the five
sites were described in a report prepared by Harza Engineering Co.
(1979) . It was concluded that only Site B (Figure 19) deserved further
consideration as a natural land application site. This site is located
3.5 miles east of Portage, north of Route 33. The report also stated
that the determination of the feasibility of establishing an economical,
safe, rapid infiltration system at Site B would depend upon the results
of more detailed subsurface investigations. The rapid infiltration
system at Site B is used as the land application alternative, based on
the assumption that Site B may be feasible for this option. Pertinent
sections of the Harza Engineering Co. report are contained in Appendix C.
5.4.4.2.3. Regulations
The discharge limitations to the land disposal system are given in
the Wisconsin Administrative Code, Section NR 214.07. The applicable
discharge limitations are summarized as follows:
• There shall be no discharge to a land disposal system
except after treatment in a sewage treatment system
that includes a secondary treatment system
• The BOD concentration in the discharge to the land dis-
posal system shall not exceed 50 mg/1 in more than 20% of
the monitoring samples that are required during a calen-
dar quarter
• The discharge shall be alternately distributed to in-
dividual sections of the disposal system in a manner
to allow sufficient resting periods to maintain the
absorptive capacity of the soil
• The geometric mean of the fecal coliform bacteria counts
for effluent samples taken during a calendar quarter,
or such other period as may be specified in the permit
for the discharge, shall not exceed 200 per 100 ml.
5.4.4.3. Wetlands Application
Wetlands, which constitute approximately 3% of the land area of the
continental United States (USEPA 1977a), are hydrologically intermediate
areas (Section 2.7.2.13.). Wetlands usually have too many plants and too
little water to be called lakes, yet they have enough water to prevent
most agricultural or forestry uses. The use of wetlands to receive and
satisfactorily treat wastewater effluents is a relatively new and experi-
mental concept. In wetland application systems, wastewater is renovated
by the soil, by plants, and by microorganisms as it moves through and
over the soil profile. Wetland systems are somewhat similar to overland
flow systems in that most of the water flows over a relatively impermea-
ble soil surface and the renovation action is more dependent on microbial
and plant activity than on soil chemistry.
The wetlands application option is included in the system alterna-
tives because of the proximity of wetlands to the existing WWTP site.
The existing wetland area within WDNR land east-southeast of Portage
5-21
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could provide over one lineal mile of wetlands for treated effluent
disposal (Figure 20). No detailed investigations were conducted re-
garding the assimilative capacity of these wetlands to treat wastewater.
It was assumed that the available wetlands are large enough and have
sufficient assimilative capacity to accept treated effluent from the
Portage WWTP. If chosen, such a system must be designed using local site
criteria.
The discharge limitations for a wetlands disposal system for the
State of Wisconsin were obtained from WDNR (By telephone, Mr. Steve
Skavroneck, Water Quality Planning Section, WDNR, to Mr. J. P. Singh,
WAPORA, Inc., June 1979) and are summarized as follows:
• The concentrations of BOD and suspended solids (SS) in
discharge to the wetlands disposal system shall not ex-
ceed 20 mg/1
• Disinfection is required prior to discharge to the wet-
lands disposal system
• Storage shall be provided to store the treated effluent
from the WWTP for the winter months.
5.4.4.4. Reuse
Wastewater management techniques included under the category of
treated effluent reuse may be identified as:
• Public water supply
• Groundwater recharge
• Industrial process uses or cooling tower makeup
• Energy production
• Recreation and turf irrigation
• Fish and wildlife enhancement.
Reuse of treatment plant effluent as a public water supply and for
groundwater recharge could present a potentially serious threat to public
health in the Portage area. There are no major industries in the Portage
area that require cooling water. The availability of good-quality sur-
face water and groundwater and the abundant rainfall limit the demand for
the use of treated wastewater for recreational and turf irrigation pur-
poses. Organic contamination and heavy metal concentrations also are
potential problems. Reuse would require very costly advanced wastewater
treatment (AWT), and a sufficient economic incentive is not available to
justify the expense. Thus, the reuse of treated effluent is not cur-
rently a feasible management technique for the study area.
5-22
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FIGURE 20
WETLANDS APPLICATION SITE
5-23
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5.4.5. Sludge Treatment and Disposal
All of the wastewater treatment processes considered will generate
sludge. The amount of sludge generated will vary considerably, depending
on the process. The sludge is largely organic, but significant amounts
of inert chemicals are present if phosphorus removal has been performed.
A typical sludge management program would involve interrelated processes
for reducing the volume of the sludge (which is mostly water) and final
disposal .
Volume reduction depends on the reduction of both the water and the
organic content of the sludge. Organic material can be reduced through
the use of digestion, incineration, or wet-oxidation processes. Moisture
reduction is attainable through concentration, conditioning, dewatering,
and/or drying processes. The mode of final disposal selected determines
the processes that are required.
Sludge thickening, sludge digestion, dewatering and/or drying pro-
cesses (including filter press, centrifuge, vacuum filtration, sludge
drying beds, and sludge lagoons), land disposal of liquid or dried
sludge, and incineration processes are described in detail in the Facil-
ities Plan. Based on the discussion given in the Facilities Plan, thick-
ening and digestion processes were selected for further consideration.
Brief discussions of these processes and of sludge disposal are presented
in the following sections.
5.4.5.1. Sludge Thickening
Sludge thickening involves increasing the solids content of the raw
sludge in order to reduce the volume of sludge to be further handled,
thus reducing costs. Commonly used thickening processes include gravi-
ty, air flotation, and centrifugation. Air flotation and centrifugation
produce a greater percentage of solids than the gravity thickening pro-
cess. Both air flotation and centrifugation have greater operational and
maintenance costs than gravity thickening, but the capital costs of all
three processes are similar. Also, chemical addition may be needed in
the air flotation and centrifugation processes. After gravity thick-
ening, the solids content of the sludge is about 3%. A greater percen-
tage of solids would not be necessary for the digestion process. Because
of these reasons and the extra costs, it was recommended in the Facili-
ties Plan that the gravity thickening process be used for some of the
solids handling alternatives.
5.4.5.2. Sludge Digestion
During sludge digestion processes, organic sludge solids are oxi-
dized biologically to reduce and stabilize the sludge solids. The diges-
tion processes considered in this document are aerobic digestion and
anaerobic digestion. In aerobic digestion, primary or biological sludges
are oxidized by aeration in open tanks. This process has relatively low
capital costs and entails little operational complexity, but it requires
a high energy input. In anaerobic sludge digestion, organic matter in
sludge is broken down by anaerobic microorganisms in a closed tank.
Because the biological processes are complex, continuous control of the
operation is required. Although the capital costs for this process are
5-24
-------
relatively high, the energy input is minimal, and the methane produced in
the digester usually is used to further reduce operating costs.
WDNR has recommended a 60-day storage period for either method used.
The basic design assumptions for both processes are assumed to be the
same as those mentioned in the Facilities Plan. The use of an aerobic
digester will produce a 4% solids concentration, and the use of an an-
aerobic digester will produce 6% solids concentrations.
5.4.5.3. Sludge Disposal
Sludge hauling and disposal is required for all treatment systems
and is the last step in the sludge handling process. The type of vehicle
used for sludge hauling will vary depending upon whether the sludge is in
a liquid or a solid form and whether land application is required.
Sludge disposal sites may be located at sanitary landfills, on agricul-
tural land, or in forests. At sanitary landfills, sludge and other wastes
are covered and maintained to prevent seepage or other environmental
hazards. Although disposal costs are relatively low, the sludge is not
utilized at these sites. Sludge can be used as a fertilizer and soil
conditioner at agricultural land or forest disposal sites. Its utiliza-
tion may be limited by the metals and pathogens in the sludge and by the
soil conditions at the application site. Costs for utilization of sludge
on farms or in forests are dependent upon hauling distance, assuming that
there are no limitations on the application of the sludge.
Various methods of sludge disposal were examined in the Facilities
Plan. Four possible sludge disposal alternatives (Figure 21) were con-
sidered in detail:
• Sludge drying beds and land disposal of dried sludge
• Earthen storage lagoons, with land disposal of sludge
during non-frozen conditions
• Direct hauling from the digester, with year-round liquid
application on agricultural lands
• Dewatering of digested sludge by vacuum filtration, with
year-round disposal.
In the present worth analysis in the Facilities Plan, it was con-
cluded that direct hauling of liquid sludge from the digester is the most
economical method. It was further concluded that anaerobic digestion and
direct hauling are more cost-effective in the case of the RBS liquid
treatment process. Therefore, anaerobic digestion and direct hauling of
liquid sludge to the agricultural lands are used as the sludge treatment
and disposal methods in the system alternatives.
The sludge would be applied to agricultural lands within a 5- to
6-mile radius of the City of Portage. There are over 1,500 acres suit-
able for sludge application, and additional land is available further
from the City (Owen Ayres and Associates 1977). In addition to the
agricultural land, standby or emergency sites are located at the sanitary
landfill and at the airport. These sites are owned by the City and would
5-25
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Secondary
Sludge
Primary
Sludge
Gravity
Thickener
* * f
Aerobic
Digestion
Anaerobic
Digestion
Sludge
Beds
Land
Spreading
Lagoons
Vacuum
Filter
Liquid Land
Spreading
Figure 21. Alternative sludge disposal methods.
5-26
-------
be utilized during periods when application to crop lands would be im-
practical, such as during the planting and harvesting seasons.
The sludge would be injected into the soil subsurface by means of a
subsoil applicator attached to the delivery truck. When the ground is
frozen, the sludge would be applied to the surface on slopes of 0-2%. The
winter application program is subject to WDNR approval.
The final sludge disposal program would be designed to c6mply with
current limits for cadmium and PCBs. Both substances have occurred in
past samples of Portage sludge.
5.5. System Alternatives
Feasible and compatible sets of component options were combined into
system alternatives. The alternatives represent combinations of dif-
ferent treatment processes, siting options, effluent disposal options,
and sludge processing and disposal options. The components, construc-
tion, and operation and maintenance (O&M) costs of the six alternatives
considered are presented in the following sections.
The capital cost of the selected alternative would be shared by the
Federal Construction Grant Program (75% for conventional systems or 85%
for innovative and alternative wastewater treatment systems) and by local
participants. Annual O&M costs would be financed entirely by local users
of the system. The local share of capital costs probably would be paid
for by the sale of municipal bonds. Bond retirement could be accom-
plished by the collection of user fees, by the application of special
assessments, or by other means.
5.5.1. Alternative 1 - New Wisconsin River Plant with Discharge to the
Wisconsin River
5.5.1.1. Components
This alternative is identical to the alternative proposed in the
Facilities Plan as the "Wisconsin River Plant - New Site." For the
purpose of the cost-effectiveness analysis, the Wisconsin River site that
was proposed in the Facilities Plan was used. Studies are underway to
locate alternative Wisconsin River sites. A 27-inch-diameter interceptor
would be required to divert wastewater from the existing WWTP to the
Wisconsin River plant site (Figure 13). Sufficient depth would be pro-
vided to eliminate the Albert Street, Superior Street, Coit Street,
Washington Street, and Mullet Street lift stations. The interceptor is
described in Section 5.4.2, and the layout of the interceptor is shown in
Figure 14.
This alternative consists of a secondary treatment plant. The
treatment facilities would include: a raw wastewater pumping station with
screw lift pumps; preliminary treatment consisting of a comminutor (which
would be placed in the system prior to the raw wastewater pumps) and
aerated grit chambers; primary sedimentation (clarification); secondary
treatment consisting of RBSs and final clarification; chlorination;
primary and secondary anaerobic digesters; effluent pumps (suspended in
the chlorine contact tank); and an outfall to the Wisconsin River. The
5-27
-------
liquid digested sludge would be spread on or injected into agricultural
lands. The schematic flow diagram for this alternative is shown in
Figure 22.
5.5.1.2. Costs
This alternative would have an initial estimated capital cost of
$5,739,600 and an estimated annual O&M cost of $139,700. The estimated
salvage value after 20 years of use would be $1,455,600. The total
present worth was estimated to be $6,849,000. A cost comparison of the
alternatives is presented in Table 31. The estimated general improvement
costs required at this plant site are presented in Appendix J, Table J-l.
A detailed cost estimate for the various process components of this
alternative is shown in Appendix J, Table J-2.
5.5.2. Alternative 2 - New Fox River Plant with Discharge to the Fox
River
5.5.2.1. Components
Alternative 2, a new Fox River plant with discharge to the Fox
River, is similar to the alternative proposed in the Facilities Plan as
the "Fox River Plant - New Site". The wastewater from the 20-inch-dia-
meter interceptor coming into the existing WWTP would be diverted north
to the Fox River site (Figure 13) via a 27-inch-diameter interceptor.
This interceptor would be constructed deep enough to allow for elimina-
tion of the Albert Street lift station. This interceptor was described
in Section 5.4.2., and the layout of the interceptor is shown in Figure
15.
This alternative would utilize an advanced secondary treatment
plant. The treatment facilities would include: a raw wastewater pumping
station with screw lift pumps; preliminary treatment, including a commi-
nutor (which would be placed prior to the raw wastewater pumps) and
aerated grit chambers; primary sedimentation; advanced secondary (secon-
dary-tertiary) treatment, consisting of RBSs with nitrification capabil-
ities; chemical addition (lime) for phosphorus removal (the flexibility
of chemical feeding at various points should be included in the "Step 2
Design" of this project) and final clarification; primary and secondary
anaerobic digesters; effluent pumps suspended at the end of the chlorine
contact tank; and an outfall to the Fox River. The liquid digested
sludge would be spread on or injected into agricultural lands. The
schematic flow diagram for this alternative is shown in Figure 23.
5.5.2.2. Costs
This alternative would have an initial estimated capital cost of
$6,013,200. The estimated annual O&M costs would be $250,400. The esti-
mated salvage value after 20 years of use would be $1,239,400. The total
present worth was estimated to be $8,364,000, as presented in Table 31.
The estimated general improvement costs required at this plant site are
presented in Appendix J, Table J-3. A detailed cost estimate for the
various process components of this alternative is shown in Appendix J,
Table J-4.
5-28
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5.5.3. Alternative 3 - Remodeled Fox River Plant with Discharge to the
Fox River
5.5.3.1. Components
Alternative 3 is identical to the alternative proposed in the Facil-
ities Plan as the "Fox River Plant - Remodel Existing". In this alter-
native, several major revisions to the existing WWTP are required. The
design capacity needs to be increased from 1.3 mgd to 2.0 mgd. The plant
must be upgraded to provide for nitrification and for chemical addition
for phosphorus removal. New solids handling and chlorination facilities
would be needed (Section 3.5.4.). This alternative consists of an ad-
vanced secondary treatment plant. The following modifications or addi-
tions would be required to expand and upgrade the plant: replacement of
the existing comminutor with a new comminutor; remodeling of the wet well
of the existing raw wastewater pumping station, replacement of the four
existing 500 gpm pumps with three 1,500 gpm centrifugal pumps, and re-
placement of existing piping in the wet well and the dry well areas of
the existing pumping station; construction of new grit chambers; replace-
ment of all mechanical equipment in the existing primary clarifiers and
construction of one new primary clarifier of the same size as the exist-
ing primary clarifiers; addition of advanced secondary (secondary-terti-
ary) treatment units consisting of RBSs with nitrification capabilities;
chemical addition (lime) for phosphorus removal (the existing trickling
filter would be abandoned); use of existing final settling tanks, with
the addition of new mechanical equipment and a new 50-foot-diameter final
clarifier; construction of new primary and secondary anaerobic digesters;
construction of new chlorination facilities; addition of new effluent
pumps suspended at the end of the chlorine contact tank; and construction
of an outfall to the Fox River. The liquid digested sludge would be
spread on or injected into agricultural lands. The schematic flow dia-
gram for this alternative is shown in Figure 24.
5.5.3.2. Costs
This alternative would have an initial estimated capital cost of
$5,520,200 and an estimated annual O&M cost of $264,200. The estimated
salvage value after 20 years of use would be $973,200. The total present
worth was estimated to be $8,089,000, as presented in Table 31. The
estimated general improvement costs required for the modification of the
existing WWTP site are presented in Appendix J, Table J-5. A detailed
cost estimate for the various process components of this alternative is
shown in Appendix J, Table J-6.
5.5.4. Alternative 4 - Remodeled Fox River Plant with Discharge to the
Wisconsin River
5.5.4.1. Component s
Alternative 4 was not considered in the Facilities Plan. This
alternative of remodeling the existing WWTP and discharging to the Wis-
consin River via an outfall sewer was described in a letter dated 15
August 1977 from Owen Ayres and Associates to Mr. Gary A. Edelstein of
WDNR. This alternative is similar to Alternative 3, except that the
effluent would be discharged to the Wisconsin River. Thus nitrification
5-32
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and phosphorus removal facilities are not required. This alternative
consists of a secondary treatment plant. All the modifications or addi-
tions explained in Alternative 3 (Section 5.5.3.1.) would be required,
except for the following: RBSs would not require nitrification capabili-
ties; chemical addition facilities for phosphorus removal would not be
required; sludge digestion facilities would not be required to treat
chemical sludges; and a chlorine contact tank would not be required. The
schematic flow diagram for this alternative is shown in Figure 25.
A 27-inch-diameter outfall sewer is required in this alternative to
carry treated effluent for discharge to the Wisconsin River. The outfall
sewer is described in Section 5.4.2., and the layout of the interceptor
is shown in Figure 16. Chlorine contact time would be provided in this
outfall sewer. A chlorine mixing unit would be provided at the WWTP.
The five existing lift stations, which would be eliminated by the con-
struction of an interceptor sewer to the new Wisconsin River site in
Alternative 1, would not be eliminated in this alternative.
5.5.4.2. Costs
This alternative would have an initial estimated capital cost of
$5,252,100 and an estimated annual O&M cost of $183,100. The estimated
salvage value after 20 years of use would be $1,126,400. The total
present worth was estimated to be $6,913,000, as presented in Table 31.
The estimated general improvement costs required at this plant site are
presented in Appendix J, Table J-7. A detailed cost estimate for the
various process components of this alternative is presented in Appendix
J, Table J-8.
5.5.5. Alternative 5A - Wetlands Application - Overland Flow Type Sys-
tem (20 mg/1 BOD - 20 mg/1 SS discharge to wet-
lands)
5.5.5.1. Components
This alternative was considered because of the proximity of wetlands
to the existing WWTP site. There is approximately one linear mile of
wetlands available southeast of Portage (Figure 20). WDNR discharge
criteria to wetlands are described in Section 5.4.4.3. This alternative
requires several major revisions to the existing WWTP. The design capa-
city would need to be increased from 1.3 mgd to 2.0 mgd. The plant must
be upgraded to meet 20 mg/1 BOD and 20 mg/1 SS criteria for discharge to
the wetlands (Section 5.4.4.3.;. The following modifications or addi-
tions would be required at the existing WWTP: replacement of the exist-
ing comminutor; remodeling of the wet well of the existing raw wastewater
pumping station, replacement of the four existing 500 gpm pumps with
three 1,500 gpm centrifugal pumps, and replacement of the existing
piping in the wet well and the dry well areas of the existing pumping
station; construction of new grit chambers; replacement of all mechanical
equipment in the existing primary clarifiers and construction of one new
primary clarifier of the same size as the existing primary clarifier;
addition of new RBSs (the existing trickling filter would be abandoned);
addition of new mechanical equipment and a new 50-foot-diameter final
clarifier to the existing final settling tanks; construction of new
5-34
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primary and secondary anaerobic digesters; and addition of new chlori-
nation facilities. The liquid digested sludge would be spread on or
injected into agricultural lands.
A pumping station would be required after the chlorination unit to
pump treated effluent to the storage basin through an approximately
0.75-mile-long forcemain. This alternative would require a storage
period of approximately 130 days (USEPA 1977a). A storage basin with a
surface area of approximately 80 acres would have to be constructed in
the wetland areas. At an application rate of 4 inches per week (USEPA
1977a), the approximate area of wetlands required for disposal would be
130 acres. The effluent would be distributed through irrigation pipes
with holes spaced 40 inches apart, similar to a ridge and furrow distri-
bution system. The schematic flow diagram for this alternative is shown
in Figure 26.
5.5.5.2. Costs
This alternative would have an initial estimated capital cost of
$7,542,000 and an estimated annual O&M cost of $224,400. The estimated
salvage value after 20 years of use would be $2,120,200. The total
present worth was estimated to be $9,381,700, as presented in Table 31.
A detailed cost estimate for the various process components of this
alternative is presented in Appendix J (Table J-9).
The estimated total present worth of this alternative is approxi-
mately 137% of the estimated total present worth of Alternative 1 (Table
31). Based on the total present worth analysis, Alternative 5A is not
considered to be a viable alternative and has been rejected for further
consideration.
5.5.6. Alternative 5B - Wetlands Application - Overland Flow Type System
(30 mg/1 BOD -30 mg/1 SS discharge to wetlands)
5.5.6.1. Component s
This alternative was included for consideration on the basis of the
assumption that WDNR would relax its discharge limitations to the wet-
lands and would allow a 30 mg/1 BOD and a 30 mg/1 SS discharge to the
wetlands, which is presently considered unlikely. The alternative also
includes consideration of the application of the treated effluent to the
same wetland areas that were described in Section 5.4.4.3. Implementa-
tion of this alternative would require upgrading of the existing WWTP to
meet design requirements.
The modifications and additions to the existing WWTP would be the
same as those described for Alternative 5A (Section 5.5.5.1.), except
that new RBSs would not be constructed. Instead, the existing trickling
filter would be modified and upgraded. The rock media, underdrains,
distribution arms, recirculating pumps, and other miscellaneous mechan-
ical equipment in the existing trickling filter would be replaced. It is
assumed that the existing WWTP would be capable of meeting the design
requirements of this alternative, with the proposed modifications and
additions. The treated effluent would be pumped to the storage basin and
5-36
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distributed through the irrigation pipe, as described in Alternative 5A
(Section 5.5.5.1.). The schematic flow diagram for this alternative is
shown in Figure 27.
5.5.6.2. Costs
This alternative would have an initial estimated capital cost of
$7,367,900 and an estimated O&M cost of $214,500. The estimated salvage
value after 20 years of use would be $2,071,800. The total present worth
was estimated to be $9,114,500, as presented in Table 31. A detailed
cost estimate for the various process components of this alternative is
presented in Appendix J, Table J-10.
The estimated total present worth of this alternative is approxi-
mately 133% of the estimated total present worth of Alternative 1 (Table
31). Also, this alternative is based on the assumption that WDNR would
relax its discharge limitations to the wetlands. Based on the total
present worth analysis and the lack of interest by WDNR in the relaxation
of the discharge limitation, Alternative 5B is not considered to be a
cost-effective alternative and has been rejected for further considera-
tion.
5.5.7. Alternative 6 - Land Treatment by Rapid Infiltration at Site B
5.5.7.1. Components
This alternative consists of pretreatment at the modified, upgraded,
and expanded existing WWTP, followed by land treatment of the effluent.
The existing WWTP would be modified, upgraded and expanded as described
in Alternative 5B (Section 5.5.6.1.). The effluent from the modified
existing WWTP would be pumped through a 14-inch-diameter forcemain for
approximately 3.5 miles to Site B (Figure 19). At an application rate of
15 inches per week and with alternate use of the infiltration beds, the
approximate land area required would be 70 acres. The total land area
required for the rapid infiltration system, including a buffer zone,
would be approximately 90 acres. It is assumed that the effluent would
be applied to the land treatment infiltration basins on a 52-week-per-
year basis. In the report prepared by Harza Engineering Co. (1979) it
was indicated that curtain drains could be constructed locally to main-
tain the present groundwater table either at the beginning of the project
or later, if necessary. The component storage basins, curtain drains
and/or underdrains, and recovery wells are not included in this alterna-
tive. If WDNR requires the use of emergency storage basins, and if after
further subsurface investigations of land treatment at Site B it is
concluded that curtain drains and/or underdrains and recovery wells are
needed to prevent nuisance conditions downhill near Swan Lake, then these
components should be included in this alternative. The schematic flow
diagram for this alternative is shown in Figure 28.
5.5.7.2. Costs
This alternative would have an initial estimated capital cost of
$6,399,200 and an estimated annual O&M cost of $235,400. The estimated
salvage value after 20 years of use would be $1,332,100. The total
present worth was estimated to be $8,541,300, as presented in Table 31.
5-38
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The costs associated with the emergency storage basins, curtain drains
and/or underdrains, and recovery wells were not included in the cost
analysis of this alternative. A detailed cost estimate for the various
process components of this alternative is presented in Appendix J,
Table J-ll.
The estimated total present worth of this alternative is ap-
proximately 125% of the estimated total present worth of Alternative 1
(Table 31). The estimated total present worth of this alternative, as
presented in Table 31, does not include costs for the following com-
ponents: emergency storage basins, curtain drains and/or underdrains,
and recovery wells. If the costs of these components are added to the
total present worth cost of this alternative, as given in Table 31, the
difference between the estimated total present worth for Alternative 6
and the estimated total present worth for Alternative 1 would be even
greater than 25%. Based on the total present worth analysis, Alternative
6 is not considered a cost-effective alternative and has been rejected
for further consideration.
5.6. Reliability
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 satis-
factorily during power failures, flooding, peak loads,
equipment failure, and maintenance shutdowns.
The wastewater control system design for the study area will con-
sider the following types of factors to insure system reliability:
• Duplicate sources of electric power
• Standby power for essential plant elements
• Multiple units and equipment to provide maximum flexibil-
ity in operation
• Replacement parts readily available
• Holding tanks or basins to provide for emergency storage
of overflow and adequate pump-back facilities
• 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 re-
siduals
5-41
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• Automatic alarm systems to warn of high water, power
failure, or equipment malfunction
• No treatment plant bypasses or upstream bypasses
• Design of interceptor to permit emergency storage without
causing backups
• Enforcement of pretreatment regulations to avoid industrial
waste-induced treatment upsets
• Floodproofing of treatment plant
• Plant Operations and Maintenance Manual to have a section on
emergency operation procedures
• Use of qualified plant operators.
Through the incorporation of these types of factors in the design
and operation of the wastewater control system for the Portage study
area, the system will be virtually "fail-safe". This is necessary to
insure that effluent standards would be met during the entire design life
of the system.
5-42
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6.0. ENVIRONMENTAL CONSEQUENCES OF ALTERNATIVES
The potential environmental consequences associated with the four
conventional alternatives (Alternatives 1, 2, 3, and 4) are presented in
the following sections. Three of these (Alternatives 1, 2, and 3) were
presented in the Facilities Plan. The innovative alternatives of land
application-rapid infiltration (Alternative 6) and wetlands application
(Alternatives 5A and 5B) have been eliminated from further consideration
because of the significantly higher projected costs involved in their
implementation (Sections 5.5.5., 5.5.6., and 5.5.7.).
Both the primary (direct) impacts (those that result from construc-
tion and operation of the WWTP facilities) and the secondary (indirect)
impacts (those effects induced by construction and operation of the
facilities) are discussed. Mitigative measures are indicated where
possible.
6.1. Air Quality
Air quality in the study area would not be affected significantly by
providing WWTP capacity for the year 2000. Improved wastewater treatment
facilities could encourage industries to locate in or near the study
area; however, growth in the study area is not expected to be significant
(Section 3.2.5.4.). No major changes in particulate or oxidant levels
are expected to occur.
6,1.1. Construction Impacts
Fugitive dust emissions may occur in connection with the stockpiling
and handling of dry, finely divided materials (such as chemicals for
wastewater treatment), but are of concern primarily during project con-
struction. The types of construction activities ordinarily associated
with the creation of dusty conditions include land clearing, blasting,
demolition, excavation, loading, transporting, unloading, leveling, and
grading. In addition, the increased vehicular highway and access road
traffic associated with the transportation of the construction crew
members, their equipment, and the required materials to and around the
study area would be expected to Increase the local levels of dust, es-
pecially in the case of unpaved access roads. The projected impacts are
expected to be short-term and localized at the alternative sites.
Measures to keep these impacts at a minimum will be developed in Step 2 -
Plans and Specifications.
Exhaust emissions of CO, HC, NO , SO , and particulate matter would
be associated with the increased vehicular traffic, as well as with any
stationary and mobile internal combustion engines that may be utilized at
the construction site. A cursory air dispersion analysis was performed
on a large construction project to aid in quantifying approximate ground-
level concentrations that might be attributable to construction of the
proposed facilities. An examination of the results of the air dispersion
analysis indicated that the impacts that would result from mobile and
stationary source emissions (internal combustion engines) associated with
construction of any of the four alternatives will be minimal and well
within the NAAQ standards, (Appendix A, Table A-8).
6-1
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Emissions from a stationary point source that may be associated with
construction, such as a cement batching plant, present less of a problem.
Emissions can be reduced substantially through the utilization of
baghouse filters, cyclones, various types of scrubbers, and other air
pollution abatement devices. The controlled emissions from these types
of facilities generally are less than the emissions from internal combus-
tion engines associated with construction of the facilities.
Alternatives 1 and 2 would have potentially greater impacts on air
quality during construction, because they involve new site locations.
Impacts on air quality, however, would be insignificant for all four
alternatives.
6.1.2. Operation Impacts — Aerosols
Aerosols are defined as solid or liquid particles, ranging in size
from 0.01 to 50 micrometers (urn), that are suspended in the air. These
particles are produced at wastewater treatment facilities during the
various treatment processes, especially those that involve aeration.
Some of these aerosols could contain pathogens that could cause respira-
tory and gastrointestinal infections. Concentrations of bacteria and/or
viruses in aerosols that could be generated during various stages of
wastewater treatment, however, have been found to be insignificant
(Hickey and Reist 1975). The vast majority of aerosolized microorganisms
are destroyed by solar radiation, dessication (drying), and other envi-
ronmental phenomena. There are no known records of disease outbreaks
that have resulted from pathogens present in WWTP aerosols. No adverse
impacts, therefore, are expected from aerosol emissions for any of the
alternatives.
6.1.3. Operation Impacts — Gases
Gaseous emissions could be associated with the operation of the
WWTP. These emissions can be attributed to two general types of oper-
ations within the facility: the treatment of the water itself, and
gaseous emissions from boilers and other equipment. Explosive, toxic,
noxious, lachrymose (causing tears), and asphyxiating gases found at a
WWTP include chlorine, methane, ammonia, hydrogen sulfide, carbon monox-
ide, and oxides of nitrogen, sulfur, and phosphorus. Discharges of these
gases could be hazardous to public health and/or could affect the envi-
ronment adversely. The knowledge that such gases could escape from a
WWTP in dangerous or nuisance concentrations might affect adjacent land
uses. Gaseous emissions, however, can be controlled by proper design,
operation, and maintenance, and are not expected to be significant under
normal operating conditions.
6.1.4. Operation Impacts — Odors
Incomplete oxidation of organic material containing sulfur or nitro-
gen can result in the emission of byproducts that may be malodorous. The
most frequently emitted odors found in a study of 300 WWTPs were methyl-
mercaptans, methylsulfides, and amines. These odors were followed by
6-2
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indole, skatole, and hydrogen sulfide, and to a lesser extent by sulfur
dioxide, phenolics, and chlorine compounds (USEPA 1976a). Some organic
acids, aldehydes, and ketones also may be odorous either individually or
in combination with other compounds. Sources of wastewater treatment-
related odors include:
• Fresh, septic, or incompletely treated wastewater
• Screenings, grit, and skimmings containing septic or pu-
trescible matter
• Oil, grease, fats, and soaps from industry, homes, and
surface runoff
• Gaseous emissions from treatment processes, manholes,
wells, pumping stations, leaking containers, turbulent flow
areas, and outfall areas
• Chlorinated water containing phenols
• Raw or incompletely stabilized sludge.
No odor problems associated with any of the alternatives are ex-
pected to occur if the WWTP is designed, operated, and maintained pro-
perly.
6.2. Sound
For each of the alternatives, possible noise impacts on local sound
levels would be related primarily to construction activities and thus
would be of relatively short duration. Construction noise generally is
exempt from State and local noise regulations. The extent of the impacts
would vary, depending on the amount of construction required for each
alternative. Alternatives 1 and 2, which require new WWTP construction,
would have greater noise impacts. The highest sound levels would occur
during excavation, which would produce a level of approximately 55 dBA at
1,000 feet from the center of activity. This level would be in accord-
ance with USEPA guidelines to protect public health and welfare (USEPA
1974a).
Noise created by the construction of the interceptors or outfall
sewer would have more widespread impacts than WWTP construction, because
this construction would extend into residential and other noise-sensitive
land use areas. It was estimated that sewer line construction (based on
an 8-hour construction day) would produce the equivalent daytime sound
level of 57 dBA at 500 feet. This estimate was made on the basis of
equipment generally used during sewer line construction and sound levels
that result from the use of the equipment (Table 32). The day/night
sound level during sewer line construction would be approximately 65 dBA.
Such levels would exceed USEPA guidelines by 10 decibels (USEPA 1974a).
Portage, however, is an urban area, and the existing day/night sound
levels at the locations surveyed (Section 2.3.) range from 42 to 63 dBA,
which exceeds the USEPA guidelines by 8 decibels. Sewer construction
contracts generally prohibit construction during evening and night hours.
6-3
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Table 32. Equipment used and resultant sound levels during construction
of sewer lines (USEPA 1974a).
Equipment
Backhoe
Truck
Air Compressor
Paving Breaker
Crane, Mobile
Welding Machine
No. of
Units
1
1
1
1
1
1
A- weighted
sound level
(dBA) at 50 feet
85
88
81
88
83b
83D
Usage
Factor
0.4
O.lg
0.5\
0.25b
0.16
0.25D
.Fraction of time equipment is operating at its loudest mode.
Estimated.
During the operation of the WWTP, noise would be generated by pumps
and aeration equipment. With the exception of Alternative 2, no adverse
impacts to nearby residences are anticipated, because no residences are
located near the proposed WWTP sites. The Old Indian Agency House is
located adjacent to the WWTP site proposed in Alternative 2, and may be
impacted by increased noise levels (Section 6.7.2.). Regardless of the
proximity of residences to any of the alternative sites, above-ground
pumps would be enclosed and installed to minimize sound impacts.
6.3. Geology, Soils, and Groundwater
6.3.1. Alternative 1
The predominant soils at the proposed WWTP site adjacent to the
Wisconsin River and along the proposed interceptor route are Alluvial
land, Granby loamy sand, and Morocco loamy sand (US Soil Conservation
Service 1978). The underlying sediments consist of alluvial sand and
gravel. The presence of a high water table and the granular nature of
the soils and underlying sediments constitute severe limitations for
shallow excavations. Extensive slope stabilization and dewatering would
be necessary. Dewatering operations would result in a lowering of the
water table in the immediate vicinity of the site. Impacts to water
levels in nearby wells would be negligible because they are deeper.
Small bodies of surface water close to the operation may be affected.
The presence of a high water table should be considered as a major factor
in the design of below-ground structures, so that uplift would not occur.
Proper construction of the new interceptor should minimize any ex-
filtration or infiltration. Exfiltration probably would not occur be-
cause of the high water table. Thus the potential for groundwater con-
tamination would be minimal.
The land application program for digested sludge would be developed
to conform to current State and Federal application limits. Particular
attention would be paid to cadmium and PCB levels.
6-4
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6.3.2. Alternative 2
The predominant soils at the proposed WWTP site adjacent to the Fox
River and along the proposed interceptor route are Sandy land, Alluvial
land, Wyocena loamy sand, and MarcelIon loam (US Soil Conservation Ser-
vice 1978). Because the underlying sediments, the nature of the soils,
and the depth to the water table at this proposed site are similar to
those at the site of Alternative 1, the construction impact considera-
tions would be the same as those recommended for Alternative 1. Sludge
impacts are comparable to Alternative 1.
6.3.3. Alternative 3
The existing WWTP site is characterized by granular soils and a high
water table. The presence of a high water table should be considered as
a major factor in the design of below-ground structures, so that uplift
would not occur. Sludge impacts are comparable to Alternative 1.
6.3.4. Alternative 4
The predominant soils at the existing WWTP site and along the pro-
posed outfall sewer route are Alluvial land, Granby loamy sand, and
Morocco loamy sand (US Soil Conservation Service 1978). The underlying
sediments consist of alluvial sand and gravel. Because the underlying
sediments, the nature of the soils, and the depth to the water table at
this proposed site are similar to those at the site of Alternative 1, the
construction impact considerations would be the same as those recommended
for Alternative 1. Sludge impacts are comparable to Alternative 1.
6.4. Surface Waters
6.4.1. Alternative 1
In Alternative 1, the Portage wastewater that presently is dis-
charged into the Fox River would be discharged into the Wisconsin River,
and the bypass to the Fox River would be eliminated. This alternative,
therefore, would reduce significantly pollutant loads discharged to the
Fox River, and in-stream water quality would be improved, especially
during periods of low flow. Bypasses to the Wisconsin River also would
be eliminated.
Wasteloads discharged from the WWTP depend on the effluent require-
ments of the proposed WPDES permit and the WWTP capacity. The effluent
requirements for discharge to the Wisconsin River necessitate secondary
treatment (Section 5.4.3.2.). The effluent would meet the requirements
of 30 mg/1 BOD and 30 mg/1 SS which would represent a significant reduc-
tion over the average 1978 discharge concentrations of 52 mg/1 BOD and
46 mg/1 SS. The proposed 2.0 mgd plant would discharge 500 pounds/day of
BOD (monthly average) and 500 pounds/day of SS (monthly average). Total
phosphorus and ammonia-nitrogen would not be treated beyond the level
provided by secondary treatment. The load for phosphorus in raw sewage
is approximately 10 mg/1 (USEPA 1976b). The RBS process would remove up
to 20% of the phosphorus (Water Pollution Control Federation 1977).
Thus, the effluent from the WWTP would contain 8 mg/1, which equals 133
pounds/day, of phosphorus. The concentration of ammonia-nitrogen is
6-5
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approximately 25 mg/1 in raw sewage and 17.5 mg/1 after secondary treat-
ment (USEPA 1975c). Therefore, discharge of ammonia-nitrogen to the
Wisconsin River would be 292 pounds/day.
These pollutant loads are insignificant when compared to the loads
present in the Wisconsin River and the loads entering Lake Wisconsin. The
average in-stream concentration of BOD is approximately 2.7 mg/1. This
concentration equals 98,606 pounds/day under normal flow conditions
(6,775 cfs at Wisconsin Dells) and 26,932 pounds/day under 7-day, 10-year
low flow conditions (1,850 cfs). No data are available for in-stream
concentrations of SS. The average concentration of ammonia-nitrogen
samples collected during the 1978 USEPA survey (Table 13) was 0.06 mg/1,
which would equal 2,191 pounds/day during normal flow and 598 pounds/day
during the 7-day, 10-year low flow.
The level of background phosphorus in the Wisconsin River is esti-
mated to be 0.1 mg/1, which would equal 3,652 pounds/day during normal
flow conditions and 997 pounds/day during low flow conditions. Total
phosphorus samples collected during the 1978 USEPA survey of the Wiscon-
sin River averaged 0.12 mg/1 upstream from Portage, 0.10 mg/1 downstream
from Portage, and 0.17 mg/1 downstream from Portage near Dekorra (Table
13). These concentrations, however, are probably higher than normal
because of the unusually high rainfall and associated nonpoint source
runoff that occurred during the survey period. Phosphorus concentrations
in Lake Wisconsin are also high. Based on the National Eutrophication
Survey initiated in 1972, USEPA concluded that Lake Wisconsin is eutro-
phic. The phosphorus load that presently enters the Lake from point and
nonpoint sources is already more than six times the loading rate known to
cause lake eutrophication (Section 2.6.5.3.). Because of the high phos-
phorus concentrations, plant growth in the lake is limited by nitrogen.
The phosphorus load from the new WWTP would be approximately 3.6% of
the total background phosphorus in the river. Consequently, the addi-
tional phosphorus load from the proposed Wisconsin River WWTP under
normal flow conditions should have no significant impact on the water
quality of Lake Wisconsin. Even if Lake Wisconsin were oligotrophic at
present, it is unlikely that this small increase in the phosphorus load
would have a significant effect on the present water quality of the Lake.
During low flow conditions, the phosphorus load from the WWTP would be
approximately 13% of the background phosphorus.
BOD and SS loads to the Wisconsin River and to Lake Wisconsin from
other point sources have been reduced significantly and will be reduced
further by 1983. In 1973 the upstream paper mills discharged approxi-
mately 582,000 pounds/day of BOD . Since 1977, the paper mill loads of
BOD have been reduced to 60,000 pounds/day. By 1983 BOD loads from the
paper mills are expected to be reduced to 21,200 pounds/day. The upstream
paper mills also discharged approximately 266,000 pounds/day of SS in
1973. Since 1977 SS loads have been reduced to 56,000 pounds/day. They
are expected to be reduced to 13,900 pounds/day by 1983. In addition,
two primary discharges from the municipalities of Wisconsin Dells and
Lake Delton are to be eliminated. A joint WWTP will be constructed that
will provide secondary treatment for both municipalities. The two secon-
dary plants, Portage and Dells-Delton, will discharge less total BOD than
6-6
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is presently being discharged by the upstream existing primary WWTPs,
resulting in a net improvement to the Wisconsin River. The load contribu-
tions, however, will be significantly larger than the contributions from
the proposed WWTP.
PCB discharges to surface waters would be reduced by the elimination
of contaminated components of the existing WWTP (Section 2.6.5.4.). If
residual discharges could be anticipated to continue, USEPA and WDNR
would devise a program to minimize PCB contamination from the existing
WWTP and new facilities. Any control program would have to meet State
and Federal requirements for PCBs. The Final EIS will cover this topic
in greater detail.
Construction activities can result in the addition of significant
pollutant loads to surface waters. The major nonpoint source pollutant
is sediment. Other pollutants may include organic matter, plant nutri-
ents, and pesticides. A control plan would be devised to reduce erosion
and sedimentation. Impacts from siltation and sedimentation, therefore,
should be of short duration. Water quality and riverbed characteristics
would revert quickly to present conditions if mitigative measures are
implemented.
The construction of a new WWTP near the Wisconsin River could result
in significant sediment runoff to the Wisconsin River. Because the
topography of the site is reasonably flat, the potential for significant
siltation and sedimentation would be minimized by conventional control
measures. The potential for sediment runoff to the Portage Canal would
be minimal and also could be controlled because the interceptor connect-
ing the Albert Street lift station to the main interceptor will pass
under the Canal by means of a syphon.
Local development induced by the increased WWTP capacity would
contribute pollutant loads via runoff. These loads would be minimal
because of the moderate rate of population growth forseen at Portage.
Local land use controls could be used to reduce these impacts. The city
also may choose to pass ordinances limiting construction site erosion or
runoff.
6.4.2 Alternative 2
In Alternative 2 the wastewater would be discharged to the Fox
River. The proposed WWTP would provide advanced secondary treatment and
loads of BOD, SS, phosphorus, and ammonia-nitrogen discharged to the
River would be reduced from present levels. In-stream water quality,
therefore, would improve downstream, especially during periods of low
flow. Bypasses to both the Fox River and the Wisconsin River would be
eliminated, also improving water quality in the rivers.
The new 2.0 mgd WWTP would meet the requirements of the proposed
WPDES permit and would discharge 500 pounds/day of BOD (monthly average)
and 500 pounds/day of SS (monthly average.) The effluent would meet the
requirements of 30 mg/1 BOD and 30 mg/1 SS, which would represent a
significant reduction over tne average 1978 discharge concentrations of
52 mg/1 BOD and 46 mg/1 SS. Ammonia-nitrogen concentrations would
average 4 mg/1 (67 pounds/day) weekly in the summer and 12 mg/1 (200
6-7
-------
pounds/day) weekly in the winter. The total phosphorus concentration in
the effluent must average 1.0 mg/1 (17 pounds/day) monthly.
These pollutant loads represent a significant increase in loads to
the Fox River. The average in-stream concentration of BOD upstream from
the existing WWTP is approximately 534 pounds/day under normal flow
conditions (44 cfs) and 182 pounds/day under low flow conditions (15
cf s) . A discharge of approximately 500 pounds/day of BOD would be ap-
proximately 94% of the present background concentration during normal
flow conditions. During low flow conditions, the BOD load would be
approximately 275% of the present background concentration. No data were
available for in-stream concentrations of SS. The average concentration
of ammonia-nitrogen in the Fox River upstream from the existing WWTP is
approximately 0.08 mg/1 (Table 15), which would equal 19 pounds/day
during normal flow and 7 pounds/day during the 7-day, 10-year low flow.
Ammonia-nitrogen loads from the proposed WWTP discharge would range from
350% to 1,050% of the present background concentration during normal flow
conditions. During low flow conditions the ammonia-nitrogen load would
be at least 950% of the present background concentration.
The level of background phosphorus in the Fox River upstream from
the existing WWTP is estimated to be 21 pounds/day during normal flow
conditions and 7.5 pounds/day during low flow conditions. A phosphorus
discharge from the proposed WWTP would be approximately 81% of the pre-
sent background concentration during normal flow conditions. During low
flow conditions, the phosphorus load would be approximately 227% of the
present background concentration.
Other impacts associated with Alternative 2 that are related to
PCBs, secondary development, and construction activities are similar to
those described for Alternative 1.
6.4.3. Alternative 3
Water quality impacts for Alternative 3 are similar to those de-
scribed for Alternative 2. However, the amount of construction required
to remodel the existing WWTP would be less than the amount required to
build a new Fox River WWTP. Accordingly, construction impacts will be
less for Alternative 3.
It would be more difficult to control PCBs if the existing WWTP were
not removed from service because of the contaminated components. An
appropriate control plan would be devised by USEPA.
6.4.4 Alternative 4
Water quality impacts for Alternative 4 are similar to those de-
scribed for Alternative 1. PCB considerations are comparable to those
for Alternative 3. Construction impacts at the WWTP site are comparable
to those for Alternative 3 and to those for Alternative 1 at the outfall
sewer construction site.
6-8
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6.5. Terrestrial and Aquatic Flora
The construction associated with the alternatives would impact the
vegetation at the construction sites, especially at the WWTP site. Two
predominant wetland vegetation community types occur in the areas under
consideration as alternative sites for the Portage WWTP: wet meadows and
floodplain forests. Construction activities should be kept at a minimum
and erosion controls must be implemented to minimize adverse impacts.
The compaction of wetland soils by the operation of heavy equipment and
other vehicles and by other construction activities could have long-term
adverse effects.
6.5.1. Alternative 1
The construction of a new WWTP would require approximately 12 acres.
The Wisconsin River site that was proposed in the Facilities Plan is
about half upland meadow and half floodplain forest (largely depending on
the contour of the land), according to results of the investigation con-
ducted by USEPA during September 1979. A site could be selected that
would occupy primarily the upland area. The access road from the highway
to the WWTP would cross a portion of the wetland area. Wetlands con-
struction involving fill would require a Section 404 permit issued by the
US Army COE. Groundwater and surface water flow patterns would be al-
tered slightly by WWTP floodproofing measures. In addition, construction
of the WWTP and interceptor would require dewatering during construction,
which may temporarily dry out adjacent wet areas.
6.5.2. Alternative 2
The construction of the WWTP at the new Fox River site would require
approximately 12 acres. An investigation, conducted by USEPA during
September 1979, revealed that the site consists predominantly of upland
vegetation, although the generalized vegetation map indicates wet meadow
vegetation (Figure 8). The construction of an interceptor along the
Portage Canal from the existing WWTP to the proposed Fox River site would
create excavation spoils and could create sedimentation problems in the
Canal and along the edges of the marshland that border the Canal. De-
watering of trenches during the construction phase temporarily would
lower the local water table. The wet meadows adjacent to the trenches
especially could be impacted as a result of desiccation or ponding.
Floodproofing the WWTP could alter the drainage patterns of the site.
6.5.3. Alternative 3
Remodeling of the existing WWTP near the Fox River would require
about 4 additional acres. No wetlands would be lost, because the site
consists currently of upland-type vegetation, according to results of the
investigation conducted by USEPA during September 1979. Erosion and
sedimentation would be controlled.
6.5.4. Alternative 4
The impacts of remodeling the existing WWTP near the Fox River (with
a subsequent discharge to the Wisconsin River) on the vegetation would be
similar to those described for Alternative 3. The impacts associated
with outfall sewer construction would be similar to those that would
6-9
-------
result from interceptor construction in Alternative 1. A Section 404
permit may be required if the outfall sewer were to cross any wetland
areas.
6.6. Terrestrial and Aquatic Fauna
6.6.1. Alternative 1
Construction activities for a new WWTP at the proposed Facilities
Plan Wisconsin River site would result in the destruction of habitat and
the mortality of some of the less mobile members of the wildlife commun-
ity (e.g., various small mammals, reptiles, amphibians, and young of the
year). More mobile animals would be displaced and likely would take
refuge in neighboring undeveloped areas. Wildlife in areas adjacent to
the proposed WWTP likely would become stressed, due to increased competi-
tion for food and shelter with displaced animals and to increased human
activity in the area. A few animals would perish, but most would become
acclimated to the environmental change or would move to similar habitats
in the vicinity. Following completion of construction activities, the
wildlife community in the vicinity of the proposed WWTP would be expected
to be very similar in composition to that of the preconstruction com-
munity .
Wastewater discharge from the proposed WWTP is not expected to
affect water quality in the Wisconsin River significantly, primarily
because of the relatively large flow of the River (Section 2.6.2.).
Changes in the aquatic fauna are not expected if the quality of the river
water is not degraded significantly. Minor changes in macroinvertebrate
and plankton communities may occur in a small area immediately downstream
from the discharge, but changes are not likely to occur beyond this zone,
downstream, or in Lake Wisconsin. The Fox River habitat would improve
because of improved water quality.
6.6.2. Alternative 2
The impacts on terrestrial fauna as a result of the construction of
a new WWTP near the Fox River would be similar to those described for
Alternative 1. Wildlife would be disturbed temporarily and mortality of
some individuals would occur, but species populations affected would be
maintained in neighboring habitats. Impacts from erosion/sedimentation
would be minimal if control measures are followed.
Construction could create temporary changes in the community of
aquatic fauna near the site as a result of runoff and dust. Various
species of fish avoid turbid waters, but bottom-dwelling organisms could
be suffocated by deposition of silt. Measures would be taken to reduce
sedimentation. Following completion of construction, affected popula-
tions likely would return to preconstruction levels. An improvement in
DO levels would occur due to implementation of advanced secondary treat-
ment, and would result in an increase in species diversity. Game fish
may become more abundant as a result of this improvement.
6-10
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6.6.3. Alternative 3
The impacts on terrestrial fauna that would result from remodeling
the existing WWTP would be expected to be insignificant, because a rela-
tively small amount of construction would be required to complete the
project. The impacts on the aquatic fauna in the Fox River are expected
to be the same as those described for Alternative 2.
6.6.4. Alternative 4
The impacts on terrestrial fauna for this alternative would be the
same as those described for Alternative 3. The impacts on the aquatic
fauna would be the same as those described for Alternative 1.
6.6.5. Threatened or Endangered Species
Species of terrestrial and aquatic fauna that are listed on the
Federal Register as endangered or threatened are not known to be present
within the study area. However, three species of birds that have been
listed as endangered and four species that have been listed as threatened
by the State of Wisconsin have been observed in the study area since
1970. The birds are not known to reside at any of the proposed WWTP
sites, although suitable habitat is available at or adjacent to all
proposed sites, especially the Wisconsin River site (Alternative 1).
6.7. Cultural Resources
Primary and secondary impacts on cultural resources are summarized
in Table 33. All impacts described are considered adverse unless other-
wise stated. A "Determination of Effect" will be made to the Advisory
Council by USEPA for the selected alternative.
Table 33. Impacts on known cultural resources in the study area.
Alternatives
Site
Fox-Wisconsin Portage Site, '
Old Indian Agency House '
Fort Winnebago Surgeon's Quarters '
Portage Canal '
Fort Winnebago Site '
Tollgate House ,
Wisconsin River Levee
Grandstand-Fairgrounds
1
P
S*
S
S*
P or S
S
S
2 3
P
S
S* S
S
S S
4
P
S
S
S
S
P = Primary Impact; S = Secondary impact; * = Beneficial Impact
a
b
*a
National Register of Historic Places.
State Historical Society of WI.
6-11
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New development that would be permitted by increased WWTP capacity
may impact both known and unknown historical, architectural, or archae-
ological resources. This secondary-type of impact could occur in sec-
tions of the study area most likely to undergo development (i.e., to the
north and east of Portage). Comprehensive surveys of potential develop-
ment areas would be desirable to assess adequately impacts at the time of
sewer extensions.
6.7.1. Alternative 1
The proposed interceptor route and the proposed Facilities Plan WWTP
site have been given "archaeological clearance" by the Wisconsin SHPO,
based on results of a survey conducted in 1978 (Erney 1978). The survey
report and supporting documentation are contained in Appendix G. If
another site were selected for Alternative 1, additional cultural re-
sources work would be required.
The Fox-Wisconsin Portage Site (Wauona Trail) would be crossed at
two points: one near the Wauona Trail-Route 33 intersection, and one at
the Wauona Trail-Thompson Street intersection. The impacts would be
related to the construction of the interceptor and would be temporary.
Minimal disturbance to the roadway would be involved and would not result
in loss of the historical integrity of this National Register site. The
roadway has been disturbed previously. A professional archaeologist
should be present when excavations are started at the two impact points,
in case buried cultural resources are encountered.
The Portage Canal would be impacted during construction of the
interceptor from the Albert Street lift station to the main interceptor.
The secondary aesthetic impact would not affect the historical integrity
of this National Register site. No primary impact to the Canal would
occur during construction because the construction methodology, such as
tunneling, would be planned in consultation with the SHPO. A profes-
sional archaeologist would monitor construction, in case new resources
were discovered beneath the Canal. Conventional erosion control measures
would minimize potential siltation/sedimentation during construction.
Depending on the specific site location, the Tollgate House may
experience either primary or secondary impacts from the construction and
operation of the proposed WWTP. The Tollgate House has limited local
historical significance and does not warrant in place preservation (Sec-
tion 3.1.3.) should a primary impact from construction of the interceptor
be indicated. Secondary impacts or aesthetics could result from inter-
ceptor construction and the proximity of the Tollgate House to the WWTP
site proposed in the Facilities Plan. Mitigative measures could include
relocation of the Tollgate House or "screening" from the plant site.
Screening may vary from a vegetation buffer to a levee constructed at a
height sufficient to provide a visual buffer.
The Grandstand-Fairgrounds on Superior Street would be aesthetically
impacted during construction of the interceptor under Superior Street.
The aesthetic impact on the concrete art deco structure, however, would
not affect the historical or architectural integrity of the site.
6-12
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The Wisconsin River Levee would be impacted during construction of
the outfall pipe. The aesthetic impact would not alter the historical
integrity of the Levee.
The Fort Winnebago Surgeon's Quarters and the Fort Winnebago Site
would be impacted by implementation of this alternative. The elimination
of the existing WWTP would result in a beneficial aesthetic (secondary)
impact to these National Register sites. The existing WWTP is in a direct
line of sight from these properties.
6.7.2. Alternative 2
No archaeological investigations have been conducted on the proposed
new WWTP site located adjacent to the Fox River. There is a high proba-
bility that archaeological resources would be encountered at this pro-
posed site (Sections 3.1.2. and 3.1.3.). Accordingly, if this alterna-
tive is selected for implementation, an intensive on-foot survey should
be conducted to determine the existence of archaeological sites.
The Fox-Wisconsin Portage Site impacts would be comparable to those
described for Alternative 1, except that there would be only one crossing
instead of two.
The Old Indian Agency House would be impacted during both the con-
struction phase and operation phase. The aesthetic and noise impacts
during operation would detract from the historical and architectural
integrity of the Agency House and would alter the National Register
significance of the site. Construction impacts would include disruption
of public access to the Agency House during interceptor construction and
increased noise levels. If this alternative were implemented, mitigative
measures would be taken, subsequent to SHPO and Advisory Council consul-
tation.
The Portage Canal would be impacted during construction of the
interceptor that would run under the Canal and along Agency House Road to
the proposed plant site. The aesthetic impact would not affect the his-
torical integrity of the Canal. Mitigative measures should be followed
during the construction phase to insure bank stabilization and to prevent
any primary impacts (such as siltation/sedimentation) to the Canal.
The Fort Winnebago Site would be impacted during both the construc-
tion phase and the operation phase of this alternative. This secondary
minor aesthetic impact would occur because there is a direct line of view
from the Fort Site to the proposed WWTP site. The impact, however, would
not alter the archaeological significance of this National Register site.
Possible mitigative measures could include "screening" of the WWTP site.
The Fort Winnebago Surgeon's Quarters would not be impacted signifi-
cantly by implementation of this alternative. Elimination of the exist-
ing WWTP would result in a minor beneficial aesthetic impact, because the
proposed WWTP site also is in a direct line of view from the Surgeon's
Quarters, although 0.5 mile farther away.
6-13
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6.7.3. Alternative 3
No archaeological investigations have been conducted yet adjacent to
the existing WWTP.
The Fort Winnebago Surgeon's Quarters would be impacted during both
the construction and operation phases of this alternative. This second-
ary aesthetic impact already occurs and would continue with implementa-
tion of Alternative 3. The historical and architectural integrity of the
Surgeon's Quarters would not be affected further than at present. Pos-
sible mitigative measures could include "screening" of the proposed WWTP.
The Fort Winnebago Site also would be impacted during both the
construction and operation phases of this alternative. The Fort Site is
closer to the existing WWTP than to the proposed WWTP site in Alternative
2, and the secondary aesthetic impact therefore would be greater with
Alternative 3. However, this impact already exists and would continue if
Alternative 3 is implemented. Possible mitigative measures could include
"screening" of the proposed WWTP.
6.7.4. Alternative 4
Alternative 4 involves expansion on the existing WWTP site and
discharge to the Wisconsin River (via an outfall sewer). Archaeological
investigations have been conducted along portions of the outfall sewer
route, but not at the WWTP site. The proposed outfall sewer route is
identical to the interceptor route surveyed in Alternative 1, with the
exception of a 0.12-mile section under Superior Street from Thompson
Street to the Wisconsin River. Given the results of the archaeological
survey for Alternative 1, the probability that buried archaeological
resources would be encountered is minimal. However, it is recommended
that a professional archaeologist be present when excavations are started
in the 0.12-mile segment, in case buried archaeological resources are en-
countered.
The Fox-Wisconsin Portage Site would be impacted near the Route
33-Wauona Trail intersection. Impacts and recommendations for mitigative
measures would be identical to those described for Alternative 2.
The Fort Winnebago Surgeon's Quarters would be impacted during both
the construction and the operation phases of this alternative. The
impacts and recommendations for mitigative measures would be identical to
those described for Alternative 3.
The Fort Winnebago Site would be impacted during both the construc-
tion and operation phases of this alternative. The impacts and recommen-
dations for mitigative measures would be identical to those described for
Alternative 3.
The Wisconsin River Levee would be impacted during construction of
the outfall sewer. The minor aesthetic (secondary) impact would not
alter the historical integrity of the Levee. The outfall sewer would
pass beneath the Levee and into the Wisconsin River.
6-14
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The Grandstand-Fairgrounds on Superior Street would be impacted
temporarily during construction of the outfall sewer under Superior
Street. The impacts would be identical to those described for Alterna-
t ive 1.
6.8. Socioeconomic Environment
6.8.1. Financial Impacts
6.8.1.1. User Charges
User charges are the costs periodically billed to customers of a
wastewater collection and treatment system. User charges generally
consist of two parts: debt service (repayment of principal and interest)
and O&M costs. Estimated residential user charges for each alternative
are presented in Table 34.
Capital costs of wastewater treatment facilities for which Federal
grants are received are funded under Section 201 of the 1972 Federal
Water Pollution Control Act Amendments and the Clean Water Act of 1977.
These acts enable USEPA to fund 75% of the total eligible capital costs
of conventional systems and 85% of the eligible capital costs of innova-
tive or alternative systems. The State of Wisconsin does not fund any
wastewater projects for which Section 201 grants have been awarded. The
funding formula in Wisconsin thus requires localities to pay 25% of the
eligible capital costs of conventional systems and 15% of the capital
costs of innovative or alternative systems. Ineligible costs must be
paid entirely at the local level. O&M costs also are not funded by the
Federal Government. These must be paid by the users of the facilities.
Estimated annual residential user charges for the four alternatives
range from $52 to $73. Alternative 1, which includes a new Wisconsin
River WWTP, would be the least expensive alternative ($52) for system
users. Alternatives 2 and 3 involve a Fox River discharge and have the
most expensive estimated annual user charges ($72 to $73). Alternative
4, which involves a remodeled Fox River WWTP with a discharge to the
Wisconsin River, would have an annual user charge of $58. The calcu-
lation of the debt service part of the estimated user charges is based on
the payment of local costs through the use of a 20-year bond at 6.875%
interest. None of the four alternatives involve innovative/alternative
technologies, and thus are eligible only for 75% Federal funding.
If Federal funding is not available for the Portage project (it is
priority number 53 on the Wisconsin Priority List) then the City may
receive a grant from the Wisconsin Fund (established by the Wisconsin
Legislature; 144.24 Wisconsin Statutes). This program covers 60% of
eligible capital costs and has comparable, coordinated planning require-
ments to the Federal funding program. State funding covers comparable
eligible items to Federal funding with the exception of less funding for
reserve capacity and industrial capacity. If State funding is used, the
estimated cost per household would increase.
6-15
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6-16
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6.8.1.2. Local Cost Burden
6.8.1.2.1. Households
High-cost wastewater treatment facilities may place an excessive
financial burden on users of the system. The Federal Government has
developed criteria to identify high-cost wastewater projects (The White
House Rural Development Initiative 1978). A project is identified as
high-cost if the annual user charges are:
• 1.5% of median household incomes less than $6,000
• 2.0% of median household incomes between $6,000 and
$10,000
• 2.5% of median household incomes greater than $10,000.
The 1979 median household income for Portage has been estimated to
be approximately $17,500. According to the Federal criteria, annual user
charges should not exceed 2.5% ($440) of the estimated Portage median
household income. None of the alternatives would be classified as high
cost according to these criteria.
Significant financial burden is determined by comparing estimated
annual user charges with the distribution of household incomes. The
percentage of households expected to face a significant financial burden
under each of the alternatives is shown in Table 35. With Federal fund-
ing the local costs for Alternatives 1 and 4 would place a significant
financial burden on approximately 1 to 3% of the households in Portage,
while Alternatives 2 and 3 would place a burden on approximately 3 to 5%
of the households. State funding would increase the burden slightly. In
general, the adverse financial impacts would be minimal under each alter-
native.
Table 35. Significant financial burden assuming Federal funding.
Alternative Percentage of Households
1 1-3%
2 3-5%
3 3-5%
4 1-3%
6.8.1.2.2. Local Government Finances
The debt taken on by the City of Portage to finance wastewater
treatment facilities may have an impact on the ability of the City to
finance other projects. Wisconsin statutes limit general obligation
bonded indebtedness to 5% of a community's equalized valuation of real
property. In Portage, the City is limited to a general obligation debt
limit of $5,265,000 (WBDB 1977b). Debt service (local costs financed at
6.875% interest for 20 years) estimates for the alternatives range from
$2,663,815 to $2,962,080, as presented in Table 36. If the debt were
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financed through a general obligation bond, approximately 51% to 56% of
the general obligation debt of the City would be used up. There are no
similar debt limit restrictions on revenue bonds.
Table 36. Debt service and debt per capita resulting from the proposed
WWTP alternatives assuming Federal funding.
Alternative Debt Service Debt Per Capita
1 $2,962,080 $376
2 $2,949,925 $375
3 $2,789,105 $354
4 $2,663,815 $338
6.8.1.2.3. Mitigative Measures
The financial burden that would be placed on Portage households
would be reduced by the selection of either of the least costly alterna-
tives (1 and 4) that include Wisconsin River discharge. Problems associ-
ated with general obligation indebtedness capacity could be mitigated by
financing the local share of capital costs with revenue bonds rather than
with general obligation bonds, if the city would so choose.
6.8.2. Local Economic Growth
The implementation of Alternatives 1 through 4 would allow removal
by WDNR of the growth restriction imposed by the current WWTP. Portage
would be in a better position to attract new industries under these
alternatives. Growth, however, is projected to be moderate.
6.8.3. Population Impacts
Adverse population impacts, as measured by displacement pressure,
would be minimal under each of the alternatives. Displacement pressure
is the stress placed on families to move away from a sewer service area
as a result of costly user charges. Displacement pressure is measured by
determining the percentage of households that have annual user charges
that exceed 5% of their annual income. Less than 1% of the households in
Portage would be displaced as a result of costly user charges, as pre-
viously outlined in Section 6.8.1.2.
Induced growth would be minimal under Alternatives 1 through 4.
Although more treatment capacity would be made available under these
alternatives, it is unlikely that these facilities would induce popula-
tion growth above the level projected (Section 3.2.5.5.). Historical
trends do not indicate sufficient growth pressure that would enable the
proposed facilities to induce growth significantly.
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6.8.4. Recreation Impacts
6.8.4.1. Fox River
Recreation opportunities would be enhanced by implementation of any
of the four alternatives. Sedimentation from construction activities at
a new or existing Fox River WWTP site could diminish these opportunities
temporarily. It is doubtful, however, that recreational use and develop-
ment within the study area would increase significantly, even in the case
of improved water quality, because of the proximity of the Wisconsin
River. The low flow of the Wisconsin River (1,850 cfs) is far greater
than the low flow of the Fox River (15 cfs), and thus the Wisconsin River
is more suitable for water-based recreation development.
6.8.4.2. Wisconsin River
On the basis of the water quality data and impacts presented in
Sections 2.6.5. and 6.4., the recreation impacts of a Wisconsin River
discharge (Alternatives 1 and 4) would be minimal. Existing raw sewage
bypasses would be eliminated under Alternatives 1, 2, 3, and 4, decreas-
ing wet weather contamination. Minimal recreation impacts also would
occur as the result of siltation/sedimentation from the construction of
the new Wisconsin River WWTP (Alternative 1).
6.8.4.3. Community Parks
Community parks in the City of Portage would not be impacted sub-
stantially by Alternatives 1, 2, 3, and 4. Minimal adverse impacts on
the access to Veteran's Memorial Field may occur under Alternatives 1 and
4 during the construction of the Coit Street lift station and the inter-
ceptor (Alternative 1), or the outfall sewer (Alternative 4). Under
Alternative 1 and 2, the abandoned Fox River site could be remodeled for
use as a community park or recreation area, if desired.
6.8.5. Lake Wisconsin Impacts
Under Alternatives 2 and 3, it is proposed that treated wastewater
effluent from Portage be discharged to the Fox River. Thus, the imple-
mentation of either of these alternatives would not have an impact on
Lake Wisconsin.
Under Alternatives 1 and 4, the treated wastewater effluent from
Portage would be discharged into the Wisconsin River at a point approxi-
mately 10 miles upstream from the main body of Lake Wisconsin (Section
6.4.). Much of the economy of the Lake Wisconsin area is dependent on
water-based recreational and residential activity. This economy is
sensitive to publicity regarding water quality problems. In 1970, WDNR
issued a warning that mercury burdens in Lake Wisconsin fish exceeded
tolerance levels. The warning touched off a decline in recreation-
related business activity in the Lake Wisconsin area. A majority of the
respondents to a University of Wisconsin Extension survey of the economic
losses that resulted from Wisconsin River pollution (1971) indicated that
they had suffered property value or business losses as a result of the
1970 WDNR mercury warning. An examination of WDNR records indicated that
there was a decline in the sales of fishing licenses in Columbia County
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at the time of the mercury warning. Many of the recreation-oriented busi-
nesses in the Lake Wisconsin area are located in Columbia County.
Adverse impacts associated with a Wisconsin River discharge are
expected to be minimal. Some business owners in the Lake Wisconsin area
have stated that they believe that adverse publicity over the discharge
of treated wastewater from Portage into the Wisconsin River upstream of
Lake Wisconsin would result in an economic decline similar to the decline
that they experienced after the 1970 WDNR mercury warning. It is diffi-
cult to quantify accurately potential economic losses of Lake Wisconsin
area businesses as a result of this discharge, because of the anticipated
lack of significant changes in water quality. It is doubtful that the
impacts would be as severe or as long-lasting as the impacts that fol-
lowed the 1970 mercury warning. A short-term impact could occur, how-
ever, because of adverse publicity given the WWTP project. This tempor-
ary impact could affect the recreation/economic base of the area. Any
potential adverse impacts of a Wisconsin River discharge (Alternatives 1
and 4) could be mitigated through a public information program to promote
the treatment capability of the proposed WWTP and the quality of effluent
that would be discharged.
6.9. Agricultural Land
Under Alternatives 2, 3, and 4, there would be no direct impact on
agricultural land. The land area designated for the site of the Wiscon-
sin River WWTP proposed in the Facilities Plan (Alternative 1) presently
is zoned as agricultural. However, it is not cultivated and retains much
of its natural character. This site also is within the area designated as
Floodplain District 1 (Section 3.3.3.).
The use of some farmland by new development is likely, regardless of
which wastewater management alternative is selected. A centralized
treatment system (either a new or a remodeled facility), however, would
tend to concentrate growth in sewered areas close to Portage and to
discourage scattered development. In addition, population is not pro-
jected to increase significantly (Section 3.2.5.5.).
The existing zoning ordinance, if strictly applied, could be used to
control scattered development; thus, the development of farmland. The
floodplain ordinance also could be employed to discourage scattered
development. In addition, the State presently is considering the adop-
tion of a wetlands protection act (Anonymous 1979). If enacted, this may
serve as an additional land use control device in the Portage area.
Zoning regulations for the area surrounding Portage also could control
scattered development (Section 3.3.3,).
6.10. Land Use
Approximately 12 acres located in the F-l floodplain district and
zoned A-l (Agricultural), would be converted to the WWTP site. The
construction of a WWTP would be a conditional use under the existing
zoning ordinance, and would be considered a special use, necessitating a
review, a public hearing, and Plan Commission approval. Aesthetic im-
pacts would be minimized because the WWTP would be located away from the
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Wisconsin River behind an existing levee, and could be enhanced by land-
scaping. Flood control measures also could screen the treatment units.
The interceptor would be constructed on a public right-of-way, and con-
struction methods would be controlled to avoid any adverse effects on
land use patterns. There would be no additional adverse aesthetic ef-
fects from construction of the interceptor after construction is com-
pleted and the surface is restored to its original contour (Owen Ayres
and Associates 1977).
The new Fox River WWTP site (Alternative 2) is located on an un-
developed parcel of land that is owned by the City of Portage. Although
it is presently zoned as B-l (Neighborhood Business), it is said to be
"extremely marshy in character and unsuited for many types of develop-
ment" (By telephone, Ms. Maxine O'Brien, Portage Area Chamber of Com-
merce, to Ms. Linda Gawthrop, WAPORA, Inc., 11 July 1979). A WWTP is not
a permitted use under this zoning classification. The visual aesthetics
of this area would be altered by the construction of a WWTP. As in
Alternative 1, interceptor construction would not have any long-term
adverse land use or aesthetic impacts. Under Alternatives 1 and 2, the
existing WWTP would be removed, and the site would be available for other
municipal needs.
For implementation of either Alternative 3 or Alternative 4, approx-
imately 4 acres of land would be needed to remodel the existing WWTP.
The surrounding area presently is zoned as M-l (Industrial) and lies
within the area designated as floodplain district F-l. A WWTP is con-
sidered a conditional use, with the requirements as noted previously.
Selection of one of the centralized facilities would permit the
expected slow growth to occur. The Facilities Plan Wisconsin River site
(Alternative 1) has an advantage of ownership — the area is owned by the
Wisconsin Power and Light Co. This could prevent potential encroachment
of future residential or commercial development on the site (Owen Ayres
and Associates 1977).
The zoning ordinance, the subdivision ordinance, and the floodplain
ordinance can be applied to control future land uses. The existing land
uses generally conform to the zoning ordinance and the official zoning
map. The subdivision ordinance has jurisdiction within the city limits
and to 1.5 miles outside the city boundary. The ordinance regulates any
division of land larger than three parcels. Floodplain zoning can be
used to control and discourage growth to the south and east of Portage.
A possible future control device is a wetlands protection act that pres-
ently is under consideration by the State (Anonymous 1979). Zoning
regulations for the area surrounding Portage could control scattered
development.
6.11. Floodplains
6.11.1. Alternative 1
The proposed Facilities Plan WWTP site in Alternative 1 is located
on the floodplain of the Wisconsin River (Appendix K) and thus is subject
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to periodic flooding. Flood-control methods would consist of construction
of a levee around the proposed WWTP site and/or elevation of the struc-
tures. These methods would eliminate an insignificant portion of the
available floodplain storage (approximately 12 acres) and are not ex-
pected to alter flooding patterns (Calton 1978; By telephone, Mr. John
Bailen, US Army COE, to Mr. Kent Peterson, WAPORA, Inc., 28 June 1979).
The location and design of the outfall in relationship to the exist-
ing flood control levee would be planned in consultation with the US Army
COE.
6.11.2. Alternative 2
The proposed WWTP site in Alternative 2 is located on the floodplain
of the Fox River (Appendix K) and thus is subject to periodic flooding.
The proposed site also is subject to flooding from the Intermediate
Regional Flood (100-year) of the Wisconsin River when levees along the
Wisconsin River are breached (US Army COE 1972). Flood-control methods
would consist of contruction of a levee around the proposed WWTP site
and/or elevation of the structures. These methods would eliminate an
insignificant portion of the available floodplain storage and are not
expected to alter flooding patterns (US Army COE 1972; By telephone, Mr.
John Bailen, US Army COE, to Mr. Kent Peterson, WAPORA, Inc., 28 June
1979). The US Army COE would be consulted regarding the location and
design of the outfall sewer so that the existing levee would not be
weakened.
6.11.3. Alternatives 3 and 4
The existing WWTP site is located on the floodplain of the Fox River
(Appendix K) and thus is subject to periodic flooding. The existing WWTP
site also is subject to flooding from the Intermediate Regional Flood
(100-year) of the Wisconsin River when levees along the Wisconsin River
are breached (US Army COE 1972). Flood-control methods would consist of
construction of a levee around the expanded WWTP site and/or elevation of
the structures. Considerations for the structural integrity of existing
levees would be planned with the US Army COE for either outfall alter-
native.
6.12. Energy and Chemical Requirements
Energy and chemical requirements for Alternatives 1, 2, 3, and 4 are
summarized in Table 37. Alternatives 2 and 3 involve significantly
higher amounts of energy and chemicals because of the requirement of
advanced secondary treatment for Fox River discharge.
6.13. Reliability
All alternatives can be designed with the reliability measures
discussed in Section 5.6. Alternative 1 has the additional advantage of
eliminating five lift stations. Lift stations are expensive to operate
because of their energy consumption, subject to maintenance problems, and
vulnerable to power failures, even with supplemental generators.
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Table 37. Approximate energy and chemical requirements for Alternatives
1, 2, 3, and 4 (modified from USEPA 1978b).
Alternative
Number/Title
Total ,
0 Q
Primary Energy Primary Energy
Requirements Requirements Chemicals
Thousand Million Million BTU/yr Tons/yr
kwh/yr BTU/yr
1 - New Wisconsin River plant
825 1,810
10,470
24.5s
2 - New Fox River plant
1,150 2,465
14,540
938.0
3 - Remodeled Fox River
plant with discharge
to Fox River
1,210
2,465
15,170
938.0
4 - Remodeled Fox River
plant with discharge
to Wisconsin River
1,045
1,810
12,780
24.5
Primary energy is the energy used in the operation of a facility, such
as the electricity used in the various processes and space heating.
Total primary energy requirements (BTU/yr) are calculated by assuming
that electricity generation requires 10,500 BTU/kwh of fuel.
"The indicated amounts are the maximum chemical usage anticipated.
The actual chemical usage will vary with plant operation.
Treatment plant operation requires both electrical energy and fuel.
Electrical energy requirements are shown in kwh/yr and fuel requirements
are shown in BTU/yr.
"Includes 24.5 tons/year for chlorine only for Alternatives 1 and 4.
Includes 24.5 tons/year for chlorine and 913.5 tons/year for lime for
Alternatives 2 and 3.
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7.0. EIS RECOMMENDED ACTION
7.1. Alternative Selection Process
The selection of the most cost-effective alternative involved the
consideration of effectiveness in eliminating environmental problems and
complying with discharge requirements; costs, including the local share
of the capital cost and the O&M cost; land requirements and extent of
construction disruption; and public implementability.
After the assessment of alternatives (Section 6.0), it was evident
that alternatives that include discharge to the Wisconsin River (Alter-
natives 1 and 4) would have significant advantages. Because the effluent
limitations for discharge to the Wisconsin River are less stringent than
those for discharge to the Fox River, the level of treatment provided for
in Alternatives 1 and 4 would be less than the level of treatment pro-
vided for in Alternatives 2 and 3. Alternatives 1 and 4, therefore,
would have lower costs. They also would involve less energy and chemical
consumption. In addition, these alternatives would not affect signifi-
cantly overall water quality of the Wisconsin River, even during low flow
periods. Discharges to the Fox River, however, would have adverse im-
pacts during low flow periods, even though the discharge quality would be
better than the quality of discharges to the Wisconsin River. The assi-
milative capacity of the Fox River is very limited during low flow peri-
ods. The assimilative capacity of the Wisconsin River is considerable,
because flows are significant even during low flow periods.
Alternative 1 has the lowest total cost and the lowest average
annual equivalent cost (Table 31). This alternative would eliminate five
lift stations, which would not only reduce O&M costs but would also
improve significantly system reliability. The principal disadvantage of
Alternative 1 is that the WWTP site proposed in the Facilities Plan would
destroy several acres of wetlands.
USEPA, in conjunction with the City of Portage, is examining alter-
nate WWTP sites for discharge to the Wisconsin River to avoid destruction
of wetlands. Potential impacts to cultural resources associated with
Alternative 1 would be mitigated. A WWTP at the sites for Alternatives
2, 3, and 4 would present additional impacts to cultural resources.
Additional considerations during the assessment of alternatives
indicated that other potential impacts of the four alternatives would be
insignificant or comparable. None of the alternatives would involve any
significant impacts to air quality and sound. Impacts to geology, soils,
and groundwater would be comparable for all alternatives. The four
alternatives would improve water-based recreation, and Alternatives 1 and
2 would permit development of the existing site as a park. These two
alternatives would alter some existing land uses, but none of the four
would alter land uses significantly. Problems associated with flood-
plains would be common to all alternatives.
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7.2 Description of Selected Alternative
Based on the assessment of alternatives (Section 6.0), Alternative 1
was selected as the most cost-effective and environmentally sound waste-
water management plan for Portage. Alternative 1 provides for a new 2.0
mgd secondary treatment plant near the Wisconsin River, which would
discharge to the Wisconsin River. An interceptor would be constructed to
convey flows from the existing WWTP site to the new WWTP location. The
existing collection system currently is being rehabilitated.
7.2.1. Collection System
The recommended action would include the continued use of the exist-
ing collection system and the construction of a new interceptor sewer
from the existing WWTP site to the new WWTP site (Figure 16). The exist-
ing wastewater collection system would be rehabilitated and/or replaced
according to the recommendations of the SSES report, a program already
underway (Donohue and Associates, Inc. 1977). The public sector sewer
system rehabilitation work is scheduled to be completed during 1980, and
the private sector rehabilitation work would be completed prior to June
1982 (Section 5.4.2.).
This option would meet several objectives. The new interceptor
would be constructed at a sufficient depth to allow elimination of the
Albert Street, Washington Street, Superior Street, Coit Street, and
Mullet Street lift stations, increasing system reliability and decreasing
pumping costs. Only Alternative 1 would eliminate the lift stations.
The rehabilitation of the existing system would reduce I/I significantly
at the WWTP. The new interceptor and rehabilitation of the existing
system would eliminate discharges of raw sewage to the Fox River and the
Wisconsin River from the four existing bypasses (Section 3.5.1.).
7.2.2. Wastewater Treatment
7.2.2.1. Treatment Plant Design Capacity
The recommended action would include a new WWTP with an average
daily design flow capacity of 2.0 mgd. This design capacity would ac-
comodate present domestic, commercial, and industrial flows, I/I flows
after sewer system rehabilitation, and projected future flows. The new
WWTP would be designed for an average daily influent BOD concentration
of 130 mg/1 and an SS concentration of 130 mg/1 (Section 5.1.).
7.2.2.2. Level of Treatment
Alternative 1 would include a new secondary treatment plant. This
level of treatment should produce an effluent that would meet secondary
treatment discharge requirements of 30 mg/1 BOD and 30 mg/1 SS.
7.2.2.3. Selected Treatment Plan
The treatment facilities would include: a raw wastewater pumping
station with screw lift pumps; preliminary treatment consisting of a
comminutor (which would be placed prior to the raw wastewater pumps) and
aerated grit chambers; primary sedimentation (clarification); secondary
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treatment, consisting of RBSs and final clarification; chlorination; pri-
mary and secondary anaerobic digesters; effluent pumps (suspended in the
chlorine contact tank); and an outfall to the Wisconsin River. The
liquid digested sludge would be spread on or injected (when the ground is
not frozen) into agricultural lands. Federal and State limits for cad-
mium and PCBs would be observed in any sludge disposal program. The
schematic flow diagram for Alternative 1 is shown in Figure 22.
7.3. Total and Local Costs
Alternative 1 has an estimated total capital cost of $5,739,600 and
an estimated annual O&M cost of $139,700 (based on December 1978 price
levels; Table 31; Appendix J, Table J-l). The average annual equivalent
cost over a 20-year period (with a 6.875% interest rate) is $640,400. Of
the four alternatives considered in detail, the total capital cost for
the recommended alternative is the second highest, the annual O&M cost is
the lowest, and the average annual equivalent cost is the lowest (Table
31). These dollar values are based on using the WWTP site proposed in
the Facilities Plan.
The local costs of this alternative would include 25% of the total
capital cost eligible for funding under the Construction Grants Program,
100% of the ineligible capital cost (such as the cost of land and the
cost of the replacement of five existing lift stations with gravity
sewers), and 100% of the annual O&M cost. Local costs would be funded by
an undetermined combination of municipal bonds, new sewer connection
fees, and/or user charges. The residential user costs (Table 34) associ-
ated with Alternative 1, at approximately $52 per year per household,
would be the lowest of all four alternatives. If the project is financed
by the Wisconsin Fund, local costs would be higher.
7.4. Minimization of Adverse Impacts
Some adverse impacts would be associated with the recommended alter-
native. There are, however, a variety of legal requirements and planning
measures that are intended to minimize such adverse impacts. To the
extent that these measures are applied, many adverse impacts could be
reduced significantly or eliminated.
7.4.1. Minimization of Construction Impacts
Construction activities could cause significant impacts. These
impacts would be associated primarily with the construction of the new
interceptor and the construction of the WWTP facilities. Adverse im-
pacts, however, can be controlled, and most should be of short duration.
Plans and specifications must include mitigative measures, as discussed
in the following paragraphs.
Fugitive dust at the various construction sites can be reduced by
the use of several techniques. Construction sites, spoil piles, and un-
paved access roads can be wetted periodically to minimize dust. Spoil
piles also can be covered with matting, mulch, and other materials to
reduce susceptibility to wind erosion. Street sweeping at access sites
would control loose dirt that could be "tracked" onto roadways by
construction equipment. Trucks that haul spoil from excavation and
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trenching sites should have covers on their loads to eliminate the escape
of dust while in transit to the disposal sites.
Proper maintenance of construction equipment would minimize emis-
sions of hydrocarbons and other fumes. Air pollution control devices
also could be used on stationary internal combustion engines.
Where land would be disturbed and soils exposed, measures must be
taken to minimize erosion. In Program Requirements Memorandum 78-1
(USEPA 1977d), USEPA established requirements for the control of erosion
and runoff from construction activities. Adherence to these requirements
would minimize the potential for problems. The requirements include:
• The process of construction site selection should include
consideration of the potential occurrence of erosion and
sediment losses
• The project plan and layout should be designed to fit the
local topography and soil conditions
• When appropriate, land grading and excavating should be
kept at a minimum to reduce the possibility of creating
runoff and erosion problems that would require the appli-
cation of extensive control measures
• Whenever possible, topsoil should be removed and stock-
piled before grading begins
• Soil exposure should be minimized in terms of area and
time
• Exposed areas subject to erosion should be covered as
quickly as possible by means of mulching or vegetation
• Natural vegetation should be retained whenever feasible
• Appropriate structural or agricultural practices to con-
trol runoff and sedimentation should be provided during
and after construction
• A stabilized drainage system (temporary and permanent
systems) should be completed as early as possible to
reduce the potential for erosion
• Access roadways should be paved or otherwise stabilized as
soon as feasible
• Clearing and grading should not be started until a firm
construction schedule is known and can be coordinated
effectively with the grading and clearing activity.
Disturbed land should be regraded, compacted, and revegetated im-
mediately after construction. Construction sites should be restored as
closely as possible to their original condition. Native vegetation could
be used to facilitate reestablishment of wildlife habitats.
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Appropriate planning could control construction-related disruption
in the community. Announcements should be published in newspapers and
broadcast through other news media to alert drivers of temporary closings
of primary traffic routes during construction of the interceptor and the
WWTP. Traffic control may be needed at points where certain construction
equipment would enter into public streets from access areas. Special
care should be taken to minimize disruption of access to commercial
establishments and to frequently visited areas. Planning of routes for
heavy construction equipment should include consideration of surface load
restrictions to prevent damage to streets and roadways.
Slope stabilization and dewatering at the construction site would be
necessary, although dewatering could result in a temporary lowering of
the water table in the immediate vicinity of the site. The presence of a
high water table should be considered as a major factor in the design of
below-ground structures, so that uplift would not occur. The entire WWTP
site would be elevated or enclosed by a levee, as described in Section
6.11.1.
Federal regulations and procedures, as listed in Appendix G, require
that care be taken early in the planning process to identify cultural
resources and to minimize adverse effects on them. The recommended
interceptor route and Facilities Plan WWTP site have been given "archae-
ological clearance" by the Wisconsin SHPO (Appendix G). Consultation
with the SHPO would be necessary regarding potential impacts to the
Fox-Wisconsin Portage Site and the Portage Canal, as described in Section
6.7.1. These two sites would be monitored by qualified professionals
during construction. If a new site were selected, additional archae-
ological survey work should be undertaken. The Columbia County Histori-
cal Society may wish to consider the relocation of the Tollgate House or
the "screening" of this locally significant historical site from the
proposed WWTP.
7.4.2. Minimization of Operation Impacts
Impacts related to the operation of the proposed wastewater facili-
ties would be minimal if the facilities are designed, operated, and main-
tained properly. Proper and regular maintenance of collection and treat-
ment components would be essential to maximize efficiency and to prevent
adverse impacts. Aerosols, gaseous emissions, odors, and noise from the
various treatment processes could be controlled to a large extent.
Above-ground pumps would be enclosed and installed to minimize sound
impacts. Concentrations of the effluent constituents discharged from the
WWTP would be regulated by the conditions of the proposed WPDES permit.
The permit will specify the discharge quality (Section 5.3.2.) and would
require regular monitoring of the effluent. Periodic plant inspection
would be conducted by WDNR. If the conditions of the permit are vio-
lated, enforcement actions would be taken against the City of Portage to
insure compliance.
Special care would have to be taken to control chlorination and
effluent concentrations of chlorine residuals. Adverse impacts to the
aquatic biota could result from chlorination impacts. Tsai (1973) docu-
mented the reduced occurrence of fish and macroinvertebrates downstream
from plants discharging chlorinated sewage effluent. No fish were found
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in water with chlorine residuals greater than 0.37 mg/1, and the species
diversity index reached zero at 0.25 mg/1. A 50% reduction in the spe-
cies diversity index occurred at 0.10 mg/1. Arthur (1975) reported that
concentrations of chlorine residuals lethal to various species of warm
water fish range from 0.09 to 0.30 mg/1. Many wastewater treatment
plants have effluents with chlorine residual concentrations of 0.5 to 2.0
mg/1. Furthermore, chlorination of wastewater can result in the forma-
tion of halogenated organic compounds that are potentially carcinogenic
(USEPA 1976d) . Rapid mixing of chlorine and design of contact chambers to
provide long contact times, however, can achieve the desired disinfection
and the minimum chlorine residual discharge (USEPA 1977e). Chlorination
will require especially careful application and routine monitoring to
insure that concentrations of chlorine residual are kept at a minimum.
In the document Federal Guidelines for Design, Operation, and Maintenance
of Wastewater Treatment Facilities (Federal Water Quality Administration
1970), it is required 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 satis-
factorily during power failures, flooding, peak loads, equip-
ment failure, and maintenance shutdowns.
The facilities planners for the City of Portage should consider the
measures listed in Section 5.6. (if not implemented previously) to insure
system reliability.
Elimination of the existing WWTP would reduce the amount of PCBs in
the system (Section 6.4.1.), although PCBs could remain in the collection
system and in the National Cash Register plant. Monitoring of effluent
and sludge PCB levels would be necessary. A program is being devised by
USEPA to accomplish these objectives.
WDNR and the City of Portage are conducting an industrial users
survey for a possible industrial pretreatment program. Results will be
reported in the Final EIS. Industrial pretreatment is used to control
the levels of heavy metals, toxic substances, or the organic load enter-
ing a municipal treatment plant.
A public information program regarding impacts on Lake Wisconsin
water quality should be initiated. This program should describe the
treatment capabilities and effluent quality of the Portage WWTP and the
minimal potential for adverse impacts to the water quality of Lake Wis-
consin (Sections 6.4.1. and 6.8.8.).
After the dismantling of the existing WWTP, the City of Portage
would have the available space and the opportunity to provide a recre-
ational area at one end of Wauona Trail (Fox-Wisconsin Portage Site),
with easy access to other nearby cultural resources. The nearby high-
quality wetlands and associated wildlife and hiking trails constitute a
valuable resource that could be utilized by Portage residents and visi-
tors. The possibility should be examined by the City.
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7.5. Unavoidable Adverse Impacts
Some impacts associated with the implementation of the recommended
alternative cannot be avoided. These include the following:
• Some construction dust, noise, and traffic nuisance—short
term
• Alteration of WWTP site vegetation and wildlife habitat,
approximately 12 acres—long term
• Some erosion and siltation—short term
• Discharge of BOD, SS, phosphorus, and ammonia at levels
that would not affect significantly overall water quality
of the Wisconsin River but that could concern Lake Wiscon-
sin users and thus affect the recreation/economic base—
short term
• Minimal impacts from the operation of the WWTP; possible
odors and noises—long term
• Slight loss of floodplain storage capacity—long term.
Additional adverse impacts, presented below, could occur:
• Heavy metals in effluent and sludge; anticipated to be
corrected by industrial pretreatment
• Contamination of effluent and sludge from residual PCBs;
anticipated to be minimized by controlled dismantlement of
existing contaminated units
• Destruction of cultural resources; site-specific studies
should be conducted, and mitigation would be planned.
At present, the probability and extent of these impacts are not
certain. Additional information will be presented in the Final EIS.
7.6. Irretrievable and Irreversible Resource Commitments
Implementation of the recommended alternative would require resource
commitments. The resource commitments would include:
• Fossil fuel, electrical energy and human labor for facil-
ities construction and operation
• Chemicals, especially chlorine, for WWTP operation
• Tax dollars for construction and operation
• Some unsalvagable construction materials
• Land devoted to development induced by WWTP expansion.
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7.7. Relationship Between Short-term Uses of Man's Environment and Main-
tenance and Enhancement of Long-term Productivity
The short-term disruption and commitment of resources associated
with construction and operation of the Portage WWTP would be necessary to
improve water pollution control. Environmental impacts and resource
requirements, however, would be offset by water quality improvements
(especially in the Fox River). Long-term, significant environmental
benefits would be derived from short-term, minimal environmental costs.
7.8. Wetlands Assessment
The WWTP site proposed in the Facilities Plan would destroy wetlands
(Section 6.5.; Appendix K). Alternative sites that would avoid the de-
struction of wetlands are being investigated. The results of the inves-
tigation, including site-specific impact assessments, will be presented
in the Final EIS.
7.9. Floodplain Assessment
Most of the undeveloped land in Portage is within the 100-year
floodplain as delineated by the Flood Insurance Administration (Appendix
K). Therefore, it is not possible to find a WWTP site that will not
become flooded at one time.
Construction of a WWTP is a conditional use in existing locations
that are zoned as floodplains. General information on the local flood-
plain has already been presented (Sections 3.3. and 3.4.; Appendix K).
More specific information on flood discharges and detailed delineation of
flood elevations are being developed by the US Army COE (Section 3.4.).
Floodproofing of the WWTP would be required. This could be accom-
plished by elevating the treatment units or by constructing a levee
around the site. Additional flood protection along the Wisconsin River
could be provided in the future improvements to the existing levee, which
are being considered by the US Army COE (Section 3.4.).
Loss of floodplain because of WWTP construction would be an unavoid-
able impact that would not increase significantly downstream flooding.
The potential loss of some flood storage capacity would be insignificant.
The land requirement for the WWTP (12 acres) would be minimal compared to
the large expanse of the Wisconsin River floodplain (Section 6.11.).
7.10. Advisory Council Procedures
Construction of the new interceptor would involve tunneling under or
crossing two National Register properties: the Portage Canal and the
Fox-Wisconsin Portage site. The construction activities would be planned
in consultation with the SHPO. The construction areas are believed to
have been disturbed previously. A qualified professional observer would
be present during construction. Work would be halted if buried cultural
resources were encountered and appropriate mitigative measures would be
implemented.
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When a definite site is chosen for the Wisconsin River WWTP, addi-
tional archaeological studies may be necessary. The site chosen in the
Facilities Plan has been given "archaeological clearance" (Appendix G).
The Advisory Council Procedures, which apply to Federal impacts to
National Register properties, are independent of the EIS process, but in
many ways resemble it. When a site is identified and its cultural re-
sources value is known, USEPA will make a Determination of Effect to all
known cultural resources and will submit it to the Advisory Council.
Progress towards compliance with these procedures will be submitted in
the Final EIS.
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8.0. 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.
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).
Aerobic. Refers to life or processes that occur only in the presence
of oxygen.
Algal bloom. A proliferation of algae on the surface of lakes, streams
or ponds. Algal blooms are stimulated by phosphate enrichment.
Alluvial. Pertaining to material that has been carried by a stream.
Ammonia-nitrogen. Nitrogen in the form of ammonia (NH ) that is pro-
duced in nature when nitrogen-containing organic material is bio-
logically decomposed.
Anaerobic. Refers to life or processes that occur in the absence of
oxygen.
Aquifer. A geologic stratum or unit that contains water and will allow
it to pass through. The water may reside in and travel through
innumerable 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 ground water that is under sufficient pres-
sure to flow to the surface without being pumped.
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.
Base flow. The rate of movement of water in a stream channel that
occurs typically during rainless periods, when stream flow is main-
tained largely or entirely by discharges of groundwater.
Bar screen. In wastewater treatment, a screen that removes large float-
ing and suspended solids.
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Biochemical oxygen demand (BOD). A bioassay-type procedure in which the
weight of oxygen utilized by microorganisms to oxidize and as-
similate the organic matter present per liter of water is deter-
mined. 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, tempo-
rarily 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.
Chlorination. The application of chlorine to drinking water, sewage or
industrial waste for disinfection or oxidation of undesirable
compounds.
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. The pathogens are
relatively difficult to detect.
Comminutor. A machine that breaks up wastewater solids.
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, build-
ings, structures, or objects representative of our heritage. Cul-
tural resources are divided into three categories: historical,
architectural, or archaeological. Cultural resources of especial
significance may be eligible for listing on the National Register
of Historic Places.
Decibel (dB) . A unit of measurement used to express the relative in-
tensity of sound. For environmental assessment, it is common to
use a frequency-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 restau-
rant 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 prolonged exposure);
100 dBA, deafening noise (thunder, car horn at 3 feet, loud motor-
cycle, loud power lawn mower).
8-2
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Detention time. Average time required to flow through a basin. Also
called retention time.
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
respiration by fish and other aquatic organisms, and those organ-
isms may be injured or killed when the concentration is low. Be-
cause much oxygen diffuses into water from the air, the concentra-
tion of DO is greater, other conditions being equal, at sea level
than at high elevations, during periods of high atmospheric pres-
sure 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 concentration tends to be greater at low tempera-
tures than at high temperatures. Dissolved oxygen is depleted by
the oxidation of organic matter and of various inorganic chemicals.
Should depletion be extreme, the water may become anaerobic and
could stagnate and stink.
Drift. Rock material picked up and transported by a glacier and depos-
ited elsewhere.
Effluent. Wastewater or other liquid, partially or completely treated,
or in its natural state, flowing out of a reservoir, basin, treat-
ment plant, or industrial treatment plant, or part thereof.
"Effluent limited". In "effluent limited" river segments, water quality
standards are currently being met or will be met when required ef-
fluent limitations are implemented.
Eutrophication. The process of enrichment of a water body with nutri-
ents.
Fauna. The total animal life of a particular geographic area or habi-
tat.
Flora. The total plant life of a particular geographic area or habitat.
Force main. A pipe designed to carry wastewater under pressure.
Gravity system. A system of conduits (open or closed) in which no liq-
uid pumping is required.
Hummocky. A topographic surface which is characterized by rounded or
conical mounds.
Infiltration. The water entering a sewer system and service connections
from the ground through such means as, but not limited to, defec-
tive pipes, pipe joints, improper connections, or manhole walls.
Infiltration does not include, and is distinguished from, inflow.
8-3
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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
covers, 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, in-
filtration.
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 treat-
ment plant.
Lateral sewer. A sewer designed and installed to collect sewage from a
limited number of individual properties and to convey it to a trunk
sewer. Also known as a street sewer or collecting sewer.
Lift station. A facility in a collector sewer system, consisting of a
receiving chamber, pumping equipment, and associated drive and con-
trol 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.
Loam. Soil mixture of sand, silt, clay, and humus.
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).
Milligram per liter (mg/1). A concentration of 1/1000 gram of a sub-
stance 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 million, by weight). Used to measure and report the concentra-
tions of most substances that commonly occur in natural and pollu-
ted 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 con-
sidered 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.
8-4
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Nitrate-nitrogen. Nitrogen in the form of nitrate (NO ) . It is the
most oxidized phase in the nitrogen cycle in nature and 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.
Nitritenitrogen. 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.
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.
Nutrients. Elements or compounds essential as raw materials for the
growth and development of an organism; e.g., carbon, oxygen, nitro-
gen, 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 simi-
lar to an alluvial fan.
Percolation. The downward movement of water through pore spaces or
larger voids in soil or rock.
Photochemical oxidants. Secondary pollutants formed by the action of
sunlight on nitric oxides and hydrocarbons in the air; they are the
primary components of photochemical smog.
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
considered to be a pollutant is, or may be, discharged into a body
of water.
Polychlorinated biphenyls (PCBs). A group of organic compounds used
especially in the manufacture of plastics. In the environment,
PCBs exhibit many of the same characteristics as DDT and may, there-
fore, be confused with that pesticide. PCBs are highly toxic to
aquatic organisms, they persist in the environment for long periods
of time, and they are biologically magnified.
8-5
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Primary treatment. The first stage in wastewater treatment, in which
substantially all floating or settleable solids are mechanically
removed by screening and sedimentation.
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 second-
ary 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.
Sludge. The accumulated solids that have been separated from liquids
such as wastewater.
Suspended solids (SS). Small solid particles that contribute to turbi-
dity. The examination of suspended solids and the BOD test consti-
tute the two main determinations for water quality that are per-
formed at wastewater treatment facilities.
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.
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.
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.
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Rockley, J. 1978. The Marquette trail: a path to the past. The Portage
Daily Register Entertainer (18 May), pages 8-9.
Sandok, M. 1978a. 103 Manufacturing jobs added by Portage firms. The
Portage Daily Register (2 October), page 1.
9-5
-------
Sandok, M. 1978b. Hospitality industry leads employment growth. The
Portage Daily Register (3 October), page 1.
Sandok, M. 1978c. Portage plant purchased by Racine firm. The Portage
Daily Register (17 October), page 1.
Sandok, M. 1979a. Hospital plans addition, remodeling. The Portage
Daily Register (15 February), pages 1 and 5.
Sandok, M. 1979b. Highways, airport figured in choice of Portage for
plant. The Portage Daily Register (24 April).
Sandok, M. 1979c. Council moves on development of industry park. The
Portage Daily Register (29 June).
Secretary of the Interior. 1976. National Register criteria (36 CFR
60.6). Federal Register 41(28):10.
Smith, G. H. 1928. Population maps of Wisconsin 1850, 1860, 1870, 1880,
1900, 1920. Geographical Review 18(3):plate 3.
Smith, R. L. 1974. Ecology and field biology. Harper and Row, Inc. New
York NY, 850 pp.
State Historical Society of Wisconsin. No date. Wisconsin historic
sites survey. Historic Preservation Division, Madison WI.
State Historical Society of Wisconsin. 1970. The Fort Winnebago sur-
geon's quarters: National Register of Historic Places inventory-
nomination form (14 May). Historic Preservation Division, Madison
WI. Prepared by Mr. Donald N. Anderson.
State Historical Society of Wisconsin. 1971. The Old Indian Agency
House: National Register of Historic Places inventory-nomination
form (7 May). Historic Preservation Division, Madison WI. Prepared
by Mr. Donald N. Anderson.
State Historical Society of Wisconsin. 1972. The Fox-Wisconsin portage
site: National Register of Historic Places inventory-nomination
form (23 June). Historic Preservation Division, Madison WI. Pre-
pared by Mr. Donald N. Anderson.
State Historical Society of Wisconsin. 1974. Architectural survey of
the City of Portage (August). Madison WI. Prepared by Mr. Donald
N. Anderson.
State Historical Society of Wisconsin. 1975. The Portage Canal: Na-
tional Register of Historic Places inventory-nomination form
(1 May). Historic Preservation Division, Madison WI. Prepared by
Mr. Allan T. Heninger.
State Historical Society of Wisconsin. 1978. Fort Winnebago: National
Register of Historic Places inventory-nomination form (September).
Historic Preservation Division, Madison WI. Prepared by Ms. Sally
Langbrecker.
9-6
-------
State of Wisconsin. 1973. Wisconsin administrative code, natural re-
sources. Madison WI, Chapters NR 102 to NR 104, 7 pp.
State of Wisconsin Natural Resources Board. 1977. Natural Resources
Board's policy on wetland preservation, restoration, and management.
Madison WI.
Tans, W. 1974. Priority ranking of biotic natural areas. Michigan
Botanist 13:31-34.
Titus, W. A. 1919. Historic spots in Wisconsin. Wisconsin Magazine of
History 3(2):184-188.
Thwaites, R. G. 1908. Wisconsin Historical Collections 18. Madison WI.
Tsai, C. 1973. Water quality and fish life below sewage outfalls.
Transactions of the American Fisheries Society, Volume 102, Number
281.
Turner, A. J. 1898. History of Fort Winnebago. Wisconsin Historical
Collections. Madison WI, pages 65-117.
US Army COE, St. Paul District. 1972. Floodplain information, Wisconsin
River, Portage, Wisconsin. Prepared for the City of Portage and
Columbia County. Department of the Army, St. Paul MN, 64 pp.
US Army COE, St. Paul District. 1974. Environmental Impact Statement
for the Columbia Generating Station of the Wisconsin Power and Light
Company. Department of the Army, St. Paul MN.
US Bureau of the Census. 1921. Fourteenth Census of the US. Number and
distribution of inhabitants. Volume I. Department of Commerce,
Washington DC.
US Bureau of the Census. 1952. Census of the population: 1950, Vol-
ume III, characteristics of the population, Part 49, Wisconsin. US
Department of Commerce, Washington DC, 230 pp.
US Bureau of the Census. 1963. US Census of Population: 1960, Volume I,
characteristics of the population, Part 51, Wisconsin. Department
of Commerce, Washington DC, 483 pp.
US Bureau of the Census. 1973. US Census of Population. Volume I,
Part 51, Wisconsin. Department of Commerce, Washington DC, 492 pp.
US Bureau of the Census. 1977. Current population reports; population
estimates, 1973 (revised) and 1974 per capita income for counties,
incorporated places, and selected minor civil divisions in Wiscon-
sin. Series P-25, No. 697. Department of Commerce, Washington DC,
36 pp.
US Bureau of Economic Analysis. 1972. OBERS projections, Volume 4.
Department of Commerce and Department of Agriculture, Washington DC,
211 pp.
9-7
-------
US Bureau of Labor Statistics. 1977. Employment and earnings, states
and areas, 1938-1975. Department of Labor, Washington DC, 835 pp.
USEPA. 1972. Water quality criteria 1972. US Government Printing
Office, Washington DC, 594 pp.
USEPA. 1973. Wisconsin lakes receiving sewage effluents. University of
Wisconsin, Water Resources Center, Madison WI, 26 pp.
USEPA. 1974a. Information on levels of environmental noise requisite to
protect public health and welfare with an adequate margin of safety.
EPA 55019-74-004, March 1974.
USEPA. 1974b. Report on Lake Wisconsin, Columbia and Sauk counties,
Wisconsin. USEPA, Region V, Working Paper No. 58. Prepared in
cooperation with WDNR and the Wisconsin National Guard, Chicago IL,
38 pp.
USEPA. 1975a. A guide to the selection of cost-effective wastewater
treatment systems (EPA-430/9-75-002). Office of Water Program
Operations, Washington DC.
USEPA. 1975b. Costs of wastewater treatment by land application (EPA-
430/9-75-003). Office of Water Program Operations, Washington DC,
156 pp.
USEPA. 1975c. Process design manual for nitrogen control. US Govern-
ment Printing Office, Washington DC, variously paged plus appendi-
xes .
USEPA. 1976a. An analysis of construction cost experience for waste-
water treatment plants (EPA-430/9-76-002) MCD-22. Office of Water
Program Operations, Washington DC, 44 pp.
USEPA. 1976b. Process design manual for phosphorous removal (EPA 625/
1-76-OOla). Technology Transfer, Cincinnati OH.
USEPA. 1976c. Quality criteria for water. Washington DC, 501 pp.
USEPA. 1976d. Disinfection of wastewater (EPA 430/9-75-012). Washing-
ton DC.
USEPA. 1977a. Process design manual for land treatment of municipal
wastewater (EPA 625/1-77-008). Technology Transfer, Cincinnati OH.
USEPA. 1977b. Construction cost for municipal wastewater treatment
plants: 1973-1977 (EPA 430/9-77-013) MCD-37. Office of Water
Program Operations, Washington DC.
USEPA. 1977c. Technical appendix, 1978 needs survey, cost estimating
procedures. Unpublished, received from USEPA, Region V, Chicago IL,
7 December 1977, 25 pp.
9-8
-------
USEPA. 1977d. Erosion and sediment control in the construction grants
program. Construction Grants Program Requirements Memorandum #78-1.
Washington DC.
USEPA. 1977e. EPA's research and development report in wastewater
disinfection. Technology Transfer, Environmental Research Informa-
tion Center (October).
USEPA. 1978a. Biological study of the Fox and Wisconsin rivers. USEPA,
Region V, Central Regional Laboratory, Chicago IL.
USEPA. 1978b. Energy conservation in municipal wastewater treatment
(EPA 430/9-77-011) MCD-32. Office of Water Program Operations,
Washington DC.
USEPA. 1979a. EIS study report. Unpublished. Chicago IL, 25 pp.
USEPA. 1979b. Fox River-Wisconsin River study at Portage, Wisconsin.
USEPA Western District Office, Minneapolis MN.
USGS. No date. Groundwater quality records for Wisconsin. Madison WI.
USGS. 1977a. Computer printout of flow data. Madison WI.
USGS. 1977b. Water resources data for Wisconsin, water year 1976. US
Government Printing Office, Washington DC, 589 pp.
USGS. 1978. Water resources data for Wisconsin, water year 1977. US
Government Printing Office, Washington DC, 619 pp.
USGS. 1979. Computer printout of water resources data for Wisconsin,
water year 1978. Madison WI.
US Heritage Conservation and Recreation Service. 1979. National Register
of Historic Places: annual listing of historic properties. Federal
Register 44 (26):7627, 6 February, Part II.
US Soil Conservation Service. 1971. Columbia County, Wisconsin, interim
soil survey report. Department of Agriculture, Washington DC,
187 pp.
US Soil Conservation Service. 1978. Soil survey of Columbia County,
Wisconsin. US Department of Agriculture, in cooperation with the
University of Wisconsin, College of Agriculture and Life Sciences,
Research Division. US Government Printing Office, Washington DC,
156 pp. plus maps.
University of Wisconsin Extension, Soil and Water Conservation, Recrea-
tion Resources Center. 1971. Statewide inventory of privately and
semiprivately owned recreation enterprises, Wisconsin 1971-1976.
University of Wisconsin Extension report No. 1971-5. Madison WI,
426 pp.
9-9
-------
University of Wisconsin. 1975a. Documentation of environmental change
relating to the Columbia Generating Station. Fifth semi-annual
report. Institute for Environmental Studies, Madison WI.
University of Wisconsin. 1975b. Documentation of environmental change
related to the Columbia Generating Station. Sixth semi-annual re-
port. Institute for Environmental Studies, Madison WI.
University of Wisconsin. 1976a. Documentation of environmental change
related to the Columbia Generating Station. Seventh semi-annual
report. Institute for Environmental Studies, Madison WI, 135 pp.
University of Wisconsin. 1976b. Documentation of environmental change
related to the Columbia Generating Station. Eighth semi-annual
report. Institute for Environmental Studies, Madison WI.
University of Wisconsin. 1976c. Documentation of environmental change
related to the Columbia Generating Station. Ninth semi-annual
report. Institute for Environmental Studies, Madison WI, 316 pp.
University of Wisconsin. 1977a. Documentation of environmental change
related to the Columbia Generating Station. Tenth semi-annual
report. Institute for Environmental Studies, Madison WI.
University of Wisconsin. 1977b. Documentation of environmental change
related to the Columbia Generating Station. Eleventh semi-annual
report. Institute for Environmental Studies, Madison WI.
Verway, D. I. and W. Grier (Editors). 1977. Michigan Statistical Ab-
stract. Twelfth edition. Michigan State University Graduate School
of Business Administration, Division of Research, Ann Arbor MI,
1,159 pp.
Walton, W. C. 1970. Groundwater resource evaluation. McGraw-Hill Book
Co., New York NY, 664 pp.
Water Pollution Control Federation. 1977. Wastewater treatment plant
design. MOP/8. Lancaster Press, Inc., Lancaster PA, 535 pp.
Webster, Lt. J. D. (T.E.). 1839. Survey of the Wiskonsin and Neenah (or
Fox) rivers. Surveyed under the direction of Capt. T. Jefferson
Eram, T. E. National Archives: Cartographic Division, Record Group
No. 77, Civil Works Map File, Washington DC.
Western Historical Company. 1880. The history of Columbia County, Wiscon-
sin. Western Historical Company, Chicago IL.
White House Rural Development Initiative. 1978. Making water and sewer
programs work. August.
Whyte, B. K. 1954. Wisconsin heritage. Charles T. Branford, Boston MA.
Wisconsin Conservation Department. 1960. Columbia County wetlands.
Game Management Division, Madison WI.
9-10
-------
Wisconsin DOA. 1975. Wisconsin population projections. Third edition.
State Bureau of Program Management, Information Systems Unit,
Madison WI, 367 pp.
Wisconsin DOA. 1976. State of Wisconsin January 1, 1976 final population
estimates. State Bureau of Program Management, Madison WI, 47 pp.
Wisconsin DOA. 1978. Official population estimates for 1978; final
estimates for all Wisconsin towns, incorporated villages, and cities
as of January 1, 1978. Demographic Services Center, Madison WI,
47 pp.
WDBD. 1975. Economic profile, Columbia County. Madison WI, 6 pp.
WDBD. 1977a. Wisconsin travel indicators, 1976. Division of Tourism,
Madison WI, 43 pp.
WDBD. 1977b. Portage community profile. Madison WI, 6 pp.
WDBD. 1978. New industries and plant expansions reported in Wisconsin.
Madison WI, 23 pp.
WDBD. 1979a. Columbia County economic profile. Madison WI, 2 pp.
WDBD. 1979b. New industries and plant expansions reported in Wisconsin,
1978. Madison WI, 24 pp.
Wisconsin Department of Industry, Labor, and Human Relations. 1976a.
Employment and wages covered by Wisconsin's U.C. Law; first quarter
1975. Wisconsin Employment Security Division, Madison WI, 44 pp.
Wisconsin Department of Industry, Labor, and Human Relations. I976b.
Employment and wages covered by Wisconsin's U.C. Law; second quarter
1975. Employment Security Division, Madison WI, 44 pp.
Wisconsin Department of Industry, Labor, and Human Relations. 1976c.
Employment and wages covered by Wisconsin's U.C. Law; third quarter
1975. Employment Security Division, Madison WI, 44 pp.
Wisconsin Department of Industry, Labor, and Human Relations. 1976d.
Employment and wages covered by Wisconsin's U.C. Law; fourth quarter
1975. Employment Security Division, Madison WI, 44 pp.
WDNR. 1967. Report on an investigation of the pollution in the upper Fox
River basin made during 1966 and early 1967. Madison WI, 21 pp and
appendixes.
WDNR. 1971. Fox River planting record. Poynette Fish and Game Office,
Poynette WI, 1 page.
WDNR. 1972a. Industrial-commercial-residential PCB survey. Unpublished,
Madison WI.
WDNR. 1972b. Water quality data of Wisconsin River between Castle Rock
Dam and Merrimac gathered during 1971-1972. Unpublished, Madison WI.
9-11
-------
WDNR. 1974. Water quality data on the Fox River collected during 1973-
1974. Unpublished, Madison WI.
WDNR. 1976a. Air quality data report. Madison, WI.
WDNR. 1976b. Point source inventory. Southern Air Region, Columbia
County. Bureau of Air Management, Madison WI.
WDNR. 1976c. Update conservation needs inventory data. Madison WI.
WDNR. 1976d. Wisconsin outdoor recreation plan 1977. Madison WI,
267 pp.
WDNR. 1977a. Draft upper Wisconsin River basin report. Unpublished.
Madison WI, 111 pp.
WDNR. 1977b. Portage sewage treatment plant discharge study. Unpub-
lished. Madison WI.
WDNR. 1977c. Wisconsin 1977 water quality inventory. Madison WI,
88 pp.
WDNR. 1978. Water quality data for the Wisconsin River at Wisconsin
Dells. Madison WI.
WDNR. 1979a. Water quality data for the Wisconsin River at Wisconsin
Dells. Madison WI.
WDNR. 1979b. Wisconsin endangered and threatened species lists. Office
of Endangered and Nongame Species, Madison WI, 3 pp.
Wisconsin Department of Revenue. 1977. Indebtedness 1976; long-term
indebtedness of Wisconsin political subdivisions, 1976, Bulletin
No. 56. Local Financial Assistance, Madison WI, 30 pp.
Wisconsin Department of Revenue. 1978a. Property tax, 1977; Bulletin No.
477; taxes levied 1977, collected 1978. Division of Research and
Analysis, Bureau of Local Financial Assistance, Madison WI, 24 pp.
Wisconsin Department of Revenue. 1978b. Town, village, and city taxes
1977; Bulletins Nos. 1977, 277, and 377 combined; taxes levied 1977,
collected 1978. Division of Research and Analysis, Bureau of Local
Financial Assistance, Madison WI, 54 pp.
Wisconsin Department of Revenue. 1978c. Municipal resources provided
and expended; Bulletin No. 57. Bureau of Local Financial Assis-
tance, Madison WI, 173 pp.
Wisconsin Geological and Natural History Survey. No date. Well records.
University of Wisconsin Extension, Madison WI.
Wisconsin Power and Light Company. 1974. Final environmental impact
statement. Columbia Generating Station, Wisconsin.
9-12
-------
10.0. LIST OF PREPARERS
Key WAPORA and USEPA project participants and their project assign-
ments, education, and years of related experience are listed in Table 38.
Detailed resumes of all project participants are on file at USEPA,
Region V.
USEPA conducted the water quality and aquatic-sampling programs
documented in Sections 2.6. and 2.8. Harza Engineering Co., Chicago IL,
and Warzyn Engineering, Inc., Madison WI, participated in the Drilling
and Monitoring Program (Section 5.4.4.2.; Appendix C). Encotec, Inc.,
Ann Arbor MI, provided PCB analyses during the Drilling and Monitoring
Program.
10-1
-------
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11.0. Distribution List
11.1. Federal and Regional Government
*
Senator Gaylord Nelson
Senator William Proxmire
Representative Robert Kastenmeier
Council on Environmental Quality
Advisory Council on Historic Preservation
Department of Agriculture
Soil Conservation Service
Department of Commerce
Department of Health, Education, and Welfare
Department of Housing and Urban Development
Department of the Interior
Fish and Wildlife Service
Heritage Conservation and Recreation Service
National Park Service
Bureau of Land Management
Department of Labor
Department of Transportation
Federal Aviation Administration
Federal Highway Administration
Federal Railway Administration
U.S. Army
U.S. Coast Guard
Great Lakes Basin Commission
Great Lakes Compact Commission
Upper Mississippi River Basin Commission
11-1
-------
11.2. State Government
Governor Lee Dreyfus
Senator Everett Bidwell
Representative LeRoy Litscher
Representative Tommy Thompson
Department of Agriculture
Department of Natural Resources
Department of Transportation
Bureau of Environmental Health
Bureau of Planning and Budget
Bureau of State Planning
Public Service Commission
Wisconsin Historic Preservation Office
11.3. Local Government
Columbia County Health Department
Columbia County Planning Department
Mayor Francis Riley, City of Portage
City Council, City of Portage
Director of Public Works, City of Portage
Town of Fort Winnebago
Town of Lewiston
Town of Dekorra
Town of Merrimac
Copies are available at the following local libraries:
Portage Free Public Library
Poynette Public Library
Wcraans Club Free Library, Lodi
Tripp Memorial Public Library, Prairie du Sac
11-2
-------
11.4. Citizens and Groups
This list is available upon request from USEPA.
11-3
-------
APPENDIX A
METEOROLOGICAL AND AIR QUALITY DATA
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1
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Table A-2.
Precipitation data in inches, noriiials, means and extremes for the
period of record 1941 to 1970 for Madison, Wisconsin (National
Oceanic and Atmospheric Administration 1975).
Table A-3.
Normals, Means, And Extremes
£
1
III
J
f
N
A
M
J
J
A
5
0
N
D
y.
Pracwittlion in inehM
Wiur Kiuivitanl
|
1.29
0.99
1.91
.66
.41
.33
.81
.09
.36
.16
.87
1.47
30.23
Jf
ll
36
.45
.T7
.04
.11
.26
.13
10.93
7.67
9.51
5.55
3.94
3.64
10.93
1
1974
1953
1973
1973
1960
1963
1930
1972
1941
1939
1961
1971
JUL
1950
1*
li
36
0.19
0.01
0.38
0.96
a. it
o.n
1.31'
0.70
0.4V
0.06
0.36
0.23
0.06
1
1961
195«
1938
1946
1971
1973
1946
1941
1952
1952
1962
i960
QCT
1952
M
I!
Z7
1.27
1,53
2.52
.93
.64
.67
.23
.90
.37
.01
.32
1.66
5.23
1
1960
1953
1973
1975
1966
1963
1950
1965
1961
1960
1971
1971
JUL
1930
Snow, la p«IUM
It
II
27
21.9
20.9
23.4
17. «
O.T
0.0
0.0
0.0
7
0.9
1.9
20.1
29.4
1
1971
1973
1959
1973
1966
1963
1967
1954
1970
HAR
19S9
I"
1 =
27
11.6
10.3
13.6
12.9
0.7
0.0
0.0
0.0
T
0.9
6. a
16.0
16.0
J
>
1971
1950
1971
1973
1966
1969
1967
1934
1970
ore
1978
(*) length of record, ye*rs, through the
current year unless otherwise noted,
based on JantMry data.
NOHHALS - Based on record for the 1941-1970 period.
DATE OF AN EXTREME - The most recent In case* of multiple
occurrence.
Precipitation data in inches by month for the period of record
1940 to 1975 for Madison, Wisconsin (National Oceanic and
Atmospheric Administration 1975).
Precipitation
Year | Jan | F»b | Mt, \ Apr | May | Juno) July | Aug | Sept | Oct | Nov | D« [Annual
mo
1941
1*42
194}
11*4
1949
1944
194T
1941
1949
1990
1991
1932
199J
1994
1959
1996
1997
1938
1994
I960
1961
1962
1963
1964
1963
1966
1967
1968
1969
1970
1971
1972
1973
1974
1979
ASCCRC
nfix
0.94
2.33
1.33
2.07
1.24
0.42
l.l«
1.9T
0.4*
1.97
2.43
1.4*
2.21
0.6*1
0.76
0.69
0.43
0.4'.
0.32
1.60
2.19
0.19
1.12
0«?4
0.93
1.10
1.07
1.63
0.34
2.26
0.44
1.41
0.40
1.94
2.43
0.98
1.29
0.76
0.4O
0.39
0.31
1.6?
1.07
0.47
0.12
2.13
1.26
1.69
1.70
0.60
2.T7
0.63
1.67
1.00
0.38
0.04
1.38
1.14
1.01
1.39
0.33
0.2'
0.74
1.36
1.17
0.49
0.18
0.16
2.3'
0.4!
1.2'J
1.17
1.3*
l.OC
1.03
1.9?
.99
.71
.34
.27
.0*
.33
.8*
.39
.36
.11
.9?
.}<
• 19
.96
.31
.19
.3a
.90
.93
*.4Z
,7»
.33
.12
.31
2.1!
1.49
0.39
1.47
1.17
.32
.23
.04
.43
.0*
2.06
2.40
1.16
1.14
1.99
2.60
3.02
0.96
4.84
2.97
1* 1C
2.67
4.42
1.21
3.12
4.09
3.69
3.94
2.40
2.73
4.01
4.02
1.33
1.43
It ft 7
3.19
2.94
1.94
2.J7
4.13
2.72
2.33
2.42
2.02
7.11
4.24
4.1'
2. 84
2.70
6.21
4.3*
2.31
2.22
4.47
2.12
4.20
2.90
2*22
3.43
3.00
.18
.02
.98
.10
.11
.80
.93
.06
.26
.17
.01
',f>
.86
.31
.33
.02
.45
.09
.98
.43
.27
.77
.57
3.49
3.04
«. la
3.40
3.70
5.03
3.33
4.00
6.4»
2.9!
6.24
2.33
4.06
5.15,
7.36
2.73
3.24
6.41i
2.161
3. at.
2.09
1.14
2.09
8.15
2.28
2.31
2.41
6.48
7.32
7.96
2.26
2.Z7
1.65
0.41
3.86
*«3l
4.11
2.88
3.02
3.52
' ,'1
2.23
1.61
1.33
2.61
2.33
5.76
10.93
3.08
7.60
4.29
3.73
3.93
4.30
4. 00
1.69
4.12
6.04
3.67
4.39
2.29
4.2»
3.30
3.24
2.31
2.34
4.28
2.42
1.69
3.49
2.63
2.69
6*09
3.72
6.7*
2.79
1.13
2.69
J.4«
6.36
Z.29
2.5»
0.70
2.69
3.08
4.73
3.49
2.71
1.33
3.64
4.36
2.06
3,69
6.18
1.78
2.54
3.23
2.32
6.77
3.33
2.71
2.96
0.96
0.97
3.96
7.47
2.33
4.60
3.39
0.81
9.31
6.97
2.04
2.39
4.06
4.46
3.92
1.17
1.12
2.09
2.36
0.49
2.11
3.32
0.30
1.4Z
0.93
2.44
3. .4
3.90
7.92
1.31
2 «3t
1.93
9.22
0.91
2.68
4.49
1.31
6.12
1.87
3.2«
3.39
1.08
3.18
2.39
6.04
1.66
1.70
0.23
0.32
1.78
1.36
1.29
1.23
3.38
0.06
1.81
3.72
3.24
0.31
Z.14
2.30
3.59
3.32
3.73
1.6«
0.64
0.08
1.69
1.63
3.52
0.63
2.6»
2.69
1.30
2.42
2.30
3.11
0*6*
2.14
2.49
0.31
2.71
0.93
3.29
1.12
1.89
2.33
3.36
U04
2.17
2.94
0.32
0.11
0.37
2.76
2.91
2.29
2.29
1.47
3.94
0.34
1.96
1.94
1.96
1.26
1.43
1.74
0.70
1.06
3.41
0.84
1.68
1.79
Z«7*
1.92
1. 11
1.76
1.12
0.91
1.03
1.07
1.681
I.J7
1.75
l.To
1.9T
1.4T
1.67
2.17
1.20
O.J'
1.01
1.41
0.31
2.69
0.25
1.02
0.90
0 69
0.36
2.30
2.62
1.89
.2.1'
1.66
2.12
3.64
1.91
1.91
1.10
0*2*
1.32
29.41
31.96
29.21
24.5]
27.01
28.36
24.31
33.30
23.62
3«l7l
3J.9»
31.69
29.66
35.07
22.4*
31.31
32.86
21.09
40.34
36,79
31.04
21.43
26.19
23.62
37.60
26.43
33.99
J0.71
19.64
30.69
27.16
30.96
33.33
36.06
34*5)
30.39
A-3
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APPENDIX B
SOUND DATA
-------
STUDY BOUNDARY
FIGURE B-l AMBIENT SOUND MEASUREMENT LOCATIONS
B-l
-------
Nomenclature
The decibel as used herein is defined as the sound pressure level in
decibels (dB) = 20 login (P/P ), where P is the measured sound pressure
and P is the reference sound pressure required for minimum sensation of
hearing. This reference pressure is 0.002 microbar and is equivalent to
zero decibels. Essentially, decibel notation is used because it
compresses the very large range of sound pressure that can be detected by
humans to a workable range by the use of logarithms.
Because the human ear perceives sound at different frequencies in
different manners, weighting networks are used to simulate the human ear.
Sounds at low frequencies are not perceived to be as loud as sounds of
equal intensity in middle- and high-frequency octave bands. The
A-weighting network is commonly used in sound analysis to simulate the
human ear. A-weighted values are used in federal, state, and local noise
guidelines and ordinances.
Statistical analysis is used to describe the time-varying property
of sound. Single-number descriptors are used to report sound levels.
This report contains the following statistical A-weighted sound levels:
L - This is the sound level exceeded X% of time. For example:
LQf) is the sound level exceeded 90% of the time during the
measurement period. It often is used to represent the "resi-
dual" sound leyel. LS- is the sound level exceeded 50% of the
time during the measurement period. It is used to represent the
"median" sound level. L1n is the sound level that is exceeded
10% of the time during the measurement period. It often is used
to represent the "intrusive" sound level.
L, - Equivalent sound level, L , for the daytime and evening period
(0700-2200). eq
L - Equivalent sound level, L , for the nighttime period
n (2200-0700). eq
eq - This is the equivalent steady sound level that provides an
equal amount of acoustic energy as the time-varying sound. For
a 24-hour average,
Leq(24) = 10 log1Q [(1/24) (15 x 10Ld/10 + 9 x 10Ln/10)]
L, - Equivalent day-night sound level, defined as:
L, = 10 log.n [(15 x 10Ld/10 + 9 x 10/10)/24]
dn IU
Note: A 10 dB correction factor is added to the nighttime equivalent
sound level.
B-2
-------
Regulations
Federal guidelines for both indoor and outdoor ambient sound levels
are listed in Table B-l. Neither the State of Wisconsin nor Columbia
County has developed guidelines or promulgated regulations concerning
environmental noise.
Data Acquisition
The data acquisition system used to sample 25 minutes of continuous
data consisted of a Bruel and Kjaer Type 4426 Noise Level Analyzer and
Statistical Processor and a Gen Rad Type 1565B Sound Level Meter that was
used as a step attenuator. The sound level meter was set to the "slow"
response during data acquisition.
The system was calibrated before each sampling period by a Gen Rad
Type 1562A Sound Level Calibrator. This calibrator generates a reference
signal of 114 dB at 1000 Hertz. The microphone was mounted on a tripod
4 feet above the ground surface and at least 10 feet from any sizeable
sound-reflecting surface in order to avoid major interference with sound
propagation.
Meteorological parameters such as wet and dry bulb temperature, wind
speed, and wind direction were noted during recording periods. If high
relative humidity (over 90%) or excessive wind speed (over 12 mph)
occurred during the measurement period, sampling was stopped. The
meteorological data collected at the sampling locations are presented in
Table B-2. The ambient sound levels measured at Locations 1, 2, 3, and 4
are given in dBA in Tables B-3 through B-6, respectively.
Ambient sound levels at Locations 1, 2, and 3 were sampled for
25-minute periods during daytime (0700-1800 hours), evening (1800-2200
hours), and nighttime (2200-0700 hours). Data obtained during these
periods were used to compute a 24-hour equivalent sound level, L (24),
and the day-night equivalent sound level, L, , as defined b^q USEPA
(Table B-7). fln
Table B-7. Summary of ambient sound levels (dBA) measured in the
Portage, Wisconsin, study area on 27 and 28 March 1978.
Location L (24) L, L L,,
eq d n an
1 53 55 42 54
2 61 63 47 61
3 56 58 43 47
4 — 43
B-3
-------
Table B-l. Federal guidelines for limits of environmental noise (USEPA 1974)
The USEPA_has established guidelines for the limits of environmental
noise requisite for the protection of public health and welfare. According
to these guidelines, outdoor ambient sound levels. Ldn, below 55 dB will not
degrade public health welfare.
SUMMARY OF NOISE LEVELS IDENTIFIED AS REQUISITE
TO PROTECT PUBLIC HEALTH AND WELFARE
WITH AN ADEQUATE MARGIN OF SAFETY
Effect
Hearing loss
Outdoor activity
interference and
annoyance
Indoor activity
interference and
annoyance
Level
Leq(24) - 70 dB
Ldn - 55 dB
Leq(24) - 55 dB
dB
Leq(24) - 45 dB
Area
All areas
Outdoors in residential
areas and farms and other
outdoor areas where people
spend widely varying a-
mounts of time and other
places in which quiet is
a basis for use.
Outdoor areas where people
spend limited amounts of
time, such as school yards,
playgrounds, etc.
Indoor residential areas
Other indoor areas with
human activities such as
schools, etc.
Leq(24) represents the sound energy averaged over a 24-hour period.
Ldn represents the Leq with a 10 dB nighttime weighting.
B-4
-------
Table B-2. Meteorological data collected at Locations 1-4 on 27 and 28
March 1978.
Location
1
2
3
1
2
3
1
2
3
4
Date
27 March
27 March
27 March
27 March
27 March
27 March
28 March
28 March
28 March
28 March
Time
1800
1835
1915
2300
2340
0015
1210
1255
1330
1130
Tempera-
ture
(°F)
40
39
36
36
36
35
46
46
47
46
Relative
Humidity
(%)
36
36
36
33
33
33
41
41
44
41
Wind
Speed
(mph)
3-6
3-6
4-7
0
0-2
0-2
6-10
7-11
8-11
6-9
Wind
Direction
S
S
S
—
S
S
S
S
S
S
B-5
-------
Table B-3. Ambient sound levels in dBA at Location 1 (813 E. Edgewater
Street, Portage, Wisconsin).
Date
27 March
27 March
28 March
Time
1800
2300
1210
L5
54
46
54
LIQ_
52
44
52
L5Q
47
40
45
L90
45
38
42
L95
44
37
41
Leg;
49
42
56
Table B-4. Ambient sound levels in dBA at Location 2 (Cottage School,
Portage, Wisconsin).
Date Time L5 L^Q L5Q Lgg
27 March
27 March
28 March
1835
2340
1255
56
51
64
53
49
58
47
45
52
44
43
47
-> 3
44
43
46
59
47
63
Table B-5. Ambient sound levels in dBA at Location 3 (the intersection of
Wauona Trail and Griffith Street, Portage, Wisconsin).
Date Time L5 L10 LSQ Lgo Lgs Leq
27 March
28 March
28 March
1915
0015
1300
59
47
51
54
45
49
45
41
44
41
39
41
40
39
40
61
43
57
Table B-6. Ambient sound levels in dBA at Location 4 (the Old Indian Agency
House, Portage, Wisconsin).
Date Time LS L10 L50 L90 1*95 Leg
3 March 1130 51 48 36 32 32 43
B-6
-------
APPENDIX C
DRILLING AND MONITORING REPORT AND ASSOCIATED DATA
Note: The Drilling and Monitoring Report is reproduced only partially.
Exhibits, tables, and other data contained in the report are available for
public inspection at USEPA, Region V.
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EXHIBIT 11
APPARENT DIRECTION
OF GPOUNDWATER
MOVEMENT
Swan Lake. El. 779
Exhibits
HARZA ENGINEERING COMPANY. MARCH. 1979
PORTAGE EIS PROJECT
LAND APPLICATION SITING STUDY
PLAN - SITE B
INFILTRATION AREA
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sandstone
outcrops
Exhibits
EXHIBIT 13
Ground water Mound
Swan Lake,. El. 779
HAR2A ENGINEERING COMPANY. MARCH. 1979
PORTAGE EIS PROJECT
LAND APPLICATION SITING STUDY
PLAN -SITE B
CONCEPTUAL
GROUNDWATER MOVEMENT
AFTER SATURATION
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APPENDIX B
SOIL SAMPLES - CHEMICAL ANALYSES
Results reported on 103° C dry basis
All values reported in mg/kg
Sample
Number
SITE A
I6B
SITE B
I1B
SITE C
I4C
SITE 0
SB
SITE E
173
SITE F
I2B
Auger Holes
A1B
A1C
B23
B3C
B4C
C1B
C1C
D1C
D23
E1C
E2C
E33
E3C
Boring Sample:
A304
BIOS
108
205
305
307
311
405
410
508
517
521
C105
205
308
E109
206
304
* Moiscure
3 103'C
6.03
10.57
10.59
8.34
11.97
15.14
5.57
3.35
10.87
10.23
12.07
2.17
15.13
8. 62
6.41
6.07
4.43
7.35
3.94
s
5.83
5.19
4.95
1.05
3.99
3.72
12.45
2.69
4.28
15.00
17.22
17.93
7.81
5.71
5. 11
4. 17
7.43
6. 82
pH
(s.u.) KOt-N
6.50 1.6
6.80 3.4
7.06 4.9
6.16 3.9
7.53 5.6
7.06 3.1
7.0 0.8
6.9; 7.0 0.3; 0.2
7.2 0.4
6.8 0.4
7.1 0.6
6.8 o.4
6.7; 6.7 0.9
7.8 1.5
6.5 0.2
6.9 0.2
8.1 <0.2
6.2 0.2
6.2 0.2
8.54 <0.6
8.90 <0.6
9.00 <0.6
9.26 <0.6
8.75 0.7
8.98 0.8
9.08 1.0
8.78 <0.6
6.25 1.2
8.95 <0.6
8.84 <0.6
8.77 <0.6
9.11 0.8
8.96 0.8
8.77 <0.6
9.05 1.8
8.95 <0.6
8.79 <0.6
NH-t-N
<0.8
<0.8
<0.8
1450 1.5
>1450 0.4
168S <0.2
>1450 Q.2
>1450 0.3
1350 <0.2
>1450 0.2
238 <0.2
1^12 <0.2
1013 0.2
1249 0.2
>1450 0.4
>1450 1450 0.4
>1450 0.3
>1450 <0.2
>1450 0.2
H20 Total Tota.i
Soluble B As Cd
<0.2 1 <2
0.9 4 <2
1.3 2 <2
0.4 2 <2
1.6 4 <2
1.1 3 <2
0.6 <1 <2
<0.2; <0.2 <1 <2
<0.2 3 <2; <2
<0.2 2 <2
<0.2 3 <2
<0.2 2 <2
. <0.2; <0.2 3 <2
<0.2 3 <2
<0.2 <1 <2
<0.2 2 <2
<0.2 1 <2
<0.2 1; 1 <2
<0.2 2 <2; <2
-------
Total
Cr
7
16
10
6
13
16
7
5
14; 14
18
30
18
22
16
7
13
8
6
5; 6
2.8
5.5
3.5
1.7
6.0
3.9
3.5
5. 5
4.9
3. 1
4. 5
7.2
5.5
6. 5
12. 8
7.7
7.2
5.4
Total
Cu -
2
8
5
2
10
12
3
2
6; 6
17
39
20
11
12
2
9
8
2
1; 2
4.2
7.2
12.8
4.5
5.5
13.7
1.5
12.9
3.0
4.0
4.2
3.6
10.4
14.5
15.2
14.6
4.7
6.3
,
T tai.
67
280
260
190
370
320
250
37
200; 220
410
450
390
290
480
200
250
190
110
77; 72
148
250
190
79
215
223
145
205
233
201
324
355
270
257
259
165
195
250
Total Total
Xl Pb
3 <10
9 <10
5 <10
3 <10
9 <10
9 <10
4 <10
3 <10
8; 9 <10; <10
10 <10
28 <10
15 <10
10 <10
13 tlO
3 <10
7 <10
5 <10
2 <10
4; 3 <10; <10
18.6 0.5
41.1 1.1
24.1 1.0
14.4 0.3
27.2 0.8
20. 1 1.1
19.6 0.5
19.2 0.9
7.6 0.4
18.9 0.7
23.2 1.0
27.0 1.5
24.1 0.9
25. 4 0.7
23.5 0.6
23.4 1.0
27.3 0.7
24. 1 0.7
Total
Zn
9
22
14
11
20
23
14
4
17; 17
21
43
44
26
22
11
13
12
7
3; 6
9.5
31.6
13.0
6.3
11. 4
12.6
10.0
13.4
10.0
9.9
13.2
8.6
13.3
12.4
13.6
12.5
23.1
U.I
13
13
13
3
6; 4
7
7
9
B; 8
7
5
3
7
6
7
3
12.7
11.5
12.6
11. 1
10.4
6.2
13.7
5.2
17. 7
23.6
13.3
13.4
2.2
4.2
4.2
3. 1
13.0
10. 7
1,600
620
380
1,200
1,200
310
150; 130
1,200
800
2,000
980; 1,000
1,300
1,500
220
630
880
140
49
2270
4400
4100
2830
4080
3870
3580
5030
220
4080
4235
4780
3890
4770
4750
4370
3480
2515
Exchangeable Cations
48
180
210
75
340
320
93
37; 37
120
280
430
300; 300
240
470
61
190
320
39
i7
625
460
180
385
240
220
340
370
52
235
180
195
240
235
250
200
455
835
<0.&
<0.4
<0.4
<0.4
<0.4
<0.4
<0.4; <0.4
<0.4
<0.4
<0.4
0.7; 0.9
<0.4
<0.4
<0.4
<0.4
<0.4
<0.4
<0.4
1.0
1.0
5.9
3.0
2.5
4.4
5.2
0.5
0.5
4.6
22.1
25.4
5.2
5.6
8.6
7.3
1.7
0.5
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APPENDIX D
SURFACE WATERS DATA
-------
WISCONSIN
80°
KIVEP
IDEKORRA
A USEPA 1979 b
• WDNR 1977 b
1/2
\
FIGURE D-l WATER QUALITY SAMPLING STATIONS
-------
Tine of day
7:36 7:56 9:15 9:42. 11:20 14:10
16:15 17:30 17:15
Dissolved
Oxygen
(mg/1)
Dissolved
Oxygen
Ong/1)
9.0
8.0
7.0
6.0
5.0
4.0
3.0
2.0
1.0
.5 1.0 1-5
Distance from outfall (miles)
2.0
2.5
Figure D-l. Dissolved oxygen levels in the Fox River upstream and downstream from the Portage
wastewater treatment plant (WDNR 1977b).
16.0
14.0
12.0
10.0
8.0
6.0 |-
4.0
2.0
Fox River-
Portage Canal
Fox River
STH 33
10:00 12:00 14:00 16:00 18:00 20:00 22:00 0.00 2:00 4:00 6:00
Time of day
Figure D-2. Diurnal dissolved oxygen levels in the Fox River below and above the Portage
uastewater treatment plant on 6-7 September 1977 (WDNR 1977b).
D-2
-------
Table D-l. Wisconsin River flows during the 1976-1977 water year (USGS 1978)
Discharges are given in cubic feet per second (cfs).
Wisconsin Dells
Gaging Station
Month
October
November
December
January
February
March
April
May
June
July
August
September
Mean
1,683
1,688
1,852
2,710
2,671
4,188
5,739
3,361
3,536
2,703
2,241
3,597
Maximum
1,910
1,820
2,600
3,000
2,900
5,880
8,310
4,640
5,580
3,900
2,350
7,060
Minimum
1,500
1,300
1,300
2,000
2,300
2,500
4,330
2,710
2,270
2,100
2,030
2,100
Muscoda
Gaging Station
Mean
2,638
2,662
2,616
3,432
3,832
6,141
7,682
4,621
4,817
3,895
3,201
4,258
Maximum
3,210
2,980
3,500
3,700
5,400
8,050
9,590
6,120
6,900
5,360
3,720
7,590
Minimum
2,360
2,200
2,100
3,000
3,300
4,000
5,630
3,650
3,220
3,070
2,880
2,910
Table D-2. Wisconsin River flows during the 1977-1978 water year (USGS 1979)
Discharges are given in cubic feet per second (cfs) .
Wisconsin Dells
Gaging Station
Muscoda
Gaging Station
Month
October
November
December
January
February
March
April
May
June
July
Augus t
September
Mean
5,296
6,661
5,487
5,406
5,386
5,364
10,680
6,745
7,944
13,350
6,613
9,757
Maximum
8,550
12,600
6,800
6,400
6,000
8,450
25,200
18,000
15,600
27,800
14,700
17,900
Minimum
3,450
2,100
3,800
4,000
4,500
4,400
6,770
4,180
4,740
5,630
3,580
4,330
Mean
7,118
8,300
7,713
7,629
7,029
7,038
13,310
9,150
11,050
17,780
8,132
12,290
Maximum
9,950
14,400
13,000
9,600
8,000
10,800
26,600
13,300
15,900
31,200
15,700
20,300
Minimum
5,010
3,800
5,000
6,400
5,600
5,400
8,640
5,550
7,420
8,150
4,780
6,390
Table D-3. Withdrawal of surface water from the Wisconsin River in the Lower
Wisconsin River Basin (Hindall and Borman 1974). (WDNR estimates
current irrigation use at 6 mgd),
Use
Domestic
Industrial and commercial
Irrigation
Stock
Other
Total
Private Supply (mgd)
0.0
47.3
0.1
1.4
0.0
48.8
Surface Water (%)
97.0
0.2
2.8
100.0
D-3
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D-5
-------
Table D-5. Industrial-commercial-residential PCB survey, Portage, Wisconsin,
11 January 1972 (WDNR 1972a).
Facility
Weyenburg Shoe Factory
Portage Hosiery
Portage Plastics
National Cash Register
Dimension Three Foundry
Berst Cheese Company
Samuels Scrap Metal Processing
Nursing Home
Divine Savior Hospital
Residential area
PCB Concentration (ug/1 or ppb)(PCB type)
0.046
0.05
0.052
900.0
3.27
0.123
0.155
1.1
14.0
0.157
(1248)
(1248)
(1254)
(1248 and
(1248)
(1248)
(1248)
(1248 and
(1254)
(1254)
1254)
1254)
Table D-6. PCB levels at the National Cash Register Plant, Portage
Wisconsin (WDNR 1972a; WDNR files 1978).
Unit Process
Settling tank
Vat waste
Settling tank
Settling tank
Settling tank
Settling tank
Settling tank
Settling tank
Settling tank
Settling tank
Settling tank
Settling tank
Settling tank
effluent
effluent
effluent
sludge
effluent
effluent
sludge
effluent
effluent
effluent
effluent
effluent
Date
02/21/72
02/21/72
05/09/72
06/22/72
06/22/72
02/16/73
10/05/73
10/05/73
10/18/73
12/07/73
07/15/76
04/21/77
07/19/77
PCB (ppm or mg/1) (type)
20,000.0
2.3
15,000-20,000.
2,230.
30,000.
795.0
2.2
35.0
590.0
39.0
120.0
280.0
60.0
(1242)
(ppb) (1242)
(1242)
(1242)
(1242)
(ppb)
(ppb)
(ppb) (1248)
(ppb) (1242)
D-6
-------
Table D*7. PCB levels at the Portage, Wisconsin, wastewater treatment
plant (WDNR 1972a; WDNR files 1978).
Unit Process
Primary sludge
Raw sewage
Primary effluent
Trickling filter effluents
Final effluent
Final effluent
Raw sewage
Primary sludge
Final effluent
Digested sludge
Digester supernatant
Digester supernatant
Final effluent
Raw influent
Primary effluent
Final effluent
Raw influent
Final effluent
Raw influent
Final effluent
Digester supernatant
Date
05/20/71
10/06/71
10/06/71
10/06/71
10/06/71
10/06/71
02/14/72
02/14/72
02/14/72
05/09/72
05/09/72
05/22/72
02/16/73
10/09/74
10/09/74
10/09/74
04/16/75
04/16/75
07/14/76
07/14/76
07/14/76
PCB (ppm or ug/1)
5
17
26
32
32
42
35
6
46
,000
9
9
50
13
6
5
2
4
13
65
4
25
5
0
.7
,0
,0
,0
,0
,0
,0
,6
.6
,0
,8
,0
,0
,2
,2
,0
.0
.0
(ppb)
(ppb)
(ppb)
(ppb)
(ppb)
(ppb)
(ppb)
(ppb)
(ppb)
(ppb)
(1248)
(1242)
(1242)
(1242)
(1242)
(dry wt.)
(1242)
(1242)
(1242)
(1242)
(1242)
(1242)
D-7
-------
APPENDIX E
TERRESTRIAL AND AQUATIC FLORA DATA
-------
a a
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E-l
-------
Table E-2. Endangered and threatened species of plants that may occur in the study-
area (Read 1976; WDNR 1979b).
Family Scientific Name Common Name Habitat Status
Cruciferae Amoracia aquatica Lake cress Aquatic E
Cyperaceae Carex lupuliformis No common name Marsh E
Orchidaceae Cypripedium candidum White lady's Marsh T
slipper
Orchidaceae Habenaria flava Tuberculed Marsh T
orchid
Read (1976) defined the status categories as follows:
Threatened - Rare native species which are known from more
than three stations in the state, but of very limited
distribution in Wisconsin so as to cause concern of future
endangerment.
Endangered - Native plants with three or less stations
known to exist in the state are automatically included in
this category. Some species with more than three stations
have been included where it is believed that a substantial
number of the stations are destroyed or actively threat-
ened. It should be noted that species are included in this
category even if the only station is protected, as in the
case of plants on state scientific areas.
Unknown, Probably Extirpated - Native species for which no
recent collections have substantiated its present existence
in the state, but for which there is insufficient
information to conclude that the plant is extirpated.
Extirpated - Species thought to be originally native (based
on old records and habitat data) but no longer believed to
exist in the state.
E-2
-------
APPENDIX F
TERRESTRIAL AND AQUATIC FAUNA DATA
-------
I MILE
Figure F-l. Locations of the 7 zooplankton sampling stations on the Wisconsin
River, Duck Creek, and Rocky Run Creek near the Columbia Generat-
ing Station (University of Wisconsin 1975a, 1975b).
F-l
-------
STATION 3-AS
100-1
Above the plant
(Station 3) during
1973 and 1974.
STATION 5-AS
100-
80-
Z
O
O
tu.
O
40-
20-
1973
M J
1974
Below the plant (Station 5)
during 1973 and 1974.
T » Trichoptera (caddisflies)
E = Ephemeroptera (mayflies)
D ' Diptera (flies)
P = Plccoptera (stoneflics)
0 » other = Amphipoda, Isopoda,
Odonata, Coleoptera,
Hcmiptera, Decapoda
Figure F-2. Percent composition (numbers of individuals) in each crustacean
and insect order caught in the artificial substrate samplers in
the Wisconsin River. Medians were used to plot 1% for each
date (University of Wisconsin 1976a).
F-2
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F-5
-------
Table F-4. Concentrations of chlorophyll a_ in samples taken from the Fox River and the Wisconsin
River near Portage, Wisconsin (USEPA 1978A).
Chlorophyll .a (corrected for phaeophytin)
(ug/1)
June
Fox River
Wisconsin R.
la
48.80
13.90
Ib
65.90
13.00
28.00
13.20
3a
9.00
23.80
3b
9.60
19.80
3e
8.80
25.60
2,3
18.22
July
Fox River
Wisconsin R.
16.40
10.92
15.63
9.85
15.58
10.54
7.20
12.80
5.19
13.67
7.76
13.37
11.29
11.85
August
Fox River
Wisconsin R.
8.40
18.90
9.60
25.53
9.00
21.60
19.80
26.20
33.20
27.80
22.40
28.95
17.07
24.83
^The letters a, b, and c following the station numbers denote substations that were
taken along a transect across the river channel at the station.
Calculated by WAPORA, Inc.
3 Average for all stations on the Fox River was 18.9; average for all stations on the
Wisconsin River was 18.3.
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Table F-6. Major phytoplankton groups collected from the Fox River and the Wisconsin River in June,
July, and August 1978, in number of organisms per milliiiter (modified from USEPA 1978a).
Fox River
Species
Blue-green algae
Green algae
g Flagellates
^ Centric diatoms
Pennate diatoms
Total
Blue-green algae
Green algae
5* Flagellates
^ Centric diatoms
Pennate diatoms
Total
Blue-green algae
jj Green algae
in
§, Flagellates
p
rt Centric diatoms
Pennate diatoms
Total
Avg. for June, July, and Aug.
— 3—
8,925
-
612
204
9,741
7,250
140
5,860
870
180
14,300
1,130
200
12,970
170
440
14,910
12,984
2_
408
51
918
3,570
306
5,253
520
210
1,830
120
260
2,940
230
140
1,920
160
270
2,720
3,637
Stations
3_
51
714
1,020
765
357
2,907
710
660
3,210
1,270
380
6,230
1,940
2,050
5,160
1,790
630
10,940
6,692
Avg.
3,128
255
850
1,445
289
5,967
2,826
337
3,633
753
273
7,823
1,100
797
6,683
707
447
9,523
2
1
2
7
1
1
2
1
5
1
3
3
8
7
1
,295
867
,530
,397
255
,344
,010
,190
,260
,190
30
,680
550
,010
,640
,240
230
,670
,231
Wisconsin River Stations
2a
663
663
1,581
2,346
1,071
6,324
660
860
1,830
840
90
4,280
1,230
680
3,430
3,990
230
9,560
6,721
2e
867
765
1,530
2,346
510
6,018
490
820
1,710
810
-
3,830
N
0
S
A
M
P
L
E
4,924
3_
2,040
1,020
2,856
2,397
1,173
9,486
3,650
780
3,710
1,220
150
9,510
850
1,810
4,120
4,550
510
11,840
10,278
1
1
2
7
1
2
1
5
1
3
3
10
Avg.
,466
829
,874
,374
752
,293
,453
913
,378
,015
68
,825
877
,167
,730
,927
323
,023
"The letters "a" and "c" following the station number denote substations on a transect across the river
channel at that station.
F-7
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F-8
-------
Table F-9. Numbers of zooplankton per cubic meter at seven stations on the Wisconsin River, Duck Creek,
and Rocky Run Creek, Columbia Generating Station, 1973. Each value is an average of three
Clark Bumpus samples (University of Wisconsin 1975a> 1975b).
Date
July 6
July 24
Aug. 2
Aug. 17
Sept. 5
Sept. 26
Oct. 10
Oct. 31
Parameter
mean
S.D.
mean
S.D.
mean
S.D.
mean
S.D.
mean
S.D.
mean
S.D.
mean
S.D.
mean
S.D.
Station
1* 2
3.6
+1.7
2,635.0 5.8
+1.8
972.4 3.9
+1.8
546.3 77
+34
514.3 197
+44
686.0 218
+31
7,028.0 283
±32
4,229.0 428
+48
3
122
+18
34
44
+_11
233
+37
40
+10
682
+49
153
+11
725
+121
4
27
+4
51
+15
458
+160
90
+11
1,046
+_107
191
23
974
+75
5
54
+_13
56
+22
30
+5.8
386
+159
94
+15
1,026.7*
116
+9.5
759
+95
6
4,700 est.
fr.#6 net
821
+179
112
+_89
311
+ 74
200
+_107
75
+19
100
+43
48
+18
7«
14.3
28.6
0.0
57.1
57.2
0.0
*Based on only one sample.
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F-10
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Table F^12.Macroinvertebrates collected from the Wisconsin River, Duck Creek, and Rocky Run Creek near the
Columbia Generating Station. Taxa marked by (*) are known to have been collected from the Wis-
consin River {University of Wisconsin 1975a, 1976a, 1976b, 19?6c, 1977a, 1977i>) .
Turbellaria
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F-14
-------
APPENDIX G
CULTURAL RESOURCES DATA
-------
APPENDIX G
CULTURAL RESOURCES
The National Historic Preservation Act of 1966 (PL 89-665), the
National Environmental Policy Act of 1969 (PL 91-190), Executive Order
11593, the Archaeological and Historic Preservation Act of 197.4, and the
1979 Procedures of the Advisory Council on Historic Preservation (Pro-
tection of Historic and Cultural Properties 36 CFR 800) require that care
be taken by the Federal Agency early in the planning process to identify
cultural resources and minimize adverse effects on them. USEPA Final
Regulations for the Preparation of Environmental Impact Statements also
specify that compliance with these regulations is required when a project
is undertaken that involves federal funding, licensing, or permission.
An intensive literature search was conducted to ascertain the extent
of published material on the cultural evolution of the study area.
Included in this literature search were examinations of archival collec-
tions at the Newberry Library in Chicago, the Chicago Historical Society,
the Chicago Public Library, the Portage Public Library, and the State
Historical Society of Wisconsin in Madison, Wisconsin. Listings of the
National Register of Historic Places and the Wisconsin Survey of Historic
Sites and Buildings were checked to determine the existence of historical
or architecturally significant sites in the study area.
Following the literature search, a windshield/on-foot survey was
conducted to identify sites, structures, buildings, districts, and
cultural objects significant in the cultural evolution of the study area.
Efforts were made to contact local property owners, preservation groups,
locally informed citizens, and local historians. Of considerable help in
this regard where Mr. Robert Wright and Mrs. Lucy Wright of Portage and
the Columbia County Historical Society; Mr. Henry Abraham and Ms.
Frederica Kliest of the Portage Canal Society, Inc., and Ms. Ina Curtis
of Portage.
All potentially significant historical or architectural resources
were evaluated under the "National Register criteria" developed by the
Secretary of the Interior (36 CFR 60.6). Sites that did not appear to
meet these criteria were included as possessing local significance.
The following is a list of the sites identified in the August 1974
architectural survey of Portage, conducted by the State Historical
Society of Wisconsin. The report of the survey and letter from the State
Historic Preservation Officer also are included. The list represents a
simple listing of documented sites. No evaluation of these sites has
been undertaken by the State Historical Society.
G-l
-------
Table G-l.
Architectural sites
of Wisconsin 1974).
in Portage (State Historical Society
527 W. Cook
519 W. Cook
501 W. Cook
430 W. Cook
405 W. Cook
305 W. Cook
430 W. Edgewater
805 W. Conant
510 W. Carroll
504 W. Prospect
626 W. Prospect
802 W. Prospect
529 W. Pleasant
402 W. Conant
501 W. Conant
509 W. Conant
604 W. Conant
615 W. Conant
Herman at Charles, NE corner
CTH "0" at STH 78, SW corner
end, Indian Agency Road
612 E. Cook
Grandstand, Columbia Co.
Fairgrounds
Jefferson at E. Edgewater, north corner
601 E. Conant
502 E. Conant
406 E. Conant
402 E. Conant
421 E. Pleasant
115 E. Carroll
111 E. Franklin
135 E. Emmett
Oneida, north side between
Cass & Armstrong (RR)
212 W. Emmett
1004 Dunn
1011 Cass St.
931 Wisconsin
323 W. Emmett
816 MacFarlane
MacFarlane at W. Emmett,
NW corner
710 Cass
704 Cass
314 W. Franklin
303 W. Franklin
228 W. Franklin
207 W. Franklin
134 W. Franklin
520 W. Cook
505 W. Cook
429 W. Cook
419 W. Cook
420 W. Cook
418 W. Edgewater
506 W. Edgewater
532 W. Carroll
Wisconsin at W. Prospect,
west corner
631 W. Prospect
817 W. Prospect
509 W. Pleasant
409 W. Conant
505 W. Conant
430 W. Conant
607 W. Conant
520 W. Franklin
305 River
647 Silver Lake Dr.
603 E. Cook
E. Wisconsin, south side,
opposite Ontario St.
323 Edgewater
624 E. Conant
531 E. Conant
503 E. Conant
401 E. Conant
327 E. Pleasant
131 E. Howard
222 E. Franklin
circa 115 E. Marion
216 Oneida
1016 Dunn
221 W. Emmett
219 W. Emmett
Cass at Oneida, SW corner
1024 Wisconsin
311 W. Emmett
423 W. Emmett
912 MacFarlane
309 W. Marion
312 W. Marion
825 Wisconsin
Cass at W. Franklin, NE corner
305 W. Franklin
306 W. Franklin
225 W. Franklin
W. Franklin at MacFarlane,
NW corner
G-2
-------
Table G-l. Architectural sites (concluded).
714 MacFarlane
215 W. Carroll
703 Dunn
331 W. Carroll
517 Wisconsin
514 Wisconsin
W. Pleasant at Locke, NE
corner
228-230 Wisconsin
212-216 Wisconsin
E. Cook at Adams, N corner
316 E. Cook
Cook
Cook
Cook
Cook
Conant
Conant
Pleasant
Pleasant
Pleasant
323 E.
403 E.
411 E.
525 E.
303 E.
204 E.
128 E.
124 E.
105 E.
512 DeWitt
208 W. Howard
212 W. Howard
616 MacFarlane
229 W. Pleasant
224 W. Pleasant
circa 211 W. Pleasant
W. Pleasant at Clark, SE
corner
W. Cook, Woolworth's
Ryme's Drugs
E. Cook, Marv's Shoes
DeWitt, Hay's Music Store
DeWitt, Portage TV
1125 Wisconsin
MacFarlane at W. Carroll, NE
corner
321 W. Carroll
532 Wisconsin
511 Wisconsin
Lock St., east side, mid-block
Wisconsin (Portage City Hall)
Wisconsin at Clark, NW corner
220 Wisconsin
Wisconsin (Riverside Park)
306 E. Cook
322 E. Cook
325 E. Cook
404 E. Cook
503 E. Cook
527 E. Cook
219 E. Conant
805 DeWitt
125 E. Pleasant
111 E. Pleasant
101 E. Pleasant
603 DeWitt
207-209 W. Howard
214 W. Howard
W. Howard at Lock, NE corner
223 W. Pleasant
220 W. Pleasant
207 W. Pleasant
W. Conant, Elks Club
W. Cook, Atkinson's Footwear
Graham Drug Co.
E. Cook, Sally Jane Bakery
DeWitt, Portage Daily Register
210 DeWitt
328-330 DeWitt
G-3
-------
HISTORICAL OVERVIEW
The Winnebago name for the 1.25-mile portage between the Fox River
and the Wisconsin River was "Wau-Wau-0—Nah" or "the place where I take up
my canoe and carry it on my shoulders." The French called it "le
portage" while the English and Americans referred to it as "the carrying
Place", and finally, "Portage".
Recorded history in Wisconsin can be traced back to early coloni-
zation in America—back to the early seventeenth century. The French
were exploring the Upper Great Lakes Region at the same time that the
Pilgrims were arriving in Massachusetts. Circa 1634, Jean Nicolet was
exploring east central Wisconsin via the Fox River (Curtis 1974). The
first documented description of a visit to the portage by white men,
however, was not written until 1673. Father Jacques Marquette, a Jesuit
missionary, and Louis Joliet (Jolliet), an explorer-fur trader, crossed
over the portage between the Fox River and the Wisconsin River on 14 June
1673 (American Guide Series 1954). They were followed in the 1680s by
Father Hennepin (1680) and Le Sueur (1683). Almost every maker of early
history in Wisconsin passed over the portage (Titus 1919). The portage
between the rivers quickly became an important site in the French fur
trade, and served as the connection between the Mississippi River System
and the Great Lakes. There was only limited white settlement in the
area, however, because of the hostilities between the French and the
Indians. Settlers did not arrive in significant numbers until the 1800s.
Although the area passed from French to British control in the
1760s, the fur traders continued to prosper. According to Thwaites
(1908), the earliest French settler at the portage whose name is known
was Pinneshon, a deserter from a garrison in Illinois. He was living at
the portage in 1766.
The first English explorer to the area, Jonathan Carver, described
the portage in 1766:
The carrying place, between the Fox and Ouisconsin River, is in
Breadth not more than a mile and three-quarters... .Near
one-half of the way between the rivers is a morass overgrown
with a kind of long grass; the rest of it a plain, with some
few oak and pine trees thereon. I observed here a great number
of rattlesnakes (Western Historical Co. 1880).
By 1800, the chief means of transportation between the rivers was an
ox team used to haul passengers and supplies over the portage. A succes-
sion of "businessmen" ran this operation. In 1793, Laurent Earth ob-
tained permission from the Indians to build a cabin (site unknown) at the
portage. Other names associated with the transport business were French
Canadians John LeCuyer and Francis LeRoy. In 1817, LeRoy was charging
ten dollars to transport a boat, and goods were priced at fifty cents per
hundred pounds (Western Historical Co. 1880).
British forces crossed the portage in 1814, and American forces
crossed in 1819, 1826, and 1827. In 1827, Chief Red Bird of the Winne-
bago surrendered at the portage after an uprising against white settlers.
G-4
-------
Major David Twiggs arrived in 1828 to construct Fort Winnebago
(Figure G-l). He was assisted by Lieutenant Jefferson Davis (Kellog
1931). Protection of the fur trade and the strategic location of the
portage were the primary reasons for the Fort. Fort Winnebago was oc-
cupied for 17 years (until 1845). The Fort functioned primarily as a
deterrent, as the soldiers were involved in only one engagement—the
Black Hawk War of 1832. From 1835 to 1838, the soldiers of Fort Winne-
bago assisted in the construction of the first highway in Wisconsin —
the Military Road. The route stretched from Fort Howard at-Green Bay
(established in 1816 on the site of an earlier French post), past Fort
Winnebago, to Fort Crawford at Prairie du Chien (established in 1816 on
the site of an earlier French post). The road followed Indian trails
extensively and also followed the portage path (Holmes 1949). The gen-
eral route of the road is illustrated in Figure G-2.
The route of the Military Road through the portage was surveyed by
Lieutenant J. D. Webster in 1839. The route and its relationship to Fort
Winnebago are shown in Figure G-3.
The fur trade declined as settlers arrived in central Wisconsin.
With Fort Winnebago for protection and the Military Road for transporta-
tion, a small settlement began to grow along the portage. A large Indian
population was present in the vicinity of the Fort and the Indian Agency
House. The portage was a natural spot for a town—a trade center for the
north-to-south flow of goods. Three other factors also attracted the
settlers:
• By 1840, the Winnebago had ceded all their lands east of the
Mississippi to the encroaching settlers
• The Erie Canal, completed in 1825, offered settlers a cheap,
safe water route to the "frontier" via the Great Lakes
• Wisconsin became a territory in 1836, and land claims were
easier to obtain.
The population of Wisconsin increased from 31,000 in 1840 to 776,000 by
1860 (Nesbit 1973). The settlement at the portage also grew rapidly
during this time. It was a frontier town in 1850, but by 1860 the edge
of the frontier had shifted far to the west-northwest of Wisconsin (Smith
1928). The following item is indicative of the volume of settlers:
The Badger State newspaper in Portage on 26 March 1856 stated
that during three months in the 1855 season, more than 10,000
persons with teams, stocks, etc., crossed the Wisconsin River
here to settle north and west of us (Anonymous 1938).
There were three separate settlements (Anonymous 1897) in the por-
tage area in 1850: a cluster around the abandoned fort; a cluster near
the Wisconsin River along the portage trail, referred to as Lower Town;
and a newer area north of the Portage Canal, referred to as Upper Town
(or Gougeville by disgruntled inhabitants of Lower Town). Collectively,
the area was called Winnebago Portage (1849), Fort Winnebago (1850),
Portage City (1852), and eventually Portage (Western Historical Company
G-5
-------
1880). The "Portage" of 1850 had a population of 2,000, with twelve
stores and seven hotels (Hunt 1853). It was a lumber and commerce center
for the northern counties of Wisconsin.
Prior to 1850, most of the settlers had come from the eastern
states, especially Ohio (Fremont) and New York. Beginning in the 1840s,
however, significant numbers of European immigrants arrived in Portage.
Irish immigrants were brought in to construct a canal between the rivers,
and more arrived to work on the railroad that reached Portage in 1857
(Curtis 1974). In the 1850s large numbers of immigrants from northern
Germany arrived in Portage. Levi (1898) and Kellogg (1920) documented
the arrival of these ethnic groups and others in the Portage vicinity.
None of the ethnic neighborhoods exists today.
From the late 1800s to the present, farm trade and local industry
have been the mainstay of the Portage economy. These replaced the ear-
lier fur, military, lumber, and railroad economies.
Portage has had several residents of national renown (American Guide
Series 1954). One of these was Frederick Jackson Turner, the famed
American frontier historian and Pulitzer Prize winner (Billington 1962,
1974). He was the son of Andrew Jackson Turner, an early Portage resi-
dent and local historian, the person most responsible for bringing the
railroads to Portage (Berthrong 1954, 1955). The history of Fort Winne-
bago by Andrew Jackson Turner (1898) is considered by historians to be
one of the most authoritative accounts. Zona Gale, Pulitzer
Prize-winning author, was another of the famous residents of Portage
(Forman 1962). John Muir spent his childhood in Portage, and it is
reputed that his "love of nature" had its roots in this time.
Because of the varied historical development of Portage, there are a
number of sites, structures, buildings, and cultural objects possessing
historical or architectural significance in the City.
G-6
-------
D I AG RAM
OF FORTWINNEBAGO AND OUT BUILDINGS 1835.
Indian JtlkShnH
s[fi»rn 13 Xorlh KmgeHKat
inn.•tini'y.ffiiiii' Miiijirtini'
_-••/• tiulilli't.-i llniLr/'fffi
B iXrti On\ri-r*(liuiiiria
v Oujirtert,
= S Ulock Jfoujsr
Figure G-l. Fort Winnebago (Western Historical Co. 1880)
G-7
-------
O
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R
G-9
-------
START
GOVERNOR'S
BEND
\\
Refuse Receptacle
FOX RIVER
FLOWS NORTH
TO GREEN BAY
FR. MARQUETTE
FORT WINNEBACO-
P. PAL'QCETTE
MARKERS
Refuae Rveeptacl*.
AGENCY HOUSE
WISCONSIN R1VEB
FLOWS SOUTH TO
PBA1HIE DU CKIES
HIGHWAY
Figure G-4. The Marquette Trail (Rockley 1978)
G-10
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APPENDIX H
SOCIOECONOMIC DATA
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Table H-4. Population of Portage, Wisconsin, and Columbia County, Wisconsin,
1900-1978 (US Bureau of the Census 1921, 1952, 1973, 1977b; Wis-
consin DOA 1978).
Year
1900
1910
1920
1930
1940
1950
1960
1970
1978
Columbia County
31,121
31,129
30,468
30,503
32,517
34,023
36,708
40,150
42,495
Portage Portage as Percent of County
5,459 17.5
5,440 17.5
5,582 18.3
6,308 20.7
7,016 21.6
,7,334 21.5
7,822 21.3
7,821 19.5
7,738 18.2
Table H-5. Live births per 1,000 population (US Bureau of the Census 1977b) .
US
Wisconsin
1960
23.7
25.2
1970
18.4
17.6
1972
15.6
14.3
1973
14.9
13.7
1974
14.9
14.3
H-4
-------
Table H-6. Major industry employment trends (US Bureau of the Census 1963
1973) •
US- EPA REGION V
Total employment
Multiplier
Basic employment
Agriculture, forestry,
and fisheries
Mining
Manufacturing
Local employment
Population
Percent employed
WISCONSIN
Total employment
Multiplier
Basic employment
Agriculture, forestry,
and fisheries
Mining
Manufacturing
Local employment
Population
Percent employed
COLUMBIA COUNTY
Total employment
Multiplier
Basic employment
Agriculture, forestry,
and fisheries
Mining
Manufacturing
Local employment
Population
Percent employed
1960
14,550,496
2.57
5,666,776
856,374
85,502
4,724,900
8,883,720
39,638,888
36.7
1960
1,468,631
2.21
665,640
169,033
2,824
483,783
812,991
3,951,777
37.2
1960
12,498
2.38
5,240
2,294
48
2,898
7,258
36 , 708
34.0
1970
16,920,792
2.83
5,983,579
551,214
80,865
5,351,500
10,937,213
44,057,447
38.4
1970
1,703,629
2.65
642,445
111,086
2,952
528,407
1,061,184
4,417,731
38.6
1970
15,635
2.74
5,702
1,838
57
3,807
9,933
40,150
38.9
Percent
Change
1960-1970
16.3
10.1
5.6
-35.6
- 5.4
13.3
23.1
11.1
1.7
Percent
Change
1960-1970
16.0
19.9
- 2.0
-34.3
4.5
9.2
30.5
11.8
1.4
Percent
Change
1960-1970
25.1
15.1
8.8
-19.9
18.7
31.4
36.9
9.4
4.9
h-5
-------
Table H-7. Manufacturing employment trends in Wisconsin, 1950-1975 (US Bureau of
Labor Statistics 1977).
Percent Percent
Change Change
1960- 1970-
Category
Total manufacturing employment
Durables
SIC
SIC
SIC
SIC
SIC
SIC
SIC
SIC
SIC
24
25
32
33
34
35
36
37
38
Lumber and wood prod-
ucts
Furniture and fixtures
Stone, clay, glass, and
concrete
Primary metal
Fabricated metal prod-
ucts
Machinery, except
electrical
Electrical equipment
Transportation equipment
Instruments and related
products
Nondurables
SIC
SIC
SIC
SIC
SIC
SIC
SIC
SIC
SIC
20
22
23
26
27
28
29
30
31
Food and kindred prod-
ucts
Textile mill products
Apparel and other fabri-
cated products
Paper and allied prod-
ucts
Printing and publishing
Chemicals and allied
products
Petroleum and coal
Rubber and plastics
Leather
1950
434,500
264,600
20,100
11,800
5,900
24,200
36,000
79.600
35,500
36,500
7,900
169,900
64,200
11,400
8,800
33,800
18,500
6,000
1960
460
291
16
8
6
24
33
86
54
48
4
168
62
6
7
39
21
6
,400
,700
,300
,200
,500
,600
,800
.500
,900
,400
,400
,700
,100
,900
,200
,900
,800
,400
1970
500
321
15
7
8
30
43
108
48
36
9
179
57
7
6
45
25
11
,900
,500
,600
,800
,100
,100
,800
.200
,600
,200
,000
,400
,600
,000
,800
,000
,000
,300
1975
503
326
16
8
7
30
43
112
45
42
8
176
61
5
6
41
27
8
,100
,900
,000
,900
,000
,900
,200
.000
,700
,500
,600
,200
,000
,500
,200
,700
,200
,900
1970
8.8
10.2
-4.3
-4.9
24.6
22.3
29.6
20.0
-11.5
-25.2
104.5
6.3
- 7.2
1.4
- 5.5
12.8
16.5
76.5
1975
0.4
1.7
2.5
14.1
-13,6
6.0
- 1.4
3.5
- 6.0
17.4
- 4.4
- 1.8
5.9
-21.4
- 8.8
- 7.3
7.1
-21.2
NOT RECORDED
5,500
21,000
6
17
,900
,100
12
13
,100
,900
14
11
,100
,400
75.4
-18.7
16.5
-18.0
SIC = Standard Industrial Classification.
H-6
-------
Table H-8. Manufacturing employment trends in Columbia County, Wisconsin/
1950-1975 (US Bureau of the Census 1952, 1963, 1973; Wisconsin
Department of Industry, Labor and Human Relations 1976a, 1976b,
1976c, 1976d).
Category
Total manufacturing employment
Durables
SIC 24 Lumber and wood prod-
ucts
SIC 25 Furniture and fixtures
SIC 32 Stone, clay, glass and
concrete
SIC 33 Primary metal
SIC 34 Fabricated metal prod-
ucts
SIC 35 Machinery, except
electrical
SIC 36 Electrical equipment
SIC 37 Transportation equipment
SIC 38 Instruments and related
products
Other durables
Nondurables
SIC 20 Food and kindred prod-
ucts
SIC 22 Textile mill products
SIC 23 Apparel and other
fabricated products
SIC 26 Paper and allied prod-
ucts
SIC 27 Printing and pub-
lishing
SIC 28 Chemicals and allied
products
SIC 29 Petroleum and coal
SIC 30 Rubber and plastics
SIC 31 Leather
Other nondurables
Miscellaneous manufacturing
Percent Percent
Change Change
1960- 1970-
1950
2,144
312
{135
4
33
74
24
8
34
1,832
895
301
{118
30
-
1960
2,898
1,007
{200
{263
206
72
73
193
1,891
960
{351
{163
73
-
1970
3,807
1,879
{157
{618
468
188
36
412
1,928
690
{180
{142
191
-
1975
2,953
938
120
103
26
133
64
211
215
_
2,014
801
166
126
49
120
13
164
480
1970
31.4
86.6
{2.1
{135.0
127.2
161.1
-50.7
113.5
1.9
-28.1
{-48.7
{-12.9
161.6
-
1975
-22.4
-50.1
{42.0
{-68.1
-40.1
14.4
_
4.5
16.1
{62.2
{19.0
-93.2
-
438
344
725
110.7
95
H-7
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-------
Table H-12. Proportion of persons in the working age group during 1970 (US Bureau of the Census 1973).
Wisconsin Columbia County City of Portage
Total population
Persons under 18 years of age
Persons 18 to 64 years of age
Persons over 64 years of age
Number of
Persons
4,417,731
1,583,643
2,361,223
472,865
Percent
of Total
100.0
35.8
53.5
10.7
Number of
Persons
40,150
14,309
20,241
5,600
Percent
of Total
100.0
35.6
50.5
13.9
Number of
Persons
7,821
2,508
4,114
1,199
Percent
of Total
100.0
32.1
52.6
15.3
Table h-13. Sources of population change in Columbia County, Wisconsin, from
1970 to 1975 (US Bureau of the Census 1977; by telephone, Columbia
County Administrative Office, Deeds Office, to Mr. Rich Loughery,
WAPORA, Inc., 10 February 1978).
Change Perce
1970 1975 1970-1975 Chang
Population 40,150 42,401 2,251 5.6
Births — — 3,613
Deaths — — 2,745
Natural increase
(births minus deaths) — — 868 —
Net migration
(population change minus
natural increase) — — 1,383 3.4
H-10
-------
Table H-14. 1970 commuting patterns in Columbia County and City of Portage,
Wisconsin (US Bureau of the Census 1973).
Number of Workers by Place of Residence
Place of Work Columbia County City of Portage
City of Madison 1,613 120
Remainder of Dane County 520 53
City of Milwaukee 27 7
Waukesha County 9 0
Washington County 6 0
Dodge County 428 0
Green Lake County 32 0
Marquette County 29 0
Adams County 17 0
Sauk County 639 143
Jefferson County 19 0
Fond du Lac County 28 0
Juneau County 29 0
Subtotal (number working outside of
Columbia County) 3,676 377
Columbia County 11,417 2,913
Total 15,093 3,290
Percent working in Columbia County 75.6 88.0
Percent working outside of Columbia 24.4 11.0
County
H-ll
-------
Table H-15. Revenues and expenditures for Portage, Wisconsin, 1976 (Miller
and others 1977b) .
Revenues
Categories and Selected Subcategories Amount ($)
Taxes 751,765
Intergovernmental revenue 625,773
Federal 102,339
State 519,193
County 4,211
Regulation and compliance revenue 72,487
Public charges for services 28,048
Intergovernmental charges for services 14,200
Public improvement services 79,812
Other general revenue 6,452
Commercial revenue 198,949
Total revenues (excluding utilities) 1,777,486
Revenues per capita 226.93
Expenditures
Categories and Selected Subcategories Amount ($)
General government 191,689
Public safety 498,638
Health and social services 4,617
Public works 460,092
Leisure activities 159,244
Conservation and development 49,240
Public service enterprises 315,301
Contributions and long-term advances
Water utility contributions
Sewer utility contributions
Parking utility contributions
Solid waste management
Long-term advance
School contributions
Other public services 80,725
Debt services 80,725
Capital projects expenditures 25,763
Total expenditures (excluding total utilities and school
expenditures) 1,784,309
Expenditures per capita 227.92
H-12
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H-14
-------
APPENDIX I
LAND USE DATA
-------
Table 1-1. Residential acreage forecasts for Portage, Wisconsin.
Total
Estimated Additional Total Housing
Year
1978
1980
1985
1990
1995
2000
Population
7,738
7,870
8,190
8,500
8,830
9,150
Housing Units
—
47
114
110
117
114
Housing Acres
—
21.2
51.4
49.6
52.8
51.4
Acres/Study Area
882
903.2
954.6
1,004.2
1,057.0
1,108.4
502
226.4
Table 1-2. Existing land use in Portage, Wisconsin, as a percentage of
developed area.
Land Use Acreage
Residential 882
Commercial 224
Industrial 160
Institutional and
utilities 248
Open space 133
Vacant 408
Airport 102
Percentage of
Developed^ Area
41.0
10.4
7.4
11.5
6.2
18.8
4.7
1-1
-------
APPENDIX J
ENGINEERING AND COST DATA FOR ALTERNATIVES
-------
COST METHODLOGY
1) Costs for the interceptors and outfall sewer were determined from
the Facilities Plan (Owen Ayres and Associates 1977). The basis of
design and layout of the interceptor (except layout in the Alterna-
tive 1-New Wisconsin River Plant and outfall sewer system rehabili-
tation were used from the Sewer System Evaluation Survey for the
City of Portage (Donohue and Associates Inc. 1977). All costs were
updated to December 1978 price levels.
2) Construction costs include additions, replacements, and/or modifi-
cations to the existing wastewater collection and treatment
facilities.
3) Costs for materials, construction, and O&M were updated to December
1978 price levels. Construction costs for treatment units and
services were based on USEPA indexes for Chicago of 321.3 and 353.9,
respectively. The Engineering News Record Index of 2,865 for Decem-
ber 1978 also was used.
4) Costs for general improvement for each alternative were determined
from the Facilities Plan (Owen Ayres and Associates 1977). Costs
were updated to December 1978 price levels.
5) Salvage values were determined using straight-line depreciation for a
planning period of 20 years. The service life of land was con-
sidered permanent. The service life of structures, including build-
ings, concrete process units, conveyance pipelines, etc., was
assumed to be 50 years. The service life of process and auxiliary
equipment such as clarifier mechanisms, standby generators, pumps,
electric motors, etc. is assumed to be 20 years.
6) Capital costs were based on construction costs plus 27% for engi-
neering, administration, legal and contingencies.
7) Present worth of salvage value, O&M costs, and average annual equi-
valent costs were determined for 20 years using a discount rate of
6.875%.
8) Present worth of salvage values were determined using a single pay-
ment present worth factor of 0.2645 (Salvage value x 0.2645 = pre-
sent worth of salvage).
9) Present worth of O&M costs were determined using a uniform or equal
payment series factor of 10.6974 (average annual O&M cost x
10.6974 = present worth of O&M).
10) Average annual equivalent costs were determined using a capital re-
covery factor of 0.0935 (total present worth x 0.0935 = average
annual equivalent cost) .
11) Costs for some of the process components were determined from five
documents issued by USEPA (1975a, 1975b, 1976a, 1977b, 1977c).
J-l
-------
Table J-l. Alternative 1 - New Wisconsin River plant. Estimated general im-
provement cost (December 1978 costs, in thousands of dollars).
Item
Diking or filling
Dewatering
Clearing and grubbing
Restoration
Fencing
Roadways
Land
Process control
Control building
Electrical
Piping and valves
Standby power
Abandon existing plant
General O&Ml
Laboratory
Administration & clerical
Yardwork
Total
Service factor (27%) - engineering,
administration, legal and
contingencies
Construction
Cost
225.0
297.0
20.0
65.0
19.0
16.0
18.0
60.0
100.0
300.0
350.0
45.0
23.0
1,538.0
415.2
Total capital cost 1,953.2
Present worth (@ 6-7/8% over 20 years)
Capital cost
O&M cost
Salvage value
Total present worth
1,953,2
403.3
(112.0)
2,244.5
Salvage
Value
135.0
18.0
60.0
210.0
423.0
Annual
OSM Cost
0.5
0.5
0.5
0.5
1.8
4.7
9.0
4.5
0.5
4.4
6.8
4.0
37.7
^Personnel time only.
J-2
-------
Table J-2. Alternative 1 - New Wisconsin River plant. Estimated total project
cost (December 1978 costs, in thousands of dollars).
Construction Salvage
Item
General improvements
Liquid treatment
Preliminary treatment
Raw wastewater pumping
Primary clarification
Rotating biological contactor
Final clarification
Chlorination
Outfall, pumping
Solids handling
Anaerobic digestion
Sludge handling
Interceptor
From existing plant to Wisconsin
River site
Replacement of 5 lift stations with
gravity sewers
I/I elimination
Total
Service factor (27%) - engineering,
administration, legal and
contingencies
Total capital cost
Present worth (@ 6-7/8% over 20 years)
Capital cost
O&M cost
Salvage value
Total present worth
Cost Value
1,538.0 423.0
87.9 26.3
126.8 31.7
132.5 48.0
337.8 48.4
229.0 76.7
101.0 35.6
101.8 38.9
520.0 233.0
48. Oa 3.0
679.6 407.8
138.6 83.2
478. 4b
4,519.4 1,455.6
1,220.2
5,739.6
5,739.6
1,494.4
(385.0)
6,849.0
alncludes cost of replacement of truck after 10 years.
bl/l elimination cost is taken from Table 4 of the Sewer System
Annual
O&M Cost
37.7
10.0
10.1
13.5
18.0
14.0
13.9
1.0
8.8
10.8
1.0
0.9
__
139.7
Evaluation
Survey prepared by Donohue & Associates (September 1977).
J-3
-------
Table J-3. Alternative 2 - New Fox River plant. Estimated general improve-
ment cost (December 1978 costs, in thousands of dollars).
Item
Diking or filling
Dewatering
Clearing and grubbing
Restoration
Fencing
Roadways
Land
Process control
Control building
Electrical
Piping and valves
Standby power
Abandon existing plant
General O&M1
Laboratory
Administration and clerical
Yardwork
Total
Service factor (27%) engineering,
administration, legal, and
contingencies
Construction
Cost
178.0
250.0
15.0
75.0
21.0
16.0
70.0
100.0
320.0
375.0
45.0
23.0
1,488.0
401.8
Total capital cost 1,889.8
Present worth (@ 6-7/8% over 20 years)
Capital cost
O&M cost
Salvage value
Total present worth
1,889.8
428.9
(103.6)
2,215.1
Salvage
Value
106.8
60.0
225.0
391.8
Annual
OSM Cost
0.5
0.5
0.5
0.5
2.5
4.7
9.0
5.0
0.5
5.6
6.8
4.0
40.1
Personnel time only.
J-4
-------
Table J-4. Alternative 2 - New Fox River plant. Estimated total project
cost (December 1978 costs, in thousands of dollars).
Construction Salvage Annual
Item Cost Value OSM Cost
General improvements 1,488.0 391.8 40.1
Liquid treatment
Preliminary treatment 87.9 26.3 10.0
Raw wastewater pumping 112.0 24.3 8.0
Primary clarification 132.5 48.0 13.5
Rotating biological contactor 524.0 60.6 24.7
Final clarification 229.0 76.7 14.0
Chemical treatment (lime) for
phosphorus removal 329.8 32.9 56.8
Chlorination 101.0 35.6 13.9
Outfall, pumping 67.0 18.0 1.0
Solids handling
Digestion 781.2 355.4 9.0
Sludge handling 48.Oa 3.0 40.0
Interceptor
From existing plant to Fox River site 278.0 166.8 0.5
Maintaining 4 lift stationsb 78.0 — 18.9
I/I elimination 478.4C — —
Total 4,734.8 1,239.4 250.4
Service factor (27%) - engineering,
administration, legal, and
contingencies 1,278.4
Total capital cost 6,013.2
Present worth (@ 6-7/8% over 20 years)
Capital cost 6,013.2
O&M cost 2,678.6
Salvage value (327.8)
Total present worth 8,364.0
aIncludes cost of replacement of truck after 10 years.
bCosts of maintaining 4 existing lift stations are included in this alter-
native so that all alternatives can be compared on the same basis. Albert
Street lift station would be eliminated with the construction of a new
interceptor from the existing plant to the Fox River site.
CI/I elimination cost is taken from Table 4 of the Sewer System Evaluation
Survey prepared by Donohue and Associates (September 1977).
J-5
-------
Table J-5. Alternative 3 - Remodeled Fox River plant with discharge to the
Fox River. Estimated general improvement cost (December 1978
costs, in thousands of dollars).
Item
Diking or filling
Dewatering
Clearing and grubbing
Restoration
Fencing
Roadways
Land
Process control
Control building
Electrical
Piping and valves
Standby power
Abandon/remove existing units
General OSM^
Laboratory
Administration and clerical
Yardwork
Total
Service factor (27%) - engineering,
administration, legal, and
contingencies
Construction
Cost
178.0
250.0
75.0
10.0
11.0
70.0
70.0
320.0
400.0
45.0
47.0
1,476.0
398.5
Total capital cost 1,874.5
Present worth (@ 6-7/8% over 20 years)
Capital cost
O&M cost
Salvage value
Total present worth
1,874.5
439.7
(102.8)
2,211.4
Salvage
Value
106.8
42.0
240.0
388.8
Annual
O&M Cost
0.5
0.5
0.5
0.5
2.5
4.7
9.0
6.0
0.5
5.6
6.8
4.0
41.1
-"-Personnel time only.
J-6
-------
•Table J-6. Alternative 3 - Remodeled Pox River plant with discharge to the
Fox River. Estimated total project cost (December 1978 costs,
in thousands of dollars).
Item
General improvements
Liquid treatment
Preliminary treatment
Raw wastewater pumping
Primary clarification
Rotating biological contactor
Final clarification
Chemical treatment (lime) for
phosphorus removal
Chlorination
Outfall, pumping
Solids handling
Digestion
Sludge hauling
Interceptor
Maintaining 5 lift stations
I/I elimination
Total
Service factor (27%) - engineering,
administration, legal and
contingencies
Total capital cost
Construction
Cost
1,476.0
117.0
478.4C
4,346.6
1,173.6
5,520.2
Present worth (@ 6-7/8% over 20 years)
Capital cost 5,520.2
O&M cost 2,826.2
Salvage value (257.4)
Salvage
Value
388.8
973.2
Annual
OSM Cost
41.1
87.9
65.0
110.0
524.0
180.8
329.8
101.0
47.5
781.2
48. Oa
26.3
10.0
12,6
60.6
42.0
32.9
35.6
6,0
355.4
3.0
10.0
9.5
13.5
24.7
14.0
56.8
13.9
1.0
9.0
40.0
30-7
264.2
Total present worth
8,089.0
alncludes cost of replacement of truck after 10 years.
bCosts of maintaining 5 existing lift stations are included in this alterna-
tive so that all alternatives can be compared on the same basis.
CI/I elimination cost is taken from Table 4 of the Sewer System Evaluation
Survey prepared by Donohue and Associates (September 1977).
J-7
-------
Table J-7. Alternative 4 - Remodeled Fox River plant with discharge to the
Wisconsin River. Estimated general improvement cost (December
1978 costs, in thousands of dollars).
Item
Diking or filling
Dewatering
Clearing and grubbing
Restoration
Fencing
Roadways
Land
Process control
Control building
Electrical
Piping and valves
Standby power
Abandon/remove existing units
General O&M-'-
Laboratory
Administration and clerical
Yard work
Total
Service factor (27%) - engineering,
administration, legal, and
contingencies
Construction
Cost
178.0
250.0
75.0
10.0
11.0
65.0
70.0
310.0
375.0
45.0
47.0
1,446.0
390.4
Total capital cost 1,836.4
Present worth (@ 6-7/8% over 20 years)
Capital cost
O&M cost
Salvage value
Total present worth
1,836.4
426.8
(100.4)
2,162.8
Salvage
Value
106.8
42.0
231,0
379.8
Annual
O&M Cost
0.5
0.5
0.5
0.5
2.5
4.7
9.0
6.0
0.5
4.4
6.8
4.0
39.9
^•Personnel time only.
J-8
-------
Table J-8. Alternative 4 - Remodeled Fox River plant with discharge to the
Wisconsin River. Estimated total project cost (December 1978
costs, in thousands of dollars).
Item
General improvements
Liquid treatment
Preliminary treatment
Raw wastewater pumping
Primary clarification
Rotating biological contactor
Final clarification
Chlorination
Outfall, pumping
Solids handling
Digestion
Sludge hauling
Interceptors
Maintaining 5 lift stations0
I/I elimination
Total
Service factor (27%) - engineering,
administration, legal, and
contingencies
Total capital cost
Construction
Cost
1,436.0
520.0
48, Ob
117.0
478.4d
4,135.5
1,116.6
5,252.1
Present worth (@ 6-7/8% over 20 years)
Capital cost 5,252.0.
O&M cost 1,958.7
Salvage value (297.8)
Salvage
Value
373.8
233.0
3.0
1,126.4
Annual
OSM Cost
39.9
87.9
65.0
110.0
337.8
180.8
40. Oa
714.6
26.3
10.0
12.6
48.4
42.0
8.0
369.3
10.0
9.5
13.5
18.0
14.0
13.9
14.0
8.8
10.8
30.7
183.1
Total present worth
6,913.8
alncludes cost of chlorinators , chlorine building and mixing unit only.
Chlorine contact time is provided in outfall sewer.
"Includes cost of replacement of truck after 10 years.
cCosts of maintaining 5 existing lift stations are included in the alterna-
tive so that all alternatives can be compared on the same basis.
elimination cost is taken from Table 4 of the Sewer System Evaluation
Survey prepared by Donohue and Associates, September 1977.
J-9
-------
Table J-9. Alternative 5A - Wetlands application - overland flow type
system (20 mg/1 BOD - 20 mg/1 SS discharge to wetlands). Esti-
mated total project cost (December 1978 costs, in thousands of
dollars).
Construction
Item
General improvements
Liquid treatment
Preliminary treatment
Raw wastewater pumping
Primary clarification
Rotating biological contactor
Final clarification
Chlorination
Solids handling
Digestion
Sludge hauling
Conveyance
14-inch force main (0.75 mile)
Pumping station
Land treatment
Storage (130 days) basin
Distribution - surface flooding
Distribution pumping
Interceptor ,
Maintaining 5 lift stations
I/I elimination
Total
Service factor (27%) - engineering,
administration, legal and
contingencies
Total capital cost
Present worth (@ 6-7/8% over 20 years)
Capital cost
O&M cost
Salvage value
Total present worth
Cost
1,436.0
87.9
65.0
110.0
337.8
180.8
101.0
520.0
48. Oa
150.5
198.0
1,856.0
54.7
197.5
117.0
478.4°
5,938.6
1,603.4
7,542.0
7,542.0
2,400.5
(560.8)
9,381.7
Salvage
Value
373.8
26.3
10.0
12.6
48.4
42.0
35.6
233.0
3.0
90.3
59.4
1,113.0
13.6
59.2
—
__
2,120.2
Annual
O&M Cost
39.9
10.0
9.5
13.5
18.0
14.0
13.9
8.8
10.8
0.4
13.0
6.8
28.1
7.0
30.7
__
224.4
alncludes cost of replacement of truck after 10 years.
J-10
-------
Table J-9. Alternative 5A (concluded).
Costs of maintaining 5 existing lift stations are included in this alter-
native so that all alternatives can be compared on the same basis.
cI/I elimination cost is taken from Table 4 of the Sewer System Evaluation
Survey prepared by Donohue and Associates (September 1977).
NOTE: The figures shown above for wetlands application are very rough
costs. If this alternative is selected for further consideration,
wetlands discharge criteria and costs should be studied in more
detail.
J-ll
-------
Table J-10. Alternative 5B - Wetlands Application - overland flow type system ,
(30 mg/1 BOD - 30 mg/1 SS discharge to wetlands). Estimated total
project cost (December 1978 costs, in thousands of dollars).
Construction
Item
General improvements
Liquid treatment
Preliminary treatment
Raw wastewater pumping
Primary clarification
Existing trickling filter
modifications
Final clarification
Chlorination
Solids handling
Digestion
Sludge hauling
Conveyance
14-inch force main (0.75 mile)
Pumping stations
Land Treatment
Storage (130 days) basin
Distribution - surface flooding
Distribution pumping
Interceptor
Maintaining 5 lift stations
I/I elimination
Total
Service factor (27%) - engineering,
administration, legal, and contin-
gencies
Total capital cost
Present worth (@ 6-7/8% over 20 years)
Capital cost
O&M cost
Salvage value
Total present worth
Cost
1,436.0
87.9
65.0
110.0
200.7
180.8
101.0
520.0
48. Oa
150.5
198.0
1,856.0
54.7
197.5
117.0
478. 4C
5,801.5
1,566.4
7,367.9
7,367.9
2,294.6
(548.0)
9,114.5
Salvage Annual
Value O&M Cost
373.8 39.9
26.3 10.0
10.0 9.5
12.6 13.5
8.1
42.0 14.0
35.6 13.9
233.0 8.8
3.0 10.8
90.3 0.4
59.4 13.0
1,113.0 6.8
13.6 28.1
59.2 7.0
30.7
__ — —
2,071.8 214.5
alncludes cost of replacement of truck after 10 years.
J-12
-------
Table J-10. Alternative 5B (concluded).
kCosts of maintaining 5 existing lift stations are included in this alter-
native so that all alternatives can be compared on the same basis.
£i
I/I elimination cost is taken from Table 4 of the Sewer System Evaluation
Survey prepared by Donohue and Associates (September 1977).
NOTE: The figures shown above for wetlands application are very rough costs.
If this alternative is selected for further consideration, wetlands
discharge criteria and costs should be studied in more detail.
J-13
-------
Table J-ll. Alternative 6 - Land treatment by rapid infiltration at Site B.
Estimated total project cost (December 1978 costs, in thousands
of dollars).
Construction Salvage Annual
Item Cost ' Value O&M Cost
General improvements 1,436.0 373.8 39.9
Liquid treatment
Preliminary treatment 87.9 26.3 10.0
Raw wastewater pumping 65.0 10.0 9.5
Primary clarification 110.0 12.6 13.5
Existing trickling filter modi-
fications 200.7 - 8.1
Final clarification 180.8 42.0 14.0
Chlorination 101.0 35.6 13.9
Solids handling
Digestion 520.0 233.0 8.8
Sludge hauling 48.Oa 3.0 10.8
Conveyance
14-inch force main (3.5 miles) 702.2 421.3 1.8
Pumping station 363.7 109.1 42.9
Land treatment
Storage basin — — —
Field preparation 46.5 — —
Infiltration basins 239.3 — 19.5
Distribution pumping 218.2 65.4 10.9
Service roads and fencing 53.2 — 1.1
Curtain drains — — —
£•«
Underdrains
Q
Recovery wells — — —
Interceptor
Maintaining 5 lift stations 117.0 — 30.7
Q
I/I elimination 478.4
Total 4,967.9 1,332.1 235.4
Service factor (27%) - engineering,
administration, legal, and
contingencies 1,341.3
Total capital cost 6,309.2
J-14
-------
Table J-ll. Alternative 6 (concluded).
Present worth (@ 6-7/8% over 20 years).
Capital cost 6,309.2
O&M cost 2,518.2
Salvage value (352.3)
Land cost (90 acres @ $l,000/acre) 90.0
Salvage value of land cost (23.8)
Total present worth 8,541.3
Includes cost of replacement of truck after 10 years.
It is assumed that the effluent will be applied to land treatment—infil-
tration basins on a 52-week-per-year basis. If Wisconsin DNR requires
emergency storage basins, then the cost associated with storage basins
should be included in the above table.
Q
The interim report Surface and Subsurface Investigations, Portage Environ-
mental Impact Study, prepared by Harza Engineering Company (April 1979),
indicates on page 27 that curtain drains could be constructed locally to
maintain the present groundwater table or that a "wait and see" approach
could be taken. The review of the above report by WAPORA's geologist indi-
cates that curtain drains and/or underdrains and recovery wells may be
necessary to reduce groundwater mounding. The costs of the curtain drains
and/or underdrains and recovery wells are not included at this time. If
further subsurface investigations of this land application site concludes
that curtain drains and/or underdrains and recovery wells are needed, then
the costs of those should be included in the above table.
Costs of maintaining 5 existing lift stations are included in this alterna-
tive so that all alternatives can be compared on the same basis.
Q
I/I elimination cost is taken from Table 4 of the Sewer gystem Evaluation
Survey prepared by Donohue and Associates (September 1977).
NOTE: The figures shown above for land application treatment are very rough
costs. If this alternative is selected for further consideration,
the costs indicated in footnotes b and c should be studied in more
detail.
J-15
-------
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A. INFLUENT MONITORING REQUIREMENTS
Part I. Page 2 of 4
WPDES Permit No. WI-00204 27-3
During the period beginning on the effective date of this permit and lasting until June 30, 1982
the permittee is required to perform the following monitoring.
Samples taken in compliance with the monitoring requirements specified below shall be taken at a representative
locatior.
MONITORING REQUIREMENTS
SampleSample
PARAMETER UNITS Frequency Type
Flo* 1 MGD Continuous
B005-day mg/1 3 X Weekly 8-hr. Composite 2
Suspended Solids mg/1 3 X Weekly 8-hr. Composite
1 Flow measurement of the wastewater volume received at the treatment plant, including any bypassed flow, shall be
monitored continuously.
2
When treatment plant upgrading is completed, influent and effluent samples shall be 24-hour composite, flow
proportional type.
en
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8
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B. IHTiS:,'! cFFUTIT LIHITATIO:.'S At 10 HOfllTORI.'.'G BEQUIREfiE'tTS
Part I. Page 3 of 4
Wisconsin Permit Ho. WI-0020427-3
During the period beginning on the effective date of this permit and lasting until June 30, 1982
the peraittae is authorized to discharge from outfall serial number 001.
Samples taken in compliance with the monitoring requirements specified below shall be taken at a
representative location.
There shall be no discharge of visable or floating solids in other than trace amounts.
EFFLUENT LIMITATIONS
Quanti ty-kg/day (Ibs/day) Other Lini tations (Specify Units!"
EFFLUENT PARAMETERS
Maximum
Minimum
Maximum
MONITORING REQUIREMENTS
SampleSample
Frequency Type
(HGD)
BOOc (monthly)
80D5 (weekly)
Suspended Solids
(monthly)
Suspended Solids
(weekly)
PH
Residual Chlorine
Fecal Call form
Total Phosphorus
(monthly ave.)
246(542)
344(760)
246(542)
344(760)
6.0
50 mg/1
70 mg/1
50 mg/1
70 mg/1
9.0
0.5 mg/1
f/100 ml
4 mg/1
Continuous ,
3X Weekly «-nour compos ite^
3X Weekly 8-houi" composite
3X Weekly
3X Weekly
Daily
Daily
2X Weekly
IX Weekly
8-hour composite
8-hour composite
Grab
Grab3
Grab3
8-hour composite
19.7(43.4)
1 Based on a design average flow of 1.3 HGD.
2 When treatment plant upgrading is completed, influent and effluent samples shall be 24-hour composite, flow
proportional type.
At such time as effluent limitations for fecal coliforms and chlorine residual are finally promulgated in U»
Wisconsin Adr---'-~—*-•--- "-'- "--• " •
limitations
be provided.
-- - - -- .... ~..« . -. .,.,— • V.WI>IWIMI.* unu wiit/imc i ca i uuo i oic inioiijr pruniui ^aiea in
Wisconsin Administrative Code, this permit nay be modified to incorporate either the final limitations or interim
limitations and a compliance schedule to achieve the final limitations. In the Interim, continuous disinfection shall
C. FINAL EFFLUENT LIMITATIONS AND MONITORING REQl'TRE?1E?!TS Part I. Page 4 of 4
WPDES Permit No. WI-0020427-3
For discharge to the Fox River.
During the period beginning on the first day of operation of the upgraded facility, but no later than midnight,
June 30, 1982 the permittee is authorized to discharge from outfall serial number 001.
Samples taken 1n compliance with the monitoring requirements specified below shall be taken at a representative
location.
There shall be no discharge of visible or floating solids in other than trace amounts.
During any 30 consecutive days, the average effluent concentrations of BOOs and of total suspended solids shall
not exceed 151 of the average influent concentrations, respectively.
EFFLUENT PARAMETERS
Flow-M3/Day (MGO)
BOD5 (Weekly, May-pet)
BODS (Monthly, Nov-Apr)
BOD5 (Weekly, Nov-Apr)
Suspended SolIds
(Weekly, May-Oct)
Suspended Solids
(Monthly, Nov-Apr)
Suspended SolIds
(Weekly, Nov-Apr)
PH
Residual Chlorine
Fecal Conform
Ammonia Nitrogen(NH3-N)
(Weekly, May-Oct)
Ammonia N1trogen(NH3-N)
(Weekly, Nov-Apr)
Dissolved Oxygen
Phosphorus (monthly)
EFFLUENT LIMITATIONS
Quanti ty-kg/day libs/day) Other Limitations (Specify Units)
Average Maximum Minimum Average
1 — — 35 mg/1
1 — — 30 mg/1
1 ~ — 45 mg/1
1 -- — 35 mg/1
1 -- ~ 30 mg/1
1 — — 45 mg/1
6.0
Maximum
—
—
9.0
0.5 mg/1
MONITORING REQUIREMENTS
Sample Sample
Frequency Type
Continuous
Daily 24-hr comp2
Dally 24-hr comp
Dally 24-hr comp
Dally
Dally
Dally
Daily
Daily
24-hr comp
24-hr comp
24-hr comp
Grab,
Grab3
1
6.0 mg/1
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shall ba provided.
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A. IHFLUENT HOHITOR1HG REQUIREMENTS
Part I. Page 2 of 3
UPDES Permit No. HI-0020427-2
During the period beginning on the effective date of this permit and lasting until December 31, 1978
the permittee is required to perform the following monitoring.
Samples taken in compliance with the monitoring requirements specified below shall be taken at a representative
location
MONITORING REQUIREMENTS
PARAMETER
FlOKl
Suspended Sol Ids
UNITS
HGD
mg/1
mg/1
Sample Sample
Frequency Type
Continuous
3 X Weekly 8-hr. Composite
3 X Weekly 8-hr. Composite
I Flow measurement of the wastewater volume received at the treatment plant, Including any bypassed flow, shall be
monitored continuously.
2
When treatment plant upgrading Is completed, influent and effluent samples shall be 24-hour composite, flow
proportional type.
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B. INTERIM EFFLUENT LIMITATIONS AND MONITORING REQUIREMENTS
Part I. Page 3 of 3
Wisconsin Permit No. WI-0020427-2
During the period beginning on the effective date of this permit and lasting until December 31, 1978
the permittee is authorized to discharge from outfall serial number 001.
Samples taken in compliance with the monitoring requirements specified below shall be taken at a
representative location.
EFFLUENT LIMITATIONS
Quantity-kg/day (Ibs/day)
Average 1 Maximum
246(542)
344(760)
246(542)
344(760)
.
-
-
.9.7(43.4)
Other Limitations (Specify
Minimum Average
50 mg/1
70 mg/1
50 mg/1
70 mg/1
6.0
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4 mg/1
Units)
Maximum
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9.0
wg/1
-
-
MONITORING REQUIREMENTS
SampleSample
Frequency Type
Continuous
3X Weekly
3X Weekly
6-hour composite
6-hour composite
3X Weekly 8-hour composite
EFFLUENT PARAMETERS
Flow-M3/Day (MGD)
BOD5 (monthly)
BODJ- (weekly)
Suspended Solids
(monthly)
Suspended Solids
(weekly)
pH
Residual Chlorine
Fecal Coliform
Total Phosphorus
(monthly ave.)
1 Based on a design average flow of 1.3 MGD.
2 When treatment plant upgrading is completed, influent and effluent samples shall be 24-hour composite, flow
proportional type.
3 At such time as effluent limitations for fecal conforms and chlorine residual are finally promulgated in the
Wisconsin Administrative Code, this permit may be modified to incorporate either the final limitations or interim
limitations and a compliance schedule to achieve the final limitations.
3X Weekly
Daily
Daily
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8-hour composite
Grab
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IX Weekly 8-hour composite
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SPECIAL CONDITIONS
Part II, Page 1 of 4
Permit Ho. WI-0020127
A. Effluent Limitations and Monitoring Requirements**
(1) During the period beginning on the effective date of this permit and lasting until March 31, 1977
the permittee is authorized to discharge from outfall serial number 001.
(2) This discharge shall be limited and monitored by the permittee as specified below.
(a) There shall be no discharge of floating solids or visible foam in other than trace amounts.
(b) S?nples taken in compliance with the monitoring ream regents specified below shall be taken
at representative locations.
Owntitv-ko/d;
2y(lns/day) Other limitaiions (Soecifv
Units)
/'•verccr3* MaxKium liiniiiui" ;u-orare Koxinu:i
344 {7601
490 (l.OCO)
147 (325)
221 (487)
70 no/1
100 mg/1
30 mg/1
45 nig/1
200/100 ml
400/100 ml
-
-
-
HO'IITORINE P.EC'JIP.E"£t!TS
Snn-cle SEr.pl e
Frequency _Type
Continuous
Sxlieekly 8-hr. Composite
DAILY FFFLUFHT LIMITATIOflS
EFFLUEi.'T CHARACTERISTIC
Floi: - ::3/D?,y (KGD)
EODC (rsnthlv)
C"D5 (v.'col-ly)
Siirpenr^rf Solids
(r.nthly)
Suspendec Solids
(-. cskly)
•fecal Colifor.il (montniy)
Fe:sl Conform (weekly) ... 400/100 ml
pS (stf.-Jird units) _^ - 6.0 9.0
Total Fhosoborus
(ronthly ave.) /20 (43) - ( 4 mg/1^ - / Weekly^ 8-hr. Composite
20 (43)
/
* EISCP on a design f1ow~of'1.3 KGD
** Ths permittee \nll be given until March 31, 1975 to meet the monitoring requirements or contract the services
to rsct the monitoring requirements of this permit.
Grab
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APPENDIX K
MISCELLANEOUS
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CITY or rasuAnr, •
(COLUMBIA CO )
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3009 MR
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CORPOHAT6 LIMIIS
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CITY OF POPITAGE, Wl
(COLUMBIA CO.)
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2000
3000 FEET
ij HA noon HWARD BOUVIJAHY MAP
8 ™
Ma H 03
NOVEMBER 17, W6
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UNITED STATES
ENVIRONMENTAL PROTECTION AGENCY
REG10N v
\ *^.'3&$d£lP <- 230 SOUTH DEARBORN ST.
' S CHICAGO. ILLINOIS G0604
21 1979
TO ALL INTERESTED GOVERNMENT AGENCIES AND PUBLIC GROUPS AND CITIZENS:
In accordance with the procedures for the preparation of environmental impact
statements (EIS) , an environmental review has been performed on the proposed
EPA action identified below. A summary of the project and its major impacts
and a location map are attached.
Name of Applicant: (City/ County/State)
City of Portage - Columbia County - Wisconsin (C550741 01)
Planning Area: The planning area includes the City of Portage and its
surrounding areas.
Proposed Project(s): The project proposes the cost-effective rehabilitation of
the City's sewer system to remove approximately 1,739,000 gpd of infiltration/
inflow by manholes repair and replacement; disconnecting roof drains, sump pumps
and foundation drains; grouting and relaying pipes.
Estimated Project Cost:
Step 3 (Construction) = $478,400
Potential Agency Financial Share: = $358,800
Although this Agency is in the process of preparing an EIS on the proposed
sewage treatment facilities for Portage, Wisconsin, the infiltration/inflow
analysis (I/I) and the sewer system evaluation survey (SSES) have demonstrated
extensive amounts of clear water in the present sanitary sewer system. The
review process has shown that significant environmental impacts which would
warrant preparation of an EIS for this project segment will not result from
the proposed action. Any significant adverse impacts have either been
eliminated by making changes in the project or resolved through mitigative
measures. Consequently, this preliminary decisions not to prepare an EIS on
the sewer rehabilitation has beers made. This action is taken on the basis
of a careful review of the facilities plan, including the environmental
assessment, I/I, SSP.S, and other supporting data, which are on file in this
office.
Comments supporting or disagreeing with this decision may be submitted to
this Agency for consideration. No administrative action will be taken on
the facilities plan and/or project for at least fiftecn(lS) working days
from the date of this notice. After this time period and in the absence of
substantive comment this decision will be final.
E. I. Chaiken, Chief
Facilities Planning Branch
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PROJECT SUMMARY
We are in the process of preparing an Environmental Impact Statement (EIS)
on the proposed sewage treatment facilities for Portage, Wisconsin. We
anticipate distributing the draft EIS later this year. The City of Portage
is seeking grant assistance for the construction of new wastewater treat-
ment facilities and the rehabilitation of their existing sewer systeFi.
The Infiltration/Inflow Analysis (I/I) and the Sewer System Evaluation
Survey (SSES) have demonstrated extensive amounts of clear water in the
present system, particularly during spring wet periods.
The proposed rehabilitation work needs to be done-regardless of the treat-
ment process or location of the treatment plant chosen in the EIS. A
higher quality effluent will result from decreasing the hydraulic over-
loading at the existing facilities. This will provide benefits both for
public health and environmental quality. Reducing the influent quantity in
no way forecloses the treatment or location options which will be examined
in the EIS. A reduced flow would reduce design size, transportation, and
treatment costs, to the benefit of any EIS alternative and to the best use
of project funds.
In accordance with EPA's Environmental Impact Statement regulations,
40 CFR 6.504(a)(5), we believe that the City of Portage should proceed with
their sewer rehabilitation before the EIS on the major project issues is
completed. The rehabilitation program includes manholes repair and replace-
ment, and sewer grouting and relaying. A significant amount of clearwater
(approximately 1.7 mgd) is anticipated to be removed from the existing peak
flows. This will permit a reduced design size for any new treatment
facilities. Also, this rehabilitation work represents a discrete segment
of the overall project which in no way precludes consideration of any
alternatives in the EIS process. The Office of Environmental Review,
formerly Office of Federal Activities, and the Council on Environmental
Quality have been consulted, and both concur with this decision.
There will be minor and very short term traffic disruptions caused by the
sewer rehabilitation work. Noise and dust will also be generated by the
trenching and construction related equipment. The rehabilitation work will
take place within the City. There should be no serious environmental damage.
No major street excavation is planned.
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LOCALITY MAP
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/[ 8 *, L ' - a "" " -""-•i.-*- r ^.--•%-*'- 2> v '0<«7 ~''B ---^»i«-'?**!——j. .*-.-^>"T-y: '•—-—^•'•.7^ .-•'*' r^."* -,,' s..' / V'-r» >" / \ v/
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The rehabilitation work will take place within the city.
SANiTARY SEWER SYSTEM
CITY OF PORTAGE
SCALE: i" • 2400'
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Excerpt from field notes on the Facilities Plan
Wisconsin River Site
At Portage, the first site on the banks of the Wisconsin River
had wetland areas (see attached drawing). Plant species
observed on the site were Golden Rod, Wild Carrot (disturbed
area species) Sedges, Big Blue Stem and Saw Grasses, Blue
Lake Iris, River Bistch, Cottenwood, Maple, Oak and Cedar
trees.
Although no animal signs were seen, this area should be good
habitat for deer, racoon, opossum and many other small mammals,
There were plenty of trees for cover and feed for birds.
This is a very good wetland area and should be preserved if
possible.
A. field map of the site is on the following page.
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XMv^ & U.S.GOVERNMENT PRINTING OFFICE. 1979-652-807
-^\%
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