United States
Environmental Protection
Agency
Region 5
230 South Dearborn Street
Chicago, Illinois 60604
Water
Environmental Final
Impact Statement
Moose Lake-Windemere
Sanitary District
Wastewater Treatment System
Pine and Carlton Counties,
Minnesota
\
-------
EPA-5-MN-PINE/CARLTON-MOOSE LAKE-SAWS-83
FINAL ENVIRONMENTAL IMPACT STATEMENT
on the
PROPOSED WASTEWATER TREATMENT SYSTEM
for the
MOOSE LAKE-WINDEMERE SANITARY DISTRICT
PINE and CARLTON COUNTIES, MINNESOTA
Prepared by the
United States Environmental Protection Agency
Region V
Chicago, Illinois
and
WAPORA, Inc.
Chicago, Illinois
October 1983
Approved by:
ALAN LEVIN
ACTING-REGIONAL ADMINISTRATOR
-------
FINAL ENVIRONMENTAL IMPACT STATEMENT
on the
Proposed Wastewater Treatment System
for the
Moose Lake-Windemere Sanitary District
Pine and Carlton Counties, Minnesota
Prepared by US Environmental Protection Agency, Region V
For further information contact:
Charles Quinlan III, Project Officer
USEPA Region V
230 S. Dearborn Street
Chicago, IL 60604
312/886-0244
ABSTRACT
The Moose Lake-Windemere Sanitary District (MLWSD) has proposed con-
structing collection sewers around Island and Sturgeon Lakes, Windemere
Township, Pine County, Minnesota. The wastewater would be treated in the
Moose Lake wastewater treatment plant. Both lakes currently have surround-
ing residential development served by on on-site treatment systems. The US
Environmental Protection Agency (USEPA) determined that an Environmental
Impact Statement was needed for the proposed project because of the poten-
tial environmental impacts associated with the construction of collection
sewers, the possible financial burden resulting from the proposed project
on low and fixed-income residents, and the possibility for the proposed
wastewater collection systems to induce growth. The operation of existing
on-site systems was investigated. Of the 151 on-site systems in use around
Island Lake, 45 were classified as either "definitely" or "probably" fail-
ing. For Sturgeon Lake, 13 of the 143 total systems were classified as
probably failing. Two lake sampling programs were conducted to investigate
the relationship between lake water qualty and nutrient inputs from failing
or inadequately operating on-site systems. Surface water, groundwater, and
lake sediment core samples were obtained and analysed. Phytoplankton
species composition and abundance was documented. Historical land use
characteristics within the lake watersheds also were investigated. Anal-
ysis of the data indicated that the nutrient contributions of on-site
systems to the lakes were insignificant compared to other non-wastewater
sources. Seven wastewater treatment alternatives, including a no-action
alternative were evaluated for cost-effectiveness and environmental Impact.
Each action alternative consisted of various combinations of design com-
ponents including on-site systems upgrades, collection system options, and
treatment plant options. The selected EIS alternative is the full on-site
system upgrade alternative which has an estimated present worth cost of
$1.01 million. In comparison, the EIS alternative of constructing collec-
tion sewers around Island and Sturgeon Lakes with treatment provided at an
upgraded Moose Lake treatment plant had a present worth cost of $4.61
million.
-------
SUMMARY OF THE EIS
1.0. PURPOSE AND NEED FOR ACTION
The project area encompasses an area surrounding Island Lake, Sturgeon
Lake, Rush Lake, and Passenger Lake in Windemere Township, Pine County, and
in Moose Lake Township, Carlton County, Minnesota. This project area is
located within a larger planning area that includes the City of Moose Lake
and the City of Barnum.
Wastewater collection and treatment within the planning area is pro-
vided by the two cities and by the Moose Lake-Windemere Sanitary District
(MLWSD). The Sanitary District's boundaries include the unincorporated
portion of Moose Lake Township and Windemere Township (Figure 1-1). The
project area addressed in this report is within the MLWSD's boundaries.
The residential development around the four lakes within the project area
(Island, Sturgeon, Rush, and Passenger) now relies exclusively on on-site
systems for wastewater treatment. Residential growth around these project
area lakes, particularly Island and Sturgeon Lakes, has led to increased
recreational use of the lakes and, consequently, increased concern over
lake water quality. Specifically, area residents have indicated a concern
over water quality degradation and blue-green algae blooms as a result of
on-site systems around the lakeshores.
In 1979, the MLWSD contracted with Consoer, Townsend & Associates LTD.
to prepare a "201 Step 1" Facilities Plan for overall wastewater collection
and treatment facilities within the District. Funding for this planning
effort was shared 75% by the Federal government (through USEPA), 15% by the
State of Minnesota (through the Minnesota Pollution Control Agency [MPCA]),
and 10% by the District. Among the wastewater management component options
considered were the construction of collection sewers around Island and
Sturgeon Lake; interceptor sewers and pump stations to bring Island Lake
and Sturgeon Lake into the Moose Lake sewer system; a new pump station; a
wet weather overflow pond; and expansion of the existing City of Moose Lake
wastewater treatment facility.
-------
In 1980, the City of Barnum contracted with Howard A. Kuusisto Con-
sulting Engineers to prepare a "201 Step 1" Facilities Plan for the City.
The City of Barnum contributed 10% of the total cost of the Facilities Plan
and the remainder, was shared by USEPA and MPCA in the same proportions as
for the MLWSD. The Barnum Facilities Plan evaluated seven alternatives and
recommended construction of a stabilization pond with controlled discharge
to Gillespie Brook west of the City of Barnum.
USEPA reviewed the MLWSD Facilities Plan in accordance with Federal
regulations (40 CFR, Part 6) and determined that the preparation of an
Environmental Impact Statement (EIS) was warranted because of the:
• Possible impact of the project on water quality
• Potential adverse socioeconomic impacts
• Potential for centralized collection and treatment systems
to induce growth with attendant secondary impacts.
These issues were identified in the 11 July 1980 Notice of Intent to
prepare an EIS. Specifically, USEPA determined that an EIS is needed
because there was inadequate documentation in the Facilities Plan support-
ing the need to provide sewers around Island Lake and Sturgeon Lake and the
high probability that the project proposed in the Facility Plan could have
significant adverse socioeconomic impacts because of the number of families
in the service area with fixed or low incomes.
In order to expedite the EIS process, USEPA determined that the prepa-
ration of the EIS would be in two phases. Phase I culminated in March 1981
with the publication of two reports: A Current Situation Report and a
Regional Alternatives Analysis. The Regional Alternatives Analysis Report
examined the alternatives presented in the MLWSD and Barnum Facilities
Plans and evaluated the cost effectiveness of including the City of Barnum
and the corridor between the Cities of Moose Lake and Barnum as a component
of a regional collection and treatment alternative. The Current Situation
Report described those aspects of the natural and man-made environment
likely to be affected by the various facilities planning alternatives
proposed in the MLWSD and Barnum Plans.
-------
Following the completion of Phase I of the EIS Process, a Citizens
Advisory Committee (CAC) meeting and a public information meeting were held
to review the two reports. Area residents expressed concern with the
quality of the published data used to develop the reports, as well as other
issues which they felt were not adequately supported or addressed in the
Phase I reports.
Phase II (completion of the EIS) addresses these public concerns and
data deficiencies which were identified in the review of the Phase I re-
ports. Phase II includes the preparation of Draft and Final Environmental
Impact Statements (DEIS and FEIS) on the proposed wastewater management
alternatives for the area of most critical need within the Moose Lake-
Windemere Sanitary District.
2.0. EXISTING CONDITIONS
Natural Environment
The EIS includes very detailed information on the surface water re-
sources and aquatic biota of the project area. During EIS preparation, a
sampling program was conducted to provide additional data on water quality
in the four lakes and to provide information for evaluating alternative
wastewater management proposals. Water quality was measured in Island,
Sturgeon, Rush, and Passenger Lakes.
The water quality sampling data from the summer and fall of 1982 and
winter of 1982 were used to evaluate the existing fertility and trophic
status of the lakes and to determine the cause of observed blue-green algae
blooms. Sediment sampling data were used to evaluate the historic fer-
tility and trophic status of the lakes and to evaluate whether there is a
historical correlation between shoreline development and the algae bloom
problems in Island Lake. The following conclusions were drawn concerning
the water quality and trophic status of Island Lake, Sturgeon Lake, Rush
Lake and Passenger Lake:
• Island Lake and Sturgeon Lake both are eutrophic and may be
in need of management to improve or to protect existing
-------
water quality. Rush and Passenger Lakes are mesotrophic and
do not require management to maintain or improve water
quality.
• The significant sources of phosphorus to the four lakes are
not associated with on-site wastewater systems. The amount
of phosphorus moving into any of the four lakes from failing
septic systems is probably only a small fraction of what is
being delivered to those failing systems by domestic waste-
water.
• During the summer, Island Lake was found to have signifi-
cantly higher phytoplankton productivity, more severe blue-
green algae blooms, and lower hypolimnetic dissolved oxygen
than Sturgeon Lake. It was concluded that these conditions
in Island Lake were due to a large nutrient load originating
from non-wastewater sources in the watershed, and that these
problems are amplified by the Lake's shallowness and vari-
able wind fetch. Biotic interactions resulting from changes
in the population of plankton-eating fish in Island Lake
also may have contributed to algal bloom problems.
Because of public concerns about blue-green algae blooms in the lakes,
and the possibility of algal toxicity, a special report on phytoplankton
populations was included in the Phase I study. Topics covered included
phytoplankton ecology in late summer and early fall, the potential presence
of toxicity producing blue-green algal species, a description of the loca-
tion of beds of aquatic macrophytes, and a summary of MDNR fish management
survey data for Island and Sturgeon Lakes.
Based on phytoplankton sampling data collected during the lake samp-
ling, and a review of existing public health data, the following conclu-
sions were made:
• As with all eutrophic lakes in Minnesota, Island Lake has the
potential to develop a health hazard associated with blooms
of blue-green algae. However, the dominant blue-green algae
in Island Lake in 1982 was Anabaena macrospora, which a re-
view of the literature indicates is not directly associated
with toxicity.
• Blue-green algae do not appear to pose a potential threat to
public health in Sturgeon, Passenger, or Rush Lakes. These
lakes were found to support lower overall concentrations of blue-
-------
green algae and did not experience blue-green growth to
bloom proportions.
• Island Lake had the highest algae density of the four lakes
and also had the poorest water clarity. In August non-blue-
green algae was dominant. In early September, the concen-
trations of non-blue-green algae species declined while two
species of blue-green algae increased in number and achieved
total dominance.
• Sturgeon Lake had better water clarity than Island Lake,
primarily because blue-green algae were much less abundant.
However, blue-green algae were the dominant phytoplankton
group in Sturgeon Lake throughout September.
• Passenger Lake had relatively low volumes of algae and, in
particular, very low volumes of blue-green algae compared to
both Island and Sturgeon Lakes. The relatively low clarity
of Passenger Lake was attributed to other factors such as
dissolved and suspended organic matter.
• Rush Lake had the lowest abundance of phytoplankton of the
four lakes tested and had the greatest water clarity,
• Local citizens have not reported problems with swimmers itch
in Sturgeon, Rush or Passenger Lakes. One instance was
reported on Island Lake in 1981. Health officers, physic-
ians, and veterinarians contacted reported no public health
problems related to swimming in or drinking from the project
area lakes.
Man-made Evironment
The EIS presents information on the man-made environment in the proj-
ect area including population, land use, economics, public finance, trans-
portation, energy, recreation and tourism, and cultural resources. The
major element of the man-made environment that will affect decisions con-
cerning wastewater management is the existing and future population for the
project area.
Existing (1980) and historic population and housing data was obtained
from US Bureau of the Census. .Prior to 1960, population growth in Winde-
mere Township and in Moose Lake Township was erratic. Since 1960, however,
the number of housing units in the two townships increased steadily, often
at a greater rate than population growth. For example, between 1960 and
1970 the number of housing units in Windemere Township increased by 89.2%
-------
while the population increased by only 36.6%. The substantial increase in
the number of housing units is indicative of the high local demand for
recreational homes because of the amenities associated with the lakefront
property in the Township. Between 1970 and 1980, the number of housing
units in Windemere Township increased by 59.3% while the population in-
creased by 79.1%. This reversal of the preceeding decade's trend (1960 to
1970) appears to be indicative of the recent national trend of net migra-
tion from urban to rural areas. Rural areas were attractive during the
1970s for a variety of reasons that have been widely documented, including
lower land values, the amenities of "country life," and an absence of
"urban" problems. This current trend of population increase is expected to
continue in the project area, at similar or somewhat reduced rates for the
reasons cited, and because of the area's perceived quality among retired
people.
The population projections for the project area were made based on
1960, 1970, and 1980 census data and were developed from projections of the
number of additional housing units that will be built in the project area
by the year 2000. A housing unit projection methodology was used because
the available data on housing units are of a similar quality as the avail-
able data on populations and because fewer extrapolations are required to
estimate the future seasonal population than with a population projection
methodology. The available census data on population within the Townships
is for year-round residents only. Thus, estimates of the peak population
(seasonal plus year-round) were derived by assigning an average household
size of seasonal dwellings to the number of seasonal dwellings and combin-
ing the result with the projected number of year-round residents. The
existing (1980) and year 2000 projected populations are presented in Table
1.
The individual Island Lake and Sturgeon Lake area population project-
ions are significantly lower than the population estimates which are pre-
sented in the Draft MLWSD Facilities Plan. The "population equivalents"
for the year 1995 that are presented in the Facilities Plan are 931.0 for
the Island Lake vicinity and 1,382.5 for the Sturgeon Lake vicinity. The
year 2000 population projections used in this report are 579 for the Island
-------
Table 1. Seasonal and permanent population projections within Census Enu-
meration District 504-Windemere Township, 1980 to 2000
1980 2000
Island Lake
Sturgeon Lake
Outlying Areas
Total ED 504
a
An additional
Permanent
153
100
76
329
120 seasonal
Seasonal
261
465a
51
777
residents
Total Permanent
414
565
127
1,106
are projected
200
131
98
429
for the
Seasonal
333
6153
63
1,017
YMCA Boys
Total
579
802
174
1,555
Camp.
Lake area and 922 for the Sturgeon Lake area (including the YMCA Boys Camp
summer population) . The sources of the discrepancies between the Facili-
ties Plan and these projections are thought to be:
• The year 2000 projections used in this EIS are based on
detailed 1980 census data for the local area not available
at the time the MLWSD Facilities Plan was prepared.
• The assumptions used to develop the projections in the EIS
reflect a direct assessment of vacant, buildable lots in the
lakeshore areas and interviews with local real estate sales
offices.
3.0. WASTEWATER MANAGEMENT ALTERNATIVES
Needs Documentation
Wastewater treatment within the EIS project area currently is handled
exclusively by on-site systems. Information on existing systems was gath-
ered by a review of public tax rolls, USGS topographic maps and aerial
photographs; by reference to information in the MLWSD Facilities Plan; and
by two property owner surveys. Within the project area there are approxi-
mately 400 existing on-site systems. Septic tanks with soil absorption
systems are the most common type of system in use (80%), followed by pri-
vies (10%), holding tanks (5%), and combination or "hybridized" systems
(2%).
-------
On-site systems that fail to function properly can cause backups in
household plumbing, ponding of effluent on the ground surface, groundwater
contamination that may affect water supplies, and excessive nutrients and
coliform levels in surface water. USEPA Guidance requires that documented
pollution problems be identified and traced back to the causal factors.
Projects may receive USEPA grants only where a significant proportion of
residences can be documented as having or causing problems. Eligibility
for USEPA grants is limited to those systems for which there is direct
evidence that indicates they are causing pollution or those systems that
are virtually identical in environmental constraints and in usage patterns
to documented failing systems.
USEPA determined from the Phase I reports and from review comments
made by MPCA and the Citizens Advisory Committee that additional informa-
tion was required prior to assessment of on-site waste treatment systems.
The sources of information used in Phase II for evaluation of on-site
systems include:
• A soil survey of the EIS project area.
• Information provided in the MLWSD Facilities Plan and by the
MLWSD.
• Mailed questionnaire responses from property owners.
• A field survey of septic leachate sources to the lakes.
• A tabulation of Minnesota Department of Public Health well
water quality data for critical lakeshore areas.
• Two color-infrared aerial photographic surveys of lakeshore
areas designed to locate obvious septic leachate break
throughs.
• Data contained in the permit files of the Pine County Sani-
tarian on recent on-site system construction and main-
tenance.
• A follow up survey to answer questions unanswered by the
other surveys, including telephone interviews with property
owners and site visits to assess current land use and devel-
opment patterns.
-------
Analysis of this information resulted in the classification of each
existing on-site system into one of three categories:
• "Obvious problem"-Direct evidence of failure including such
problems as backups, ponding, or ground or surface water
contamination.
• "Potential problem"-Indirect evidence indicating that future
failure is probable including high water table and tight
soils where failures of older systems are documented.
• "No problem."
A thorough analysis of the available information indicated that cer-
tain shoreline areas around the lakes had a commonality of conditions which
resulted in concentrations of systems with problems. In general, such
areas were characterized by a high water table, tight soil, on-site system
backups or ponding, groundwater moving toward the lake, and permit records
documenting frequent system replacements. The number of existing onsite
systems exhibiting obvious or potential problems is summarized below:
Area
Island Lake
Sturgeon Lake
Rush and Passenger
Lakes
Wild Acres and
Hogans Acres
1980
Residences
151
198
19
48
Obvious
Problem
18
0
0
0
Potential
Problem
27
13
0
0
No
Problem
106
185
19
48
Wastewater Management Alternatives
Feasible and compatible sets of collection and treatment options were
developed into project alternatives for the proposed EIS project area. The
project alternatives represent combinations of on-site system options,
centralized collection system options, and effluent treatment and disposal
options. Seven project alternatives were developed and evaluated for
technical feasibility, cost-effectiveness, and environmental concerns.
These alternatives also include a No-Action Alternative (Alternative 1) .
Project Alternatives 2 through 7 are consecutively less comprehensive in
providing major on-site system upgrades and consecutively more comprehen-
sive in providing hookups of residences to centralized collection systems.
-------
The EIS process must evaluate the consequences of not taking action.
The No-Action Alternative implies that neither USEPA or MPCA would provide
funds to build, upgrade, or expand existing wastewater treatment systems.
If the No-Action Alternative is "implemented", existing on-site systems in
the project area would continue to be used in their present conditions.
Any changes or improvements in malfunctioning systems would be at the
initiative and expense of either the property owner or a local government.
Under the No-Action Alternative, additional holding tanks would be used on
lots with site limitations, and existing problems would continue.
Alternatives 2 through 7 each consist of one or more component options
including on-site system upgrades, cluster drainfields and centralized
collection and treatment. Alternative 2 consists solely of upgrading
on-site systems for the entire service area, Alternatives 3 through 6
include progressively fewer on-site upgrades and Alternative 7 includes
very few on-site upgrades. Alternative 7 is almost exclusively a centra-
lized wastewater management alternative.
The appropriate technology for upgrading existing on-site systems with
obvious and potential problems was selected based on the best available
information on soil characteristics, depth to groundwater, landscape slope,
and lot size. The preferred major upgrade, where conditions permit, is the
septic tank-soil absorption system with a serial-parallel trench system.
Depending on lot limitations, the appropriate alternative on-site system
would be selected. Alternative on-site systems include septic tank seepage
beds, septic tank mound systems, and wastewater segregation. Where waste-
water segregation was recommended, the graywater would continue to be
treated with an existing or upgraded septic tank and soil absorption sys-
tem. The blackwater treatment components would include a new low-flow
toilet and a holding tank.
Alternatives 3 through 6 include cluster drainfields for limited
lakeshore areas. These were designed based on soil conditions and on
documented on-site system problems. Each cluster collection system would
employ septic tank effluent pumps and pressure and/or gravity sewers for
collection. Each cluster treatment system would consist of a dosing tank
10
-------
or pump station, and three drain fields to allow two of the fields to be
used during the year while the third field was being rested.
Alternatives 4 through 7 include centralized collection and off-site
treatment for: a portion of the Island Lake shoreline (Alternatives 4 and
5); the entire shoreline of Island Lake (Alternative 6); and the entire
shoreline of both Island Lake and Sturgeon Lake (Alternative 7).
Conventional gravity, septic tank effluent gravity and septic tank
effluent pressure collection systems were evaluated, and the most cost-ef-
fective selected for each alternative. Septic tank effluent gravity sewers
were the most cost-effective for Alternatives 4 and 7, and septic tank
pressure sewers were the cost-effective for other alternatives (Alterna-
tives 5 and 6). Conventional gravity sewers were not cost-effective for
any alternative.
The MLWSD Facility Plan evaluated three centralized treatment alterna-
tives: upgrading the existing City of Moose Lake WWTP; construction of a
new activated sludge WWTP; and construction of a new oxidation ditch WWTP.
The MLWSD Facility Plan concluded that upgrading the existing Moose Lake
WWTP was the most cost-effective alternative. The existing Moose Lake WWTP
consists of seven facultative lagoons: 6 primary lagoons (43 acres total)
and one secondary lagoon (15.2 acres). The existing permitted design
capacity of the lagoon system is 444,000 gpd. However, because the centra-
lized treatment proposed in the EIS alternatives would add significant
flows to the system, MPCA has indicated that the maximum calculated capa-
city of the lagoon system would have to be reduced to 316,100 gpd to meet
updated requirements (By telephone, Mr. Zdon, MPCA, to WAPORA, Inc., 15
July 1982). Costs for the EIS alternatives are based on the revised design
criteria. There is adequate additional land adjacent to the site for a
major expansion of the lagoon system.
Off-site wastewater treatment options considered in the EIS alterna-
tives include upgrading the existing Moose Lake WWTP (Alternatives 4, 6,
and 7) •, and a bog treatment system (Alternative 5).
11
-------
The treatment of wastewater by a bog or peatland system is similar in
approach to treatment by a cluster drainfield in that solids are retained
in a septic tank and primary effluent is taken off-site and treated by a
"soil" absorption system. In this case, peat is used rather than soil for
treatment. Extensive areas of peatland are present in the project area.
Some of these areas are in an unaltered or relatively "natural" state and
others have been partially drained in an attempt to move water off sur-
rounding lands. The peat bog area considered in Alternative 5 has pre-
viously been channelized for other drainage purposes to a depth of 1 to 2
feet.
The estimated total present worth costs for the build alternatives are
presented in Table 2. Alternative 2, upgraded on-site systems, is the
least cost alternative.
4.0. ENVIRONMENTAL AND FINANCIAL IMPACTS OF THE PROJECT ALTERNATIVES
The No-Action Alternative would entail almost no construction impacts.
The significant environmental impacts of the six action alternatives would
primarily be short-term impacts on the local environment due to construc-
tion.
The implementation of the on-site system component of Alternatives 3,
4, 5, 6, and 7 or the full on-site upgrade alternative (Alternative 2),
would have direct impacts on those lots where upgraded on-site systems are
necessary. Disruption of backyard vegetation and vacation schedules would
be the primary concern.
Cluster drainfield and cluster mounds (Alternatives 3, 4, 5, and 6)
would involve construction on the drainfield sites of a similar nature to
that of the onsite upgrades.
The construction of centralized collection facilities (Alternatives 3,
4, 5, 6, and 7) would have considerable impacts on the right-of-way where
the sewers are located. Dewatering for deep sewer excavations and pump
stations could affect wells in the vicinity. WWTP construction (Alterna-
12
-------
Table 2- Summary of the estimated costs for Project Alternatives 1 through 7
ia March. 1982 dollars.
Total Present Worth
U>
Alternative Number and Name
1 No-ActIon In EIS service area
2 Upgrade on-slte systems vith-
in EIS service area
3 Cluster dralnfleld for lim-
ited areas and on-slte sys-
tem upgrading elsewhere In
EIS service area
4B Island Lake-limited area
collection by STE gravity
severs and treatment at up-
graded Moose Lake WWTP; Stur-
geon Lake-cluster dralnfleld
for limited area; on-slte
system upgrading elsewhere
In EIS service area
SB Island Lake-limited area col-
lection by STE pressure sewers
and peat bog treatment; Stur-
geon Lake - cluster dralnfleld
for limited area; on-slte sys-
tem upgrading elsewhere In
EIS service area
6C Island Lake entire shore-
line STE pressure collec-
tion and treatment at up-
graded Moose Lake WWTP;
Sturgeon Lake - cluster
draInfield for limited
area; on-slte system up-
grading elsewhere In EIS
service area
7B Island Lake and Sturgeon
Lake shorelines STE gravity
collection and treatment
at upgraded Moose Lake
WWTP; on-slte system up-
grading elsewhere in
EIS service area.
726,100
575,000
400,880
400,880
271.010
89,710
Cluster ,
Dralnfleld
985,220
498,370
498,370
498,370
Centralized
Collection
815,300
815,940
1,475,590
3,616,080
Centralized
Treatment
Sub
Total
726,100
1,560,220
268,340 1,982,890
327,170 2,042,360
394,100 2,639,070
625,080 4,330,870
Administrative Total
286,790
286,790
286,790
286,790
286,790
286,790
1,012,890
1,847,010
Average Annual Cost
Equivalent Costs Ranking
100,300
182,900
2,269,680
2,329,150
2,925.860
4,617,660
224,760
230.650
289,740
457,270
Includes costs for on-site or off-site treatment of wastewater from existing and future residences in the EIS project area to the year 2000.
See Appendix E for a description of cost development methodology.
b
Includes STE pressure and gravity collection system
'includes upgrading of existing lift station to Moose Lake WWTP
4
For comparison, the estimated present worth cost of conventional gravity collection is $1,705,950 ($2,866,430 subtotal, $3,153,220 total, $312,250
Equiv. Ann.).
For comparison, the estimated present worth cost of conventional gravity collection Is $3,846,980 ($4,561,770 subtotal, $4,848,560 total, $480,140
EquIv. Ann.).
Includes annual personnel and overhead costs for administration and billing.
-------
tives 4, 6, and 7) would irretrievably convert prime agricultural lands to
treatment plant use. Construction of a bog treatment system (Alternative 5)
would have significant adverse construction and operational impacts on the
biota of the site.
Discharges from the expanded Moose Lake WWTP to the Moos River
would be required to meet the effluent requirements establish*.,! by MPCA.
Water quality would be altered, but not seriously degraded.
The centralized collection, treatment and disposal facilities would
have a limited positive effect on groundwater quality by eliminating exist-
ing failing on-site systems. On-site upgrades and the continuing proper
management of on-site systems would replace failing on-site systems with
appropriate new systems or holding tanks through the 20 year design period.
Project Alternative 7 is a high cost system that could pose a signi-
ficant financial burden on users even if State and Federal grants are
available. Project Alternative 2 is the only alternative that would not
pose a significant financial burden on users if no grants are available.
Project Alternatives 3 through 7 could have a significant secondary
impact on low income familities with residences on the shorelines of Island
and Sturgeon Lakes. These families may be displaced from the project area
if they are unable to afford user charges.
Based on a review of historical population trends and current and
historical land use patterns, induced growth is not anticipated to be a
significant trend with any of the project alternatives.
THE SELECTED PROJECT ALTERNATIVE
The Draft EIS, published March 1983, contained an evaluation of exist-
ing wastewater management needs. Centralized collection and treatment
alternatives were re-evaluated. Several new wastewater collection and
treatment modes were developed in an attempt to devise cost effective ser-
14
-------
vice for portions of the project area with the greatest need. Considerable
emphasis was devoted to design and cost estimation for on-site waste manage-
ment options because the potential to reduce costs was great.
Subsequent to issuance of the Draft EIS, a public hearing was convened
before USEPA representatives at the Moose Lake High School on 10 June
1983. The hearing was held to take comments on the Draft EIS. Sufficient
time was available at the hearing to answer most of the questions raised
and to record responses. A public hearing record was taken by USEPA. The
post-hearing comment period was extended to receive written comments.
This Final EIS was prepared in response to the comments received. It
presents a selected EIS alternative. Most of the oral and written comments
received called for additional explanation of facts used by USEPA in the
decision making. Many oral comments were in regard to the possibilities
for funding the recommended EIS alternative. Following consideration of
the hearing record and the written responses from citizens and agencies,
USEPA determined the Final EIS recommended action would be Alternative #2,
the full on-site system upgrade project, with no additional centralized
collection and treatment.
All the action alternatives will eliminate any existing impact on
the lakes by eliminating failing on-site systems. However, evaluation of
the existing data on the natural and man-made environment in the project
area indicates that water quality impacts due to on-site systems are incon-
sequential in comparison with other manageable and unmanageable nutrient
sources which influence the lakes. Thus, it is concluded that none of the
action alternatives will significantly benefit the quality of the lakes or
the groundwater.
The least cost alternative from both an economic and environmental
perspective is Alternative #2 - on-site system upgrades for the entire
project area. The beneficial environmental impacts of Alternative 2 in-
clude elimination of any phosphorus loads to the lakes that might be coming
from failing on-site systems. Compared with the alternatives that include
15
-------
centralized collection and treatment, Alternative #2 is expected to have
fewer construction impacts because extensive construction within road
right-of-ways is not required. Alternative #2 is not expected to have
impacts on the groundwater or lakes that are significantly different than
the other action alternatives. Adverse construction impacts that might
result in disturbance and erosion on individual lots can be mitigated with
proper construction management practices. Alt"; aative #2 is recommended as
the selected project alternative because it is the least costly means of
achieving the benefits cited. Alternative #2 has an estimated total present
worth cost of $1,012,890.
The MLWSD Facilities Plan recommended gravity sewers be constructed
around Island Lake and Sturgeon Lake with treatment at the Moose Lake WWTP
upgraded to meet the additional demand. This recommendation is equivalent
to EIS project option 7A (not an EIS project alternative). Option 7A was
estimated on an EIS population served basis to have a total present worth
cost of $4.8 million.
Another alternative under discussion by MLWSD is a gravity collection
system for Island Lake only, with treatment at the Moose Lake WWTP upgraded
to meet the additional demaru... This is equivalent to project option 6A
(also not an EIS project alternative). Option 6A has an estimated total
present worth cost of $3.2 million to serve the EIS population equivalent
for that area only and provide adequate treatment at the Moose Lake WWTP.
16
-------
Table of Contents for the Final Environmental Impact Statement
Page
TABLE OF CONTENTS i
LIST OF TABLES v
LIST OF FIGURES viii
LIST OF APPENDICES xi
1.0. PURPOSE AND NEED FOR ACTION 1-1
1.1. Project Background 1-1
1.2. Legal Basis for Action and Project Need 1-5
1.3. Study Process and Public Participation 1-9
1.4. Issues 1-12
2.0. WASTEWATER MANAGEMENT ALTERNATIVES 2-1
2.1. Description of the Existing Wastewater Collection and
Treatment Facilities 2-1
2.1.1. Existing Centralized Treatment System
Discharge Characteristics 2-4
2.1.2. Operation and Maintenance of Existing
Facilities 2-7
2.1.3. Problems Caused by Centralized Treatment
Plant Discharges 2-7
2.1.4. Existing Wastewater Management 2-7
2.1.5. Wastewater Management Planning 2-10
2.2. Description of Existing On-site Waste Treatment Systems . 2-11
2.2.1. Data pertinent to the Assessment of On-Site
Waste Treatment Systems 2-13
2.2.1.1. Soil Survey of a Portion of
Windemere Township 2-14
2.2.1.2. Information Contained in the Moose Lake-
Windemere Sanitary District Facility
Plan 2-17
2.2.1.3. Mailed Questionnaire Survey 2-18
2.2.1.4. EMSL Aerial Survey 2-24
2.2.1.5. Septic Leachate Survey 2-26
2.2.1.6. Private Water Well Information .... 2-38
2.2.1.7. Local Permit File Data 2-44
2.2.1.8. Follow-up Survey 2-44
2.2.2. Problems Caused by Existing On-site Systems . . . 2-47
2.2.2.1. Backups 2-48
2.2.2.2. Ponding or Surface Failure 2-49
2.2.2.3. Groundwater Contamination 2-49
2.2.2.4. Surface Water Contamination 2-50
2.2.2.5. Indirect Evidence of Problems 2-61
-------
2.2.3. Identification of Problems in Specific Areas . . 2-62
2.2.3.1. Island Lake Segments I, II & III. . . . 2-63
2.2.3.2. Sturgeon Lake Segments 2-68
2.2.3.3. Rush and Passenger Lakes 2-71
2.2.3.4. Hogan's and Wild Acres Subdivisions . . 2-72
2.2.4. Septage Disposal Practices 2-72
2.3. Identification of Wastewater Management System Options . . 2-74
2.3.1. Design Factors 2-74
2.3.2. System Components 2-74
2.3.2.1. Centralized Wastewater Management. . . . 2-74
2.3.2.2. Decentralized Wastewater Management. . . 2-74
2.3.2.2.1. On-site Wastewater Treatment . . 2-74
2.3.2.2.2. Cluster System Wastewater
Treatment 2-77
2.3.2.2.3. Bog Treatment 2-79
2.3.2.2.4. Septage Disposal Methods .... 2-81
2.3.3. Centralized Collection System Component Options. . 2-81
2.3.4. Centralized Treatment Component Options 2-82
2.4. Project Alternatives 2-88
2.4.1. Alternative #1; No-Action 2-88
2.4.2. Alternative #2; On-site System Upgrades for the En-
tire Service Area 2-88
2.4.3. Alternative #3; Cluster Drainfields for Limited Areas
and On-Site System Upgrades Elsewhere 2-91
2.4.4. Alternative 4; Island Lake: Limited Centralized
Collection and Treatment at Moose Lake WWTP, Stur-
geon Lake: Cluster Drainfield for Limited Area,
On-Site System Upgrades Elsewhere 2-93
2.4.5. Alternative 5; Island Lake: Limited Centralized
Collection and Bog Treatment, Sturgeon Lake: Clus-
ter Drainfield for Limited Areas, On-Site System Up-
grades Elsewhere 2-96
2.4.5. Alternative 6; Island Lake; Centralized Collection and
Treatment at Moose Lake WWTP, Sturgeon Lake; Cluster
Drainfield for limited service area, On-site system
Upgrades Elsewhere 2-98
2.4.7. Alternative 7; Complete Centralized Collection for
the Shorelines of Island Lake and of Sturgeon Lake,
On-site Systems Upgrades Elsewhere 2-101
2.5. Flexibility and Reliability of the Project Alternatives. 2-104
2.6. Comparison of Project Alternatives and Selection of
the Recommended Action 2-109
2.6.1. Comparison of Alternatives 2-110
2.6.1.1. Project Costs 2-110
ii
-------
2.6.1.2. Environmental Impacts 2-112
2.6.1.3. Implementability 2-114
2.6.2. The Recommended Project Alternative 2-120
3.0. AFFECTED ENVIRONMENT 3-1
3.1. Natural Environment 3-1
3.1.1. Atmosphere 3-1
3.1.2. Land 3-3
3.1.2.1. Geology 3-3
3.1.2.2. Soils 3-3
3.1.3. Water Resources 3-4
3.1.3.1. Surface Water Resources 3-4
3.1.3.2. Water Quality of Project Area Lakes . . 3-6
3.1.3.3. Nutrient Loads to and Trophic
Status of Project Area Lakes 3-20
3.1.3.4. Trophic History of Island and
Sturgeon Lakes 3-31
3.1.4. Aquatic Biota 3-37
3.1.4.1. Phytoplankton 3-38
3.1.4.2. Macrophytes 3-40
3.1.4.3. Fish 3-41
3.1.5. Terrestrial Biota 3-43
3.2. Man-Made Environment 3-43
3-43
3-44
3-47
3-50
3-50
3-56
3-57
3-62
3-65
3-67
3-72
3-75
3-78
3-79
3-81
3-82
4.0. ENVIRONMENTAL CONSEQUENCES 4-1
4.1. Primary Impacts of the Seven Project Alternatives .... 4-3
4.1.1. Construction Impacts 4-3
4.1.1.1. Atmosphere 4-3
4.1.1.2. Soil 4-3
4.1.1.3. Surface Water 4-4
4.1.1.4. Groundwater 4-4
3.2.1.
3.2.2.
3.2.3.
3.2.4.
3.2.5.
3.2.6.
3.2.7.
3.2.8.
Demographics ....
3.2.1.1. Historic and Current Population Trends
3.2.1.2. Household Size and Resident Age . . . .
3.2.1.3. Housing Stock Characteristics
3.2.1.4. Population Projections
Land Use
3.2.2.1. Historic Land Use Trends in Pine and
3.2.2.2. Project Area Land Use Trends
3.2.2.3. Prime Farmlands
3.2.2.4. Development Potential
Economics
Transportation
Cultural Resources
iii
-------
4.1.1.5. Biota 4-4
4.1.1.6. Demographics 4-5
4.1.1.7. Land Use 4-6
4.1.1.8. Economics 4-8
4.1.1.9. Transportation 4-8
4.1.1.10. Energy 4-9
4.1.1.11. Recreation and Tourism 4-9
4.1.1.12. Cultural Resources 4-9
4.1.2. Operational Impacts 4-9
4.1.2.1. Atmosphere 4-10
4.1.2.2. Soils 4-11
4.1.2.3. Surface Water 4-11
4.1.2.4. Groundwater 4-14
.». 1.2.5. Biota 4-17
4.1.2.6. Demographics 4-17
4.1.2.7. Land Use 4-17
4.1.2.8. Economics 4-18
4.1.2.9. Transportation 4-18
4.1.2.10. Energy 4-18
4.1.2.11. Recreation and Tourism 4-19
4.1.3. Public Finance 4-19
4.2. Secondary Impacts 4-25
4.2.1. Surface Water 4-26
4.2.2. Demographics 4-26
4.2. 3. Land Use 4-27
4.2.4. Economics 4-28
4.2.5. Recreation and Tourism 4-29
4.3. Mitigation of Adverse Impacts 4-29
4.4. Unavoidable Adverse Impacts 4-33
4.5. Irretrievable and Irreversible Resource
Commitments 4-34
5.0 RESPONSE TO COMMENTS ON THE DRAFT EIS
6.0. LITERATURE CITED
7.0. INDEX
8.0. GLOSSARY OF ACRONYMS, AND ABBREVIATIONS
9.0. CONSULTATION, COORDINATION, AND LIST OF PREPARERS
10.0. LIST OF AGENCIES, ORGANIZATIONS, AND PERSONS TO
WHOM COPIES OF THE STATEMENT WERE SENT
APPENDICES
iv
-------
LIST OF TABLES
Page
2-1 NPDES effluent limitations for the City of Moose Lake
wastewater lagoon system 2-6
2-2 Water quality in the secondary treatment lagoon of the
City of Moose Lake wastewater treatment facility 2-8
2-3 Influent wastewater quality to the City of Moose Lake
wastewater treatment facility 2-8
2-4 Summary of MLWSD lot-by-lot survey findings 2-17
2-5 Groundwater flow velocities and directions as measured
at "flow stations" established on the shorelines of
Island, Sturgeon, Rush, and Passenger Lakes 2-31
2-6 Information on well depth in the portions of the service
area having permeable, sandy soils 2-42
2-7 Summary of county permit file data for the period February
1974 through February 1982 (File of the Zoning Administrator,
Pine County, Pine City, MN. ) 2-45
2-8 Summary of the analysis of problems with on-site waste
treatment systems in the EIS project area 2-64
2-9 Correspondence of on-site system problem classifications
with soil types 2-65
2-9a Existing capacity and revised capacity at the existing
Moose Lake WWTP 2-84
2-10 Estimated population in the Moose Lake WWTP service area
Year 2000 (PRC-Consoer Townsend, 1980) 2-85
2-11 Estimated inflow/infiltration in the Moose Lake WWTP
service area 2-85
2-12 Estimated excess capacity existing Moose Lake WWTP Year 2000 2-86
2-13 Year 1980 residences served by proposed alternatives 2-89
2-14 Summary of estimated costs for Alternatives 1 through 7 2-111
-------
LIST OF TABLES (Continued)
3-1 Average chlorophyll a_ concentrations of Island,
Sturgeon, Rush and Passenger Lakes 3-9
3-2 Average Secchi disk, surface chlorophyll a_, and surface
biovolume values on Island, Sturgeon, and Rush Lakes 3-12
3-3 A comparison of predicted and observed depth of the
thermoclines in Island and Sturgeon Lakes, Pine County MN 3-14
3-4 Total phosphorus concentrations in the waters of Island,
Little Island, and Sturgeon Lakes 3-19
3-5 Analyses of surficial lake sediment grab samples 3-21
3-6 Phosphorus export coefficients and land use in hectares
within the watersheds of the project area lakes 3-24
3-7 Estimated phosphorus loading to the project area lakes 3-25
3-8 Lake parameters of comparative interest 3-27
3-9 Historic population growth in the jurisdictions within
and surrounding the project area 3-45
3-10 Percent change in the population in the jurisdictions
within and surrounding the proj ect area 3-46
3-11 Selected population characteristics in the juridsictions
within and surrounding the project area in 1980 3-48
3-12 Project area housing summary for 1980 3-52
3-13 Changes in the population and housing stock in
Windemere and Moose Lake Townships, 1960 to 1980 3-53
3-14 Percentage of Pine and Carlton County population
residing in Windemere and Moose Lake Townships 3-54
3-15 Permanent population projections within Windemere
Township, 1980 to 2000 3-54
3-16 Seasonal population projections within Windemere
Township, 1980 to 2000 3-55
3-17 Combined seasonal and permanent population projections
within Windemere Township, 1980 to 2000 3-55
3-18 Estimated percent agricultural land use in county
versus watershed delineations 3-63
3-19 Per capita income estimates for selected jurisdictions 3-73
vi
-------
LIST OF TABLES (Continued)
3-20 Estimated 1981 median family income for selected
jurisdictions 3-73
3-21 Selected financial characteristics of the project area
jurisdiction in 1980 3-76
3-22 Values for Moose Lake-Windemere Sanitary District full-
faith and credit debt analyses during 1980 3-77
3-23 Criteria for local government full-faith and credit debt
analysis 3-77
3-24 Average cost for residential energy during the period
from April 1980 to March 1981 3-80
4-1 A summary of significant environmental impacts of Project
Alternatives 4-2
4-2 Land use conversions for "action" alternatives 4-6
4-3 Estimated average annual residential user costs 4-21
4-4 Average annual user costs expressed as a percentage of
1980 median household income for Windemere Township 4-23
4-5 Impact of new debt requirements on total debt per capita
in the Moose Lake-Windemere Sanitary District 4-24
vii
-------
LIST OF FIGURES
Page
1-1 Planning area and project area boundaries. 1-2
2-1 Sewered and developed areas in the MLWSD 2-2
2-2 Plan view of existing wastewater treatment lagoons for the
City of Moose Lake treatment plant 2-5
2-3 Facilities planning area for the MLWSD 2-9
2-4 The EIS project area 2-12
2-5 Soil survey boundaries and major soil associations 2-15
2-6 Location of groundwater flow monitoring stations, suspected
septic leachate plumes, stations where groundwater quality
samples were taken, and stations where overland runoff
(streams) were detected and sampled in Island Lake 2-32
2-7 Locations of groundwater flow monitoring stations, suspected
septic leachate plums, stations where groundwater quality
samples were taken, and stations where overland runoff
(streams) were detected and sampled in Sturgeon Lake 2-33
2-8 Locations of groundwater flow monitoring stations, suspected
septic leachate plumes, stations where groundwater quality
samples were gathered, and locations of stations where overland
runoff (streams) were detected in Rush Lake 2-34
2-9 Location of groundwater flow monitoring stations, suspected
septic leachate plumes, stations where groundwater quality
samples were gathered in Passenger Lake 2-35
2-10 Island Lake segments and locations of on-site systems with
obvious and potential problems 2-66
2-11 Sturgeon Lake segments and locations of on-site systems with
obvious and potential problems 2-69
2-12 Layout of septic tank with raised drainfield bed 2-76
2-13 Layout of proposed peatland "bog" wastewater treatment
system 2-80
2-14 Number of soil absorption fields that will receive major
upgrades over the 20-year design period 2-90
2-15 Wastewater collection and treatment facilities for
Alternative 3 2-92
2-16 Wastewater collection and treatment facilities for
Alternative 4 2-95
viii
-------
LIST OF FIGURES (Continued)
2-17 Wastewater collection and treatment facilities for
Alternative 5 2-97
2-18 Wastewater collection and treatment facilities for
Alternative 6 2-100
2-19 Wastewater collection and treatment facilities for
Alternative 7 2-103
3-1 Average Secchi disk values with time 3-10
3-2 Average phytoplankton biovolume values with time 3-11
3-3 Stations established for sampling of water column total
phosphorus, surficial sediment characteristics, and intact
sediment cores 3-17
3-4 Precentage contribution to the phosphours load by aggregate
category: (A) uncontrollable sources, (B) on-site systems,
and (C) other manageable sources 3-25
3-5 Graphical representation of the modeling of trophic status,
with and without the "worst case" phosphorus load assumed for
on-site waste management systems 3-29
3-6 Graphical representation of the need to control phosphorus
sources affecting lakes 3-30
3-7 Dated stratigraphic profiles of Island Lake sediments 3-34
3-8 Dated stratigraphic profiles of Little Island Lake
sediments 3-35
3-9 Dated stratigraphic profiles of Sturgeon Lake
sediments 3-36
3-10 Gillnet and trapnet capture rates with time for
gamefish and panfish in Island and Sturgeon Lakes,
Pine County, MN 3-42
3-11 Enumeration districts for census 3-49
3-12 Pine County, MN: trends in agriculture from 1920 to 1978 3-59
3-13 Carlton County, MN: trends in agriculture from 1920 to 1978 3-60
3-14 A chronology of 20th. century events and trends in Windemere
Township, Pine County, MN 3-61
3-15 Generalized watershed areas for Island, Sturgeon, Rush and
Passenger Lakes 3-64
ix
-------
LIST OF FIGURES (Continued)
3-16 Rates of residential development on the shorelines of
Island and Sturgeon Lakes 3-66
3-17 Prime farmlands in portions of Pine and Carlton Counties 3-68
-------
LIST OF APPENDICES
Appendix A
Appendix B
Appendix C
Appendix D
Appendix E
Appendix F
Appendix G
Appendix H
Appendix I
Appendix J
Appendix K
Appendix L
Appendix M
Appendix N
Appendix 0
Notice of Intent
Soils Survey and Mapping
Leachate Survey, Well Quality Sampling Data, Question-
naire Form
Design Criteria and Component Options for Centralized
Wastewater Management Systems
Cost Effectiveness Analysis
Analysis of Grant Eligibility
Impacts of On-Site Systems on Soils
Report on Algae (Summary)
Methodology for Population Projections
Water Quality Tables and Figures
Letter to Citizens' Advisory Committee
Paleolimnological Investigations
Transportation Data
Energy Data
Letters of Comment
xi
-------
1.0. PURPOSE OF AND NEED FOR ACTION
1.1. Project Background
The planning area for this EIS involves three adjacent townships in
northeastern Minnesota: Windemere Township in Pine County, and Moose Lake
and Barnum Townships in Carlton County (Figure 1-1). The City of Moose
Lake (population 1490) is situated centrally in Moose Lake Township. The
City of Barnum (population 493) is situated to the northeast of Moose Lake
Township. Windemere Township, on the south end of the planning area, has
no incorporated villages or cities but encompasses the greater portion of
the area's surface water resources. The Moose River and the Willow River
flow through the planning area, carrying surface water to the southwest
where confluence is made with the Kettle River. Thirteen lakes of greater
than 100 acres in size lie within the area and the majority of the resi-
dential development outside the Cities of Moose Lake and Barnum is concen-
trated around several of these lakes. Sewer service currently is provided
to the residents of the Cities of Moose Lake and Barnum and to residents
living around Moosehead Lake, Coffee Lake, and Sand Lake. On-site waste-
water treatment systems are utilized by the remainder of the population.
The City of Barnum was included in the planning area in order to
consider regional alternatives that could increase the overall cost-effec-
tiveness of wastewater treatment in the cities of Barnum and Moose Lake.
Consideration of regional collection and treatment alternatives for Barnum
and Moose Lake area residents was made initially in the facilities plan
completed in 1979 by the Moose Lake-Windernere Sanitary District (MLWSD).
This EIS has built upon that initial review of regional alternatives by
evaluating all parts of the planning area where sanitary service improve-
ments may be needed and then developing a wide range of alternatives for
serving the identified needs. This was done in two phases (identified as
Phase I and Phase II ).
The studies conducted in Phase I resulted in the determination that
the wastewater management alternative most appropriate for Barnum was the
one that had already been identified in that city's facilities plan. A
1-1
-------
Figure 1-1. Planning area and project area boundaries,
1-2
-------
report on Phase I was submitted to EPA as a separate document, as detailed
in Section 1.3. below. The present volume documents Phase II, in which
wastewater management alternatives were examined for a limited "project
area" inside the MLWSD. This project area encompasses Island Lake, Stur-
geon Lake, Rush Lake, and Passenger Lake in Windemere Township. The unin-
corporated parts of the planning area that are concentrated around these
four lakes have recently experienced the greatest population growth in
Windemere Township. This area also is the area defined in the MWLSD facil-
ities plan as having the greatest need for improved sanitary service.
Background information on the facilities planning efforts for both the
MLWSD and the City of Barnum, and further discussion of how this EIS 'pro-
ject area1 (Figure 1-1) was selected, are presented in the following para-
graphs.
The existing sewage collection and treatment system in the City of
Moose Lake was completed in 1965. After completion of that project, signi-
ficant residential growth took place on unsewered lakeshore lots in Winde-
mere and Moose Lake Townships. Increased growth in this unsewered lake-
shore community led to public concern with restrictions in water use where
on-site systems are located in tight soils. Public concern also centered
on the presence of blue-green algae blooms in the lakes. The perceived
need to deal with these problems gave rise to the belief that improved
means of wastewater management were needed around the lakes. This resulted
in the formation in 1975 of a special purpose unit of local government to
plan for improved wastewater treatment. This unit of government, the
MLWSD, raised funds for the planning and design of collection sewers in
portions of the lakeshore community within the District through the levy of
special tax assessments. As a result of the efforts of the MLWSD, sewers
were constructed around Coffee Lake in 1976 (1.5 miles southwest of the
City of Moose Lake), and by 1979 sewers also were constructed around Sand
Lake (approximately 0.5 miles south of Coffee Lake). Construction of these
lakeshore area sewers, as well as of the sewers constructed from the City
of Moose Lake to Interstate Highway 35 during 1979, was supported in part
by Federal loans obtained from the Farmers Home Administration (FMHA).
Treatment or the wastewater from these outlying service areas is provided
at the City of Moose Lake treatment plant through a service agreement
between the City and the MLWSD.
1-3
-------
In 1979, the MLWSD contracted with Consoer, Townsend & Associates Ltd.
(now PRC-Consoer Townsend, Inc.). consulting engineers of Duluth, Minne-
sota, to prepare a "201 Step 1" Facility Plan for overall wastewater col-
lection and treatment facilities within the District. Funding for this
planning effort was shared 75% by the Federal government (through USEPA),
15% by the State of Minnesota (through the Minnesota Pollution Control
Agency iMtUAj), and 10% by tae District. The Facility Plan was prepared to
serve as the basis for selecting a specific wastewater management project
from among various alternatives for detailed design and construction. The
cost of detailed design ("Step 2") and construction ("Step 3") also may be
shared among USEPA, MPCA, and the District. Because of the financial and
regulatory involvement by the tederal government, USEPA is charged with the
responsibility to determine whether an Environmental Impact Statement
(EIS), in accordance with the National Environmental Policy Act of 1969,
should be prepared.
The purpose of the District's Facility Plan, dated March 1980, was to:
• Examine the adequacy of existing wastewater treatment and
collection facilities.
• Assess existing water quality conditions and wastewater
system needs.
• Recommend future action to protect the District's diverse
water resources.
The Facility Planning Area (FPA) had included the Moose Lake-Windemere
Sanitary District, the Cities of Barnum and Moose Lake, and the corridor
along County State Aid Highway (CSAH) 61 between the Cities of Barnum and
Moose Lake, encompassing approximately 60 square miles. Among the alter-
natives considered were the construction of collection sewera around Island
and Sturgeon Lakes, interceptor sewers and pump stations to bring Island
and Sturgeon Lakes into the Moose Lake sewer system, a new pump station, a
wet-weather overflow pond, and expansion of the existing wastewater treat-
ment facility.
An infiltration/inflow (I/I) analysis was conducted in the City of
Moose Lake in the autumn of 1979 by Consoer, Townsend and Associates as
1-4
-------
part of the Facility Plan. The cost-effectiveness analysis in the Facility
Plan recommended correction of the excess I/I originating in the collection
system of the City of Moose Lake. The sewers in the Coffee Lake and Sand
Lake areas were not included because they had recently passed infiltration
tests during construction. In order to define the construction required to
correct the I/I, a Sewer System Evaluation Study (SSES) was authorized.
PRC-Consoer Townsend, Inc. currently is performing this task. Initial
monitoring was performed in the autumn of 1981. An interim report was
issued in March 1982 identifying areas of the system requiring cleaning,
televising, and smoke testing. The final SSES is expected in August 1982.
The City of Barnum contracted with Howard A. Kuusisto Consulting
Engineers to prepare a "201 Step 1" Facility Plan for the wastewater system
in Barnum. The City of Barnum contributed 10% of the total cost of the
Facility Plan and the remainder was shared by USEPA and MPCA in the same
proportions as for the MLWSD. The Barnum Facility Plan, completed in May
1980, evaluated seven alternatives and recommended construction of a stabi-
lization pond with controlled discharge to Gillespie Brook, west of the
City of Barnum.
A public hearing was held on the MLWSD Facility Plan in March 1980, at
which time public support was expressed for the recommended alternative and
testimony was presented showing widespread belief that improved wastewater
treatment around Island Lake would result in substantial improvements in
water quality.
1.2. Legal Basis for Action and Project Need
The National Environmental Policy Act of 1969 (NEPA) requires a Fe-
deral agency to prepare an EIS on "...major Federal actions significantly
affecting the quality of the human environment ..." In addition, the Coun-
cil on Environmental Quality (CEQ) has established regulations (40 CFR Part
1500-1508) to guide Federal agencies in determinations .of whether Federal
funds or Federal approvals would result in a project that would signifi-
cantly affect the environment. USEPA has developed its own regulations (40
1-5
-------
CFR Part 6) for the implementation of the EIS process. As noted above,
USEPA Region V determined that pursuant to these regulations, an EIS was
required for the MLWSD Facility Plan, and should include consideration of
the City of Barnum Facility Plan. Specific issues were identified in the
11 July 1980 Notice of Intent to prepare an EIS (Section 1.3).
The Federal Water Pollution Control Act of 1972 (FWPCA, Public Law
92-500), as amended in 1977 by the Clean Water Act (CWA, Public Law 95-
217), and as amended in 1981 by the MWW Construction Grants Amendments (PL
97-117) establishes a uniform, nationwide water pollution control program
according to which all state water quality programs must operate. MPCA has
been delegated the responsibility and authority to administer this program
in Minnesota, subject to the approval of USEPA.
Federal funding for wastewater treatment projects is provided under
Section 201 of the FWPCA. For projects initiated prior to the 1981 FWPCA
Amendments, USEPA will fund 75% of the grant-eligible costs for conven-
tional sewers and treatment. For alternative collection systems and
treatment systems (e.g., pressure sewers, septic tank effluent sewers,
septic tanks, and soil absorption systems), the funding level increases to
85% of the eligible costs. The costs for conventional sewers that USEPA
will not assist in funding are land and easement costs, sewers for which
less than two-thirds of the planned flow originated before 28 October 1972,
pipes in the street or easements for house connections, and the building of
sewers for connection to the system. The costs for alternative systems
that the USEPA will not assist in funding are easement costs and the build-
ing of sewers for connection to septic tanks. The grant eligibility of the
on-site portions of alternative systems varies depending on their ownership
and management. Publicly- and privately-owned systems constructed after 27
December 1977 are not eligible for Federal grants. Presently, MPCA can
provide grants of 60% of the funds required in excess of the Federal share
for both conventional sewers and for alternative collection and treatment
systems.
The dispersal of Federal funds to local applicants is made via the
Municipal Wastewater Treatment Works Construction Grants Program adminis-
1-6
-------
tered by USEPA. Prior to the amendments of 1981, the program consisted of
a three-step process: Step 1 included wastewater facilities planning; Step
2 involved the preparation of detailed engineering plans and specifica-
tions; and Step 3 covered construction of the pollution control system.
The Municipal Wastewater Treatment Construction Grants Amendments of
1981 became law (PL 97-217) on 29 December 1981, and significantly changed
the procedural and administrative aspects of the municipal construction
grants program. The changes reflected in these amendments have been incor-
porated into Construction Grants-1982 (CG-82) Municipal Wastewater Treat-
ment (Draft), (USEPA, March 1982); and an interim final rule implementing
the 1981 Amendments was issued by USEPA on 12 May 1982 (Federal Register
(4792). Under the 1981 Amendments, separate Federal grants are no longer
provided for facilities planning and design of projects. However, the
previous designation of these activities as Step 1, facilities planning,
and Step 2, design, are retained in the CG-82. The term "Step 3, grant"
refers to the project for which grant assistance will be awarded. The Step
3 grant assistance is comprehensive and will include an allowance for the
planning (Step 1) and design (Step 2) activities.
The CG-82 states that projects which received Step 1 and/or Step 2
grants prior to the enactment of the 1981 Amendments should be completed in
accordance with the terms and conditions of their grant agreements. Step 3
grant assistance will include an allowance for design of those projects
which received Step 1 grants prior to 29 December 1981. A municipality may
be eligible, however, to receive an advance of the allowance for planning
and/or design if the population of the community is under 25,000, and the
state reviewing agency (MPCA) determines that the municipality otherwise
would be unable to complete the facilities planning and design to qualify
for grant assistance. The MLWSD and the City of Barnum currently are in
Step 1.
Communities also may choose to construct wastewater treatment faci-
lities without financial support from the state or Federal governments. In
such cases, the only requirements are that the design be technically sound
1-7
-------
and that the MPCA is satisfied that the facility will meet discharge stan-
dards.
If a community chooses to construct a wastewater collection and treat-
ment system with USEPA grant assistance, the project must meet all require-
ments of the Grants Program. The CWA stresses that the most cost-effective
alternative be identified and selected. USEPA defines the cost-effective
alternative as the one that will be environmentally sound and result in
minimum total resource costs over the life of the project, as well as meet
Federal, state, and local requirements. However, the cost-effective alter-
native is not necessarily the lowest cost proposal. The analysis for
choosing the cost-effective alternative is based on both the capital costs
and the operation and maintenance costs for a 20-year period, although only
the capital costs are eligible for funding. Non-monetary costs also must
be considered, including social and environmental factors.
Minnesota was required by the Federal Clean Water Act (PL 92-500) to
establish water quality standards for lakes and streams, and effluent stan-
dards for discharge to them. Federal law stipulates that, at a minimum,
discharges must meet secondary treatment requirements. In some cases, even
stricter effluent standards are subject to USEPA approval and must conform
to Federal guidelines.
Wastewater treatment facilities also are subject to the requirements
of Section 402 of the FWPCA, which established the National Pollutant
Discharge Elimination System (NPDES) permit program. Under the NPDES
regulations, all wastewater discharges to surface waters require an NPDES
permit and must meet the effluent standards identified in the permit.
USEPA has delegated the authority to establish effluent standards and to
issue discharge permits to the MPCA. USEPA, however, maintains review
authority. Any permit proposed for issuance is subject to a state hearing
if requested by another agency, the applicant, or other groups and individ-
uals. A hearing on an NPDES permit provides the public with the oppor-
tunity to comment on a proposed discharge, including the location of the
discharge and the level of treatment.
1-8
-------
1.3. Study Process and Public Participation
Participants in wastewater management planning for the project area
during the past four years have included: US Environmental Protection
Agency, Region V; Minnesota Pollution Control Agency; WAPORA, Inc. (EIS
consultant); PRC-Consoer Townsend, Inc. and Howard A. Kuuisisto Consulting
Engineers (facility planners); Moose Lake-Windemere Sanitary District; the
City of Moose Lake, the City of Barnum; and other Federal, State and local
agencies and organizations.
As previously mentioned, USEPA reviewed the MLWSD Facility Plan in
accordance with the criteria established under 40 CFR, Part 6, and deter-
mined that the preparation of an EIS was warranted because of the project's
impacts in the following areas:
• Water quality (40 CFR 6.506
(a) (7)).
• Socioeconomic factors (40 CFR 6.506 (a) (4)).
• Secondary impacts and induced growth (40 CFR 6.506
(a) (1)).
These issues were highlighted in the 11 July 1980 Notice of Intent (NOI) to
prepare an EIS (Appendix A). Specifically, USEPA determined that an EIS
was needed because the Facility Plan did not adequately document the need
to provide sewers around Island and Sturgeon Lakes, and that additional
documentation was needed to determine that the deterioration of the quality
of the lakes was related to inadequate on-site treatment systems. USEPA's
decision to require an EIS also was based on its finding that there is a
high probability that the proposed project could have significant adverse
socioeconomic impacts on a number of families in the service area who have
fixed or low incomes. In the NOI, USEPA indicated the need to determine
the probable induced growth and the changes in land use which would be
caused by the project and the resultant effects on future demand for public
services.
In order to expedite the EIS process, USEPA determined that the pre-
paration of the EIS would be in two phases. The initial phase involved
reviewing published and unpublished information to determine its adequacy
1-9
-------
in addressing the identified facility planning issues (Section 1.4.).
Additionally, the initial phase of EIS preparation involved consideration
of regionalized collection and treatment alternatives which would include
service areas outside the MLWSD: specifically, the City of Barnum and the
adjacent Hanging Horn Lakes area. A Citizen's Advisory Committee was
founded during the initial phase of EIS preparation (July 1980) to keep
local citizens informed and to obtain the benefit of their critical review.
Additionally, public meetings were held on 10 September 1980 and 21 January
1981 to evaluate public concerns in regard to the facility planning.
Phase I culminated in March 1981 with the publishing of two reports:
a Current Situation Report and a Regional Alternatives Analysis. The
Current Situation Report described aspects of the natural and man-made
environment likely to be affected by the various Facility Planning alter-
natives proposed in the MLWSD and Barnum Plans. The report also initiated
an analysis of need for additional wastewater treatment facilities in the
planning area and presented a brief discussion of the question of whether
the need for sewers around Island Lake was so great that immediate sewering
of the lake was justified. The Regional Alternatives Analysis Report
examined the alternatives presented in the MLWSD and Barnum facilities
plans, and presented altered costs to determine whether it was cost-effec-
tive to include the City of Barnum and the corridor between the Cities of
Moose Lake and Barnum as components of a regional collection and treatment
alternative. The report also addressed the possibility of including the
Hanging Horn Lakes area adjacent to Barnum in the alternatives.
The Phase I Environmental Report (USEPA 1981) concluded that:
• Available information was unreliable and insufficient to
address the issues identified in the 11 July 1980 NOI and
therefore the second phase, completion of the full EIS, was
recommended.
• Separate consideration of the proposed sewering of Island
Lake would not be made in this EIS, since decentralized
alternatives were to be evaluated. A determination of the
cost-effectiveness of implementing Island Lake sewers alone
could be made later if the centralized collection and treat-
ment alternative was found, on completion of the EIS, to be
the most cost-effective approach for the planning area.
1-10
-------
• Barnum should be excluded from further study in the EIS
since the regional alternative does not provide a cost
advantage over the separate treatment plant alternative for
Barnum.
• The Hanging Horn Lake area would not be studied further in
the EIS. The preliminary analysis revealed no categorical
need for improved sewage treatment in the Hanging Horn Lake
area. This area was included only for the purpose of eval-
uating a regional alternative, and did not affect the recom-
mendation for Barnum.
Following the completion of Phase I of the EIS process, a Citizens'
Advisory Committee (CAC) meeting was held on 10 April 1981 and a public
information meeting was held on 24 April 1981 to review the two reports.
These meetings were the culmination of the public participation program
conducted throughout Phase I. At the CAC meeting and at the public meet-
ing, area residents expressed concern about the quality of published data
and other issues which they felt were not adequately supported or addressed
in the Phase I reports. Their major concerns were:
• Detailed soil surveys should be made that include the lake-
shore community and the entire development corridor around
the lakes.
• More accurate assessment of land use in the lakeshore com-
munity and development corridor should be made.
• The contribution of septic tank effluent to lake pollution
should be quantified.
• Public health risks associated with whole-body contact
recreation should be studied.
• The trophic conditions of the lakes should be further
studied.
• Public participation during the second phase of EIS pre-
paration should include a Citizens' Advisory Committee,
which would provide comments on preliminary and draft re-
ports.
Complete investigation of the public health concerns and the trophic
conditions of the lakes is beyond the scope of most rural lakes EISs.
However, in response to public expectations expressed in the meetings,
these investigations were performed.
1-11
-------
Phase II (completion of the EIS) addresses public concerns, as above,
and describes the data gaps and deficiencies which were identified in
reviewing the Phase I reports. Phase II includes the preparation of Draft
and Final Environmental Impact Statements (DEIS and FEIS) on the proposed
wastewater management alternatives for the area of most critical need
within the Moose Lake-Windemere Sanitary District.
1.4. Issues
Based on a review of USEPA's Notice of Intent to prepare an EIS, the
conclusions of the Phase I Reports, and the MLWSD Facility Plan, the fol-
lowing issues have been determined to be significant and are addressed in
this Environmental Impact Statement:
• Additional documentation is required to evaluate the need
for sewers around Island and Sturgeon Lakes, as proposed in
the Facility Plan.
• An evaluation of the relationship between documented fail-
ures of septic syptems and water quality in the lakes was
not made in the MLWSD Facility Plan, and is needed, as is an
evaluation of the causes and effects of blue-green algal
blooms.
• An evaluation of the need for improved wastewater treatment
for residences in the Rush and Passenger Lakes area was not
presented in the Facility Plan. Additional needs documen-
tation is required for those areas.
• The recommended facilities planning alternative (the instal-
lation of sewers around Island Lake), if implemented, could
have significant adverse socioeconomic impacts on a number
of households in the service area which have low or fixed
incomes.
• The MLWSD facilities planning alternative could induce
additional development.
• The existing wastewater treatment facility of the City of
Moose Lake currently has a limited capacity to accept addi-
tional wastewater flows.
1-12
-------
2.0. WASTEWATER MANAGEMENT ALTERNATIVES
2.1. Description of Existing Wastewater Collection and Treatment Facili-
ties
The City of Moose Lake owns and operates the facilities which treat
the wastewater collected by the Moose Lake city sewer system and by the
Moose Lake-Windemere Sanitary District (MLWSD) sewer system. Wastewater is
conveyed from the City and Sanitary District systems to a pumping station
located immediately northwest of the County Highway 61 bridge over the
Moose River. From this point, the wastewater is pumped via a force main
8,730 feet southwest to a lagoon treatment system located in Section 30 of
Moose Lake Township. The lagoon system provides secondary treatment and
effluent from the lagoon is discharged via a small channel to the Moose
River.
Sewage Collection System
The areas served by the wastewater collection system described above
are shown in Figure 2-1. The collection system in the City of Moose Lake
consists of vitrified clay pipes sized as follows:
Diameter Length
24" diameter 2,450'
21" 1,350'
15" 4,700' (State hospital sewer)
12" 200'
10" 2,070' (State hospital sewer)
8" 21,560'
6" 3,670'
The oldest sewers were constructed in 1916 and are located in the
downtown business district and in the southeast portion of the town along
Moose Lake.
A substantial amount of extraneous groundwater infiltration and storm-
water inflow (commonly referred to as infiltration and inflow, or I/I)
enters this wastewater collection system. This situation necessitates
frequent bypassing of wastewater at the main pumping station into the Moose
Horn River.
2-1
-------
Unsewered
Figure 2-1. Sewered and developed areas in the MLWSD
2-2.
-------
The Facility Plan (PRO Consoer Townsend and Associates Ltd 1980) reports
that the peak monthly wastewater flow in the period from January 1977 to
November 1979 occurred during August 1978, when the -daily average flow was
877,000 gallons per -day (gpd) (including a 210,000 gpd base flow). The
amount of wastewater bypassed into the Moose Horn River is included as part
of the 877,000 gpd, because flow was determined from wastewater pumping
records. The facility planners have estimated that 1,330,000 gallons of
wastewater were bypassed over a 3-day period -during August 1978. Further-
more, the facility planners note that there are other bypasses reported in
the monthly reports to the Minnesota Pollution Control Agency (MPCA), and
express the suspicion that other bypasses occurred which were reported.
Because of the excessive I/I, the existing Moose Lake system is incapable
of accepting additional wastewater flow.
Wastewater Pumping Station
The Moose Lake wastewater pumping station and lagoon system were built
in 1965. Wastewater entering the station first passes through manually
cleaned bar screens, then enters a wet well. Screened wastewater is pumped
from the well by three alternating 585 gallons per minute (gpm) capacity
pumps. The station was originally equipped with flow measuring equipment
and recorders. This monitoring equipment is no longer operable. Flows
through the station currently are estimated by reading the elapsed-time
meters on the pumps. The pumps appear to be in good working order. How-
ever, peak wastewater flows exceed the current capacity of the pumping
station and force main. During periods of peak flow, wastewater is by-
passed directly to the Moose Horn River from the station.
There are three bypasses at the main pumping station as -described
below:
• A bypass is located outside the pumping station in a man-
hole. It has a manually operated shear gate which is opened
when the interceptor sewer is sufficiently surcharged.
• The second bypass, located in the pumping station, is always
open. There is no evidence that bypassing has occurred
here, because the bypass is located 7 feet above the inter-
ceptor.
2-3
-------
• The third bypass also is located outside the pumping sta-
tion, in the manhole serving the forceraain to the lagoons.
This bypass is utilized when the pumping station cannot
accommodate the wastewater flow even when the first bypass
is opened.
Wastewater Treatment Lagoons
A plan view of the existing lagoon system is presented in Figure 2-2.
Except for repair work done to one of the lagoon-dikes in 1981, the system
has remained essentially unchanged since its construction in 1965, when it
replaced a treatment plant which had been built in 1935.
The 10-inch diameter force main from which the pumping station -dis-
charges, exits into a-distribution hub that regulates the flow into each of
the six primary treatment lagoons, which total 43 acres. Effluent from the
primary lagoons flows to a 15.2-acre secondary treatment lagoon, from which
it is -discharged semi-annually to the Moose River. All seven of these
lagoons are facultative (containing both aerobic and anaerobic zones) and
no mechanical aeration is provided. The existing permitted design capacity
of the lagoon system is 444,000 gpd, with a detention time of 196 days.
However, MPCA has indicated that if significant new flows are connected to
the system, there will be a requirement that the lagoons be upgraded to
meet newer restrictive design criteria (By telephone, Mr. Larry Zdon, MPCA,
to WAPORA, Inc. 15 July 1982). Based on the new design criteria, MPCA
calculates the capacity of the lagoon system at 316,100 gpd, with a deten-
tion time of 180 days, based on an active storage depth of 3 feet and a
sludge storage -depth of 2 feet (Section 2.3.4). There is adequate addi-
tional land adjacent to the site for a major expansion of the lagoon sys-
tem.
2.1.1. Existing Centralized Treatment System Discharge Characteristics
The National Pollutant Discharge Elimination System (NPDES) permit for
the City of Moose Lake lagoon system was issued on 27 February 1980. The
effluent limitations listed in NPDES permit (MN0020699) are shown in Table
2-1.
2-4
-------
N
o
K
O
u.
O
<
EXISTING SYSTEM
— —«. INLET FORCE MAIN
8 FLOW TO PONDS
FLOW FROM PONDS
3 OUTLET
\J POND NUMBERS
1-6 PRIMARY
7 SECONDARY
F] POND BOTTOM ELEVATIONS
Figure 2-2. Plan view of existing wastewater treatment lagoons for
the City of Moose Lake treatment plant.
2-5
-------
Table 2-1. NPDES effluent limitations for the City of Moose Lake wastewater lagoon system.
The discharge is limited as specified below using a maximum drawdown rate of 6 inches per day from
the secondary cell for calculating pounds and kilograms:
EFFLUENT CHARACTERISTICS CONTROLLED DISCHARGE LIMITATIONS
Average During
Discharge Period * Notes
5-day biochemical oxygen demand (BOD ) 25 mg/1 513 Ibs/day, 233 kg/day (1) (3)
Total suspended solids (TSS) 5 30 mg/1 615 Ibs/day, 279 kg/day (1)
Fecal coliform bacteria 200 MPN/100 ml (2)
Turbidity 25 NTU (1)
ro
^ The pH shall not be less than 6.5 nor greater than 8.5. These upper and lower limitations are not subject to
averaging and shall be met at all times.
There shall be no discharge of floating solids or visible foam in other than trace amounts.
The discharge shall not contain oil or other substances in amounts sufficient to create a visible color film
on the surface of the receiving waters.
* In addition, the seven consecutive day average shall not exceed 45 mg/1 BOD , (923 Ibs day, 419 kg/day),
45 mg/1 TSS, (923 Ibs/day, 419 kg/day), and 400 MPN/100 ml fecal coliform bacteria.
Notes: (1) Arithmetic mean (2) Geometric mean (3) For the average during the discharge period, the effluent
concentration shall not exceed the stated value or 15% of the arithmetic mean of the average value
for influent samples collected during the related treatment period (most restrictive value).
-------
2.1.2. Operation and Maintenance of Existing Facilities
Under dry weather conditions, the existing lagoon treatment system is
capable of adequately treating all the wastewater it receives. The water
quality of representative samples taken from the secondary treatment lagoon
is presented in Table 2-2. This information was obtained from the City of
Moose Lake's operating records. No records exist for the quality of the
effluent when it was being discharged into the Moose River. In accordance
with the NPDES permit, the operation of the pond system, insofar as is
practical, is to avoid effluent discharge to the Moose Horn River during
low stream flow periods. Furthermore, prior approval of any discharge is
required by MPCA. The effluent discharge velocity is limited to avoid
shock loads and to avoid disturbing bottom sediments of the Moose Horn
River. The maximum drawdown of secondary cells is 6 inches per day.
However, past inspections by the MPCA (Compliance Monitoring Surveys)
have found that unauthorized discharges were occurring and that system
maintenance was inadequate (excessive vegetation was observed on dikes, in
addition to apparent seepage through one of the dikes of the secondary
cells). The MPCA has issued a Citation for Violation. The limited in-
fluent wastewater quality data that are available are listed in Table 2-3.
2.1.3. Problems Caused By Centralized Treatment Plant Discharges
Water quality in the secondary treatment lagoon exceeded NPDES limits
on 29 April 1980, probably as a result of operational problems. The most
recent water quality data (autumn, 1981) indicates that the plant was
capable of achieving 5-day biochemical oxygen demand (BOD ) and suspended
solids (SS) treatment which brings effluent quality below limits in the
NPDES permit for the facility. A compliance schedule directs that the
bypasses/overflows be eliminated or controlled.
2.1.4. Existing Wastewater Management
The MLWSD includes Moose Lake Township in Carlton County and Windemere
Township in Pine County (Figure 2-3). Although the MLWSD geo-
2-7
-------
Table 2-2. Water quality in the secondary treatment lagoon of the City of
Moose Lake wastewater treatment facility.
Suspended Turbidity
Date BOD, (mg/1) Solids (mg/1) (NTU)
" ~~ " ~ ' "~~ "J
29 April 1980 27 70 17
17 May 1980 11 18 7
15 May 1980 24 22 7
20 May 1980 5 25 8
22 May 1980 15 4 5
08 Sept. 1980 17 7 8
30 Sept. 1980 14 5 6
02 Oct. 1980 746
06 Oct. 1980 576
09 Oct. 1980 326
10 July 1981 436
29 July 1981 796
14 Sept. 1981 523
02 Oct. 1981 433
09 Oct. 1981 624
NPDES Limits 25 30 25
Table 2-3. Influent wastewater quality to the City of Moose Lake waste-
water treatment facility
SS
Date mg/j mg/1 pH
07-15-81 95 92 6.8
10-23-80 107 216 7.7
04-01-80 93 102 7.5
2-8
-------
MLWSD Facilities Planning Area
Figure 2-3. Facilities planning area for the MLWSD.
2-9
-------
graphical boundaries include the City of Moose Lake, the City is a separate
political jurisdiction. The MLWSD has sewered the areas around Coffee Lake
and Sand Lake. The wastewater from these lakeshore areas is treated at the
City of Moose Lake wastewater treatment lagoon system. Two areas within
the MLWSD that have significant populations are the areas around Island and
Sturgeon Lakes. These areas both utilize on-site wastewater management
systems.
2.1.5. Wastewater Management Planning
A separate wastewater Treatment Facility Plan has been prepared for
the MLWSD. This wastewater management planning study was funded under the
201 Construction Grants Program. The Federal government (through USEPA)
provided 75% of the funding; the State government (through the Minnesota
Pollution Control Agency [MPCA]) contributed 15%; and each local jurisdic-
tion paid for 10%. The Facility Plan recommends specific actions for
design and construction to remedy existing problems and to provide adequate
wastewater management for the next 20 years. However, before USEPA commits
additional funds to implement these measures, it must ensure that the
recommended actions are cost-effective, environmentally sound, and imple-
mentable. USEPA's decision to prepare an EIS for the MLWSD reflects these
concerns.
Consoer, Townsend & Associates Ltd. prepared the Facility Plan for the
MLWSD. The plan recommended the following major actions:
• Construction of collection sewers around Island and Sturgeon
Lakes.
• Construction of interceptor sewers and wastewater pumping
stations to convey wastewater from the Island Lake and
Sturgeon Lake areas to the existing Moose Lake wastewater
collection system.
• Modifications to the existing Moose Lake interceptor sewers.
• Removal of some extraneous flows (infiltration/inflow [I/I]
corrections to the Moose Lake wastewater collection system
in accordance with the recommendations of a Sewer System
Evaluation Survey [SSES]).
2-10
-------
• Construction of an overflow pond for short-term storage
(i.e., storm events) of the extraneous flows (I/I) that
cannot be removed economically from the wastewater convey-
ance system.
• Renovation or construction of a new main wastewater pumping
station.
• Modification and expansion of the existing Moose Lake lagoon
wastewater treatment system.
2.2. Description of Existing On-site Waste Treatment Systems
Information on the number of on-site waste treatment systems, the
types of systems in use, and problems with their design and performance has
been obtained from eight area-specific sources. The necessary literature
reviews, file searches, and original data gathering efforts were made
between August 1981 and May 1982. This research reflects current published
and unpublished information and was done to provide the background infor-
mation on on-site systems introduced in the following section (2.2.1.).
Determination of need for waste treatment alternatives will be based on
this information.
Enumeration of the on-site systems in the project area was accomp-
lished by the review of public tax rolls, USGS topographic maps (1979), and
aerial photographs (USEPA 1981); by reference to information in the MLWSD
Facility Plan (Consoer Townsend Associates Ltd. 1980); and by direct inves-
tigation through the use of two property owner survey techniques. These
information sources also were utilized to determine the types of systems in
use and problems with those systems.
An overview of this combined data base, as identified in the following
eight sections, reveals that currently there are approximately 400 on-site
waste treatment systems in the area surrounding Island, Sturgeon, Rush, and
Passenger Lakes. The boundary of this land area, hereafter referred to as
the "project area", is presented in Figure 2-4. Available data indicate
that within the service area septic tanks are the most common type of
system in use (80%), followed by privies (10%), holding tanks (5%), and
combination or "hybridized" systems (2%). Existing information also in-
2-11
-------
ho
I
H-
OQ
M
(D
Ni
CL a" H
M (D
E- 3*
3 0> M
(D rt H
pi n (A
rt S:4
fD (u *o
o
n>
3 n
rt n rt
i-i
to s; ro
O H* P3
M 3 •
H* Q-
O- CD
3 td
(-1 (l> O
H-
•a
to
(D O
(—1.
i-t
oo
to
W Cu
l-(
fD H-
0) 01
V
a
a>
en
n>
PI
rt
ro
a.
iiiiinitiii Project Area
Boundary Symbol
Windemere Township Boundary
-------
dicates that most on-site waste treatment systems in use are functioning
properly. The types of problems currently being encountered and the fre-
quency and severity of those problems, are discussed in detail in Sections
2.2.2. and 2.2.3. Additional data on the distribution of developed lots
within the service area are presented in Section 3.2.1.
2.2.1. Data Pertinent to the Assessment of On-site Waste Treatment
Systems
USEPA determined from the the report on Phase I of this EIS, and from
review comments made by the Minnesota Pollution Control Agency and the
Citizens Advisory Committee that additional information was required for
preparation of the balance of the EIS. Much of the requisite effort in-
volved gathering new data pertinent to the assessment of on-site waste
treatment systems. The new sources of information were:
• A soil survey of a portion of Pine County inclusive of the
land adjacent to Island, Sturgeon, Rush, and Passenger
Lake s.
• Information in the MLWSD Facility Plan and related data pro-
vided by the MLWSD.
• Mailed questionnaire responses from property owners within
the service area.
• A field survey of septic leachate sources to the lakes.
• A tabulation of well water quality data for critical lake-
shore areas, based on the well-log files of the Minnesota
Department of Public Health.
• Two color-infared aerial photographic surveys of lakeshore
areas designed to locate obvious septic leachate break-
throughs.
• The data contained in the permit files of the Pine County
Sanitarian on recent on-site system construction and mainte-
nance.
• A follow up survey to answer questions unanswered by the
other surveys, including telephone interviews with property
owners and site visits to assess current land use and devel-
opment patterns.
2-13
-------
Each source of information will be referred to in the analysis of the
need for wastewater management alternatives. A complete description of the
available data is provided in the following sections.
2.2.1.1. Soil Survey of a Portion of Windemere Township
Accurate soil data are necessary to assess on-site system performance
and to assess the design prerequisites for sewage collection and treatment
facilities. In preparation of this EIS, soil properties in areas with
significant amounts of unsewered residential development were determined by
making a comprehensive soil survey of a portion of Windemere Township, and
by analyzing the particle size distribution of representative soils. The
soil survey encompassed approximately 7,000 acres of land around Island,
Sturgeon, Rush, and Passenger Lakes, and was conducted during the period of
14 September to 6 November 1981. As a result of the soil survey, soils
were identified and classified, a soils map was prepared, and interpreta-
tions of the limitations of the soils were made in regard to on-site waste-
water treatment.
Development of the Soil Survey
Prior to preparation of this EIS, a modern comprehensive soil survey
had not been developed for Pine County, which includes the surveyed Winde-
mere Township area. To obtain the needed soils data, soil mapping and
sample collection were done by a certified professional Soil Scientist with
previous field experience in the region. USDA Soil Conservation Service
(SCS) classifications and terminology were used in the development of the
project area soil survey. The boundaries of the survey were semi-rectan-
gular in shape and were entirely within Windemere Township. The surveyed
area (Figure 2-5) was bounded by Carlton County to the north, Interstate
Highway 35 on the west, and non-linear boundaries approximately 0.5 miles
to the east and south of the four lakes. These boundaries were selected to
include all platted lakeshore properties and contiguous, unplatted areas
within the drainage basins of the four project area lakes. Access to
private property was not obtained on one parcel adjacent to the northeast
shore of Sturgeon Lake.
2-14
-------
N5
I
Area dominated by soils with
loamy subsoil or substratum
(Duluth-Dusler Association)
Area dominated by sandy soils
and loamy soils with gravelly-sand
or sandy substratum
(Omega-NemadJI Association)
Soil survey boundary
Figure 2-5.Soil survey boundaries and major soil associations. Derived from the soil survey
results (Finney 1981) and from the Pine County General Soil Map (SCS 1975).
-------
The soil survey findings are presented in detail in Appendix B of this
EIS. The map produced as a result of the field survey was prepared at a
scale of approximately 6 inches to the mile. This original soil map was
re-photographed at approximately the same scale, in a series of 12 over-
lapping plates, and also is included in Appendix B. A copy of the original
soils map is held by USEPA, Region V.
General Soil Associations
The surveyed area includes two distinct soil associations which are
adjacent to each other. The soils surrounding Island Lake and the northern
and eastern parts of Sturgeon Lake (Figure 2-5), were formed in glacial
till and contain relatively high proportions of silt and clay (e.g., Duluth
series). The soils surrounding Rush and Passenger Lakes and the southern
shores of Sturgeon Lake were formed in glacial outwash and are primarily
sandy in texture (e.g., Omega series). These zones are characterized as
soil associations: the Duluth-Dusler association to the north, and the
Omega-Nemadji association to the south (USDA, General Soil Map, Pine Coun-
ty, 1978).
The soil associations of the surveyed area can be characterized super-
ficially by two types of associated vegetation. The soils of the Omega-
Nemadji association, which were formed in glacial outwash sands, are some-
what acidic as a result of the processes of weathering and leaching. Field
observations of the surveyed area and inspection of aerial photographs
indicate that coniferous forests dominate on the sandy, more acid soils of
the southern association while deciduous forests dominate the more clayey
soils of the northern association. The transition zone between the two
soil associations has no distinct vegetative type that is apparent by
visual inspection. However, the soil survey provided additional infor-
mation on the transition zone between these two major soil associations. A
previously unclassified, intermediate soil series was identified in this
transition zone and was named Duluth Variant. It is characterized by a
substratum of loamy soils similar to the Duluth series, overlain by a
mantle of sandy soils similar to the Omega series.
2-16
-------
2.2.1.2. Information Contained in the Moose Lake-Windemere Sanitary Dis-
trict Facility Plan
During preparation of the Facility Plan, the MLWSD conducted a lot-by-
lot survey around Island and Sturgeon Lakes to determine the problems with
existing on-site systems. This survey was conducted in 1980 by MLWSD staff
and commission members with the help of interested local residents. The
methodology used and the results obtained from this survey were discussed
in detail in the Phase I Environmental Report (USEPA 1981). A summary of
the information contained in the Facility Plan which characterized problems
with on-site systems is presented in Table 2-4.
Table 2-4. Summary of MLWSD lot-by-lot survey findings.
Number of Lots With Problems
Type of Problem Island Lake Sturgeon Lake
Total lots surveyed 156 173
Surface failures 42 6
Sewer back-up 0 5
Tight soil 154 90
Groundwater table 71 82
Distance from the lake (75 feet) 54 51
Lot size 11 21
Restricted water use 10 4
Lot floods 6 0
Well isolation 35 101
Frequent rehabilitation 2 ND
Holding tanks 15 17
Privies 40 39
ND - not determined.
The MLWSD survey of on-site problems did not encompass lots in the vicinity
of Rush and Passenger Lakes or in the Wild Acres and Hogan's Acres subdi-
visions. The types of problems enumerated in the Facility Plan are catego-
rically not identical to those used by the Minnesota Pollution Control
Agency and the US Environmental Protection Agency to evaluate the need for
2-17
-------
improved waste management in an area. The two problem categories evaluated
by the MLWSD which are most directly comparable to state and federal needs
documentation guidelines and to the questionnaire results cited in Section
2.2.1.3 are:
• Ponding or surface failures associated with the leachate
field and
• Sewer backups within the residence.
The lots cited as having these types of problems during the 1980 MLWSD
survey were also surveyed through the questionnaire and followup surveys in
1982. Comparisons between these data sources are made in Section 2.2.3.
2.2.1.3. Mailed Questionnaire Survey
To obtain current information on existing on-site systems, a question-
naire was mailed to each property owner in Windemere Township. The objec-
tive of the questionnaire was to determine the types of on-site systems
that are in use in the project area, the kinds of problems or malfunctions
that residents have experienced with those systems, and the frequency of
system maintenance. The questionnaire was not designed to provide detailed
information on the design and functioning of every aspect of the on-site
systems. The survey results were evaluated in conjunction with information
derived from Sanitary District records and from field investigations to
identify problems associated with on-site systems in specific segments of
the Sanitary District.
Methodology
In October 1981, a four-page questionnaire and a cover letter were
mailed to all property owners in Windemere Township. The first mailing
went to property owners with land on or near the four project area lakes,
and a subsequent mailing was sent to property owners in subdivisions and
outlying areas. The mailing list was developed from County property tax
records for Windemere Township, and contained a total of 587 names. To
facilitate responses, a self-addressed, stamped envelope was included with
each questionnaire.
2-18
-------
facilitate response. The cover letter stressed that all responses would be
confidential and would be combined with other responses for the purposes of
analysis.
Although the tax records documented 587 property owners within the
township, 31 of the questionnaires sent to tax record addresses were re-
turned as undeliverable. In addition, not all of the properties listed on
the tax rolls are developed. A building count based on parallel review of
1974 USGS maps and November 1980 USEPA Environmental Monitoring Systems
Laboratory (EMSL) remote imagery indicated a total of 475 housing units
within Windemere Township (USEPA 1981). Accordingly, this figure can be
used as a basis for determining the Township response rate to the question-
naire. A total of 249 valid questionnaires were received out of a possible
475, for an overall response rate of approximately 52%. A copy of the
questionnaire and cover letter are included in Appendix C.
Results of the Questionnaire by Individual Lake or Subdivision
Island Lake
There are an estimated 151 housing units on the platted land area
surrounding around Island Lake. A total of 89 questionnaires were received
from property owners in this area. Eight of those respondents indicated
that their land currently is not developed. The remaining 81 respondents
reported developed lots with homes or cabins and on-site systems. Of the
151 housing units around Island Lake, 64 are estimated to be used on a
year-round (permanent) basis and 87 are used seasonally. Responses to the
questionnaire were received from 58% of the permanent households (37 re-
sponses) and 51% of the seasonal households (44 responses).
Most of the Island Lake area respondents reported septic systems as
the primary method of on-site treatment. Of the 81 systems for which
questionnaire responses were received, 54 are septic tanks, 15 are privies,
and 12 are holding tanks. Six of the respondents using septic systems also
indicated that secondary treatment or "backup" systems also are used.
2-19
-------
These included two holding tanks and four cess pools used in conjunction
with septic systems.
Most of the on-site systems described by Island Lake area respondents
discharge to a seepage field (41; 66%). Two respondents have systems that
discharge to a seepage field plus surface discharge, 4 respondents have
systems that discharge through a tile line, and 15 respondents reported
that discharge is by other means. (There were 62 responses to this ques-
tion.)
Based on the questionnaire responses, the on-site systems in use
around Island Lake range in age from 2 years to more than 20 years. Al-
though 27 of the 71 responses to this question (38%) reported systems less
than 10 years old, there were 31 responses (44%) indicating systems greater
than 15 years old. The remaining 13 systems (18%) are between 10 and 14
years old.
Problems with septic systems were reported by 32 of the 54 septic
system owners. None of the property owners using privies reported prob-
lems, but 4 of the 12 property owners using holding tanks reported prob-
lems. The problems reported by septic system owners included backup of
wastes into the house (11), odorous water surfacing at the tile field (3),
backup of wastes and odorous water (15), and 3 other responses that do not
encompass any of these problems. Most of the reported problems were solved
by pumping the septic tank, by fixing a broken pipe, or by allowing a
frozen drainfield to thaw. Few of the responses indicated chronic problems
requiring frequent maintenance. Of the 75 responses pertaining to the
questions on system maintenance, 25 reported that regular maintenance was
performed on the system, 26 reported that the system was maintained only
when a problem occurred, and 14 reported that maintenance has never been
undertaken with the on-site system.
Sturgeon Lake
There are an estimated 197 housing units around Sturgeon Lake. A total
of 98 questionnaires were received from property owners with lots near or
2-20
-------
adjacent to Sturgeon Lake. Ten of the property owners indicated that their
land currently is not developed or used. Two property owners provided no
information other than that their property is used during the year. Five
property owners indicated that they do not have houses on their property,
but that the land is used during the year and on-site systems, primarily
privies, are present. The remaining 81 respondents (41%) reported deve-
loped lots with homes or cabins and on-site systems. Of the 197 housing
units around Sturgeon Lake, 42 are estimated to be used on a year-round
basis and 155 are used seasonally. Responses to the questionnaire were
received from 57% of the permanent households (24 responses) and from 37%
of the seasonal households (57 responses). The property owners who do not
have houses on their property, but do have on-site systems, accounted for
five responses. Questionnaire response rate for the Sturgeon Lake area
property owners was much less than for the Island Lake area in the seasonal
use category (37% versus 51%, respectively).
Septic systems used alone are the predominant on-site system used by
Sturgeon Lake area residents; 42 of the 86 systems (49%) identified by
Sturgeon Lake respondents are septic systems. Combination systems also are
used; 18 of the respondents (21%) indicated that a combination of on-site
systems are used to treat their wastewater. Among the combinations re-
ported by the respondents are septic tank-cess pool combinations (8),
septic system-privy combinations (2), septic tank-holding tank combinations
(1), and other combinations of holding tanks, privies, and cess pools. The
remaining systems in use are privies (13; 15%), holding tanks (9;11%), and
cesspools (4; 5%).
With few exceptions, the on-site systems of the Sturgeon Lake area
survey respondents discharge to a seepage field only. One respondent
indicated that the system utilizes a seepage field plus surface discharge
and four respondents indicated that surface discharge through a tile line
is used.
The on-site systems in use around Sturgeon Lake were reported to range
in age from less than 1 year to more than 20 years. Sixteen of the 80
responses (20%) listed their systems as less than 5 years old, 39 (49%)
2-21
-------
indicated systems between 5 and 10 years old and 25 (31%) indicated that
their systems are greater than 15 years.
Problems were reported by 25 of the respondents who used septic sys-
tems. The problems indicated by septic system owners included: the backup
of wastes into the house (15), odorous water surfacing at the tile field
(2), backups and odorous water surfacing (4), and other problems (4). In
general these problems were solved by either pumping the septic tank, by
fixing a broken pipe, or by allowing a frozen drainfield to thaw. There
were few responses that indicated chronic problems requiring frequent
maintenance. In many reported cases (43%), maintenance of on-site systems
was undertaken only after a problem developed.
Rush and Passenger Lakes
A total of 24 questionnaires were received from property owners with
lots within the land area immediately surrounding Rush and Passenger lakes.
Nine of the respondents indicated that their property is not developed or
used. The remaining 15 respondents have developed lots with homes or
cabins and on-site systems. Of these 15 respondents, 13 indicated that
their property is used on a seasonal basis and 2 indicated that they are
permanent residents.
Privies and septic systems were reported as the predominant on-site
systems used by the Rush and Passenger lakes respondents; 6 of the 15 sys-
tems identified are privies and are 5 septic tanks. The remaining systems
reported are either cess pools (3) or cess pool-holding tank combinations
(1). The septic tanks and cess pools all discharge to a seepage field (7)
or to a tile line (1).
Most of the respondents indicated that systems in use around Rush and
Passenger Lakes are less than 10 years old (6 of the systems are between 5
and 10 years old). Four respondents, though, reported systems greater than
20 years old, including one privy reported as 52 years old and another
reported as 45 years old.
2-22
-------
All of the respondents reported that they had never had problems with
their on-site systems, although 4 of the respondents reported that main-
tenance is done on the system "after a problem develops." Most of the
systems are maintained on a regular basis (8 of 14 responses). Two re-
spondents indicated that their systems are never maintained.
Wild Acres and Hogan's Subdivisions
A total of 36 questionnaires were received from property owners in two
adjacent subdivisions just northeast of Rush and Passenger Lakes. Fifteen
property owners indicated that their lots currently are undeveloped. The
remaining 21 respondents reported having developed lots where on-site
systems are present. All but 3 of these 21 property owners indicated that
they are seasonal residents.
The on-site systems reported include 9 septic systems, 6 privies, 3
holding tanks and 1 cess pool. Two combination systems also were repor-
ted, both septic tank-cess pool combinations. All but 3 of the systems
(excluding the privies and holding tanks) discharge to seepage fields. The
other 3 discharge to tile lines.
Because these are relatively new residential subdivisions, most of the
systems are less than 5 years in age. Two respondents indicated that their
systems are between 5 and 10 years in age.
None of the respondents reported having problems with their on-site
systems. Most of the responses also indicated that the systems are regu-
larly maintained; 7 of the 16 responses to this question reported regular
maintenance and 6 reported that maintenance has never been performed. One
respondent indicated that maintenance was performed after a problem devel-
ops and 2 reported other maintenance arrangements.
Outlying Properties
Within the service area there are a number of residences not having
riparian access and not located in the Hogan's or Wild Acres subdivisions.
2-23
-------
These rural residences are principally farm houses or other permanent local
dwellings located on main roads. There are approximately 50 outlying
residences within the service area. Two questionnaire responses were re-
ceived from these outlying residences, indicating no problems with on-site
systems.
2.2.1.4. EMSL Aerial Survey
The USEPA Environmental Monitoring Systems Laboratory acquired remote
sensing imagery of the project area in late 1980. False-color infrared
aerial photography and multispectral scanner imagery were collected on 21
October 1980. Additional color aerial photography was collected over the
project area on 10 November 1980. The color and false-color infrared
aerial photography were stereoscopically examined for evidence of apparent
on-site septic system malfunctions, for indications of algal blooms on area
lakes, and for land use/land cover data in the project area (USEPA 1981) .
Multispectral scanner imagery was computer-analyzed to determine relative
surface water temperature differences near the shorelines of the project
area lakes. The temperature differences were evaluated as a possible
indication of the entrance of warm wastewater or septic tank effluent into
a lake.
The analyses of on-site septic leachate field malfunctions with remote
sensing imagery requires detection of variations in color tones of vegeta-
tion which may result from septic effluent rising to or near the soil
surface. With the use of color infrared photography, vegetation appears in
varying red tones which may represent different plant species and growth
stages as well as plant vigor. The October fly-over should have captured
remnants of vegetative growth that may have resulted from drainfield sur-
face failures.
Results of the analyses described above identified only seven on-lot
septic tank-drainfield systems that appeared to have vegetative "signa-
tures" which indicated a surface failing on-lot system. A subsequent field
trip to the area for ground truth verification was not conducted due to
snow cover. The photo interpretation indicated that three systems around
2-24
-------
Island Lake and four systems around Sturgeon Lake were potential failures,
with no indicated failures around Passenger or Rush lakes. The accuracy of
associating an aerially detected system failure with ground-truth verified
problems has been marginally successful in other studies (Rural Lake Pro-
jects 1-6, USEPA 1978-1981).
For Island Lake, the EMSL remote sensing data indicated three probable
system failures along the northwest shore where, coincidentally, problems
were also described by the lot-by-lot survey and by the septic leachate
survey. The aerial photography did not indicate any probable system fail-
ures along the north shore of Island Lake, a problem area as determined by
other sources.
For one isolated segment of Sturgeon Lake (Sturgeon Island) there was
a general concurrence of information on probable failing systems from the
lot-by-lot survey, the septic leachate survey, and the remote sensing
imagery analysis. The two problems detected by the analysis of the aerial
photography of the Sturgeon Island segment of Sturgeon Lake were not as-
sociated with specific problem lots defined by the other surveys, but were
in the general area of other identified problem lots. The other two cases
of aerially detected probable failures on Sturgeon Lake were not at all
corroborated by other information.
Analysis of the Passenger and Rush Lake aerial surveys indicated no
probable system failures. This is consistent with other collected infor-
mation indicating few, if any, problems with on-site systems for these two
lakes.
The discrepancy between the larger number of problems indicated from
ground based surveys and the 'relatively few problems indicated from the
combined methods of aerial survey could be attributed to one or several of
the following factors:
• Portions of lots where the septic system is located were ob-
structed by shadows and could not be stereoscopically ana-
lyzed.
2-25
-------
• Some seasonal residences may not have been in use for seve-
ral months prior to the time of the fly over, allowing the
drainfield to recuperate, lowering the groundwater level,
and resulting in a loss of vegetative vigor.
• The drainfields of some residences were obscured by brush or
other small woody bushes and some residences have gardens
planted over the drainfields. These gardens could mask
potential drainfield failures.
Imagery information collected from this aerial survey was used in
other sections of this EIS. For example, the multi-spectral scanner ima-
gery gave evidence for general groundwater flow directions into the lakes,
and was utilized to help resolve differences found in the highly specific
groundwater flows measured during the septic leachate survey. Imagery used
to formulate lakeshore area land use maps in the EMSL survey also was used
in conjunction with other data sources to map land uses in the watershed of
each lake. These maps were used as the basis for projecting nutrient
export values from the land. No algal blooms were indicated on the four
lakes by the false color infrared or by the color photography.
2.2.1.5. Septic Leachate Survey of Island, Sturgeon, Rush, and Passenger
Lakes
Interviews with lakeshore residents, visual inspections, and remote
sensing imagery can detect obvious backups and surface malfunctions of
on-site wastewater treatment systems. However, these techniques do not
detect poorly treated effluents that may enter lakes or streams via soil
infiltration and groundwater transport. Because of the highly variable
nature of the slopes and soils around the surveyed lakes, the location of
such below ground effluent sources would be difficult to predict based on
conventional sanitary survey techniques. In the septic leachate survey,
on-site waste treatment system effluent plumes were located and monitored
directly utilizing instrumentation designed specifically for that purpose.
Potential effluent plumes entering Island, Sturgeon, Rush, and Pas-
senger lakes were located with an ENDECO Type 2100 Septic Leachate Detector
System. Baseline or "ambient" water quality of the lakes was first mea-
sured in mid-lake to calibrate the response of the instrument to natural
2-26
-------
conductivity (a reflection of ionized mineral salts) and to dissolved
organic matter (fluorescence). Shorelines were then surveyed to locate
areas with relatively high conductivity and fluoresence, these being areas
where inadequately treated wastewater may be emerging. Small areas of the
lake bed where elevated amounts of organic matter and conductivity are
found to be emerging into the water are termed "suspected effluent plumes".
The 9 suspected wastewater or effluent plumes which appeared to be the
strongest of the 39 such plumes detected were sampled as they emerged.
These samples were then analyzed in a laboratory for the water quality
parameters of interest. In addition, at the nine plumes where instrument
signals of relatively high amplitude were recorded, groundwater was sampled
at close intervals in a shoreline transect made perpendicular to the esti-
mated direction of plume movement. These groundwater samples were tested
with the leachate detector to locate the approximate plume centers through
which leachate moved from the failing system toward the lake. The ground-
water was then sampled at the plume center for subsequent laboratory anal-
ysis.
Sources other than septic tank effluent also can produce strong leach-
ate detector responses which can either mask or falsely indicate the detec-
tion of septic leachate plumes where evaluated amounts of natural organic
substances are present. Seven water quality samples were collected where
runoff water or intermittent streams entered the lakes to identify such
potential interference problems.
A discussion of the methods employed and the results of the septic
leachate survey are presented in Appendix C of this report.
Conclusions and Observations Based on the Leachate Survey
The more important conclusions and observations made based on the
septic leachate survey of Island Lake are that:
• The septic leachate survey of this lake was performed under
ideal conditions of calm weather and insignificant wave
activity.
2-27
-------
• Fifteen suspected wastewater plumes were identified. All of
them were found on the northwest shoreline between flow sta-
tions 1 and 13 (Figures 2-6 through 2-9). The influx of the
nutrients from the four suspected septic plumes sampled for
phosphorus and nitrates was very low as indicated by the low
levels measured at the point of plume emergence into the
lake.
• Background fluorescence and conductivity values are signifi-
cantly higher in the northern basin than in the southern
basin. This may be associated with the fact that sizeable
tributary streams enter the northern basin only.
• Six distinct stream plumes were located, and four of these
were in the northern basin. Moderate levels of fecal coli-
form bacteria were detected in five of the streams and
non-human sources are indicated by them.
• No potential public health problems associated with septic
sources of fecal coliform organisms in the surface waters of
Island Lake were indicated.
• Both surface water and groundwater were found to be recharg-
ing the northern basin and discharging from the southern
basin.
The more important conclusions and observations made based on the
septic leachate survey of Sturgeon Lake are that:
• The survey of Sturgeon Lake was performed under less than
ideal conditions due to the prevailing wind and wave action
along the downwind shores. This may have resulted in an
underestimation of the pollutional significance of on-site
systems at seasonally used residences.
• Groundwater was found to be discharging from Sturgeon Lake
along the southern shoreline between flow stations 35 and
39, accounting for the absence of septic leachate plumes
along this lake segment.
• Groundwater recharges Sturgeon Lake along the segment be-
tween flow stations 28 and 34. Six emergent plumes were
detected in this segment, indicating an area of possible
concern with regard to small waste flows management. Homes
along this segment were observed to be closer generally to
the shoreline than at other areas around the lake. However,
the water quality samples taken in the two suspected ef-
fluent plumes on this shoreline do not indicate a signifi-
cant influx of nutrients to the lake. Additionally, no high
concentrations of fecal coliform organisms were found.
2-28
-------
• Homes along the shoreline segment between stations 24
through 26 are located very close to the lake. No septic
plumes could be identified there, however, possibly because
of high ambient interference levels caused by two adjacent
runoff sources.
The more important conclusions and observations made based on the
septic leachate surveys of Rush and Passenger Lakes are that:
• Both Rush and Passenger Lakes are surrounded by highly per-
meable, sandy soils. These soils are ideal for the perco-
lation of septic tank effluent from the standpoint of waste-
water movement, but would also exhibit the passage of ef-
fluent plumes.
• Most of the homes near Rush Lake are built on a sand ridge
located between flow stations 48 and 51. Another sand ridge
extends from stations 44 to 46. The northeast corner of
this lake is swampland underlain by a mucky peat layer about
five feet thick.
• A total of three suspected plumes were located on Rush Lake,
and a total of four suspected plumes located on Passenger
Lake. In spite of the high soil permeability associated
with the sandy soils of this area no significant nutrient
influx was detected at emerging plumes and no elevated fecal
coliform levels were detected.
During the periods of 11-25 September 1981 and 2-9 October 1981,
groundwater flow velocity and direction were measured at points along the
shorelines of Sturgeon Lake, Island Lake, Passenger Lake, and Rush Lake.
The objective of these measurements was to support the analysis of the lea-
chate survey by characterizing shoreline segments in terms of groundwater
flow patterns. By identifying subsurface flow vectors, it is possible to
estimate the direction of groundwater effluent plume movement and to iden-
tify those shoreline areas where failing septic systems can cause the
greatest impacts on lake water quality.
A Groundwater Flowmeter System (Model 20) was used to evaluate the
direction and velocity of groundwater flow at selected locations on the
shorelines of the four project area lakes. The Flowmeter has a cylindrical
probe with radially projecting thermistor "spikes." Flow measurements were
obtained by inserting the probe in saturated soil at or slightly below the
water table surface. Access to the water table was achieved by digging
2-29
-------
shallow holes with a narrow-nosed shovel, 3-10 feet inland from the lake
shorelines. Prior to measurement of flow a minimum of 30 minutes was
allotted to permit the water table and thermistor array to achieve equi-
librium.
A standardizing method was used to improve the correlation between
laboratory instrument calibration and collected field data. A large sample
of sand was collected from a beach area on Island Lake. This sand was
thoroughly mixed and placed in a laminar flow tube of known cross-section
and flow. In this way the probe was calibrated to local soil having speci-
fic average pore size and permeability. Enough sand was collected to
backfill the holes dug at each flow station. Thus, all flow measurements
were made in soil matrices having uniform properties.
The groundwater flow vector data collected for the stations around the
shoreline of each lake are presented in Table 2-5. Locations of the ground-
water flow measurement stations are presented in Figures 2-6, 2-7, and 2-8
and 2-9.
During the initial survey in September 1981, groundwater flow measure-
ments around the four lakes were made during a period of little or no
precipitation; there had been no significant rainfall in the area for 1
month preceeding the study. Therefore, the measured groundwater flow data
are probably representative of low to average water table conditions in the
unconfined water table aquifer. Nine flow measurement stations were estab-
lished at the estimated plume centers during a subsequent period (early
October). The subsequent measurements were made after several days of
rainfall and provide information about groundwater flow when the water
table is at or above average height. Flow conditions in the confined
aquifer systems (below the unconfined water table) were not measured.
Conclusions and Observations Based on the Groundwater Flow Data
Groundwater apparently discharges from Island Lake along the shore-
line, west of a hypothetical line drawn through flow stations 15 and 9
(Figure 2-6). The anomalously high flow velocity recorded at Station 10
2-30
-------
Table 2-5. Groundwater flow velocities and directions as measured at "flow stations" established on the
shorelines of Island, Sturgeon, Rush, and Passenger Lakes.
I
U>
Island Lake
Station
1
1
2
3
4
5
6
7
8
9
10
11
12
13
14
151
16
17
18 1
19
20
21
22
23 l
23a*
Apparent
Velocity
(ft. /day)
1.2
4.1
4.7
1.6
1.5
2.0
2.0
1.5
3.0
39.4
2.0
2.0
7.4
2.0
6.7
2.0
0.7
0.7
2.0
4.5
1.2
0.7
1.8
2.4
Azimuth
Direction
(degreeu)
321
.200
250
270
1U4
254
300
345
1U8
177
035
249
315
350
009
221
067
230
160
185
218
254
237
231
Sturgeon Lake
Station
C
24
25
26
27
281 .
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
Apparent
Velocty
(ft. /day)
1.4
3.2
1.4
1.6
8.0
1.9
1.7
1.2
2.4
2.3
3.2
3.7
6.4
1.8
2.4
2.2
2.8
2.7
1.9
2.3
Azimuth
Direction
(degrees
260
212
170
122
220
355
151
185
233
329
324
173
196
272
230
222
341
248
028
273
Rush Lake
Station
t
44
45 .
45a
46
47
48
49.
50
51
Station
1
52
53
54
55
57
581
59
Apparent
Velocity
(ft. /day)
1.2
2.3
3.1
7.6
3.0
1.2
2.0
11.1
2.4
Passenger
Apparent
Velocity
(ft. /day)
1.9
1.8
2.2
2.2
1.4
3.8
3.5
Azimuth
Direction
(degrees)
235
015
317
147
228
256
147
012
210
Lake
Azimuth
Direction
(degrees)
179
140
223
320
350
145
289
Measured during period of above average precipitation (2-9 October, 1981).
(11-25 September, 1981).
All other measurements taken during period of low precipitation
-------
goose
farm
N>
S3
Figure 2-6. Locations of: groundwater flow monitoring stations,
suspected septic leachate plumes, stations where
groundwater quality samples were taken, and stations
where overland runoff (streams) were detected and
sampled in Island Lake.
-------
Figure 2-7.
Locations of: groundwater flow monitoring
stations, suspected septic leachate plumes,
stations where groundwater quality samples
were taken, and stations where overland
runoff (streams) were detected and sampled
in Sturgeon Lake.
*\\'X\
i
UJ
u>
cattle
farm on lake
-------
49
to
i
U)
N
NO SCALE
FLOW RATE FJ/DAY
I i i i i i *"~
012345
Groundwater
Flow Station
\0 Plume
V Stream
Figure 2-8.
Locations of: groundwater flow monitoring stations, suspected septic leachate
plumes, stations where groundwater quality samples were gathered, and locations
of stations where overland runoff(streams) were detected in Rush Lake.
-------
t
N
FLOW RATE FT/DAY
I
0
I
2
I
3
I
4
NO SCALE
Groundwater
Flow Station
Plume
52
PASSENGER LAKE
54
56
Figure 2-9. Locations of: groundwater flow monitoring stations, suspected septic
leachate plumes, stations where groundwater quality samples were
gathered.
2-35
-------
(40 feet per day [ft/day]) was confirmed by additional measurements on
successive days. This high outflow from Island Lake occurs through a sand
and cobble zone at the base of a steep slope which overlooks the beach
area.
Based on the flow vectors measured in September 1981, groundwater re-
charges Island Lake along the shoreline between flow stations 8 and 2.
Between flow stations 15 and 1, the groundwater vectors displayed no con-
sistent trends. This latter segment contains the highest concentration of
lakefront homes and it is possible that under average water table condi-
tions, volumes of water percolating from on-site systems may be sufficient
to affect the overall flow pattern of groundwater movement due to localized
artificial recharge of the water table by domestic wastewater.
Based upon the association and distribution of soils in the region, it
appears that the southern and southwestern shores of Sturgeon Lake are
underlain by a glacial till which is veneered with a thick deposit of
outwash sands. These sands comprise a highly permeable, unconfined aquifer
underlain by the glacial till aquitard. The slopes along the southern
shoreline of Sturgeon Lake also are much less than on the till-covered
landscape surrounding the rest of the Lake. Geologic and topographic
characteristics result in complete groundwater discharge from Sturgeon Lake
along the shoreline between stations 35 and 40.
Groundwater flows into Sturgeon Lake along the beach area between sta-
tions 31 and 33. Numerous homes have been built around this embayment in
close proximity to the beach. The lakeward groundwater flow conditions ob-
served would contribute to the emergence of septic plumes there.
The highest flow velocity measurement recorded on Sturgeon Lake was at
station 28 (8 ft/day) . This flow station is located at the juncture of an
inland swale with the shoreline. A surface water flow does not normally
exit from the swale, but surface waters may be discharging intermittently
during storm events. The significance of this depression is that it drains
an area presently in use as a dairy farm and groups of cows were seen
standing in the water. The shoreline segment between flow stations 40 and
2-36
-------
43 is characterized by narrow beach areas at the base of relatively steep
till slopes. Groundwater flow patterns along this segment appeared dif-
fuse. Distinct landward flow was not indicated.
The topography of the land surrounding Rush Lake indicates that it was
considerably larger in recent geologic history and may have been part of
Sturgeon Lake. Large swamplands demarcated by relict shorelines occur
northeast and south of Rush Lake, and are probably the result of eutro-
phication processes in parts of the former lake.
Surface water flowing from a broad swampland enters Rush Lake along
its northeastern and eastern shorelines. Surface water is discharged from
Rush Lake through a single small culvert to another broad swampland to the
south. Under base flow conditions, groundwater recharges Rush Lake along
its northern and eastern shores. Groundwater is discharged along the
southwest shoreline in a direction analogous to surface flows.
Flow stations 45 and 50 were established during the septic leachate
survey which followed a period of rainy weather (October 1981). The in-
creased flow rate at station 45a reflects this. Normally, increased preci-
pitation can be expected to increase groundwater flow toward a lake. Rush
Lake might not display this property because the relatively large watershed
area on the northeast may, under rainy conditions, introduce more water
than can be carried away by the single culvert. Rising lake levels would
then induce groundwater discharge along much of the remaining shoreline,
which would account for the outward flow recorded at station 50 and the
deflected flow direction at station 45a, relative to earlier flow data at
these stations (September 1981).
Surface water discharges from Passenger Lake into Big Slough Lake via
a small creek, the inlet of which lies approximately 100 feet south of
station 54. No sources of surface water influx to Passenger Lake were
observed. Passenger Lake is apparently recharged by groundwater along its
northern and southern shores. The flows observed at station 53 indicate
that subsurface flow toward Big Slough Lake to the southeast may occur
along the eastern shore of Passenger Lake. The measured easterly flow
2-37
-------
vector is analogous to this surface water flow trend. Flow station 59 was
established during the high water table conditions in October 1981. The
measured landward flow is probably a result of rising lake levels caused by
rapid groundwater influx to Passenger Lake along other shoreline segments.
The data from station 52 indicate that under average water table conditions
the groundwater vector in the vicinity of station 59 probably is lakeward.
The overall regional groundwater flow direction in the project area is
southerly. The effect of this southerly flux is to enhance the emergence
of septic leachate plumes on the northern shores of the lakes and inhibit
emergence on the southern lake shores (Septic Leachate Survey, Section
2.2.1.5.) There are isolated exceptions to this overall southerly direc-
tion of groundwater flux, expecially during periods of high precipitation.
Of the four lakes that were investigated, only Sturgeon and Rush Lakes
were shown to exhibit distinct groundwater interconnections. Lake water is
discharged to the outwash sands along the southern shore of Sturgeon Lake,
and some of this water eventually reaches Rush Lake by means of a marsh.
Surface water and groundwater discharged from the southwest shoreline of
Rush Lake flow in a south westerly direction, and ultimately drain into the
Willow River.
Groundwater entering Passenger Lake from the north, west, and south
ultimately flows east via a small creek to Big Slough Lake and then on to
the Willow River. Of the four lakes studied, Passenger Lake has the smal-
lest watershed area and is the most isolated in terms of regional ground-
water flow patterns.
2.2.1.6. Private Water Well Information
The leachate survey described in the previous section (2.2.1.5) de-
veloped a limited amount of water quality data to characterize the water
table aquifer in the vicinity of nine lakeshore residences. The results,
labeled as "background samples" of groundwater in the data tables prepared
for the leachate survey, indicate no extraordinary amounts of nitrate or
fecal coliforms (Appendix C). However, these limited groundwater data are
insufficient for the purpose of determining whether private wells in lake-
2-38
-------
shore homes are currently being contaminated with pollutants originating
from on-site waste treatment systems. To determine if well contamination
is a serious problem and that as a result improved wastewater management is
necessary, a series of questions should be addressed such as:
• How deep are the wells?
• How permeable are the soils around the wells?
• Does groundwater at the aquifers being tapped move from the
leachate field toward wells?
• Are naturally dissolved groundwater constituents already at
levels which constitute a potential public health problem?
• Is there documentation of private well contamination from
wastewater?
• Can fertilizer or animal waste in feedlots be a source of
groundwater contamination?
Using the information presented in this report, a number of deductions
can be made, a priori, to focus on lakeshore segments where private water
well contamination is most likely to be occurring. The aforementioned
questions can then be addressed for private wells in identified critical
lakeshore segments to determine if further investigation is warranted. For
example, it is assumed that tight soils which may preclude satisfactory
performance of septic systems also generally preclude the recharge of
groundwater with septic leachate (USEPA 1978, pc-60). This assumption
applies in much of the northern portion of the service area, where Duluth
Series soils predominate.
The predominance of Duluth soils around most of Island Lake and also
around the northern half of Sturgeon Lake was discussed in the Soil Survey
prepared as a portion of this EIS. The testing of soil particle size
distributions as documented in the Soil Survey, indicates that the Duluth
soils found around Island and Sturgeon Lakes are especially clayey and
that their clay content tends to increase with depth. This situation
results in very low rates of downward permeability for leachate and makes
contamination of groundwater to a depth greater than 20 feet extremely un-
likely.
2-39
-------
The inverse situation is found in an isolated area of sandy soils
located adjacent to the northwest shoreline of Island Lake and in the
remainder of the service area wherever sandy soils predominate. Shallow
domestic water wells located in sandy soils are the wells most likely to be
contaminated by septic leachate recharging the water table aquifer (USEPA,
1978, pc-69). The shallow "sand point" wells which are sometimes used to
tap the water table or "glacial drift" aquifer often are associated with
older or seasonal residences. A concentration of residences with shallow
wells located on lakeshore segments with sandy soils should be examined
critically for the potential of well contamination.
The Omega sandy loam soil series and Lake Beach soils of the project
area can practicably support seasonal development because of the incidental
ease with which well water may be withdrawn from shallow wells, and also
because of the ease with which septic leachate percolates through drain
fields. This coincidence of favorable leachate percolation characteristics
and water table aquifer accessibility may be associated with many of the
older lakeshore residences in the area. Where water use has been dras-
tically increased by year round residence in dwellings which still rely on
the original "sand point" well, this may increase the potential of well
contamination by septic leachate. However, a broad determination of the
need for better wastewater management in such situations must be made with
caution. Older wells may also be experiencing contamination by non-waste-
water sources such as surface water intrusion due to improper well vent
protection or due to cracked well casings, or other design faults. Ad-
ditionally, rapid development of a small land area where many shallow wells
are being used could induce upward movement of groundwater of objectionable
quality. In the final analysis, the discovery of objectionable well water
quality or even of the potential of septic leachate contamination in a few
isolated cases may more properly constitute a need for new, deeper wells
than for another means of waste treatment.
The mailed questionnaire responses, as described in Section 2.2.1.3.,
provide information on well depth for one third to one half of the resi-
dences within the service area (depending on locale). This information
allows an analysis to be made of the depths of wells at lakeshore res-
2-40
-------
idences in areas with Omega sandy loam soils or sandy Lake Beach soils.
Table 2-6 presents the well depth information taken from questionnaire
responses received from homeowners living in these sandy-soil areas.
Based on the questionnaire responses on well depth for the portions of
the service area defined in Table 2-6 as having sandy soils, the following
observations are made:
• Most residences located on the sandy soils along the north-
west shore of Island Lake have well depths in excess of 40
feet. This is perhaps because the accessible groundwater is
at or just above the 40-foot level.
• A large proportion of wells located on the sandy Lake Beach
soils near the neck of Sturgeon Island are less than 30 feet
in depth. This indicates the need to further investigate
the potential for well contamination by septic leachate.
• Shallow wells are uncommon in the sandy Omega series soils
along the south shore of Sturgeon Lake.
• A large proportion of the residences located on the sandy
Omega series soils surrounding Rush and Passenger Lakes have
wells less than 30 feet in depth. This indicates the need
for further investigation of the potential for well contami-
nation by septic leachate.
• Few private water wells in the Hogan's and Wild Acres deve-
lopments are less than 30 feet in depth. The median well
depth in this area is 40 feet, perhaps because the acces-
sible groundwater is at or just above this level.
Based on these observations, it appears that the potential for well
contamination by septic leachate is greatest in the land area just south of
the neck of Sturgeon Island and in the land area immediately surrounding
Rush and Passenger Lakes. Questionnaires received from property owners in
these two critical areas were re-examined and a total of 14 residences with
wells of less than the median depth were identified as suitable for study
in a follow-up well sampling program. Of the 14 residences thus identi-
fied, only one was in use as a permanent dwelling, and the other 13 sea-
sonal-use dwellings were owned by persons not living in the project area.
Since the summer season was over when this analysis was performed, it was
assumed that additional well sampling would not be feasible until the
2-41
-------
Table 2-6. Information on well depth in the portions of the service area
having permeable, sandy soils.
Number of
Questionnaire
Respondents Number of
Reporting on Wells >30 ft.
Depth of Well in Depth
Area
Northwest
Shoreline of
Island Lake
(Omega series soils)
Neck of Sturgeon
Island on Southeast
Shore of Sturgeon
Lake (Lake beach soil)
Southern Shore
of Sturgeon Lake
(Omega series soils)
Rush and Passenger
Lakes Area
(Omega series soils)
Hogan's and Wild
Acres Area
(Omega series soils)
Median Range of
Well Depth Depths Reported
19
13
17
45 ft.
40-60 ft.
32 ft.
57 ft.
28 ft,
40 ft.
20-199 ft.
7-190 ft.
8-175 ft.
20-70 ft.
2-42
-------
summer of 1983, when the seasonal dwellings were occupied and their wells
functioning.
Further evaluation of the potential for well contamination in these
areas was attempted based on review of Minnesota Department of Public
Health well sampling data. In Minnesota, well water samples are collected
and analyzed after a new well has been drilled. Data from the Health
Department were obtained for 60 recently drilled wells (1979-1981) in Pine
and Carlton Counties (presented in Appendix C). Eleven of the 60 tested
wells are in Windemere Township, Pine County. Based on the 60 well sam-
ples, the groundwater quality in the project area appears to be very good.
Most of the reported cases of coliform contamination in these samples are
thought to be due to inadequate disinfection following well completion
(written communication to WAPORA, Inc. by Mr. Michael Convery, 1982). Most
of the tested wells were greater than 50 feet in depth, with the deepest
listed at 538 feet. The tested wells are finished in either sand/gravel
deposits or sandstone (Minnesota Dept. of Health Well Records 1979-1981).
Based on the available well sampling data, it appears that the deeper
wells of the project area have no water quality problems. However, data
from the recently tested wells in the project area were insufficient for
the purpose of analyzing the potential of water table aquifer contamination
by septic leachate. Too few shallow wells were sampled and none in the
critical sandy-sand areas were sampled.
Woodward and others (1961; as cited in USEPA 1978p. C-60) reported on
an extensive survey of over 63,000 private water supply wells in 39 com-
munities which were served by individual septic tank systems. Eleven
percent of the wells tested had total nitrate concentrations which were
greater than the drinking water quality standard of 10 mg/l-N. The results
were attributed to differences in soil characteristics, well depth, popu-
lation density, and hydrogeology. Because sufficient groundwater quality
sampling data for shallow wells were not available in the project area, the
water table aquifer quality in critical lakeshore areas cannot be fully
evaluated at this time. The above referenced study does, however, point
out the possibility that shallow aquifer nitrate contamination can occur
2-43
-------
under comparable circumstances. Groundwater quality is influenced by
numerous independent variables and a full scale study to outline problems
and trace their causes would be cost prohibitive even if sufficient time
were available. Because documented well contamination problems associated
with septic systems are not common in the area, according to the State
Department of Health, it is presumed that no broad degree of need for
improved waste treatment exists as a result of well water contamination.
2.2.1.7. Local Permit File Information
The County Sanitary Codes of Minnesota require that permits be ob-
tained by individual property owners for replacement or for new installa-
tion of on-site waste treatment systems. The Pine County Zoning Adminis-
trator maintains a file of the permit applications made in Pine County each
year. The file was reviewed for this EIS to determine which portions of
the project area were being developed with on-site systems and to locate
any recent on-site system upgrades. In addition, federal grant eligibility
for sewers and for on-site system upgrades can be determined according to
the date of on-site system installation. A summary of the information
obtained from the local permit file is presented in Table 2-7.
Records of on-site system upgrades in the Island Lake area were avail-
able for the period of 1974 - 1982. These upgrades are discussed in more
detail in Section 2.2.3.1. For the period of 1980 - February 1982, the
most common type of new system permitted around Island Lake was the holding
tank (5 installed) followed by the the privy (3 installed) . No septic
systems were installed around Island Lake after February 1980. The Zoning
Administrator has stated that septic tanks are sometimes recommended by his
office for persons planning to construct new homes in the Island Lake
vicinity, but that people have usually elected to apply for holding tanks
instead (Personal communication to WAPORA, Inc. by Mr. Wayne Golly, 1982).
2.2.1.8. Follow-up Survey
The information described in the preceding sections, when initially
reviewed, revealed data gaps which required that a follow-up survey be
2-44
-------
Table 2-7. Summary of County permit file data for the period February 1974
through February 1982 (File of the Zoning Administrator, Pine
County, Pine City, MN.)
Permit Applications
1974 through 1980
Rush/
Island Sturgeon Passenger
Permit Applications
1981 through 1982
Rush/
Island Sturgeon Passenger
New septic tanks
with soil absorp-
tion systems
New holding tanks
New Privies
Upgrades of soil
absorption systems
Sub-area totals
Project area totals
14
17
6
6
14
26
9
0
7
1
6
0
0
5
3
0
3
1
2
0
0
0
0
0
43
49
14
106
14
2-45
-------
made. The follow-up survey, conducted in March-April 1982, consisted of
telephone contacts with property owners and a field reconnaissance to
inventory existing structures in the Wild and Hogan's Acres subdivisions.
The telephone survey was conducted to obtain additional original
information from property owners or to clarify discrepancies found in the
existing information. For example, on-site systems which had been reported
to have problems in the mailed questionnaires or lots which had been quali-
tatively described as having serious site limitations or failing systems in
the Facility Plan were re-evaluated through this telephone survey of own-
ers. In the approximately 35 telephone contacts made, specific questions
were asked about the cause of and seriousness of any problems cited.
Through the direct telephone conversations with property owners, it
was determined that many of the problems previously reported with septic
systems had been maintenance-related instead of design or site limitation
related. Normal maintenance had, in most instances, already solved the
problems. In several cases the problems were ongoing and appeared to
require a more permanent and extensive solution. The details of what was
learned from the follow-up telephone survey are presented in Table 2-10
(Section 2.2.3.) where problems in specific lakeshore or subdivision areas
are identified.
A field visit was made to the Wild and Hogan's Acres subdivisions
during February 1982. The purpose of this visit was to determine the
number of lots with residences or trailers on-site. It was assumed that
mobile units on-site at that time of the year were present year round.
Summer and early fall use of the lots in these subdivisions had previously
been observed to include hard-top and tent camper trailers which are sea-
sonally moved on and off-site. (Late fall use includes residence in the
area through the hunting season according to several of the questionnaire
respondents). During the February visit, 74 lots with structures inplace
were counted. The majority of these structures were mobile homes. The
total number of privately owned lots in the two subdivisions may exceed
155, based on tax records, but the actual trailer occupancy rate in the
warm season is unknown. It is assumed, however, that a large proportion
2-46
-------
of the trailers are not connected to on-site systems because their waste
holding facilities are self contained. The telephone follow-up survey did
not cover all owners of lots in these subdivisions because of the afore-
mentioned uses of the lots and because no on-site system problems were
reported for them in the questionnaire responses, in the public well water
records, or in the Zoning Administrator's file. Additionally, local sept-
age haulers reported no excessive septic tank pumping taking place at homes
within those subdivisions (personal communication to WAPORA, Inc. by Mr.
Dale Heaton, April 1982).
2.2.2. Problems Caused by Existing On-Site Systems
On-site waste treatment systems may fail to function properly for a
variety of reasons, including improper design and installation, failure of
the owner to perform proper maintenance or unsuitable site characteristics.
The symptoms of on-site treatment system failure may include:
• Backups of wastewater in household plumbing;
• Ponding of effluent on the ground surface (surface fail-
ures) ;
• Groundwater contamination; and
• Surface water contamination.
In this section, some of the information presented in Section 2.2.1 is
used to define and quantify the extent of several symptoms of system fail-
ures found in the project area. Additionally, an overview is provided of
the existing scientific literature and of locally gathered data regarding
the potential impact of such failing on-site systems on public health and
on water quality. Indirect evidence to be utilized for anticipation of
future problems with on-site systems is also defined in this section.
Where the perspective of this section is on the entire project area and on
each lake's set of problems, the perspective of the subsequent section
(2.2.3.) is on the problems in particular lakeshore segments or subdivis-
ions. This latter perspective provides a basis for the development of
project alternatives which serve the real needs of the people owning pro-
perty within the project area.
2-47
-------
Published Federal guidance directs that on-site system pollution
problems affecting groundwater or surface water be identified and traced to
the causal factors. Facility planning projects will only receive federal
funding where a significant proportion of residences are so documented as
causing problems. The Federal documents being utilized for the analysis of
causal factors and for quantifying and categorizing failures include:
• USEPA Region V; Guidance on Site Specific Needs Determina-
tion and Alternative Planning for Unsewered Areas.
• USEPA Region V, Guidance and Program Requirements Memoranda
78-9 and 79-8.
• Minnesota Pollution Control Agency, Site Specific Needs
Determination and Alternative Planning for Unsewered Areas.
Additionally, the USEPA Region V staff have interpreted the regula-
tions to mean that eligibility for USEPA grants be limited to providing
improved waste treatment only for those on-site system which have been
demonstrated with direct evidence to be polluting and to those systems
which have site characteristics and usage patterns identical to those
associated with the polluting systems.
2.2.2.1 Backups
Backup of sewage in household plumbing constitutes direct evidence of
need if it is caused by a design problem such as an undersized drainfield
or by site limitations such as extremely tight, clayey soil or a high
groundwater table which results in the filling of the leachate field with
groundwater. Pipes or drain tiles that are clogged or broken or septic
tanks which are filled with solids due to a lack of normal maintenance
pumping are not considered evidence of direct need for a system upgrade or
replacement.
The number of septic systems in the project area which have backup
problems was determined by review of the MLWSD survey, of the responses
from the mailed questionnaire survey, and of the follow-up telephone survey
results. Initially, this information indicated that fewer than 20 res-
idences had experienced problems with backup of sewage into the household.
2-48
-------
Contacts with homeowners made during the follow-up survey documented that 7
of the 20 backup problems reported were chronic and attributable to design
problems or site characteristics.
2.2.2.2. Ponding or Surface Failure
The ponding of septic tank effluent at and around a soil absorption
system constitutes direct evidence of need for improved waste treatment.
The impacts of ponding may include objectionable odors and public health
risk to the property owner and to the neighbors. If runoff carries ponded
septic tank effluent into a lake or stream the pollutional impact of asso-
ciated pathogenic organisms and of nutrients may be significant. Soft or
wet soil above the leachate field also provides direct evidence of need if
it occurs regularly.
The number of septic systems which demonstrated direct evidence of
surface failures was determined by a review of the MLWSD survey, of the
mailed questionnaire survey, of the EMSL aerial survey, and by the follow-
up telephone survey. The follow-up survey was utilized to contact all
owners reporting ponding problems in order to determine whether the drain-
field was consistently wet or had standing water over it. Cumulatively,
fewer than 30 chronic ponding problems were identified in the project area.
These chronic problems were associated principally with systems located on
tight, clayey soils around Island Lake.
Chronic problems with ponding may be completely exclusive of problems
reported with sewage backups in the home. The exception is in the case
where both occur simultaneously due to natural flooding of the system.
2.2.2.3. Groundwater Contamination
This section presents a summary of the information regarding the
impact of septic leachate on the groundwater aquifers being pumped by
private water wells within the project area. Section 2.2.2.6. addresses
the impact of nutrients originating from on-site waste treatment systems
moving with the groundwater and discharging into surface waters.
2-49
-------
Contamination of groundwater with septic leachate, resulting in ele-
vated levels of nitrite and nitrate (in excess of 10 mg. per liter) or in
elevated levels of fecal coliform organisms (in excess of 100 organisms per
milliliter) in private water wells constitutes direct evidence of the need
for improved waste management.
Lakeshore segments where sandy soils predominate and where shallow
aquifers are commonly tapped for drinking water supplies were identified in
Section 2.2.1.6. Also in that section, well sampling and testing records
maintained by the Minnesota Department of Public Health were reviewed to
determine the quality of groundwater being tapped by the wells in such
areas. No problems with well contamination by fecal coliform organisms or
nitrates were documented for any of the wells in areas having a high
potential for water well contamination.
Well drilling records for recent drillings in the project area indi-
cate that a hydraulically limiting horizon or "aquitard" is generally
present within 20 feet of depth from the land surface. This relatively
impermeable layer would protect most of the area's wells of greater than 20
foot depth from bacterial intrusion via the groundwater. In addition,
environmental reports on similar rural lake facility plans have addressed
groundwater contamination potential through broadly scoped well sampling
programs. In comparable settings, septic leachate intrusion into wells via
the groundwater was not found to be a significant problem (USEPA 1978,
1979, 1979, 1980,).
2.2.2.4. Surface Water Contamination
Surface water quality problems directly attributable to on-site sys-
tems can be serious enough to warrant system rehabilitation or replacement.
The two categories of problems for surface waters which qualify as direct
evidence of need are high fecal coliform counts, which may imply a public
health risk and high nutrient inputs which may be detrimental to water
quality.
2-50
-------
The septic leachate survey was the primary data source used to deter-
mine if there was direct surface water contamination by fecal coliform
organisms originating from septic tank effluent. Surface water "contam-
ination" is an accurate description of wastewater impact when used to
indicate a substantial public health risk posed by disease causing (patho-
genic) organisms originating from human fecal matter. Such contamination
should be a matter of concern for the riparian property owner and consti-
tutes a need for improved waste treatment. However, demonstration of the
degree of health risk being posed by a failing on-site system is, unfort-
unately, not straight forward.
The conventional laboratory test used to estimate the density of fecal
coliform organisms in water can be used to indicate the probability of
actual disease causing bacteria and viruses being present. However, the
fecal coliform test can only be construed to indicate a probability of
pathogenic contamination if it is also established that the organisms being
counted are indeed of human origin (USEPA 1980, Goldreich 1965). This is
difficult to do in on-site system field studies because wild animals, pets,
and domestic stock also can produce large numbers of fecal coliforms in
excreta. Domestic pets and waterfowl can easily obscure the meaning of a
coliform count by introducing non-human fecal material to surface water or
groundwater. The result is that the probability of human pathogens being
present is indicated only when a series of coliform counts are made over a
period of time, under controlled conditions, and in situations where direct
discharge of septic effluent is being made and where soil/leachate contact
is minimal. In other words, the fecal coliform test alone can scienti-
fically prove that pathogenic contamination exists only where this is
already obvious to the public or to public health officials making a sani-
tary survey. With the above as background, it is noted that during the
Septic Leachate Survey no overland flows or direct discharges of septic
tank effluent were observed on the shorelines of any of the lakes being
surveyed.
Based on all the available information sources listed in Section
2.2.1. it was estimated that fewer than 30 soil absorption systems may
currently be experiencing surface failure problems out of an an estimated
2-51
-------
total of 260 soil absorption systems in use within the project area (Sec-
tion 2.2.2.2.)- Based on this, the potential of surface water contami-
nation with disease causing pathogens does not appear to be widespread or
serious. However, under future conditions, with additional development
taking place on less suitable lots and with increases in water use attend-
ant to further conversions of seasonal to permanent residences, the contam-
ination problem caused by surface failures could become more serious.
A more positive assessment of the potential for contamination of the
surface water of Island, Sturgeon, Rush, and Passenger Lakes may be gained
from examination of the counts of fecal coliform made in suspected ground-
water plumes versus counts made at the point of groundwater emergence into
the lake (Section 2.2.1.5.). Based on the groundwater sampling data for
situations where fecal coliform numbers in the groundwater plumes were
high, no emergence of fecal coliforms through sub-surface groundwater
plumes was found. Thus, it appears that adequate treatment of pathogens is
taking place in sub-surface effluent plumes, even where certain other
dissolved and colloidally suspended effluent constituents may be entering
the lakes. This is supported by the published literature on fecal coli-
form-groundwater transport which suggests that because most bacteria are
quite large compared to the colloidal organic substances that are located
by the Septic Leachate Detector, that they (the coliform bacteria) are
easily filtered out of the leachate by soils (Jones and Lee 1977).
Domestic wastewater may in some instances contribute a large load of
nutrients to a lake or stream. The impact on water quality of this kind of
nutrient enrichment may range from favorable to seriously adverse, depend-
ing on chemical and biological factors in each water body. For example, a
trout stream can become far more productive and have a more viable fishery
with the introduction of moderate levels of nutrient enrichment from sewage
treatment plant effluent (WDNR 1975). On the other hand, lakes and streams
can become over-enriched by nutrients from wastewater and can, as a result,
show symptoms of environmental degradation ranging from partial or complete
loss of dissolved oxygen in deep water to becoming choked with weeds and
covered with mats of blue-green algae. Where a scientific assessment can
support the notion that abatement of nutrient loads from on-site systems
2-52
-------
will actually limit or reverse the process of nutrient enrichment in a
seriously degraded lake or stream, there is a demonstrated need to provide
some kind of improved wastewater management.
The assessment of need based on nutrient enrichment or "eutrophica-
tion" is still more difficult and costly to make than the assessment of
contamination by pathogenic organisms. The reason for this is that for
each lake's eutrophication problem there is no generic assessment of cause.
No two lakes are exactly the same and very few in a given region will be
quite similar in terms of such factors as volume, shape, types of nutrient
loads, flushing rate and so on. As a corollary to this, no single nutrient
abatement step is universally prescribed to improve problem lakes. Thus,
each lake's management needs must be individually assessed to determine if
significant benefit will accrue from an expenditure of public money for
better management of failing on-site systems. Island, Sturgeon, Rush, and
Passenger Lakes each have unique physical and biological characteristics
and illustrate this point well. The information used to determine the
appropriate management strategies for these lakes and establish the need
for improved wastewater management will draw largely on data gathered
during preparation of the Environmental Report.
Phosphorus loads to Island, Sturgeon, Rush and Passenger Lakes were
evaluated based on watershed land use and appropriate export rates selected
from the literature. The impact of the estimated phosphorus nutrient loads
on lake trophic status was then modeled in two steps (Section 3.1.3.3.).
It was concluded, beginning with an assumed worst-case (total failure of
all existing, on-site systems) for residential wastewater sources along the
lakeshores that:
• Island Lake and Sturgeon Lake are both eutrophic and may be
in need of management to improve water quality. Rush and
Passenger Lakes are mesotrophic and do not require manage-
ment to maintain or improve water quality.
• On-site systems at their assumed worst-case failure rate
constitute a small proportion (less than 11%) of the annual
phosphorus load to Island Lake and to Sturgeon Lake.
• On-site systems at their assumed worst-case failure rate
constitute a sizable proportion of the annual phosphorus
2-53
-------
load to both Rush and to Passenger Lakes (30% and 23%,
respectively).
• The modeling of trophic status, assuming no phosphorus loads
from on-site systems, projected no substantial improvement
in the trophic status of Island and Sturgeon Lakes over the
trophic status modeled with the assumed "worst case" on-site
system loads.
The reason for the "no gain" situation portrayed by the two-step
evaluation of the trophic status of Island and Sturgeon Lakes is related to
the historic and existing use of the land in their watersheds as described
in Section 3.2.2. Based on the land use data, agricultural and other
non-septic system related phosphorus sources were estimated to provide the
dominant historic and contemporary inputs of phosphorus to Island and
Sturgeon Lakes Section 3.1.3.4.). In terms of model sensitivity then, the
reason that sizeable improvements were not projected for Island and Stur-
geon Lake trophic status by removal of the on-site system load is the
relative insignificance of the phosphorus load from on-site systems even at
the assumed "worst-case" failure rate. The two-step modeling of trophic
status for Rush and Passenger Lakes indicated a shift toward improved
trophic state assuming elimination of failing systems at their worst-case
phosphorus contribution. However, existing information indicates that
on-site systems around Rush and Passenger Lakes are already performing
quite satisfactorily (Section 2.2.3.3.). In fact, for all four lakes, the
assumed worst case failure rate for on-site systems results in a serious
over estimatation of phosphorus loads. This assumption must therefore be
modified to develop realistic classifications of trophic status. A realis-
tic estimate of on-site system failure rates, and the implications of this
estimate for classification of trophic status are discussed in the follow-
ing paragraphs.
As indicated by the number of reported absorption field surface fail-
ures (less than 30) combined with the number of suspected subsurface
groundwater plumes (less than 10), it was estimated that fewer than 40
septic systems out of the estimated 260 in operation currently have the
potential to adversely affect the surface waters of the project area (Sec-
tion 2.2.1.). This is an estimated overall maximum numerical failure rate
of about 15% for combined surface and subsurface failures. The potential
2-54
-------
water quality impact of the 15% overall numerical failure rate is much less
than the assumed "worst-case" (100%) failure rate. However, the impli-
cation of this estimated failure rate for classification of trophic state
may be very different for each lake depending on circumstantial factors.
The water quality impact of failed on-site systems will in each case depend
on the actual number and nature of shoreline lot on-site system failures,
but also on lake shape and volume and on the proportion of other nutrient
loads as are related to land use, agricultural practices, and soils in the
watershed. These combined factors were determined to affect the trophic
state of each lake in the following ways:
• The amount of phosphorus moving into any of the four lakes
from failing septic systems is probably only a small frac-
tion of the phosphorus being delivered to those failing
systems by domestic wastewater.
• Rush and Passenger Lake area residences have on-site systems
which all appear to be adequately treating wastes. These
two lakes do not have serious water quality problems prin-
cipally because agricultural use of the land is so rare in
their respective watershed areas.
• Under summer conditions, Island Lake was documented as
having significantly higher phytoplankton productivity, more
severe blue-green algae blooms and lower hypolimnetic dis-
solved oxygen than Sturgeon Lake. It was concluded that
Island Lake's problems were due to a large nutrient load
originating from non-wastewater sources in the watershed and
that these problems are amplified by the Lake's shallowness
and variable wind fetch. Biotic interactions stemming from
changes in the plankton eating fish populations of Island
Lake are also thought to have contributed to algal bloom
problems.
• Total phosphorus concentrations in Island and Sturgeon Lake
waters were found to be similar under winter conditions.
• The concentration of non-apatite phosphorus (NAI-P) was
measured in 16 surficial sediment samples taken from Island,
Little Island, and Sturgeon Lakes. The highest concen-
tration of NAI-P was found in Little Island Lake, a shallow
water body contiguous to Island Lake but having no shoreline
residential development. This finding emphasized the signi-
ficance of non-wastewater phosphorus sources.
Supporting information for the aforementioned conclusions are discus-
sed and cited in the following paragraphs.
2-55
-------
Support for the assertion that little phosphorus moves out of ground-
water plumes from failing on-site systems and into the surface waters of
these lakes is provided in the literature. In other studies, phosphorus
inputs into lakes from septic systems have been found to represent a low
percentage of the total annual phosphorus load, typically less than 15%
(USEPA Rural Lake Projects 1-6, 1978-1981; Kerfoot and Skinner 1981).
Jones and Lee (1977) found that most phosphorus associated with septic
leachate is removed from the leachate by soils within a short distance from
the drainfield. There is a general consensus among researchers that soils
having even a small percent of clay with iron and aluminum present will
remove most of the phosphorus from groundwater (Viraghavan and Warnock
1976, Tofflemire and others 1977, Reneam and Pettry 1975). These findings
are important because numerous researchers have established that phosphorus
is the key to controlling eutrophication (USEPA 1980).
The results of the nutrient analyses of groundwater plumes found to be
entering the lake (Section 2.2.1.5) indicated no elevated nutrient concen-
trations were emerging. One explanation of this finding is that when
groundwater plumes enter a lake the high nutrient levels rapidly become
diluted and thus undetectable but examination of groundwater and plume
samples, collected onshore and upgradient of where nutrients might enter
the lake, also showed instances where background phosphorus levels in
groundwater were just as high as plume levels. The explanation for high
phosphorus levels in both plume and background groundwater samples is
perhaps related to land use. Agricultural practices, application of lawn
fertilizer, or the presence of nearby bog areas may contribute elevated
levels of nutrients to groundwater moving toward a lake. For example, in
the Rush and Passenger Lake vicinity, dissolved organics originating from
surrounding bog areas appeared to be contributing to the overall high
fluorescence detected in those lakes by the septic leachate detector.
Sturgeon Lake appeared to have a pattern of emergent ground plumes along
the northwest shore originating from bogs in the immediate drainage area
just north of the shoreline. Thus, the field studies indicate that organic
material and nutrients moving with groundwater toward lakes may be associ-
ated with sources other than on-site systems and that such sources reduce
the significance of suspected effluent plumes in the context of the total
amount of nutrients moving lakeward with groundwater.
2-56
-------
During March 1982, a water quality sampling visit was made to Island
and Sturgeon Lakes to determine the total phosphorus levels present in the
water under winter conditions, when no runoff was carrying nutrients from
the respective watersheds. Under the ice cover conditions and with more
than 56 inches of snow cover present, light penetration was reduced and
hence biological productivity was low in both lakes. Therefore, it can be
hypothesized that total phosphorus in the water column would reflect a
singularly large number of on-site system failures on one lake versus the
other.
The detection limit assigned to the laboratory method used for total
phosphorus analysis was 0.01 milligrams per liter. The average total phos-
phorus concentration in Island Lake was 0.04 milligrams P per liter. The
average concentration in Sturgeon Lake was 0.02 milligrams P per liter. A
greater number of on-site systems failures have been reported around Island
Lake than around Sturgeon Lake (Section 2.2.3.), but the in-lake phosphorus
data gathered in March 1982 do not reflect a strong influence by on-site
system failures. This was corroborated by the results of additional samp-
ling in February 1982 of NAI-P phosphorus in the surficial littoral sedi-
ments of Island and Sturgeon Lakes (Section 3.1.3.2.). NAI-P levels in
littoral lake sediments varied widely in concentration in both Island and
Sturgeon Lakes and sediment characteristics showed no correlation with the
nature and degree of residential development on the shorelines. These
findings are in contrast with elevated phosphorous concentrations reported
for Island Lake and Sturgeon Lake in sampling conducted by the MLWSD (refer-
enced in USEPA 1981c).
Water quality and biotic conditions for the four lakes also were
observed under warm season conditions. Explanations for the differences in
water quality and biological characteristics found between all four project
area lakes, as observed in the summer and fall of 1981, are given in detail
in Sections 3.1.3. and 3.1.4. and in "The Report on Algae" prepared as a
technical support document for this EIS (Appendix H). A compendium of the
warm season biotic and water quality characteristics observed for these
lakes is given in the following paragraphs.
2-57
-------
Based on the literature review and data gathering conducted in prepa-
ration of the Report on Algae, it was concluded that the three genera of
blue-green algae most often associated with mammalian toxicity were found
in bloom proportions in Island Lake. However, the dominant blue-green
species found in Island Lake, Anabaena macrospora, while belonging to one
of the toxicity-producing genera, is a species that has not been associated
with toxic effects. Therefore, while there is a potential for a public
health problem associated with blue-green algae in Island Lake, there is
no direct evidence that toxic species of blue-green algae are present;
hence, there appears to be no imminent health threat to swimmers or other
recreational users. Sturgeon, Rush and Passenger Lakes were not found to
be supporting blue-green algae growth to bloom proportions, nor were the
genera of blue-greens associated with toxicity dominant in them. As with
Island Lake, toxicity producing blue-green algae species were not found in
Sturgeon, Rush, or Passenger Lakes. Additionally, State of Minnesota and
local health officers, physicians, and veterinarians who were contacted
reported that no health related or toxicological problems were known to
have developed due to swimming in or drinking from any of the project area
lakes. Based on this information, it was concluded that existing blue-
green algal populations in the 4 service area lakes do not constitute strong
evidence of need for improved waste management.
Overall water clarity, as indicated by a series of Secchi disk mea-
surements, was found to be poorest in Island Lake and best in Rush Lake.
The water clarity measurements for both Sturgeon and Passenger Lakes were
greater than for Island Lake, with Sturgeon Lake having somewhat greater
clarity than Passenger Lake (Section 3.1.3.2.).
Mats of floating blue-green algae were observed on Island Lake in the
late summer and early fall of 1981. The wind blown accumulations of blue-
green algae observed during a September sampling visit were greatest along
Island Lake's south-facing shorelines under the prevailing southerly winds.
These accumulations would pose aesthetic problems to riparian owners and
recreational users of Island Lake (Section 3.1.4.1.).
2-58
-------
No accumulations of algae or of emergent or submergent rooted aquatic
plants were found to be strongly associated with areas having suspected
leachate plumes.
In the context of the aforementioned findings on the biological char-
acteristics of the four project area lakes, it was concluded that no im-
mediate danger to public health nor unusually severe nuisance conditions
are being caused by nutrient enrichment of any of the four lakes. The
algae blooms in evidence on Island Lake may be regarded, however, as a
factor contributing to the degradation of Island Lake's fishery, and a
nuisance problem that reduces the recreational quality of the lake's wa-
ters. The nature of the degradation and nuisance problem is discussed in
the following paragraphs.
Water quality surveys conducted in mid-September 1981, and historic
data from water quality surveys conducted by the Minnesota Department of
Natural Resources (1938, 1954, 1955, 1967, 1969, 1970, 1975 unpublished)
indicate that the portion of the water column of Island Lake in excess of
20-foot depth periodically experiences severe oxygen depletion (Section
3.1.3.2.). Absence of oxygen in the deeper (hypolimnetic) waters of Island
Lake is thought to be a transitory condition that occurs in periods of
sunny, calm and warm weather when density stratification takes place and
algae blooms are severe. Based on the series of oxygen and temperature
profiles made from the data obtained in late summer of 1981, and based on
calculations of wind induced mixing characteristics, Island Lake was clas-
sified as "polymictic" (Section 3.1.3.2.). This means that the water
column goes through cycles of mixing (stratification and destratification)
more than twice a year, perhaps several times each summer as the weather
changes repeatedly from warm and calm to cool and windy. A lack of dis-
solved oxygen at depth when chemical (oxygen) stratification is prolonged
reduces biological productivity and places fish under stress because of the
reduction in available fish habitat that results. A periodic lack of
hypolimnetic oxygen may also mobilize phosphorus into the upper water
column after destratification takes place.
2-59
-------
Based on a comparable water quality data base, Sturgeon Lake appears
to remain well mixed and to maintain adequate oxygen levels throughout the
water column in summer. Oxygen levels in its deeper waters therefore
remain adequate for fish and aquatic life and phosphorus is probably not
mobilized from the sediment of Sturgeon Lake. Rush and Passenger Lakes
stratify thermally and experience oxygen depletion below the 20-foot depth
levels but are dimictic, remaining stratified through the summer. Phos-
phorus cycling to surface layers from the sediments and from hypolimnetic
waters probably does not take place during summer in Rush and Passenger
Lakes (Section 3.1.3.2.).
Documentation of Need for Improved Wastewater Management
Based on the above referenced information, it was concluded that of
the four lakes, Island Lake alone exhibits symptoms of advanced eutrophi-
cation and that these symptoms have degraded its quality as a recreational
lake. These symptoms seem to indicate a need for management of controll-
able phosphorus sources to Island Lake. However, as discussed above and in
Sections 3.1.3.3. and 3.1.3.4., the shift of Island Lake from a mesotrophic
to a eutrophic state is thought to have begun in the 1930's, well before
the development of a significant lakeshore residential community. Island
Lake's current problems are primarily due to a large nutrient load stemming
from non-wastewater sources within the watershed. The fertility of Island
Lake waters is further enhanced by phosphorus cycling from sediments and
low-lying waters to the upper water layers where algal blooms take place
(Section 3.1.3.2.). The observed late-summer dominance of blue-green algae
in Island Lake may also be partly the result of recent dominance of zoo-
plankton-eating fish such as perch and bluegill in the fish community
(Section 3.1.4.3.).
Also based on the above referenced information, it was concluded that
Sturgeon, Rush, and Passenger Lakes do not have water quality problems or
trophic conditions which indicate a serious need for improved wastewater
management or for other means of nutrient control in their respective
watersheds. Although the paleo-limnological investigation (Section
3.1.3.4.) did indicate that the phosphorus load to Sturgeon Lake had in-
2-60
-------
creased substantially since 1945, no parallel increase in the rate of
eutrophication was indicated by other parameters. Sturgeon Lake appears to
have remained essentially unchanged in trophic status over the last century
and no evidence was found which indicates that serious eutrophication
problems are imminent for Sturgeon Lake.
Management Opportunities for Island Lake
Improvment of Island Lake's quality would call for an extensive watershed
management program. Island Lake is a shallow and fertile (nutrient rich)
water body giving, in accordance to its elongate shape, changing opportu-
nity for the wind to mix and aerate (Section 3.1.3.2.). Island Lake's
shallowness and variable wind mixing characteristics make its hypolimnion
subject to periodic anoxia during summer. This enhances the bio-availabil-
ity of phosphorus. Increased availability of phosphorus during the summer
months will continue to aggravate Island Lake's blue-green algae bloom prob-
lem for as long as present levels of fertility are sustained. Based on the
annual watershed phosphorus loading regime (Section 3.1.3.3.) and on evi-
dence that relatively high fertility and productivity levels have existed
in Island Lake for over a century (Section 3.1.3.4.), it appears that the
lake's blue-green algae blooms will continue to occur as long as current
land use characteristics and management practices in the watershed are sus-
tained. Abatement of phosphorus from a single, small source category such
as on—site systems is not likely to result in improved water quality for
Island Lake. Management of the game fish populations of Island Lake may
also be a prerequisite to reduction of blue-green algal blooms, regardless
of the degree of phosphorus abatement that could be achieved with a compre-
hensive watershed management program (Section 3.1.4.3.).
2.2.2.5. Indirect Evidence of Problems
Indirect evidence that correlates with known failures can be used as
an initial screening device for locating areas where failures are probable.
Site limitations that infer failures are:
• Seasonal or permanent high water table;
2-61
-------
• Lack of sufficient isolation distance for water wells (de-
pending on well depth and presence or absence of hydrau-
lically limiting layers);
• Documented groundwater flow from a soil absorption system to
a water well;
• Slowly permeable soils with percolation rates greater than
60 minutes per inch;
• Bedrock proximity (within three feet of soil absorption
system where bedrock is permeable);
• Rapidly permeable soil with percolation rates less than 0.1
minutes per inch;
• Presence of holding tanks as evidence that site limitations
prevent installation of soil absorption systems;
• On-site treatment systems that do not conform to accepted
practices or current sanitary codes including, but not
limited to, cesspools, the "55 gallon drum" septic tank, and
other inadequately sized components; and
• On-site systems in an area where local data indicate exces-
sive failure rates or excessive maintenance costs.
All eight sources of information discussed in Section 2.2.1 were used
to assess the indirect evidence for problems. The final classification of
on-site performance status used a combination of direct and indirect evi-
dence. This classification is given in the next section.
2.2.3. Identification of Problems in Specific Areas
One of the principal purposes of collecting information in the project
area was to classify on-site systems into one of three categories: "obvious
problem," "potential problem," or "no problem." In this EIS, an on-site
system is classified as an "obvious problem" if at least one criterion of
direct evidence of need is satisfied. Examples of direct evidence (given
in Sections 2.2.2.1. to 2.2.2.4) include problems such as backups, or
ponding, or of ground or surface water contamination. "Potential problem"
systems are those systems which do not yet exhibit direct evidence of
failure but which can reasonably be expected to fail in the future. Justi-
fication of expected future failures relies on detailed analysis of the
causes for failure of similar systems in the project area. The "no prob-
2-62
-------
lem" category consists of lots where there is no direct evidence of need
indicating that the present system is inadequate or malfunctioning. Sites
may be categorized as "no problem" if older systems operating in identical
soil or groundwater conditions are functioning properly (USEPA 1981).
The analysis of the available information indicated that in certain
shoreline areas around the lakes the problems encountered shared similar
characteristics. In general, such areas were characterized by a high water
table, tight soil, on-site system backups or ponding, groundwater moving
toward the lake, and system upgrading. The number of systems per lake and
the number of sites exhibiting direct evidence of need are summarized in
Table 2-8. The onsite systems are classified into one of the three groups,
obvious problem, potential problem, or no problem. The correlation of
on-site problems with various soil types is presented in Table 2-9. Speci-
fic lakeshore or subdivision areas are addressed in further detail in the
following sections.
2.2.3.1. Island Lake Segments I., II., and III.
The information gathered for Island Lake area on-site systems indi-
cates some problems are present. Currently, 151 lots with on-site systems
are estimated to be around Island Lake. Of the total number of systems,
12% (18 systems) were classified as having obvious problems, and 17% (27
systems) were classified as potential problems. To facilitate a discussion
of the data for on-site systems, the Island Lake shoreline was divided into
three segments. The segments were delineated based on natural breaks in
shoreline development patterns or on changes in shoreline configuration.
Obvious or potential problems with on-site systems in each of the Island
Lake segments are presented in Figure 2-10.
Segment I., Island Lake
Segment I includes the island Lake shoreline perimeter extending
around the northern end of Island Lake, then southward along the north-
2-63
-------
Table 2-8. Summary of the analysis of problems with on-site waste treatment systems in the project area.
Number of
Analysis of Problems According to
Specific USEPA Criteria for Needs Documentation
Classification According to
Existing Residences
with On-Site
Island Lake
Segment I
Segment II
Segment III
o
1 Sub-total
>*
Sturgeon Lake
Segment I
Segment II
Segment III
Sub-total
Rush and
Passenger Lakes
Wild Acres and
Uogan's Acres
Seas.
27
38
21
87
45
55
55
155
17
40
Perm.
16
30
ii
64
10
20
11
42
2
8
Systems
Total
(43)
(68)
(40)
(151)
(56)
(74)
(67)
(197)
(19)
(48)
Existing On-Site
Septic
tanks
23
51
2_4
98
36
52
15
143
h
8b
ioc
Holding
tanks
7
3
_9
19
7
10
_9
26
b
1
3C
Systems
Privies
13
15
13
41
15
16
_3
34
b
6
7
Number of
Reported
Backups
Lot-by-lot Quest.
0
0
£
0
1
1
1
5
ND
ND
5
12
L
24
0
4
1
9
0
0
Surface Malfunctions
Lot-by-lot Quest.
10
26
10
46
0
3
2
6
ND
ND
8
7
_3
18
1
3
A
8
0
0
Surface Water
Contamination
On-Site System Problem Categories
Obvious
EMSL Aerial Nutrients Conforms Problem
0
2
1
3
0
1
2
4
0
0
0
12
_0
12
11
0
_6
17
7
ND
0
2
.P-
2
0
0
£
0
0
ND
6
8
_4
18
0
0
£
0
0
0
Potential
Problem
5
13
_9
27
3
2
_8
13
0
0
No
Problem
32
47
11
106
53
72
_59
185
19
48
Some lots have more than one system
b
Based on 15 questionnaire responses
Based on 21 questionnaire responses
ND - No data, Information not collected
-------
Table 2-9. Correspondence of on-site system problem classifications with
soil types. Soil types for lots with problem systems were
determined from the soil survey (Section 2.2.1).
Island Lake Number of Systems Number of Systems
Shoreline Lot Soils With Obvious Problems With Potential Problems
Duluth loam 12 17
Duluth Variant 4 4
Blackhoof muck 0 3
Omega sandy loam 2 3
Sturgeon Lake
Shoreline Lot Soils
Duluth loam 0 8
Duluth variant 0 3
Omega sandy loam 0 1
Altered soil (fill) 0 1
Rush and Passenger Lakes
Shoreline Lot Soils
Omega sandy loam 0 0
Lake Beach soil 0 0
Hogan's and Wild Acres
Subdivision Soils
Omega sandy loam 0 0
Lake Beach soil 0 0
eastern side of the lake to Swanson's Point (Figure 2-10). Out of 43 lots
in this segment, 6 lots were classified as having obvious problems and 5
lots were classified as having potential problems. The northern end of the
lake was the area where most of the segment's on-site problems were concen-
trated. Although the groundwater flow direction throughout the segment is
estimated to be toward the lake, no groundwater septic leachate plumes were
detected during the septic leachate survey. Ponding was the problem re-
ported most frequently, especially during wet weather.
Permit records from the Pine County Zoning Administrator's Office
indicate that 13 lots in Segment I have had new systems installed or have
had repairs made since 1973. Five of these permits were issued to upgrade
2-65
-------
SEG. I(N)
SEG. II
SEG. I(E)
•£ : Legend
o : o Potential Problems
Obvious Problems
SEG. Ill
Figiare 2-10. Island Lake segments and locations of on-site systems with
obvious and potential problems.
2-66
-------
existing septic tank system. All 5 upgrades concerned systems installed
prior to 1974. Of the 8 new systems installed, 1 was a ST-SAS and 7 were
holding tanks. Installation of all but 2 of the new systems was initiated
prior to 1977.
Segment II., Island Lake
Segment II. includes the shoreline area from the southern end of the
Sunrise Bay subdivision northward to the northernmost tip of Island Lake
(Figure 2-10). Including all forms of survey information, Segment II had
the highest proportion of reported problems for the number of residences of
all Segments. The reported problems were associated with a variety of
factors, including high groundwater, lot flooding caused by temporarily
high lake levels, small lot size, and tight soils. Out of a total of 68
lots in Segment II. , 8 obvious and 13 potential problem classifications
were made. Most of the problems were concentrated in three shoreline
sections of Segment II. Portions at the north end of Segment II were
problem-free, possibly because of sandy soils present.
Groundwater in Segment II. generally flows toward the lake, although
along the northerly extent .the flow directon is indeterminate or variable.
Of the 12 suspected septic leachate plumes located around Island Lake the
only 2 groundwater plumes with fecal coliform counts above background
levels were found in this segment.
Permit records from the Pine County Zoning Administrator's Office
indicate that 17 lots in Segment II have had new on-site treatment systems
installed or have had repairs made since the latter part of 1973. One of
the permits was issued to upgrade (replace) an existing septic tank system.
In this case, the original ST-SAS, installed in 1975, was replaced by a new
system in 1976. Of the new systems installed in Segment II. , 1 is a mound
system, 9 are ST-SAS, 3 are holding tanks, and 4 are privies. Installation
of all but 4 of these systems was initiated prior to 1977.
2-67
-------
Segment III. , Island Lake
Segment III includes the northeast shoreline section from just below
Swanson's Point south to the outlet at the southwestern tip of Island Lake
(Figure 2-10). Segment III had several areas where problems appeared to be
concentrated. Four obvious and 9 potential problem classifications were
made out of a total of 40 on-site systems in the segment. The general
groundwater flow direction in Segment III is out of the lake, which may
partially explain why no groundwater plumes were found entering the lake.
Although tight soils are prevalent in this segment, most problems associ-
ated with maintenance problems described by the mailed questionnaire re-
sponses or by the results of the MLWSD lot-by-lot survey had been solved by
fixing broken pipes or by pumping out full septic tanks.
Permit records from the Pine County Zoning Office indicate that a
number of lots in Segment III have had new systems installed or repaired
since the latter "part of 1973. One permit was issued to upgrade an exist-
ing septic tank-soil absorption system (ST-SAS). Of the 12 new systems
installed, A are ST-SAS, 7 are holding tanks, and 1 is a privy. Installa-
tion of all but 3 of these systems was initiated prior to 1977.
2.2.3.2. Sturgeon Lake Segments I., II., and III.
The information for Sturgeon Lake indicates few problems with on-site
systems other than those associated with the Sturgeon Island area (Segment
I.). A total of 197 lots with on-site systems were identified around
Sturgeon Lake. Of the total number of systems, 6% (13 systems) were clas-
sified as having potential problems, and no systems were classified as
having obvious problems (Table 2-9). Problem locations within Sturgeon
Lake segments are presented in Figure 2-11.
Segment I., Sturgeon Lake
Segment I encompasses most of the northern portion of the Sturgeon
Lake shoreline, from the YMCA camp on the west shore, north to the public
boat launch site and southward to a point just above Sturgeon Island on the
2-68
-------
SEG. I
SEG
. Ill
Legend
o Potential Problems
•X- Obvious Problems
SEG. II
Figure 2-11. Sturgeon Lake segments and locations of on-site systems with
obvious and potential problems.
2-69
-------
east shore (Figure 2-11). Segment I contains 56 lots with on-site systems,
3 of which were classified as having potential problems. Two of these lots
with problems were located on the northern shoreline on soils mapped as
Duluth loam, a very tight clayey soil.
No other on-site systems in Segment I were classified as having prob-
lems, in spite of the location of 11 suspected plumes along the northwest
shore of the lake during the septic leachate survey. These suspected
plumes (11) where characterized by high fluorescence and not by high con-
ductivity, indicating that other (non-human) biogenic sources of fluores-
cence were involved. It is thought that dissolved organics leaching out of
the large peat bog area located immediately behind the shoreline ridge are
the source of the fluorescence. No corroborating evidence of septic leach-
ate movement toward the lake was provided by the water quality sampling or
by other survey information for homes in the vicinity of these suspected
plumes. Therefore, it was assumed that the plumes located along the north-
west shore do not represent direct evidence of the entrance of septic
leachate into Sturgeon Lake.
Permits obtained from the Pine County Zoning Administrator's file
records indicate that 15 lots in Segment 1 have had new on-site systems
installed since 1973. No upgrades of ST-SAS were reported in the permit
file for this period. Of the 15 new systems installed, 3 are mound sys-
tems, 8 are holding tanks, and 4 are privies. No ST-SAS have been in-
stalled since 1973. Installation of 5 out of 15 systems was initiated
prior to 1977.
Segment II. , Sturgeon Lake
Segment II. includes approximately the southern half of Sturgeon Lake
(Figure 2-11). Relatively few problems were found in Segment II. Out of
an estimated 74 lots, only 2 lots were classified as having potential
problems. The relatively sandy soils probably are the main reason for few
backup or ponding problems in this segment. In addition, the groundwater
flow is out of the lake in this area, which may explain why no suspected
groundwater plumes were located.
2-70
-------
Permit records from the Pine County Zoning Administrator's Office
records indicate that 24 lots have had new systems installed since 1973.
No upgrades of ST-SAS were made in this period. Of the 24 new systems
installed, 11 are ST-SAS, 7 are holding tanks, and 6 are privies. Instal-
lation of 10 out of 24 systems was initiated prior to 1977.
Segment III, Sturgeon Lake
Segment III, which includes Sturgeon Island, has 67 lots with on-site
systems. A total of 8 of those systems were classified as having potential
problems. The majority of these problems occur at the neck of Sturgeon
Island and south of the point where the access road connects to the main-
land. This region is low-lying with tight soils and a high groundwater
table, and portions are susceptible to temporary flooding. The EMSL aerial
survey located 3 of the 4 probable failing systems in this segment. The
septic leachate survey located six suspected groundwater plumes in this
segment. Saturated soils in drainfields are probably the most significant
factor in causing this area's problems.
Permit records from the Pine County Zoning Administrator's Office
indicate that 13 parcels have had new on-site systems installed since 1974.
No ST-SAS systems were reported as being upgraded since 1973 although some
privies were replaced with holding tanks. Of the 13 new on-site systems
installed, 1 is an ST-SAS, 10 are holding tanks, 1 is a privy over a hold-
ing tank, and 1 is a chem-toilet. Installation of 2 out of the 13 new
systems was initiated prior to 1977.
2.2.3.3. Rush and Passenger Lakes
The residences surrounding Rush and Passenger Lakes are few and there-
fore are being considered together. Problems associated with on-site
systems around both lakes are minimal. No obvious or potential problem
classifications were made for the 19 on-site systems located around Rush or
Passenger Lakes. All 15 questionnaire responses indicated no problems.
The soil survey found that the soils were predominantly Omega sands with
some organic soils in wet areas. Permit records indicate no repairs or
2-71
-------
upgrades have been needed since 1974. Local septage haulers indicated that
only routine service calls have been made in the area. The EMSL aerial
survey detected no surface failures.
The septic leachate survey detected 3 potential leachate plumes en-
tering Rush Lake and 4 potential groundwater plumes in Passenger Lake. The
exact source of the elevated fluorescence measured in these plumes, whether
from septic tanks or from wetlands, was not determined, although the water
quality sampling indicated negligible movement of nutrients lakeward from
these plumes.
2.2.3.4. Hogan's and Wild Acres Subdivisions
These adjacent subdivisions are located immediately east of Rush Lake
and south of Sturgeon Lake. Lot owners have access to a launch site on
Rush Lake, but there are no waterfront lakeshore lots. No problems have
been reported for the Hogan's or Wild Acres subdivisions. Approximately 74
lots currently have some form of existing structures, typically mobile
homes, many of which may have built-in holding tanks, with waste disposal
undertaken by the owners. The number of functioning on-site systems is
uncertain. Based on a review of available information it was assumed that
there are 48 existing on-site systems. Review of permit records, inter-
views with local septage haulers, and mailed questionnaire responses indi-
cate there are few problems, if any, in the area. The soil survey shows
the area to be dominated by the Omega sandy loam soils. The Zoning Admin-
istrator for Pine County stated that there have been few problems with
installation of on-site systems in the area under his jurisdiction (by
telephone, W. Golley to WAPORA, May 4, 1982).
2.2.4. Septage Disposal Practices
Septage is the residual solids generated in septic tanks. Septic
tanks are pumped when homeowners contract with a septage hauler for ser-
vice. Holding tanks containing raw sewage are also pumped by private
haulers. The haulers dispose of septage at sewage treatment plants or on
land disposal areas. For the Moose Lake area, the septage is introduced to
2-72
-------
the Moose Lake Treatment system via a manhole (by telephone, Beaton's Sewer
Service, April 14, 1982). In the busiest time of the year (spring and
fall) , up to 4500 gallons per day of septage and holding tank wastes are
introduced to the Moose Lake System. Wastes are collected from a 40-mile
radius of the City of Moose Lake, and depending on seasonal pumping re-
quirements Island and Sturgeon Lake area wastes can make up a large per-
centage of the load.
2-73
-------
2.3. Identification of Wastewater Management System Options
2.3.1. Design Factors
Three categories of factors must be considered in the design of a
wastewater treatment system: the present and projected wastewater flows in
the study area, the effluent requirements established by Federal and State
authorities, and economic cost criteria (duration of the planning period,
interest rate, service factor, and service life of facilities and equip-
ment) . Each of these factors is discussed in Appendix D.
2.3.2. System Components
2.3.2.1. Centralized Wastewater Management
The overall design of a wastewater management system [e.g., a "project
alternative"] must take into account methods for reduction of the flow and
waste generation rates at residences. Other important considerations
include methods for providing collection of wastewater for transport to
centralized off-site treatment, methods of treatment, effluent disposal,
and sludge treatment and disposal. The design options for the centralized
collection and treatment alternatives are presented in Appendix D.
2.3.2.2. Decentralized Wastewater Management
Design of decentralized alternatives must consider methods of provid-
ing on-site wastewater treatment, cluster system collection and treatment
methods for small outlying areas, and septage disposal methods. These
options for development of decentralized wastewater management alternatives
are presented in the following discussion.
2.3.2.2.1. On-site Wastewater Treatment
The on-site systems (septic tank/soil absorption systems [ST/SAS] and
ST/mound systems) presently being installed in the area are considered
2-74
-------
adequate both in terms of construction and capacity. Septic tanks should
have an exposed manhole or inspection port to monitor the contents of the
tank. If, during pumpouts and inspections, certain septic tanks are found
to be faulty or seriously undersized, these tanks would then be repaired or
replaced.
The drain beds and drainfields currently being installed in the area
could have a greater than 20-year design life, if they are installed ac-
cording to Code and maintained properly. The 400 square feet of drain bed
should be adequate for most residences, unless the soil material contains
greater than normal quantities of silt and clay. In these soil materials,
the drain bed must be larger or the finer-textured soil material must be
removed and replaced with sand. Similarly, in coarse-textured soils
(coarse sand and gravel), the drain bed should be over-excavated and re-
placed with 18 inches of fine sand. Without the sand lining, the potential
for groundwater pollution is high because of inadequate treatment.
Mound systems (Figure 2-12) are constructed according to detailed
design standards to overcome soil permeability or shallow bedrock limi-
tations. The design for raised drain beds is essentially that of the
standard drain bed elevated by fill to achieve the appropriate depth to
groundwater. Thus, the elevation of the raised bed can be highly variable,
from 6 inches to 3 feet. Some mound systems utilize gravity distribution
systems while others use pumps and pressure distribution systems. In areas
where the soils are peat and marl, the natural ground is first excavated
and replaced with sand. Water-using appliances are usually kept to a
minimum with these systems in order to keep the volume of sand fill needed
to a minimum. It is noted that the use of proper materials and correct
construction techniques is essential for these systems to operate satisfac-
torily.
Based on design criteria, no new soil absorption systems should be
permitted on soils that have a water table within 1 foot of the ground
surface or that are formed in organic material. This would include the
Blackhoof and Newson soils. These soils have high water tables due to
natural groundwater levels and could only be drained with extensive mea-
sures that lower the groundwater level of the area. The soils that have
2-75
-------
K)
I
BuiIdlng
sewer
Perforated PVC pipe-
TopsolI
Septic solids ^M.evel controls
— Perforated pipe
SEPTIC TANK
PUMPING CHAMBER
Plan
RAISED DRAIN BED
Figure 2-.12. Layout of septic tank with raised drainfield bed.
-------
a water table within 1 to 3 feet of the ground surface can have raised
drain beds constructed on them. These soils are Busier and Nemadji. Drain
beds and drain fields are appropriate for the other soils where slopes
allow construction activities (Section 2.2.1.1.)*
Soils that have permeabilities slower than 1 inch/hour require special
consideration. Soils mapped in the service area that are in this category
include Duluth, Duluth Variant, Dusler, and Blackhoof. The size of the
seepage bed or trench drainfields in these soils will have to be designed
for a larger surface area for wastewater infiltration compared to drain-
fields in more permeable soils. Alternatively, mound systems may be em-
ployed which partially treat the wastewater in the mound and then disperse
the effluent over a large basal area. For lots with size limitations,
wastewater separation with blackwater holding tanks may be appropriate.
Blackwater holding tanks do not strictly constitute on-site treatment
because the treatment of the toilet wastes must occur away from the site.
Components of the system include a low-flow toilet (2.5 gallons per flush
or less), the holding tank for toilet wastes only, and the usual septic
tank-soil absorption system for the remainder of the wastewater. When the
toilet wastes are diverted from the septic tank-soil absorption system, the
absorption system has an opportunity to function properly and minimal
pollution of groundwater and surface water occur. Significant reductions
of organic loads and 20 to 40% reductions in phosphorus loadings to the
septic tank and soil absorption system occur when toilet wastes are ex-
cluded. The blackwater holding tank would have a 1,000 gallon capacity and
be equipped with a high-level alarm. Nearly all residences that would
require holding tanks are seasonally occupied, requiring approximately
three pumpings annually.
2.3.2.2.2. Cluster System Wastewater Treatment
The cluster system employs collection facilities for a group of resi-
dences and a common soil absorption system for wastewater treatment. The
common soil absorption system is used because the individual lots are
unsuitable for on-site soil absorption systems. An area of soils suitable
2-77
-------
for the common soil absorption system must be available within a reasonable
distance in order to consider this option.
It is assumed that all existing septic tanks, with some replacements,
would be adequate in their present condition for inclusion in a cluster
system. Septic tank effluent could be conveyed by small-diameter gravity
sewers or pressure sewers to the common soil absorption field. A cost-ef-
fectiveness analysis would be done to determine which collection system to
use for a particular area. A "dosing" system is typically required on
cluster drain fields in order to achieve good distribution. Where the
collection system uses pressure sewers, a separate accumulator tank and
lift station is required. The wet well and lift station on the septic tank
effluent gravity sewers can perform that function.
Cluster drain fields are usually designed with three contiguous drain
fields. Two of these would be dosed on a daily basis, and the third would
be rested for period of one year. Design criteria require that 400 square
feet of trench bottom per residence is required for each drain field.
Although the present soils information and topography indicate that
cluster drain fields may be feasible in certain areas, further field inves-
tigations would be needed before final designs could be made. The depth of
permeable material must be determined in order to show that excessive
groundwater mounding beneath the drainfield would not occur.
The operation and maintenance requirements of cluster systems are
minimal. Periodic inspections of the lift stations and the drain fields
are essentially all that would be necessary. The septic tanks and the lift
station wet wells would require regular pumping. Maintenance of the col-
lection piping is expected to be minimal (Otis 1979) . Once a year the
rested drain field would be rotated back into use, and another one would be
rested. Blockages of the collection systems should occur only rarely,
since clear effluent would be used. Lift stations are entirely dependent
on a reliable power supply; thus, power outages will affect operation of
the system. Since wastewater generation is also dependent on power for
pumping well water, the potential for serious environmental effects is
somewhat mitigated.
2-78
-------
2.3.2.2.3. Peatland Bog System for Wastewater Treatment
The treatment of wastewater by a peatland system is similar in ap-
proach to treatment by a cluster drainfield in that solids are retained in
a septic tank and primary effluent is taken off-site and treated by a
"soil" absorption system. In this case peat is used rather than soil for
treatment. Extensive areas of peatland are present in the project area.
Some of these areas are in an unaltered or relatively "natural" state and
others have been partially drained in an attempt to move water off sur-
rounding lands.
The bog treatment system proposed for this project is modeled after
the ditch treatment systems that have been in use in Finland for more than
30 years. Undecomposed peats, usually found in surface or near-surface
horizons, have large pores which permit very rapid water flow. Nutrient
removal and sterilization processes which take place in peat materials may
be advanced over those of most other soils as a result of the highly re-
ductive chemical environment of peat, although control of the water table
and of the oxic condition are required to maintain these processes. In
Finland, peatland disposal areas have been drained to lower the water
levels and force waste material through the more decomposed peats at lower
levels to achieve better treatment (Surakka 1971, Kamppi 1971, and Surakka
and Kamppi 1971). Based on a review of published and unpublished litera-
ture there is no comparable system operating in the United States.
The proposed ditch system for the Moose Lake area uses a shallow
feeder ditch to apply septic tank effluent to a peat bog. The deeper
collector ditches, spaced approximately 40 meters apart, draw the effluent
applied to the shallow feeder ditches through the peat and into a receiving
pond. The peat bog area being considered for this design, shown in Figure
2-13, has previously been channelized for other drainage purposes to a
depth of 1 to 2 feet.
2-79
-------
Curtain Drain
Septic Tank Effluent
From Island Lake -*-
Distribution Piping
A'
Feeder
^Trenches
Collection
Trenches
To Othe
Bog Fiel(
Cross Section
A
Feeder
Trench
A'
Collection
Trench
Figure 2-13. Layout of proposed peatland "bog" wastewater treatment system.
2-80
-------
2.3.2.2.4. Septage Disposal Methods
The use of a septic system requires periodic maintenance (3 to 5
years) that includes pumping out the accumulated scum and sludge, which is
called septage. Approximately 65 to 70 gallons per capita per year of
septage could accumulate in a properly functioning septic system used by
permanent residents (USEPA 1977). Septage is a highly variable anaerobic
slurry that contains large quantities of grit and grease and a highly
offensive odor and has: the ability to foam; poor settling and dewatering
characteristics; high solids and organic content and; a minor accumulation
of heavy metals. The general methods of septage disposal are:
• Biological and physical treatment,
• Land disposal,
• Treatment in a wastewater treatment plant.
Septage in the Moose Lake area is treated by biological and physical meth-
ods in anaerobic lagoons. Advantages of anaerobic treatment systems are
that the waste undergoes stabilization of organic solids and lagoons have
relatively low operation and maintenance costs. A disadvantage of anaero-
bic treatment is the high BOD of the effluent and the potential for odor
nuisance.
A detailed cost-effectiveness analysis for septage and holding tank
wastes treatment and disposal was not performed for this study. It is
assumed that the septage would continue to be pumped by commercial haulers
and would be disposed of in a manner consistent with present disposal
practices (Section 2.2.4.). The cost of disposal is included in the opera-
tion and maintenance costs of the septic and holding tanks.
2.3.3. Centralized Collection System Component Options
Three centralized collection system component options are considered
in this document. They are:
• Alternative A: conventional gravity sewers, pumping sta-
tions, and force main collection system
2-81
-------
• Alternative B: septic tank effluent and small-diameter
gravity sewer system.
• Alternative C: septic tank effluent pumps and pressure
sewers, coupled with a gravity sewer system.
Seven project alternatives have been developed for wastewater manage-
ment in the EIS project area (Section 2.4). No centralized collection
systems are included in the first three alternatives (Alternatives 1, 2,
and 3), a limited collection system is proposed for Island Lake in two
others (Alternatives 4 and 5), and a full collection system is proposed for
Island Lake in Alternative 6. A collection system is proposed to surround
both Island Lake and Sturgeon Lake in Alternative 7. The location of the
proposed treatment facilities varies with the project alternative, and is
discussed for each in Section 2.4. The costs associated with the collec-
tion systems, as proposed for each alternative, also are presented in
Section 2.4.
2.3.4. Centralized Wastewater Treatment Component Options
The following centralized wastewater treatment component options were
evaluated in the MLWSD Facilities Plan:
• Upgrading existing waste stabilization lagoons operated by
the City of Moose Lake;
• Construction of a new activated sludge wastewater treatment
plant, land disposal of sludge, and land application or
outfall discharge of effluent;
• Construction of a new oxidation ditch wastewater treatment
plant, land disposal of sludge, and land application or
outfall discharge of effluent.
The cost analysis presented in the MLWSD Facility Plan concluded that
upgrading the existing Moose Lake lagoons was the most cost-effective ap-
proach for the regional alternatives considered as well as for the sub-
regional alternatives that did not include the Barnum service area. Based
on the Facility Plan conclusion, upgrading the Moose Lake lagoons is the
major treatment alternative considered for all of the EIS alternatives
which require centralized treatment. For limited service areas around
2-82
-------
Island Lake and Sturgeon Lake, the use of cluster drain fields and a bog
treatment system are also considered.
The existing City of Moose Lake lagoon system is described in Section
2.1. The permitted capacity of the existing lagoon system is 444,000 gpd.
The sufficiency of that capacity must be re-evaluated because the central-
ized treatment proposed in the EIS alternatives would add significant flows
to the system and MPCA has indicated it will be required that the maximum
calculated capacity of the lagoon system be reduced to 316,100 gpd to meet
updated requirements (By telephone Mr. Zdon, MPCA to WAPORA, Inc. 15 July
1982). The existing and revised design critera and design capacities are
compared in Table 2-9^2-,
The year 2000 loading from the existing WWTP service area to the
lagoons has been estimated based on population projections and on corrected
infiltration/inflow estimates from the Facilities Plan and on an allowance
for septage generation. The estimated year 2000 population equivalent for
the existing WWTP service area is presented in Table 2-10. The estimated,
corrected infiltration/inflow is presented in Table 2-11.
The estimated excess capacity available in the existing lagoons is
presented in Table 2-12. If the existing design criteria are used in the
evaluation there is an excess capacity of 89,400 gpd available for base
flow and infiltration/inflow from new connections. However, if the revised
MPCA design criteria are used in the evaluation, there is a capacity defi-
ciency of 16,000 gpd for the existing system, and no excess capacity to
serve new connections.
The adequacy of the interceptor sewers and lift stations in the exist-
ing WWTP service area to handle the existing flow (after I/I corrections)
and to accommodate additional flows from Island Lake and Sturgeon Lake was
evaluated in the MLWSD Facility Plan. The analysis presented in the Facil-
ity Plan was re-evaluated for this report based on the revised (updated)
year 2000 population assumptions (Section 3.2.1.3.). The conclusion made
based on this re-evaluation was that the existing sewer lines and pumping
stations through Sand Lake to the main lift station in Moose Lake are
adequate to accommodate the total year 2000 EIS population from the Island
2-83
-------
Table 2-9ex. Existing capacity and revised capacity existing Moose Lake
WWTP.
Existing
Design
Capacity
Pond Area
Primary (Ac)
Secondary (Ac)
Total (Ac)
Seconda ry/To t al
Pond Depth
Bottom Storage (ft)
Active (ft)
Total (ft)
Total Active Vol (MG)
Active Storage (days)
Capacity (Gal/day)
Primary Pond Area (Ac)
BOD Loading (lb/day-1000
SF)
BOD Capacity (Ib/day)
973
MPCA
Design Criteria
Revised
Design
Capacity
1/3
2
3-4
5-6
180
0.5
38.8
0.5
845
aMPCA, Recommended Design, Criteria for Sewage Stabilization Ponds, 1980
Required by MPCA if significant additional connections made to system
(Mr. Zdon, MPCA, to WAPORA, Inc. 15 July 1982)
c
Based on MPCA requirement of Secondary Pond Area/total Pond Area = 1/3
2-84
-------
Table 2-10. Estimated population in the Moose Lake WWTP service area
Year 2000 (PRC-Consoer Townsend, 1980)
Area
Population Equivilant (PE)
Year 2000
Moose Lake
State Hospital
Mercy Hospital
Coffee Lake
Sand Lake
1,876
1,780
210
240
729
Total
3,835
Note: The Facility Plan reported a 1978 base wastewater flow of 210,000.
The 1978 population is not known, but the 1980 equivalent popula-
for the above area totaled 3,768. Therefore, the approximate ADBF
is 210,000/3,768 = 56 gpcd/60 gpcd is used in this EIS.
Table 2-11. Estimated inflow/infiltration in the Moose Lake WWTP service
area
Infiltration
Inflow
Total I/I
Before Rehabilitation
Av Flow gpd
Peak flow gpd
Estimated Correction
111,000
772,000
25%
72,000
610,000
75%
183,000
1,382,000
45%
After Rehabilitation
Av Flow gpd
Peak flow gpd
83,000
579,000
18,000
153,000
101,000
732,000
Calculated assuming Average/Peak ratio is the same before and after rehabil-
itation.
2-85
-------
Table 2-12. Estimated excess capacity existing Moose Lake WWTP Year 2000.
Flow Basis
Capacity (gpd)
Flow from existing service area
ADBF-(3835 PEb x 60 gpcd) (gpd)
Q
Uncorrected infiltration/inflow
(gpd)
Septage gpd
Total
Excess capacity available (gpd)
Influent Loading Basis
Loading (Ib/day)
Loading from existing service area
Existing
Design
Capacity
421,500
230,100
937
Revised
Design _
3.
Capacity
316,100
230,100
101,000
1,000
332,100
89,400
101,000
1,000
332,100
-16,000
854
3835 PE x 0.17 Ib/cd (Ib/day)
o
Septage (Ib/day)
Total
Excess capacity available (Ib/day)
652
42
694
243
652
42
694
160
Revised capacity based on MPCA Design Criteria (See Table 2-9). Total
pond area: 58.2 Ac, active storage volume: 3 ft, storage period: 180 days.
Year 2000 population equivalent for existing Moose Lake WWTP service
area (Facility Plan) (Table 2-10)
'Source: Facility Plan, SSES in progress. (Table 2-11)
Septage volume based on 365 septic tanks pumped per year which is 26.5% of
the total year 2000 housing units in Windemere Township (Table 3.16)
'Septage BOD = 5,000 mg/1 (USEPA 1980 a).
2-86
-------
Lake and Sturgeon Lake areas. The only part of the existing collection
system that will require additional capacity is the main lift station
(pumping to the WWTP) which is presently undersized and cannot handle the
existing or corrected I/I flow from the existing system.
Based on the above analysis of the existing Moose Lake WWTP and of the
existing collection system, the following criteria were used as the basis
for development centralized treatment in the project alternatives:
• The design capacity of the existing lagoons, and lagoon
expansions developed for any alternative were based on the
MPCA revised design criteria.
• All alternatives that include expansion of the existing
lagoons include costs for additional pond area to accommo-
date the existing 16,000 gpd deficit in lagoon capacity.
• Alternatives that do not include expansion of the existing
lagoons do not include costs to eliminate the 16,000 gpd
capacity deficit. (The 16,000 gpd deficit can be accommo-
dated by operating the ponds with an active storage depth of
3.5 feet instead of 3.0 feet.)
• Lagoon expansions were designed to increase the secondary
pond area because the existing ratio of secondary to total
capacity does not meet MPCA revised criteria. However, if
the additional pond area required would not be sufficient to
meet the criteria, the existing configuration would not be
rearranged to do so.
• It was assumed that I/I corrections will be made to the
collection system and to the main pumping station. Costs
for I/I corrections were not included in any alternatives.
(The 16,000 gpd deficit can be accommodated by operating the
ponds with an active storage depth of 3.5 feet instead of
3-0 feet.) (These costs are being identified in an on-going
SSES.)
• It was assumed that the additional design capacity required
for the main lift station to adequately serve additional
population will be identified prior to the I/I corrections.
• The construction cost and O&M cost for the additional pump-
ing capacity is an incremental cost.
2-87
-------
2.4. Project Alternatives
Feasible and compatible sets of collection and treatment options were
developed into project alternatives for the project area. The project
alternatives developed represent combinations of on-site options, centra-
lized collection system options, and effluent treatment and disposal op-
tions. A total of seven potential project alternatives were developed and
evaluated for technical feasibility, cost-effectiveness, and environmental
concerns. These alternatives include a no-action alternative (Alternative
1). Project Alternatives 2 through 6 are consecutively less comprehensive
in providing major on-site soil absorption system upgrades over the 20-year
design period (Figure 2-14). Conversely, Alternatives 2 through 6 provide
consecutively more hookups of residences to centralized collection systems
(Table 2-13). Costs associated with each of these alternatives are des-
cribed in the following sections. All cost data are based on March 1982
price levels and are comprehensive of direct, operational, maintenence, and
administrative costs.
2.4.1. Alternative 1 - No-Action
The EIS process must evaluate the consequences of not taking action.
The "No-Action" Alternative implies that neither USEPA, MPCA, or FHA would
provide funds to build, upgrade, or expand existing wastewater treatment
systems. If the No-Action Alternative is "implemented", existing on-site
systems in the project area would continue to be used in their present
conditions and no new facilities would be built. Any changes or improve-
ments in malfunctioning systems would be at the initiative and expense of
either property owners or a local government. With the No-Action Alter-
native, additional numbers of holding tanks would be built on lots with
site limitations and documented problems would continue to exist.
2.4.2. Alternative 2 - On-Site System Upgrades for the Entire Service Area
This alternative consists of selectively upgrading the existing on-
site systems and future on-site systems. All other residences within the
service area would continue to rely on their current on-site system. All
2-88
-------
Table 2-13. Year 1980 residences served by proposed alternatives.
Alternative
Component
b
On-site upgrade
Island Lake
Sturgeon Lake
Other3
Total
Cluster system
Island Lake
Sturgeon Lake
Total
Centralized system
Island Lake
Sturgeon Lake
Total
Total residences served 286 301 309 309 335 390
Residences served by exist-
ing systems without upgrades
Island Lake 48 34 26 26 -
Sturgeon Lake 56 55 55 55 55
Other3 25 25 25 25 25 25
Total 129 TI4 106 106 80 25
Total project area residences 415 415 415 415 415 415
2
103
141
42
286
mm
-
"
_
-
-
3
87
122
42
25T
30
20
50
_
-
-
4
37
122
42
20T
_
20
20
88
-
88
5
37
122
42
201
_
20
20
88
—
88
6
122
42
164
n r
20
20
151
—
151
7
-
42
~4T
«•
-
~
151
197
348
a
Includes remainder of EIS project area (Rush Lake, Passenger Lake, Hogans
Acres, Wild Acres).
Includes major upgrades (to correct obvious and potential problems) plus
minor upgrades (addition of observation port to existing septic tanks in
good operating condition).
2-89
-------
150
125 "
2 -o g
CD eo »_
iT ^ fl)
^CL
c Q.
•SM
Q. O W
i_ •=,
-------
septic tanks in the service area would be fitted with observation ports to
facilitate manual inspection. The installation of an observation port is
referred to as a minor upgrade. Some major upgrades also may be required
under this alternative. The preferred major upgrade, where conditions
permit, is the ST/SAS with a serial-parallel trench system (described in
Section 2.3.2.6.). Depending on lot limitations, the appropriate alter-
native on-site system would be selected. Alternative on-site systems
include ST-seepage beds, ST-mound systems, and wastewater segregation. The
criteria used for determination of the appropriate on-site system at each
lot requiring a major upgrade were soil characteristics, depth to ground-
water table, landscape slope, and lot size.
For instance, where wastewater segregation was recommended, the gray-
water would continue to be treated with the existing septic tank and soil
absorption system (which may be upgraded). The blackwater components would
include a new low-flow toilet and a holding tank. Quantities and types of
systems to receive major upgrades are presented in Appendix C. The number
and types of upgraded systems are subject to redefinition after final site
evaluation is completed. The total present worth cost for this alternative
was estimated to be $1,012,890, including administrative costs. The de-
tailed cost estimates made for the various components of this alternative
are presented in Appendix E.
2.4.3. Alternative 3 - Cluster Drainfields for Limited Areas and On-site
System Upgrades Elsewhere
Alternative 3 consists of centralized collection of septic tank efflu-
ent from three areas with pressure and gravity sewers (Figure 2-15).
Treatment and disposal are provided in two cluster drainfields in each
case. Two of the areas are along the western shoreline of Island Lake, and
the third is on the eastern shore of Sturgeon Lake. All other residences
in the project area would continue to rely on their current form of on-site
system or be upgraded as described in the previous alternative (Alternative
2).
2-91
-------
,,v*r*v
4? >*".'!
LEGEND
___ EIS
Area Boundary
Enisling
—— Gravity Sewer
1 • ' Force Main
• Lift Station
Proposed
Septic Tank Effluent
Gravity Sewer
• • • Force Mail
Pressure Sewer
Proposed
• Lift Station
A Cluster Dratnfield
>,,;--^---:--;^r
•* ','':': . '-> i' '"': > _—--•— —"-——-.
"'••">' :] 1 '.'•• SAND V-^V^Yf" / y.fc":;l ^••^7 """ 't-'ri'"* c°\' '-• r"l' *
' ^/y^ • ^^ £-V -^25- ^^'\:-^\ -yv*"'-. r ^ ;
X—^ ^-•'^'••-- r- :^,/J- A^r « >'/"' ; • ,--N? .•-
x^^- .-r •, • : ••-. •—/•• A','-| jy "••: ^ -./"••
'f:. /•''*-. '-— --* ' WARtBBP^D It K" to? ''.-•-• ' •
LAKE _Jf-5 ' *f~Qi>.
^^-•' - •:---,•"" ^-^ '• 1 I ~ "^ ^
'^ L ^^ lv
•^'..r^ii-J/ii. • '
./*,- '/-?£&•& —v- • ^ '
^ / ''
Figure 2-15. Wastewater collection and treatment facilities for Alternative 3
2-S2
-------
The three areas identified as needing off-site treatment were selected
based on soil conditions and on the documented on-site system problems de-
scribed in Section 2.2.3. The number of residences served by the cluster
systems, and the numbers and types of upgraded on-site systems required
under Alternative 3, are presented in Appendix E.
Each cluster collection system would employ septic tank effluent pumps
and pressure and/or gravity sewers for collection. Each cluster treatment
system would consist of a dosing tank or pump station, and three drain
fields to allow for phased or "staggered" use at the site. With this
management regime, two of the fields would be in use during the year, while
the third field was being rested.
Alternative 3 has an estimated present worth cost of $575,020 for the
upgrading of existing on-site systems and for future upgrades and an addi-
tional $985,220 for the three cluster drainfields (including the collection
system). The total present worth for Alternative 3 totals $1,847,010,
including administrative costs. Detailed cost estimates for the components
of this alternative are presented in Appendix E.
2.4.4. Alternative 4 - Island Lake: Limited Centralized Collection and
Treatment at Moose Lake WWTP
- Sturgeon Lake: Cluster Drainfield for Limited Area
- On-Site System Upgrades Elsewhere.
Alternative 4 considers three component options for centralized col-
lection (4A, conventional 'gravity; 4B, septic tank effluent gravity; and
4C, septic tank effluent pressure, as described in Section 2.3.3.). Cen-
tralized collection would be provided along the north and west shoreline
of Island Lake (all of Segment II and part of Segment I) with off-site
treatment provided at the Moose Lake WWTP. On the eastern shore of Stur-
geon Lake, a centralized collection of septic tank effluent with cluster
drainfield treatment is proposed. All other residences in the project area
would continue to rely on their current form of on-site system or be up-
graded as described in Alternative 2. Criteria for selection of the lake-
shore area needing collection for off-site treatment were based on soil
conditions, existing septic tank conditions, and the predominance of per-
2-93
-------
manent versus seasonal residences. The number of housing units included in
the collection systems for the cluster, and the number and type of upgraded
on-site systems are presented in Appendix X.
The layout for Alternative 4A with conventional gravity sewer col-
lection for the limited Island Lake area is presented in Figure 2-16. The
layout for Alternative 4B with septic tank effluent gravity sewers is
identical to 4A. The lay out for Alternative 4C with pressure sewers also
is identical to 4A except that the pressure sewers discharge to a manhole
at the top of the hill on Warlow Road near Route 51 and flow by gravity to
the existing sewers around Sand Lake.
Comparison of the costs (see Appendix E) associated with the three
optional collection system components indicated that the septic tank ef-
fluent gravity sewer option (Alternative 4B) would be the most cost-effec-
tive, with an estimated total present worth of $815,300 versus $894,080 for
conventional gravity sewers (Alternative 4A) , and $815,300 for septic tank
effluent gravity sewers (Alternative 4C). Based on this cost comparison,
Alternatives 4A and 4C were eliminated from further consideration for
selection of a project alternative.
Alternative 4B would add an estimated year 2000 population of 310
(seasonal and permanent) to the Moose Lake WWTP, resulting in an additional
flow of 21,700 gpd and a additional BOD loading of 20 Ib/day. As discussed
in Section 2.3.4, the treatment plant would be expanded to accommodate this
additional flow, plus the 16,000 gpd deficiency for a total of 37,700 gpd
capacity. Based on the new (1980) MPCA design criteria, the additional
lagoon area required under Alternative 4B would be 5.20 acres of secondary
pond with a volume of 6.79 mg. The total pond area after construction
would be 43 acres of primary pond and 20.4 acres of secondary pond for a
total of 63.4 acres.
Alternative 4B also would require that the existing main lift station
from Moose Lake to the WWTP be upgraded to accommodate the additional flow.
As discussed in Section 2.3.4, costs are included for the incremental
capacity required to be added during the expected upgrading of the pumping
station for infiltration/inflow correction under other contracts.
2-94
-------
v:'r'/: '£:'•>::..•::>•,: '
f ;-'-;.^Frv:;rr'
' • ." ""j."~ y~.:'" <•*
•'' f' >?/"'"'~ .Ar .
* ', .. -£v ,,
"••x'r' ( :,'- Gfc v
~SA «o' lOf-*1 ••
/ .. /?' ^P v^
7 VH.. • ':'.
1 •. ^ ' '. •*. ''' , ^'v • '
f. ' „.,. >. ••.•"*>,,-'.'
°:':r:K--;'."^','/;: '
,- . V .' '•-"• ;./ '., •
• \* ' ~* *• . >. '
LEGEND
_-- EIS
Area Boundary
Existing
—•-'-'- Gravity Sower
*•"-*• Force Main
• Lift Station
Proposed
~ Gravity Sewer
• • • Force Main
• Lift Station
,\"\ • •' : -^ ?/,
Proposed
/\ Cluster Drainfield
Owastewater
Treatment Lagoon
jt Upgraded Main
Lift Station
STE Septic Tank Effluent
Gravity Sewer
otherwise specified
>"?"*"t -3; ^"'* "-*•=•- ./
>. ;„•>, I
-------
The cluster drainfield proposed to serve the area on Sturgeon Lake
under Alternative 4B consists of septic tank effluent gravity and pressure
sewers, and community drainfields with a dosing pump station (as described
in Alternative 3).
Alternative 4B has estimated total present worth costs of $815,300 for
the centralized collection system, $498,300 for the cluster drainfield
(including collection system), $268,340 for the centralized treatment
system (including the upgrade of the existing lift station), and $400,880
for the upgrading of on-site treatment systems. The total present worth of
Alternative 4C was estimated to be $2,269,680, including administrative
costs. Detailed cost estimates for each of the components are presented in
Appendix E.
2.4.5. Alternative 5 - Island Lake: Limited Centralized Collection and Bog
Treatment
- Sturgeon Lake: Cluster Drainfield for Limited Areas
- On-Site System Upgrades Elsewhere.
Alternative 5 considers two component options for centralized col-
lection of septic tank effluent (5A, gravity sewers; 5B, pressure sewers).
Centralized collection would be provided along the north and west shore-
lines of Island Lake, with treatment provided by a "spaghnum" or peat bog
system (described in Section 2.3), located just south of Island Lake.
Centralized collection and cluster drainfield treatment also would be
provided for the Island on the eastern shore of Sturgeon Lake. All other
residences in the EIS service area would continue to rely on their current
form of on-site system, or be upgraded as described in Alternative 2.
The developed areas considered for service with centralized collection
and off-site treatment in Alternative 5 are the same as those in Alterna-
tive 4. However, Alternative 5 utilizes the bog treatment of septic tank
effluent, whereas Alternative 4 proposes centralized treatment at the Moose
Lake WWTP.
The layout for Alternative 5A, with septic tank effluent gravity
sewer collection for the limited Island Lake area is shown in Figure 2-17.
2-96
-------
LEGEND
... EIS
Area Boundary
Existing
Gravity Sewer
Force Main
• Lift Station
Proposed
Septic Tank Effluent
Proposed
• Lift Station
^ Cluster Dra infield
DBog Treatment
Site
all pipes are 4" unless
otherwise specified
Figure 2-17.
Wastewater collection and treatment facilities for Alternative 5
Note: Sewer layout shown is for Project Option 5A (STE gravity),
similar for Project Option 5B (STE pressure).
2-97
-------
The layout of Alternative 5B, with pressure sewers, is identical to 5A
except that there is only one lift station located at a point along the
west lakeshore.
Comparison of the costs (see Appendix) associated with the collection
systems considered indicated that septic tank effluent pressure sewers
(Alternative 5B) are the most cost-effective for the limited Island Lake
service area, with an estimated total present worth of $815,940 versus
$871,070 for septic tank effluent gravity sewers (Alternative 5A) . Based
on this cost comparison, Alternative 5A was eliminated from further consid-
eration for selection of a project alternative.
The cluster drainfield consists of septic tank effluent gravity and/or
pressure sewers and three drainfields with one dosing pump station, as
described in Alternative 3.
Alternative 5B has estimated total present worth costs of $815,940 for
the centralized collection system, $498,370 for the cluster drainfield
(including collection system), $327,170 for the bog treatment system, and
$400,880 in the remainder of the service area for the upgrading of on-site
treatment systems. The total present worth was estimated to be $2,329,150,
including administrative costs. Detailed cost estimates for each component
are presented in Appendix E.
2.4.5. Alternative 6 - Island Lake; Centralized Collection and Treatment
at Moose Lake WWTP
- Sturgeon Lake; Cluster Drainfield for limited ser-
vice area
- On-Site system Upgrades Elsewhere.
Alternative 6 considers three component options for provision of
centralized collection (6A, conventional gravity; 6B, STE gravity; 6C, STE
pressure as described in Section 2.3.). Centralized collection would be
provided for the entire shoreline of Island Lake, with treatment provided
at the Moose Lake WWTP. Centralized collection also would be provided for
a limited area of the eastern shore of Sturgeon Lake with treatment pro-
vided at a cluster drainfield system. All other residences in the EIS
project area would continue to rely on their current form of on-site system
or be upgraded as described in Alternative 2.
2-98
-------
Alternative 6 serves the entire shoreline of Island Lake with a cen-
tralized collection system. The service area population for this area is
limited to the year 2000 projection (Section 3.2.1.3.). The collection
system layout generally follows the June 1980 plans developed to serve
Island Lake (Howard A. Kuusisto 1980) except that the pipe and pumping
stations have been sized to serve the EIS population projection.
The layout for Alternative 6A with conventional gravity sewer col-
lection for the Island Lake area is shown in Figure 2-18. The layout for
Alternative 6B with septic tank effluent gravity sewers would be identical
to 6A. The layout for Alternative 6C with pressure sewers also would be
identical to 6A, except that the pressure sewers wouid discharge to an
manhole at the top of the hill on Warlow Road near Route 51 and flow by
gravity to the existing sewers around Sand Lake.
Comparison of the costs associated with the collection systems consi-
dered indicated that septic tank effluent pressure sewers (Alternative 6C)
would be the most cost-effective, with an estimated total present worth of
$1,475,590 versus $1,205,950 for conventional gravity sewers (Alternative
6A) and $1,589,360 for septic tank effluent gravity sewers (Alternative
6B) . Based on the cost comparison, Alternatives 6A and 6B have been eli-
minated from further consideration for the selection of a project alter-
native.
Alternative 6C would add an estimated year 2000 population of 579
(seasonal and permanent) to the Moose Lake WWTP, resulting in an additional
flow of 40,530 gpd and an additional BOD loading of 34.5 Ib/day. As dis-
cussed in Section 2.3.4, the Moose Lake treatment plant would be expanded
to accommodate the additional flow plus the 16,000 gpd deficiency for a
total of 56,530 gpd. Based on the new (1980) MPCA design criteria, the
additional lagoon area required would be 7.8 acres of secondary pond with a
volume of 10.18 MG. The new total pond area would be 43 acres of primary
pond and 23 acres of secondary pond for a total of 66 acres.
Alternative 6C also would require that the existing main lift station
from Moose Lake to the treatment plant be upgraded to accommodate the
2-99
-------
LEGEND
___ EIS
Area Boundary
Existing
Proposed
• Lift Station
A. Cluster Drainfield
' ••' :^° /' st-'^ '
v—« /^r/^
:^i-|\^.: -
b^-->^
m < • ** *.
Figure 2-18.
Wastewater collection arid treatment facilities for Alternative 6
Note: Sewer layout shown is for Project Option 6A (conventional
gravity), similar for Project Option 6B (STE gravity) and
Project Option 6C (STE pressure).
2-100
-------
additional flow. As discussed in Section 2.3.4, costs are included for the
incremental capacity required to be added during the expected upgrading of
the pumping station for infiltration/inflow correction under other MLWSD
contracts.
The cluster drainfield proposed with Alternative 6C to serve the
limited area on the east shore of Sturgeon Lake consists of septic tank
effluent gravity and pressure sewers, and three drainfields with dosing
pump stations, as described in Alternative 3.
Alternative 6C has estimated total present worth costs of $1,475,590
for the centralized collection system, $498,370 for the cluster drainfield
(including collection system), $394,100 for the centralized treatment
system (including the upgrading of the existing lift station), and $271,010
for the upgrading of on-site treatment systems in the remainder of the ser-
vice area. The total present worth was estimated to be $2,925,860, includ-
ing administrative costs. Detailed cost estimates for each component are
presented in Appendix E.
2.4.7. Alternative 7 - Complete Centralized Collection for the Shorelines
of Island Lake and of Sturgeon Lake
- On-site System Upgrades Elsewhere.
Alternative 7 considers three component options for centralized col-
lection (7A, conventional gravity; 7B, septic tank effluent gravity, STE
pressure, as described in Section 2.3) along the shorelines of both Island
Lake and Sturgeon Lake, with treatment provided at the Moose Lake WWTP.
All other residences in the EIS service area would continue to rely on
their current form of on-site system with upgrades as described in Alter-
native 2.
Alternative 7 serves the entire shoreline of Island Lake and most of
the shoreline of Sturgeon Lake with a centralized collection system. The
total service area population of Alternative 7 is limited to the year 2000
EIS projection (Section 3.2.1.3.). The collection system for Island Lake
generally follows the June 1980 plans presented by the MLWSD to serve that
2-101
-------
area, and the collection system for Sturgeon Lake generally follows the
layout proposed in the Facility Plan. However, the pipe sizes and pumping
station capacities have been limited to serve the projected year 2000
population only, at maximum flow.
The layout proposed in Alternative 7A, with conventional gravity sewer
collection for Island Lake and Sturgeon Lake is shown in Figure 2-19. The
layout for Alternative 7B with septic tank effluent gravity sewers would be
identical to 7A. The layout for Alternative 7C with pressure sewers also
would be identical to 7A, except that a lift station would be required in
the area of the YMCA camp to convey a portion of the Sturgeon Lake sewage
to the Island Lake collection system, and a main lift station at the south-
ern end of Island Lake would convey all of the sewage from Sturgeon Lake
and a major portion of Island Lake to the existing sewers around Sand Lake.
The remainder of the sewage collected from Island Lake would discharge from
the pressure sewers at a manhole at the top of the hill on Warlow Road near
Route 51 and flow by gravity to the existing Sand Lake sewers. In ad-
dition, the island on the eastern shore of Sturgeon Lake would be partially
served by septic tank effluent gravity sewers and a pump station provided
to connect this area to the pressure sewer main.
Comparison of the costs associated with the collection systems consid-
ered indicates that septic tank effluent gravity sewers (Alternative 7B)
would be the most cost-effective, with an total estimated present worth of
$3,616,080 versus $3,846,980 for conventional gravity sewers (Alternative
7A) and $3,641,590 for septic tank effluent pressure sewers (Alternative 7
C) . Based on the cost comparison, Alternatives 7A and 7C have been elimi-
nated from further consideration for the selection of a project alter-
native.
Alternative 7B would add an estimated year 2000 population (seasonal
and permanent) to the Moose Lake WWTP as follows: Island Lake 579; Stur-
geon Lake 802; YMCA camp 120, for a total of 1,501. This would result in
an additional flow of 105,070 gpd and an additional BOD loading of 41.6
Ib/day to the plant. As discussed in Section 2.3.4, the treatment plant
would be expanded to accommodate the additional flow plus the 16,000 gpd
2-102
-------
<*>/
LEGEND
.-;-'•' '/••'•'^~..''-^-"' -O --- EIS
s.. -.''.' f *%/'*' ' &' Area Boundary
'^^»--'.--. ^*)& ct** •' E"isiina
Gravity Sewer
Force Main
• Lift Station
Proposed
— Gravity Sewer
Force Main
Lift Station
Proposed
£\ Cluster Drainfield
OWastewater
Treatment Lagoon
Upgraded Main
Lift Station
all pipes are 8" unless
otherwise specified
^ ;' Jl /" fA/"" -—-
. >':•'•--*:'• jj > <*"< <" '
Figure 2-19.
. ....
Wastewater collection aha treatment' facilities for Alternative 7
Note: Sewer layout shown for Project Option 7A (conventional
gravity), similar for Project Option 7B (STE gravity) and
Project Option 7C (STE pressure).
2.103
-------
deficiency, for a total of 121,100 gpd. Based on the new (1980) MPCA
design criteria, the additional lagoon area required would be 16.7 acres of
secondary pond, with a volume of 21.79 mg. The new total pond area would
be 43 acres of primary pond and 31.9 acres of secondary pond, for a total
of 74.9 acres.
Alternative 7B also would require that the existing main lift station
from Moose Lake to the plant be upgraded to accommodate the additional
flow. As discussed in Section 2.3.4, costs are included for the incre-
mental capacity required to be added during the expected upgrading of the
pumping station for infiltration/inflow correction under other contracts.
Alternative 7B has estimated total present worth costs of $3,616,080
for the centralized collection system, $625,080 for the centralized treat-
ment system (including the upgrading of the existing lift station), and
$89,710 for the upgrading of on-site treatment systems. The total present
worth of Alternative 7B was estimated to be $4,617,660, including adminis-
trative costs. Detailed cost estimates for each component are presented in
Appendix E.
2.5. Flexibility and Reliability of the Project Alternatives
2.5.1. Flexibility
Flexibility measures the ability of a system to accommodate future
growth and depends on the ease with which an existing system can be up-
graded or modified. Six of the seven project alternatives considered in
this EIS include such components as: centralized collection sewer systems,
upgrades of the existing Moose Lake waste stabilization lagoons, a cluster
system, and various levels of upgrades for project area on-site systems.
The components are found in a majority of the alternatives, and the follow-
ing evaluation is generally applicable to most of the alternatives unless
otherwise stated in the discussion. The proposed bog treatment system is
discussed separately due to considerations of management straints and the
lack of demonstrated technical feasibility .
2-104
-------
For both gravity and pressure sewer systems, the flexibility to handle
future increases in flows greater than the original design flow generally
is low. However, interceptor sewers generally are designed for capacity
beyond that which is projected as a result of population growth to the end
of the planning period. A subsequent increase in capacity of collector
sewers would be a somewhat expensive process. Also, the layout of the
system depends upon the location of the treatment facility. The expansion
of a sewer system is generally easy with the addition of new sewers, but is
expensive.
The existing Moose Lake waste stabilization lagoons can be expanded
relatively easily. With proper design of the pond expansion the costs and
effort required for expansion would be relatively small.
On-site systems are flexible in that they are generally designed for
the constraints of each user. As long as spatial and environmental para-
meters are met, the type of systems can be chosen according to individual
requirements. Existing septic systems can be expanded by adding tank and
drain field capacity, if suitable land is available. Flow can usually be
distributed to an added system with little disturbance of the existing one.
In the case of mound systems, future expansion may be difficult or impos-
sible. Cluster systems treat wastewater from more than one house. The
flexibility for design and expansion of such a system is somewhat less than
for a standard septic system.
No data are available on the variation in bog treatment system perfor-
mance as a function of wastewater load increases. The performance which
would be associated with moderate expansions in wastewater load above that
resulting from the year 2000 design population cannot be estimated. There-
fore, in the bog treatment systems, the flexibility to handle future in-
creases in flow is highly dependent on the availability of additional bog
area, contiguous to the proposed treatment site. With proper original
design, the cost of any needed expansion may be relatively small.
Based on the above discussions, it is concluded that the majority of
the alternatives considered in this report generally have similar flexi-
bility for future growth and/or planning.
2-105
-------
2.5.2. Reliability
Reliability measures the ability of a system or of system components
to operate without failure at the designed level of efficiency. It is
particularly important to have dependable operation in situations where
adverse environmental or economic impacts may result from failure of the
system.
The gravity sewer is highly reliable when designed properly. Such
systems require little maintenance, consume no energy, and have no moving
parts subject to malfunction. Gravity sewer problems can include clogged
pipes that result in sewer backups; infiltration/inflow which increases the
volume of flow beyond the design level; and broken or misaligned pipes.
Major contributors to these problems are improperly jointed pipes and
damage to manholes, especially where these are not located in paved roads.
Where large sewers are used in order to achieve lower pipe slopes, problems
with solids deposition can mean that frequent flushing with large volumes
of water will be necessary.
Pump stations and force mains increase operation and maintenance
requirements and decrease system reliability. Backup pumps are installed
in order to provide service in case the pump fails. A backup power source
is usually provided by means of either dual power lines or stationary or
portable emergency generators. Force mains are generally reliable; exces-
sive solids deposition and burst pipes occur rarely. Leaking joints occur
more frequently and can cause adverse impacts to the environment.
Septic tank effluent pumps and pressure sewers generally are reliable
means of conveying effluent to a treatment plant. Because the solids have
been removed in the septic tank, problems associated with solids deposition
are avoided. The pump units themselves have been shown to be reliable;
when failures or power outages do occur, storage of approximately 1.5 day's
sewage volume in the pump chamber and septic tank permits replacements to
be made before backups occur. The pressure sewers themselves should be
even more reliable than force mains because the pumped liquid is clear.
2-106
-------
Federal Guidelines for Design, Operation, and Maintenance of Waste-
water Treatment Facilities (Federal Water Quality Administration 1970)
require that:
All water pollution control facilities should be planned and
designed so as to provide for maximum reliability at all times.
The facilities should be capable of operating satisfactorily
during power failures, flooding, peak loads, equipment failure,
and maintenance shutdowns.
The wastewater control system design for the project area will con-
sider the following types of factors to ensure system reliability:
• Duplicate sources of electric power
• Standby power for essential plant elements
• Multiple units and equipment to provide maximum flexibility
in operation
• Readily available replacement parts
• Holding tanks or basins to provide for emergency storage of
overflow and adequate pump-back facilities
• Flexibility of piping and pumping facilities to permit re-
routing of flows under emergency conditions
• Provision for emergency storage or disposal of sludge
• Dual chlorination units
• Automatic controls to regulate and record chlorine residuals
• Automatic alarm systems to warn of high water, power fail-
ure, or equipment malfunction
• No treatment plant bypasses or upstream bypasses
• Design of interceptor sewers to permit emergency storage
without causing backups
• Enforcement of pretreatment regulations to avoid industrial
waste-induced treatment upsets
• Flood proofing of treatment plant
• Plant Operations and Maintenance Manual to have a section on
emergency operation procedures
2-107
-------
• Use of qualified plant operators.
The upgraded Moose Lake WWTP would be highly reliable if these meas-
ures were incorporated. The reliability of the proposed bog treatment
system under local wastewater load characteristics is not known. The
collection systems have reduced reliability because so many pump stations
are required. If dual power lines from separate substations can be ex-
tended to every pump station (an expensive proposition), a reasonable level
of reliability can be attained. Supplying permanent auxiliary power units
for each pump station is not feasible. A failure of a pump station would
likely result in raw sewage or septic tank effluent being discharged into
one of the lakes. Because as many as eleven pump stations must operate in
series, a failure of one would likely result in spillage into a lake.
The on-site systems are generally a reliable means of treating and
disposing of wastewater. Except with certain systems, they operate with no
power inputs and little attention. When failures do occur, the impact to
the environment is small and diffuse. Total failures very rarely occur in
which no treatment at all takes place.
Septic tanks provide reliable treatment when they are properly design-
ed and maintained. The principal maintenance requirement is periodic
pumping of the tank, usually every 3 to 5 years. The treatment process can
be harmed if large quantities of strong chemicals are flushed into the
tank.
Soil absorption systems generally provide excellent treatment if the
design and installation are accomplished properly and the soil conditions
are suitable. Other key factors in the successful operation of soil ab-
sorption systems are: proper functioning of the septic tank or other treat-
ment unit and observance of reasonable water conservation practices con-
sistent with the design flows. Soil absorption systems can malfunction
when extended wet weather results in total saturation of the soil, when
solids carryover plugs the drain bed, and when compaction of the soil
surface results in restricted permeability. Mound systems can be more
reliable than drain bed systems where water tables are high because
2-108
-------
potential groundwater problems are minimized. Mound systems do require an
effluent pump, though, and thus rely on a dependable power supply. The
septic tank and pump chamber generally can hold approximately 1.5 days of
storage, which is probably longer than the average power outage. A mal-
functioning pump can be replaced readily if the units are standardized.
The cost of a mound system is about three times that of a drain bed system;
thus, it would be utilized only where a drain bed system has failed or has
little chance of operating properly. The average design life of soil
absorption systems is greater than 20 years; some could be expected to fail
earlier. Some soil absorption systems could be expected to last indefi-
nitely, as long as the system is not overloaded with water or solids.
Cluster systems serve a group of houses with a set of components that
are similar to those used in individual septic tank soil absorption sys-
tems. The individual septic tanks would operate at similar levels of
reliability. The septic tank effluent sewers are exposed to hazards of
breakage and to plugging due to cleanout failure similar to gravity sewers.
Sewage solid accumulations in the sewers does not occur when the septic
tanks are maintained properly. The soil absorption system should be sited
on permeable soils that have a water table always greater than 6-foot
depth. The operation of the drain field has the potential to be more
reliable than an individual on-site soil absorption system because of
pressure distribution by dosing and because of the ability to site the
drainfields in an optimum location, but there have been few long-term
studies to evaluate the drainfield reliability.
2.6. Comparison of Alternatives and Selection of the Recommended Action
The selection of the most cost-effective, environmentally acceptable,
and implementable alternative(s) through the EIS process involved the
consideration of technical feasibility, reliability, costs, environmental
effects, public desirability, and the ability to comply with the applicable
design and effluent discharge standards for the State of Minnesota. Selec-
tion of the most cost-effective alternative also required identification of
trade-offs between costs and other relevant criteria.
2-109
-------
2.6.1. Comparison of Alternatives
2.6.1.1. Project Costs
Project costs were categorized into capital expenses, operation and
maintenance (O&M) expenses, administrative expenses, and salvage values for
the equipment and structures for each alternative. The costs for the
collection, conveyance, and treatment systems for each alternative were
separately estimated. A summary of the estimated costs of Alternatives 1-7
are displayed in Table 2-14. Appendix E contains a description of the
methodology and assumptions used in the analyses as well as the detailed
costs for each alternative.
The capital cost for the selected alternative would be shared by the
Federal government through the Federal Construction Grants Program, by
state grants administered by MPCA, and by local participants. Until 1984,
funding levels for conventional systems would be 75% Federal, and 15% State
for a total of 90% of eligible construction costs. Funding for innovative
and alternative wastewater collection and treatment systems would be 85%
Federal and 9% State for a total of 93%. For construction started after 30
September 1984 the Federal share will be 55% for conventional systems and
75% for innovative and alternative systems (Federal Register, Vol 47, N092,
May 12, 1982; changes in regulations governing construction grants for
treatment works). The state share after 30 September 1982 is not known at
this time. Eligibility of construction costs for Federal and state grants
is discussed in Section 4.1.3. Annual O&M costs would be financed entirely
by the local users of the system.
Based on total estimated present worth cost, upgraded on-site systems
throughout the project area (Alternative 2) is the lowest cost alternative.
Alternatives 3, 4C, and 5B, which include upgraded on-site systems and
service of certain critical lakeshore areas with cluster drain fields
and/or centralized collection and treatment, are ranked second through
fourth, respectively. Alternative 6C, which includes centralized col-
lection and treatment for all of Island Lake, is ranked fifth based on
cost. Based on total present worth cost, Alternative 7B, which is similar
2-110
-------
Table 2-14. Summary of the estimated costs for Project Alternatives 1 through 7
ia March. 1982 dollars.
Total Present Worth
On-Site Cluster . Centralized Centralized Sub _ Average Annual Cost
Alternative Number and Name Upgrade Drainfield Collection Treatment Total Administrative Total Equivalant Coats Ranking
1 No-Action In EIS service area -- -__ - - - NA
2 Upgrade on-slte systems with-
in EIS service area 726,100 - 726,100 286,790 1,012,890 100,300 1
3 Cluster draln£leld for lim-
ited areas and on-slte sys-
tem upgrading elsewhere In
EIS service area 575,000 985,220 - - 1,560,220 286,790 1,847,010 182,900 2
4B Island Lake-limited area
collection by STE gravity
sewers and treatment at up-
graded Moose Lake WWTF; Stur-
geon Lake-cluster drainfield
for limited area; on-site
system upgrading elsewhere
in EIS service area 400,880 498,370 815,300 268,340 1,982,890 286,790 2,269,680 224,760 3
5B Island Lake-limited area col-
lection by STE pressure sewers
and peat bog treatment; Stur-
geon Lake - cluster drainfield
for limited area; on-site sys-
tern upgrading elsewhere In
EIS service area • 400,880 498,370 815,940 327,170 2,042,360 286,790 2,329,150 230,650 4
6C Island Lake entire shore-
line STE pressure collec-
tion and treatment at up-
graded Moose Lake WUTP;
Sturgeon Lake - cluster
drainfield for limited
area; on-slte system up-
grading elsewhere in EIS
service area 271,010 498,370 1,475,590 394,100 2,639,070 286,790 2,925,860 289,740 5
7B Island Lake and Sturgeon
Lake shorelines STE gravity
collection and treatment
at upgraded Moose Lake
WWTP; on-slte system up-
grading elsewhere in
EIS service area. 89,710 - 3,616,080e 625,080 4,330,870 286,790 4,617,660 457,270 6
Includes costs for on-slte or off-site treatment of wastewater from existing and future residences in the EIS project area to the year 2000.
See Appendix E for a description of cost development methodology.
b
Includes STE pressure and gravity collection system
Includes upgrading of existing lift station to Moose Lake WWTP
d
For comparison, the estimated present worth cost of conventional gravity collection is $1,705,950 ($2,866,430 subtotal, $3,153,220 total, $312,250
Equiv. Ann.).
For comparison, the estimated present worth cost of conventional gravity collection is $3,846,980 ($4,561,770 subtotal, $4,848,560 total, $480,140
EquIv. Ann.).
Includes annual personnel and overhead costs for administration and billing.
-------
to the recommended alternative of the MLWSD Facility Plan that includes
centralized collection and treatment for Island Lake and Sturgeon Lake, is
the most expensive alternative, and ranks seventh. The estimated total
present worth cost ranges from $985,220 for Alternative 2 to $4.6 million
for Alternative 7B.
2.6.1.2 Environmental and Financial Impacts
The No-Action Alternative would entail almost no construction impacts.
The significant environmental impacts of the six action alternatives would
primarily be short-term impacts on the local environment due to construc-
tion (Section 4.1.1.).
The implementation of the onsite systems component of Alternatives 3,
4, 5, 6 and 7 or the full onsite upgrade alternative (Alternative 2), would
have direct impacts on those lots where upgraded onsite systems are neces-
sary.
Cluster drainfield and cluster mounds (Alternatives 3, 4, 5, and 6)
would involve construction on the drainfield sites of a similar nature to
that of the onsite upgrades.
The construction of centralized collection facilities (Alternatives 3,
4, 5, 6 and 7) would have considerable impacts on the right-of-way where
the sewers are located. Dewatering for deep sewer excavations and pump
stations could affect wells in the vicinity. Construction of additional
treatment capacity of the Moose Lake WWTP (Alternatives 4, 6 and 7) would
have a significant effect at the site of treatment. The proposed lagoon
expansion sites are prime agricultural land that would be irretrievably
converted to treatment plant use.
Construction of a bog treatment system (Alternative 5) would have
significant adverse impacts on the biota of the site.
The expanded Moose Lake WWTP discharging to the Moose Horn River would
be required to meet the effluent requirements established by MPCA. Water
quality would be altered, but not seriously degraded. Spills of septic
2-112
-------
tank effluent or of raw sewage at pump stations could occur if a malfunc-
tion or power failure were to occur. The nutrient load from one pump
station spill could easily equal the average annual nutrient load from
existing on-site systems. Proper maintenance of the pumps, and backup
powers sources for all the pump stations, would reduce the potential for
such impacts.
The centralized collection, treatment and disposal facilities, and the
onsite upgrading would have a positive effect on groundwater quality by
eliminating existing failing onsite systems. Onsite upgrades and manage-
ment of onsite systems would replace failing onsite systems with appropri-
ate new systems or holding tanks.
In general, there is no significant difference in long-term impact on
the natural environment between any of the project alternatives.
The financial impact on the system users will depend on the avail-
ability of Federal and State grants (Section 4.3.). Estimated annual
residential user charges (Table 4-3) range from $104 for Alternative 2 with
Federal and State grants to $1,259 for Alternative 7A with no grants. The
equivalent annual user charge for Coffee Lake and Sand Lake are $120 and
$145 respectively (based on assessed connection charge and user fee, Sec-
tion 3.2.4.).
Based on USEPA guidelines (Section 4.3.) the average annual user
charges for Alternatives 6A and 7A are considered "expensive" for users
even with Federal and State Grants (Table 4-4). Without grants, Alterna-
tive 2 is the only alternative that is not considered expensive.
The increase in per capita debt within the Sanitary District will
exceed standard limits (Section 4.3.) for Project Alternative 7, the most
comprehensive sewering proposal, if no grants are available (Table 4-5).
None of the project alternatives exceed the excess debt criteria if Federal
and State grants are available.
2-113
-------
2.6.1.3. Implementability
The Moose Lake-Windemere Sanitary District is the management agency
which would be responsible for implementing the wastewater management plan.
As described in Section 2.1., the District presently manages collection and
transmission sewers only. Transmission to the treatment plant is provided
by the City of Moose Lake.
The proposed Project Alternatives all require some level of management
of combinations of "centralized" and "decentralized" components. The
centralized components of Alternatives 3 through 7 include collection
systems and centralized treatment. The decentralized components of Alter-
natives 3 through 6 include cluster drainfields and on-site systems.
Because most sanitary districts have, in the past, been formed around
the concept of centralized collection and treatment of wastewater, there is
a great deal of information about the implementation of such systems.
Decentralized collection and treatment, however, is relatively uncommon and
there is little comparable management experience on which to draw conclu-
sions regarding implementability.
The value of decentralized, small waste flows systems began to be
recognized in the 1970s as being important as long-term rather than short-
term alternatives to centralized collection and treatment. As a result,
communities preparing facilities plans after 30 September 1978 were re-
quired to provide an analysis of the use of innovative and alternative
wastewater processes and techniques that could solve a community's waste-
water needs (PRM 78-9; USEPA 1978a). Included as alternative processes are
individual and other on-site treatment systems with subsurface disposal
units (drain fields).
The 1977 Clean Water Act amendments recognized the need for continual
supervision of the operation and maintenance of decentralized on-site sys-
tems. USEPA Construction Grants Regulations (USEPA 1978a and 1979b) which
implement the Act require an applicant to meet a number of preconditions
2-114
-------
before a construction grant for private wastewater systems may be made,
The preconditions to be met include:
• Certifying that a public body will be responsible for the
proper installation, operation, and maintenance of the
funded systems;
• Establishing a comprehensive program for the regulation and
inspection of on-site systems that will include periodic
testing of existing potable water wells and, where a sub-
stantial number of on-site systems exists, more extensive
monitoring of aquifers;
• Obtaining assurance of unlimited access to each individual
system at all reasonable times for inspection, monitoring,
construction, maintenance, rehabilitation, and replacement.
PKM 79-8 extends these requirements to grants for publicly owned systems.
Regardless of whether the selected alternative is primarily central-
ized or decentralized, four aspects of the implementation program must be
addressed:
• There must be legal authority for the managing agency to
exist and financial authority for it to operate;
• The agency must manage construction, ownership, and opera-
tion of the facilities;
• A choice must be made between the several types of long-term
financing that are generally required in paying for capital
expenditures associated with the project;
• A system of user charges to retire capital debts, to cover
expenditures for operation and maintenance, and to provide a
reserve for contingencies must be established.
In the following sections, these requirements are examined first with
respect to centralized systems and then with respect to decentralized
systems.
Centralized Systems
The Moose Lake-Windemere Sanitary District was formed in accordance
with Minnesota Statutes Chapter 116A. This chapter enables a County Board
or District Court to create a sewer district for the purposes of construct-
2-115
-------
ing, operating, and maintaining wastewater collection and treatment faci-
lities. Additional powers include the power to make contracts, to incur
indebtedness, and ro levy user charges, special assessments, and taxation
(Otis and Steward 1976) .
The District would construct, maintain, and operate the centralized
collection and treatment facilities proposed in Alternatives 3 through 7,
except those parts of Alternatives 4, 6, and 7 that propose utilizing the
WWTP operated and maintained by the City of Moose Lake. These alternatives
require revisions of the agreement with the city to facilitate the up-
grading of the lift station and lagoons and provision for distribution of
operation and maintenance costs.
The managerial capacity of the District can be readily expanded to
provide for additional centralized collection systems proposed for Alter-
natives 3-7. There are several options for septic tank effluent pumps that
are connected to pressure sewers:
• The station may be designed to agency specifications, with
the responsibility for purchase, maintenance, and ownership
residing with the homeowner;
• The station may be specified and purchased by the agency,
with the homeowner repurchasing and maintaining it;
• The station may be specified and owned by the agency, but
purchased by the homeowner;
• The station may be specified, purchased, and owned by the
agency.
Alternative 5 proposes a centralized peat bog treatment system to
treat wastewater from homes along a limited segment of the Island Lake
shoreline. This would require expansion of the managerial capacity of the
District into the operation and maintenance of a treatment facility, which
is beyond its present scope, but within its authority and capability. The
implementability of Alternative 5 faces serious questions in the context of
approvals that would be required from Federal and State of Minnesota grant-
ing and permiting agencies. Specifically, the peat bog system design has
had no technical feasibility assessment made prior to this level of the
2-116
-------
planning. As a result, the time that may be required to determine the
feasibility of bog treatment for the secondary effluent and the time re-
quired to gain granting and reviewing agency approval of this alternative,
may eliminate any present cost advantage by postponing construction until
the federal funding level for alternative and innovative treatment systems
falls from the 85% level to 75% of the total cost.
Capital expenses associated with a centralized project component may
be financed by several techniques which are discussed in detail in Section
4.1.3. User charges are set at a level that will provide for repayment of
long-term debt and cover operation and maintenance expenses. The user
charges for the different alternatives are discussed in Section 4.1.3. In
addition, prudent management agencies frequently add an extra charge to
provide a contingency fund for extraordinary expenses and for equipment re-
placement.
Decentralized Systems
The local agency presently responsible for approval and regulation of
on-site systems in the project area is the office of the Pine County Zoning
Administrator.
In general, regulation of on-site wastewater treatment systems has
evolved to the point where most new facilities are designed, permitted, and
inspected by local health departments or other agencies. After installa-
tion, the local agency has no further responsibility for these systems
until malfunctions become evident. In such cases the local agency may
inspect and issue permits for repair of the systems. The sole basis for
governmental regulation in this field has been its obligation to protect
public health. Rarely have governmental obligations been interpreted more
broadly to include monitoring and control of other effects of on-site
system use or misuse. The general absence of quantitative information
concerning septic system impacts on groundwater and surface water quality
has been coupled with a lack of knowledge of the operation of on-site
systems. The State of Minnesota does not presently have legislation which
explicitly authorizes governmental entities to manage wastewater facilities
2-117
-------
that are not connected to conventional collection system. However, Min-
nesota Statutes Sec. 444.085, Sec. 444.065, Sec. 444.075 and Chapter 116A
have been interpreted as providing cities, villages, counties, and special
purpose sewer and water districts, respectively, with sufficient powers to
manage decentralized facilities (Otis and Steward 1976).
The purpose of managing a decentralized system through the sanitary
district would be to balance the costs of management with the needs of
public health and environmental quality. Management by the sanitary dis-
trict for this new purpose implies formation of a new agency charter and
formulation of new policies. A discussion of community obligations for
management of private wastewater systems and six community management
models can be found in the Draft-Generic Rural Lake Projects EIS (USEPA
1981).
The cluster systems proposed in Project Alternatives 3, 4, 5, and 6
could be managed by one of several agencies. The MLWSD probably is best
equipped at this point to assume responsibility for these systems. While
the technologies involved may be unsual for the District, no components are
involved that are especially difficult to manage. Other possible manage-
ment agencies include different authorization for the County Zoning Depart-
ment, a township board, another division of county government, another,
special district, or a public utility commission (USEPA 1979). The system
itself should be simple to manage. The residential pumping units use
electrical power; thus, power interruptions may result in operational or
environmental problems. Maintenance and repair activities are more cri-
tical for this system than for gravity sewers. Regular cleaning of the
septic tanks is essential for the system to operate properly. The opera-
tion of the cluster drain field must be carefully monitored so that the
treatment aspect of the soil is not abrogated. The billing of the user
charge could be similar to the charge system set up for the conventional
gravity sewer and treatment plant.
The management of on-site systems (Alternatives 2-7) can be accom-
plished in many ways (USEPA 1979 and 1979). The management structure will
depend primarily on state law and local preference. The USEPA requires a
public agency to serve as grantee and to provide assurances that the sys-
2-118
-------
terns be constructed properly and that maintenance be performed to ensure
that environmental laws are not violated. In other locations around the
nation many different agencies are presently responsible for on-site sys-
tems: health departments, sanitary districts, homeowners' associations,
on-site management districts, private companies, and county government.
Management responsibilities range from a detailed permit process to com-
plete ownership of all facilities. There are certain advantages with each
type of management and ownership option. Complete control by the agency
comes closest to guaranteeing that the systems will be operating at optimal
levels, but represents the most costly approach. The least costly approach
would be to keep the homeowner responsible for all maintenance activities
and costs. The homeowner then would be more inclined to utilize water-sav-
ing measures and other methods to minimize maintenance costs. However,
environmental protection may suffer when the homeowner is responsible for
maintenance, but appropriate maintenance is neglected. Other factors also
should be considered. Systems for residences constructed after 27 December
1977 are not eligible for Federal grants. Having the homeowner pay for
installation constitutes a considerable expense for new residences. This
funding requirement would discourage future on-site systems and cause
residential growth in the area. Additionally, the USEPA requires the
grantee to certify that public ownership is not implementable, a demon-
stration that may be difficult to make.
The agency in the planning area with the most experience with on-site
systems is the Pine County Zoning Department. However, the Zoning Depart-
ment has no experience in writing and implementing contracts, because their
primary role is issuing permits and ispecting construction. The MLWSD has
the necessary experience with contracts and management of maintenance
activities, although it does not have management experience with on-site
systems. Experience with on-site systems is crucial for the personnel
responsible for the design, construction, and inspection of these systems.
Thus it is anticipated that the most cost-effective managerial arrangement
would be for the Zoning Administrator to maintain authority over the in-
stallation and management of on-site systems, and for the District to
perform the functions of contracting, billing, administration, and main-
tenance. The local costs for the construction of new systems and reha-
2-119
-------
bilitation of existing systems can be assessed equally to each user by a
variety of means, or can be assigned to the respective homeowners. Opera-
tion and maintenance costs also can be handled in the same way, based on
public or private ownership. The billing system could be similar to that
used in the centralized waste water management system.
2.6.2 The Recommended Project Alternative
The recommended action from both an economic and environmental per-
spective is to implement Alternative 2 - on-site system upgrades for the
entire service area. The significant beneficial environmental impact of
Alternative 2 includes elimination of any phosphorus load to the lakes that
might now or in the future be due to failing on-site systems. Alterna-
tive 2 will help prevent further degradation of the project area lakes.
Alternative 2 has an estimated total present worth cost of $1,012,890.
The MLWSD Facility Plan recommended alternative was for conventional gra-
vity sewer installation around Island Lake and Sturgeon Lake, with treat-
ment at the Moose Lake WWTP upgraded to meet the additional demand. This
is equivalent to Project Option 7A, presented herein, which has an esti-
mated total present worth of $4.8 million. Another alternative under
discussion by the MLWSD is provision of a conventional gravity collection
system for Island Lake only, with treatment at the Moose Lake WWTP upgraded
to meet the demand. This is equivalent to Project Option 6A which has an
estimated total present worth of $3.2 million.
Compared with alternatives that include centralized collection and
treatment, Alternative 2 is expected to have fewer construction impacts
because extensive construction within road right-of-ways is not required.
Adverse construction impacts that might result in disturbance and erosion
on individual lots can be mitigated with good construction management
practices. Alternative 2 is not expected to have impacts on the ground-
water that are significantly different than any other action alternative.
2-120
-------
Evaluation of the existing data on the natural and man-made environ-
ment in the project area indicates that existing water quality impacts due
to on-site systems are inconsequential in the context of other manageable
and unmanageable nutrient sources, and that the recommended action will not
significantly improve the quality of the lakes.
The on-site upgrades for Alternative 2 were designed on a lot-by-lot
basis to correct the obvious and potential problems identified in Section
2.2.3. A summary of the total on-site systems to be upgraded and the
components included is presented in Table 2-13. The appropriate on-site
upgrades were determined based on soil characteristics, depth to ground-
water, landscape slope, and lot size. In addition, all septic tanks would
be fitted with an observation port to permit inspection.
For the entire project area a total of 58 residences would have one or
more major components upgraded to correct obvious and potential problems,
and an additional 228 residences spread over 415 existing lakeshore lots
would receive some type of upgrade in the future (20 year design period).
The number and types of upgrades are projected subject to revision after
site inspection during final design.
The future management objectives for residences with on-site systems
can be met in a number of ways (Section 2.6.1.3.). It is anticipated that
the most cost-effective managerial system would be for the County Zoning
Administrator to maintain authority over the installation and management of
the on-site systems (as is presently the case) and that the MLWSD would
perform the contracting, billing, administration and maintenance functions.
If these on-site system management functions were delegated and accepted by
the respective local units of government, Alternative 2 - on-site system
upgrades for the entire project area would eliminate problems with on-site
systems in the most cost effective manner, with a minimum of adverse envi-
'ronmental and financial impacts.
2-121
-------
3.0. AFFECTED ENVIRONMENT
Elements of the natural and man-made environments of the planning area
are described in this chapter. The contents of this chapter are based upon
a compendium of new information gathered during the preparation of this
Phase II Report (the EIS) and updated and corrected information from the
Existing Conditions chapter of the Phase I Environmental Report (USEPA
1981). Corrections and supplements to portions of the Phase I Report were
made by USEPA based on public comments on that document made at the 24
April 1981 public meeting and based on comments received from the MPCA, the
MLWSD, and the CAC.
3.1. Natural Environment
3.1.1. Atmosphere
The significant elements of the atmospheric environment are: climate,
air quality, and noise. A summary of the characteristics of these elements
follows.
3.1.1.1. Climate
Minnesota has a continental climate. Seasonal average temperatures at
Moose Lake range from the high 60s (degrees fahrenheit [°F]) in the summer
to below freezing in the winter, with an annual average temperature of
approximately 40 °F. Precipitation averages 28.16 inches annually and is
heaviest from April through September (National Oceanic and Atmospheric
Administration [NOAA] 1979a). Recorded wind data from Duluth, Minnesota,
located approximately 35 miles northeast of the study area, indicate that
winds predominantly blow out of the west-northwest, except in May, June,
and August, when they originate from the east (NOAA 1979b).
Field investigations were conducted in the project area in 1981 during
the periods of 24-27 August; 7-15 September; 28-30 September; and 1-5
October. During these sampling periods, prevailing wind directions were
3-1
-------
easterly; westerly changing to southerly and then back to northwesterly;
easterly; and widely variable, respectively.
Peak daily air temperatures recorded at the Duluth International
Airport over the periods of field sampling are presented in Appendix J.
The strong 5-day warming trend indicated by increased peak daily tempera-
tures between 9 September and 13 September preceeded the blue-green algae
bloom observed in Island Lake on 14 September 1981 (Section 3.1.3.2.).
3.1.1.2. Air Quality
Moose Lake is located in the Duluth-Superior Interstate Air Quality
Control Region (AQCR) #129. Air quality parameters for both Carlton and
Pine counties are below the National Ambient Air Quality Standards (NAAQS).
Concentrations of total suspended particulates (TSP), sulfur dioxide (SO ) ,
and ozone (0_) in Carlton County are better than the NAAQS. Carbon mon-
oxide (CO) levels cannot be classified, but are thought to be below the
NAAQS. In Pine County, TSP, SO , 0 , and CO concentrations are all better
than the NAAQS. The entire State of Minnesota either cannot be classified
or is better than the national standard for nitrogen dioxide (By telephone,
Mr. Jay Bortzer, USEPA to WAPORA, Inc., 16 January 1981).
There are no significant odor problems in the area. One minor odor
problem is associated with the stabilization pond at the Moose Lake waste-
water treatment plant (WWTP). The spring thaw and normal break-up of the
pond produces a short-term odor problem (By telephone, Mr. Pat Mader, MPCA
to WAPORA, Inc., 23 March 1981). Another odor problem is reported by
homeowners with property adjacent to Island Lake associated with algal
bloom accumulations along the shoreline (Section 3.1.4.1.). This problem,
which results from wind blowing floating blue-green algae shoreward, is
reported to occur in Island Lake periodically throughout the summer months,
but primarily in August and September (Personal communication, Citizens
Advisory Committee to WAPORA, Inc. October 1981).
3-2
-------
3.1.1.3. Noise
The only major source of noise in the planning area is the heavy
trucks utilizing Interstate 35, the major link between Duluth and the Twin
Cities. There are no other significant noise sources located in this pre-
dominantly rural area (By telephone, Mr. Al Perez, MPCA to WAPORA, Inc., 20
February 1981).
3.1.2. Land
3.1.2.1. Geology
The Phase I Environmental Report (USEPA 1981) provided detailed dis-
cussions of topography, surficial glacial geology, and bedrock geology for
the project area. An important geological consideration to wastewater
management is that depth to bedrock in the project area is usually in
excess of 50 feet. This means that septic leachate will not generally have
access to fractured bedrock or to solution channels in bedrock and thus,
the potential for well contamination is reduced.
3.1.2.2. Soils
The Phase I Environmental Report (USEPA 1981) also provided discus-
sions of general soil associations and soil suitability for wastewater
treatment in the project area. However, a detailed soil survey was not
available for Pine County and the generalized data presented in the Phase I
Report were insufficient for the purposes of evaluating wastewater treat-
ment systems in terms of the soil characteristics of individual lots in
Windemere Township. Therefore, a detailed soil survey of the portion of
Windemere Township (Pine County) immediately surrounding Island, Sturgeon,
Rush, and Passenger Lakes was conducted. The results of this survey are
summarized and evaluated in Section 2.2.1.1. of this report. A copy of the
original soil survey report and soil unit map is presented in Appendix B.
3-3
-------
3.1.3. Water Resources
The Phase I Environmental Report (USEPA 1981) provided a synopsis of
baseline information on the water resources of the planning area. The
topics covered included hydrology, water uses, water quality and effluent
discharge standards, and published water quality data on the surface water
of Pine and Carlton Counties. Groundwater quality and uses were also
covered.
This EIS focuses on a more limited geographic setting, covering new
information gathered on the Windemere Township lakes and streams. Aspects
of the new information utilized for assessing the need for improved waste-
water treatment are presented in the following sections.
3.1.3.1. Surface Water Resources
The residents of Windemere Township regard the project area lakes as a
most valuable recreational resource. The special attractions of Island and
Sturgeon Lakes, in particular, are attested to by the concentration of the
Township's recent residential growth along their shorelines (Section
3.2.1.).
The Windemere Township lakes encompassed by the proposed project area
(Figure 2-4) are:
• Island Lake, 582 acres; mean depth, 11 feet
• Sturgeon Lake, 1,456 acres; mean depth, 22.5 feet
• Rush Lake, 88 acres; mean depth, 5.6 feet
• Passenger Lake, 75 acres; mean depth, 7.1 feet.
Also in the Township, but outside the project area, are Sand Lake, Lake
Eleven, Lake Twelve, Dago Lake, and Big Slough Lake. Sand Lake, already
sewered by the MLWSD, is 575 acres in size with an average depth of 13.9
feet. The other four outlying lakes are small (less than 100 acres) and
less accessible to Interstate Highway 35 than are Sand Lake or the project
area lakes. Of the four service area lakes, only Passenger Lake does not
3-4
-------
have a public access available for boat launching. The launch site on Rush
Lake, while not strictly private, is not immediately accessible via County
highway, and appears to be used principally by nearby property owners.
Surface Water Movement
Two small, continuously flowing lake outlet streams are found in the
project area portion of Windemere Township. One is the outlet of Island
Lake, which drains to the Moose River via Sand and Coffee Lakes. The other
is the outlet of Passenger Lake which drains to the Moose River via the
Willow River. Rush and Sturgeon Lakes are "seepage lakes" with no defined
inflow streams and no continuously flowing surface outlets. Island Lake,
according to the USGS topographic sheet (1979), has two unnamed, inter-
mittent tributary streams entering on the north shore and two additional
unnamed, discontinuous inlets entering its northwest basin via Little
Island Lake. Information on surface water discharge from the lakes via
groundwater flow is presented in Section 2.2.1.5.
Water Levels
Water level fluctuations in Island Lake have been an important local
issue (Personal communication, Mr. Harold Westholm, MLWSD to WAPORA, Inc.).
A few developed lots on Island Lake are reported to experience standing
water due to excessive lake levels for up to one month each year. These
problems are related to seasonal events such as spring runoff or summer
storms which can result in 0.5- to 1.0-foot water level increases in a
short period of time (MDNR records, unpublished). These flooding problems
probably are aggravated by a long-term trend in increasing water levels due
to climatic changes affecting all of the lakes in the project area. All of
the lakes in the region reached their contemporary low levels during the
draught years of the 1930s, prior to any extensive lakeshore residential
development. Since that time, lake levels have increased. According to
MDNR records (unpublished), the annual maximum water level in Island Lake
has increased approximately 2.6 feet since 1941, and the annual maximum
level In Sturgeon Lake has increased approximately 0.7 feet since 1945.
The difference between these rates of increase may be attributable, in
3-5
-------
part, to differences in the soils of the watersheds of these lakes and in
watershed size. The Island Lake watershed is more than two and a half
times greater in size than the Sturgeon Lake watershed and also has less
permeable soils, thus contributing to increased runoff under conditions of
increased precipitation. In addition, a number of other factors may have
combined to accelerate the increases in the annual maximum water levels in
Island Lake. Recent siltation of the outlet of Island Lake may have de-
creased it's stormwater outflow capacity. A general siltation of clayey
soil materials in the lake due to recent shoreline development may also
have reduced the lake's overall groundwater outflow capacity. Also, the
groundwater table level in the area has increased since the 1930's and may
be contributing to higher lake levels (Personal communication, David Ford,
MDNR hydrologist to WAPORA, Inc., 2 February 1982). Increases in the
acreage of impervious surfaces, including roof tops, roads, parking lots,
and hard packed soils in the Island Lake watershed, coupled with modern
agricultural drainage practices in the area, also may have contributed to
increased watershed runoff intensity during wet-weather periods. A permit
to place an additional culvert at the Island Lake outlet in order to in-
crease the stream outflow capacity has been applied for (Personal com-
munication, Mr. Harold Westholm, MLWSD to WAPORA, Inc.). It is anticipated
that an increase in lake outflow capacity will reduce the duration of
flooding problems.
3.1.3.2. Water Quality of the Project Area Lakes
Representatives of the MLWSD have seen the water quality problems of
Island Lake as a primary impetus for facility planning in Windemere Town-
ship. The plan to provide sewage collection and treatment around Island
Lake as a means of improving water quality and providing a convenience for
residential users has been discussed frequently at public meetings, re-
ported on in local newspapers, and cited in formal communications (Section
1.1.). Although the MLWSD Facility Plan also proposes the sewering of most
of the Sturgeon Lake shoreline, reference is not made to the water quality
improvements that could result from sewering Sturgeon Lake. Sturgeon Lake
is not cited in the Facility Plan as having severe algal blooms or poor
water clarity. Rush and Passenger Lakes, likewise, have not been described
3-6
-------
as degraded. The proximity of Island Lake to the existing sewage col-
lection network and the local perception that failing on-site systems are
largely responsible for it's blue-green algae blooms and poor water clarity
reinforce the emphasis on serving Island Lake with sewers.
One objective of this EIS is to provide an up-to-date and quantitative
framework in which to portray the water quality of all four service area
lakes. Future residential growth has been projected on platted lots around
all four lakes (Section 3.2.1.) and thus, protection of the quality of
Sturgeon, Rush, and Passenger Lakes is as important to consider as improv-
ing the quality of Island Lake.
Water quality parameters measured in the lake waters during 1981 and
1982 field studies included:
• Dissolved oxygen concentrations and temperature with depth
to describe lake stratification.
• Chlorophyll ji concentration as an indication of overall phy-
toplankton productivity.
• Secchi disk depth and phytoplankton biovolume as measures
of water clarity and blue-green algae abundance.
• Phosphorus concentration as an indication of lake
fertility.
Sampling Stations and Schedule
The sampling stations visited and the sampling program and schedule
carried out in the late summer and fall of 1981 also are described in
Appendix J. Supplemental sampling took place in February 1982 which in-
cluded the collection of lake water phosphorus samples and surficial lake-
bed sediment samples. The complete field survey program and schedule is
summarized in Appendix J. Little Island Lake, a sub-basin of Island Lake,
was included in the February 1982 sampling for comparative purposes because
the land use in its watershed does not include shoreline residential devel-
opment.
3-7
-------
Field Conditions During Sampling
The sampling dates included both warm and cold weather conditions. A
blue-green algae bloom, which produced floating accumulations of algae over
the surface of Island Lake and algal "mats" on its downwind shores, was
observed during the mid-September sampling period. Weather antecedant to
the mid-September sampling was unseasonably warm and sunny (Appendix J),
which resulted in elevated lake temperatures. Weather during subsequent
sampling was in transition to cooler fall weather. Significant heat loss
from the lakes and complete water column mixing had taken place by the 30
September 1981 sampling.
Results of the Surface Water Sampling
Historic dissolved oxygen and temperature profile data were obtained
from the MDNR to supplement the 1981/1982 data. Summary tables and figures
for contemporary and historic data are discussed below.
Of the four lakes sampled, Island Lake had the highest average chlo-
rophyll a. concentrations on both 9 and 15 September, (Table 3-1.) (Island
Lake chlorophyll a_ was lowest in the samples taken just above the sediment
surface and significantly higher at the mid-depth and surface levels [Ap-
pendix B].) Average chlorophyll «i concentrations in Sturgeon Lake were
roughly one-third of the average Island Lake concentration on both Sep-
tember sampling dates. Rush Lake's average chlorophyll a^ concentration was
comparable to Sturgeon Lake's concentration, while chlorophyll a_ levels in
Passenger Lake were higher due to a bloom of non-blue-green phytoplankton.
Phytoplankton biovolume calculations were made based on plankton cell
size measuresment and counts for water samples taken from all three depth
levels. These data describe the overall productivity and give insight into
phytoplankton ecology in late summer. The methodology and results of the
phytoplankton analyses were explained in the Report on Algae (Appendix B).
In order to quantify trophic status and relate phytoplankton growth to
water clarity, graphical presentations of average Secchi disk depth and
average phytoplankton biovolume in the surface samples were made (Figures
3-8
-------
Table 3-1. Average chlorophyll a_ concentrations for Island, Sturgeon,
Rush and Passenger Lakes. Mathematical averages of analy-
tical results from surface, mid-depth, and off-bottom samples
at 6, 4, 1, and 1, stations respectively.
Lake No of Stations 10 September 1981 15 September 1981
Island
Sturgeon
Rush
Passenger
6
4
1
1
27 ug/liter
09 ug/liter
11 ug/liter
15 ug/liter
26 ug/liter
09 ug/liter
11 ug/liter
23 ug/liter
3-1 and 3-2). In these figures biovolume was plotted inversely, on the
y-axis, to more conveniently show the cause-and-effeet relationship of
plankton abundance (as biovolume) to water clarity (as Secchi disk depth).
Comparison of these two parameters indicates a continuing direct relation-
ship over the sampling period between plankton abundance and water clarity
for Island, Sturgeon, and Rush Lakes. The anomalously poor water clarity
of Passenger Lake, with respect to the relatively low phytoplankton bio-
volume observed, is attributable to non-living organic matter present in
the surface waters, probably originating from the marshlands surrounding
the lake.
Although chlorophyll a_ data were not taken on all 1981 sampling dates,
the general levels of chlorophyll and all other parameters interrelate in a
logical fashion for one simultaneous sampling of the lakes (excepting the
anomalous Passenger Lake). The relationship of water clarity and biovolume
of phytoplankton (especially of blue-green algae) with chlorophyll a_ is
illustrated by the data from the sampling period of 14 and 15 September
1981 (Table 3-2). On these dates, a severe blue-green algae bloom was in
progress in Island Lake. Blue-green algae also were found to dominate the
phtoplankton populations in Sturgeon and Rush Lakes on these dates, but not
to "bloom" proportions. Passenger Lake had only a small portion of its
phytoplankton population made up of blue-green algae (Table 3-2).
3-9
-------
OJ
I
3.80
3.70
3.60
3.50
3.40
3.30
3.20
3.10
8 3.00
flj
M-t
£ 2.90
01 2.80
JS
u 2.70
2 2-60
U-l
2 2<5°
2 2.40
e 2.30
•S 2.20
f 2.1°
-------
o
i4
03
30 —
40
50
60
70
80
100
150
200 .
300
400
o 500
£ 600
800
1000
1500
2000
"T
26 August
T
1 September
T
T
9 September 15 September
"T—I
30 1 Oct.
Sept.
5 Oct.
Figure 3-2. Average phytoplankton biovolume values with time. Data are from 1981 field surveys
of Island, Sturgeon, Rush, and Passenger Lakes, Pine County, MM. Plotted values
are numerical averages of surface samples only and are plotted inversely to correl-
ate with Secchi disk values.
-------
Table 3-2. Average Secchi disk, surface chlorophyll £, and surface bio-
volume values on Island, Sturgeon, and Rush Lakes 14-15 Sep-
tember 1981.
Parameter
Secchi disk
depth in meters
Phytoplankton bio
volume at the surface,
in urn /I water
Chlorophyll a at the
surface in ugl/1
Island
1.29
(lowest)
1851
(highest)
25
(highest)
Lake
Sturgeon
2.58
(intermediate)
163
(intermediate)
9
(intermediate)
Rush
3.63
(highest)
71
(lowest)
5
(lowest)
All three lakes cited had blue-green algae comprising in excess of 70%
of the biovolume estimated in the surface samples; Passenger Lake,
not represented in the table, had less than 25% of the phytoplankton
counted as blue-green in the surface samples.
Based on the data presented in Table 3-2, it was concluded that blue-
green dominance at the lake surface had an effect on water clarity propor-
tional to both total phytoplankton biovolume and chlorophyll a^ concentra-
tion of the surface in Island, Sturgeon, and Rush Lakes. Island Lake had
the lowest water clarity and the most severe blue-green algae bloom prob-
lems. Sturgeon and Rush Lakes had less blue-green algae at the surface and
much better water clarity (Table 3-2). The relatively low clarity found on
3
15 September in Passenger Lake (1.80 meters, Secchi disk; 112 urn /liter
biovolume at the surface; 5 ug/1 chlorophyll a_ at the surface) was not due
to blue-green algae abundance. The dominant species found in Passenger
Lake were golden brown and green algae (Appendix H).
Stratification and destratification of the lakes are of interest
because the stability of the water column may affect the amount of phos-
phorus which may be mobilized from lake sediments and low-lying waters to
induce blue-green algal bloom problems. Thermal and chemical lake strati-
3-12
-------
fications are quantified, respectively, by gradations in temperature and
dissolved oxygen concentration with depth in the lake. A temperature and
oxygen concentration plot can be used to locate the depth range over which
the gradations are greatest. In instances where the epilimnion (surface
layer) of a lake is considerably warmer and more oxygen rich than the
underlying hypolimnion, the zone of most rapid gradation is termed "thermo-
cline" for temperature and "chemocline" for oxygen gradation. The depth
ranges for these zones of rapid gradation in the project area lakes are
well defined in some of the profiles presented in Appendix J.
Just as the productivity and clarity of each of the project area lakes
are unique (Table 3-2), the dissolved oxygen/temperature profile charac-
teristics are highly individual (Appendix J). The forces which most strong-
ly shape the summer dissolved oxygen and temperature profiles are lake
shape and volume, rate of solar energy influx, and the degree of wind mix-
ing (circulation). Ragotzkie (1978) has developed an empirical formula
which expresses the effect of wind mixing on thermocline depth as a func-
tion of lake "wind fetch" (the distance over the lake on which the wind
blows in an uninterrupted path). This predictive equation states that: in
temperate climates, the average depth of the summer thermocline (in meters)
is estimated by four times the square root of the wind fetch (in kilo-
meters) for lakes with a fetch between 1 and 20 kilometers. Using this
formula for the project area lakes, where applicable, the average summer
thermocline depths were estimated. These estimates were compared with the
observed thermocline depth ranges (Table 3-3). Observed thermocline depth
ranges were estimated based on the profiles in Appendix J. The thermocline
depth prediction for Island Lake's greatest fetch is generally in good
agreement with the observed thermocline ranges and especially good for the
14 September 1981 sampling date when the gradations of temperature and
oxygen were strong. The estimated thermocline depth for Sturgeon Lake (25
feet maximum) does not compare well with the profiles.
The reason that no thermocline has been observed in Sturgeon Lake
profiles (Appendix J) may stem from the fact that little protective topo-
graphic relief exists on the south and west shores, increasing the potent-
ial for wind mixing, and from the strong role of groundwater in the flow
3-13
-------
Table 3-3. A comparison of predicted and observed depth of the thermo-
clines in Island and Sturgeon Lakes, Pine County MN. Pre-
dicted depth of thermocline based on the equation of Ragotz-
kie (1978).
Greatest Predicted Least Predicted Observed
Fetch Thermocline Fetch Thermocline Thermoclines
Lake
Island
1.50 mi.
20 ft. 0.30 mi
Sturgeon 2.28 mi.
25 ft. 1.00 mi.
NA (Aug. 1967) 20'-25'
(Aug. 1979) 15'-20'
vAug. 1979) 15'-20'
(Sept. 1981) 19'-20'
17 ft. No thermocline ob-
served. Complete
mixing is assumed.
NA: Calculation not appropriate for fetch less than 1 Km (0.62 miles).
regime of the lake. Sturgeon Lake is principally a "seepage lake" and
significant groundwater influx may be occurring in spring and early summer
which could prevent the formation of a strong thermocline. The tendency of
Sturgeon Lake to remain homeothermal is illustrated by the profiles made
from the 4 August 1955 sampling of Sturgeon Lake (MDNR, unpublished) when
the warmest surface water temperatures ever recorded did not result in a
thermal stratification (Appendix J.).
Based on the information presented above, the potential for phosphorus
cycling from the hypolimnions of the project area lakes may be evaluated as
follows:
• Island Lake is classed as "polymictic", meaning that it
mixes more than twice each year. It has an elongate shape
and, depending on prevailing wind direction, the depth of
the summer thermocline may be less than that associated with
the greatest fetch. Thus, periodic thermal stratification
and/or development of an anoxic hypolimnion is followed by
partial mixing of the understrata with surface waters.
This reasoning is supported by the progressive phases of
Island Lake's stratification and destratification observed
to be associated with weather changes in September 1981
(Appendix J).
3-14
-------
• Sturgeon Lake appears to remain thermally unstratified
throughout most of the summer (Appendix J.). Although
observations are limited to five warm season profiles, the
existing data indicate that Sturgeon Lake is also "poly-
mictic" and that oxygen is generally greater than 1.0 mg/1
throughout the water column.
• Rush and Passenger Lakes are probably both "dimictic",
meaning that circulation is complete only in spring and fall
when water temperatures are low. Oxygen was deficient in
the hypolimnions of both lakes during September 1981.
For each lake, important phosphorus cycling inferences may be made
from the lake mixing classifications (above) and from chemical strati-
fication profiles. Phosphorus availability to phytoplankton of the project
area lakes is influenced by many physiochemical factors, but can be gen-
erally represented as follows. This bioavailability of sedimentary phos-
phorus is advanced by conditions which result from very low levels of dis-
solved oxygen and retarded under the chemical environment provided by more
oxic conditions. A periodic re-circulation of low lying (hypolimnetic)
waters that have become anoxic may cycle biologically available phosphorus
to the productive upper water layers and thus can aggravate the symptoms
of eutrophication.
Based on the analysis made in this EIS, the blue-green algae bloom
problems observed in Island Lake each summer appear to be aggravated by
phosphorus being periodically cycled to the epilimnion from the sediments
and hypolimnetic waters.
Sturgeon Lake's hypolimnion appears to be a phosphorus "sink" through-
out most of the summer. Only on one occasion out of five warm season field
surveys was low dissolved oxygen found in Sturgeon Lake (4 August 1955) and
on that sampling date very low oxygen was found only below 35 feet of
depth. It can be concluded that the waters of Sturgeon Lake probably
remain generally well oxygenated throughout most summers if it is assumed
that, as observed, water circulation usually extends to the 35-foot depth
level.
Although the water quality data base for Rush and Passenger Lakes is
limited, the existing information suggests that their hypolimnions are
3-15
-------
generally summer phosphorus sinks which preclude phosphorus cycling to
surface (epilimnetic) waters.
Supplemental Total Phosphorus Sampling and Sedimentary Studies
An additional sampling visit was made to Island and Sturgeon Lakes
during the period of 3-5 February 1982 to determine the levels of total
phosphorus (P ) in the water column and to measure the chemical character-
istics of surficial lake-bed sediments. The objective of gathering the
supplemental data was to improve the analysis of needs documentation by
determining if there were high levels of phosphorus enrichment attributable
to on-site system failures.
Island and Sturgeon Lakes and Little Island Lake were studied. Little
Island Lake has a large watershed area relative to its surface area and the
surface water outflow from it is via road bed culvert which discharges
directly to Island Lake. There is only one dwelling unit in the Little
Island Lake watershed and no shoreline development (Figure 3-3). No blue-
green algal bloom problems have been documented in Little Island Lake.
It was thought that if, as presented by the MLWSD (Section 2.3.1.2.),
a disproportionately large number of septic system surface failures existed
on the shoreline lots of Island Lake, a conservative parameter such as
phosphorus may reflect this in the water column or in near-shore lake
sediments. Little Island Lake was studied for comparative purposes because
it should be influenced only by non-wastewater phosphorus inputs from its
watershed. The sampling stations visited for water column and sediment
grab sampling in these supplemental studies are presented in Figure 3-3.
The 15- and 25-foot depth contours are included in Figure 3-3 to illustrate
that the majority of the surficial sediment grab samples taken were above
or slightly below the 15-foot depth contour.
Over the long term, the processes of sediment delivery, settling, and
resuspension are expected to "focus" light organic materials and clay
particles into the deeper (profundal) zones of these lakes, resulting in
3-16
-------
Surficial sediment
grab sample
* Intact 60 centimeter
sediment core
Figure 3-3. Stations established for sampling of water column total
phosphorus, surficial sediment characteristics, and intact
sedimenticores. All samples taken in February and March
of 1982.
3-17
-------
continued sediment deposition in areas of more than 25-foot depth. These
processes scour unvegetated littoral sediments so that surficially deposi-
ted silt within the 10- to 20-foot depth contours would be expected to be
most strongly reflective of any ongoing pollution from nearby land uses.
Little Island Lake is largely a littoral environment where sediment "focus-
ing" into the profundal zone is not as significant. Sturgeon Lake has an
extensive profundal zone and Island Lake is intermediate in the proportion
of the bottom area defined as profundal. Sediment focusing processes are
more significant in Island and Sturgeon Lakes.
The water column samples, also taken on 3 and 5 February 1982, were
tested for P concentrations only. The P water samples were taken at
stations 2 and 9 in Island Lake, stations 12 and 13 in Little Island Lake,
and stations 14 and 18 in Sturgeon Lake (Figure 3-3). Only a large scale
failure rate of on-site wastewater treatment systems around Island Lake or
Sturgeon Lake would be reflected in these water column P concentrations
because dispersion rates of nearshore waters would probably be low under
ice cover conditions. At the time of sampling, more than 56 inches of snow
cover was reported to be on the ground, ice cover on the lakes exceeded 24
inches, and water clarity in all three lakes appeared to be high. Complete
oxygen depletion was not observed in the lakes (Table 3-5). In both Island
and Sturgeon Lakes, water was sampled both below the ice and just above the
bottom. The resultant water column P values are presented in Table 3-4.
The laboratory detection limit for the reported P values is 0.01 mg/liter.
A special phosphorus form, non-apatitic or inorganic phosphorus, which
is "biologically available" was tested in the sediment samples by the method
of Williams and others (1976). This phosphorus form was tested because it
best reflects the presence of phosphorus which originates from human waste
and fertilizer sources. The non-apatitic phosphorus testing method was
identical to the method utilized in the intact sediment core analyses as
described in Section 2.1.3.4. (a study of the trophic history of Island
and Sturgeon Lakes).
3-18
-------
Table 3-4. Total phosphorus concentrations in the waters of Island, Lit-
tle Island, and Sturgeon Lakes, 3-5 February 1982 (USEPA
Method 365.3).
Lake
Island
Island
Island
Island
Little Island
Little Island
Sturgeon
Sturgeon
Sturgeon
Sturgeon
Station
Number
09;
09;
02;
02;
12;
13;
14;
14;
18;
18;
surface
bottom
surface
bottom
surface
bottom
surface
bottom
surface
bottom
P^ (mg/ liter)
0.01
0.07
0.053
0.03a
0.02
0.03
0.03
0.01
" 0.03
0.01
Water Column Average
P^ (mg/ liter)
0.04
0.04
0.03
0.02
0.02
a
Value is an average of two replicates.
Conclusions Based on the Supplemental Studies
No significant differences appear to exist in the average water column
P values between the three lakes. Little Island Lake, which has no on-
site systems located on its shoreline, had an average P concentration
similar to Island Lake (Table 3-4). Plankton growth under the ice is not
likely to have made a large contribution to the reported P concentrations
owing to the reduced light penetration caused by the heavy snow and ice
cover. The positive difference in average water column [P ] between Island
Lake and Sturgeon Lake (0.02 mg/1) probably can be attributed to additional
abiotic phosphorus sources of phosphorus and to a slightly higher produc-
tivity in Island Lake. Nonetheless, this differential in the amount of
phosphorus is small considering that Island Lake has a smaller volume of
water and far more permanent residences around its shoreline than does
Sturgeon Lake (Section 2.2.1.3).
3-19
-------
Results of the analyses of sediment samples are presented in Table
3-5. The number of lake sediment samples tested are insufficient for esti-
mation of lake-wide sediment characteristic averages, primarily because
there are two few profundal zone samples. The limited observations made
based on the sediment sampling data are:
• Wide textural variations were found in the samples within
each lake, but the shallow samples, taken where sediment
scouring was probably greatest, were classified into cate-
gories similar to soil textural classifications on the
adjacent shoreline (Section 2.2.1.1.). Sample #7 from
Island Lake was classified as sandy loam - near clay loam,
reflecting the adjacent natural sandy soils on the upland
area of the northwest shore of Island Lake (Appendix B).
• The concentration of non-apatitic phosphorus measured in
The Little Island Lake sediment sample, station #13 (11 feet
deep), exceeded that of all other stations. This reflects
the potential significance of non-wastewater nutrient sources
LO Little Island Lake and to Island Lake.
• The second highest concentration of non-apatitic phosphorus
was found in Sturgeon Lake, station #15 (10 feet deep)
located offshore from a steep, terraced slope previously in
use as a pasture for dairy cattle.
3.1.3.3. Nutrient Inputs and Lake Trophic Status
The major water quality concern for the four service area lakes .is
eutrophication. The luxuriant plant growth associated with advanced eutro-
phication is generally caused by an excessive input of nutrients to a lake.
The importance of phosphorus as the primary nutrient stimulating plant
growth in lakes is widely accepted in the scientific community (Smith and
Shapiro 1981a, Vollenweider 1979, and Dillon and Rigler 1975). By con-
trolling phosphorus inputs, excessive algal growth can be halted or slowed
it the morphometry and flushing rate of a lake are favorable. Although the
degree to which algal growth will respond to phosphorus inputs has been
controversial (Lorenzen 1981, Rast and Lee 1981, Smith and Shapiro 1981b),
work published by Vollenweider (1979), Schindler (1977), and others suggest
that the appropriate phosphorus load reductions will definitely result in
less eutrophic conditions in certain types of lakes. The pathways and
magnitudes of phosphorus inputs into the project area lakes and the po-
3-20
-------
Table 3-5. Analyses of surficlal lake sediment grab samples. All sampling done 3 through 5 February 1982.
Sample
No.
1.
2.
4.
5.
a "
8.
9.
11.
12.
13.
bU'
15.
16.
17.
18.
19.
mg/1
Dissolved
Oxygen
at Bottom
5.8 mg/1
6.0
6.8
4.8
4.0
10.2
.1.8
5.6
2.8
0.9
12.8
-
1.6
3.0
9.0
5.6
Depth
24 ft
24 ft
20 ft
16 ft
10 ft
6 ft
28 ft
7 ft
3 ft
11 ft
14 ft
10 ft
5 ft
15 ft
14 ft
28 ft
Lake
Island
Island
Island
Island
Island
Island
Island
Island
Little Island
Little Island
Sturgeon
Sturgeon
Sturgeon
Sturgeon
Sturgeon
Sturgeon
£H
5.7
6.0
5.8
5.7
5.8
5.8
5.8
5.6
5.7
5.8
5.8
5.8
5.8
6.0
6.1
5.9
Mg. NAI-Pfkg
(dry wt)
44.1
54.9
18.8
13.6
18.2
45.4
14.8
21.1
76.4
230.0
55.1
103.0
32.5
22.3
25.5
65.4
Volatile Solids
(Z Organics)
19.0
19.2
22.2
20.0
34.7
35.7
23.9
11.8
38.1
32.8
17.7
25.4
26.0
10.0
11.1
24.9
Z Clay
24.0
38.8
15.0
22.1
8.0
28.9
ND
5.8
ND
ND
14.5
40.5
18.0
7.4
5.8
23.9
Z Silt
51.0
60.8
45.0
31.0
43.9
32.3
ND
55.0
ND
ND
68.7
48.1
35.5
20.4
2.4
76.1
Z Sand
25.0
I
40.0
46.9
48.1.
38.8
ND
39.2
ND
ND
16.8
It. 4
46.5
72.7
91.8
I
Textural ,
Classification
Silt loam-near clay loam
Sllty clay loam
Loam
Loam
Sandy loam-near loam
Clay loam-near loam
Silt loam
Silt loam
Silty clay
Loam
Sandy loam
Sand
Silt loam
1 Non-apatite phosphorus on a dry weight basis.
2 Volatile solids calculated by subtracting percent ash (dry weight basis) from 100; the result is intended to portray the
organic fraction.
3 Classifications based on textural triangle (USDA 1962)
Station just offshore from domestic goose farm.
Station Just offshore from dairy farm/ manure pile.
ND - No data due to insufficient sample size for distribution testing.
-------
tential for successful management of the trophic status of these lakes are
discussed in the following two sections.
Estimation of Phosphorus Loads
One of the water quality benefits typically associated with improved
wastewater treatment systems is the elimination of a source of phosphorus.
In assessing the need for new wastewater management systems, USEPA requires
that the projected improvements in lake water quality which would be at-
tributable to the proposed systems be documented explicitly. It is there-
fore important to look at all sources of phosphorus that may be affecting
the service area lakes and to estimate the significance of the phosphorus
resulting from existing on-site treatment systems in relation to the other
phosphorus sources. It is possible that the removal of a single phosphorus
source (e.g., septic tank effluent) would not appreciably change the water
quality of these lakes and that the control of multiple sources would be
needed to reduce eutrophy. Other sources which may be controlled include
lawn fertilizers, construction erosion, cropland erosion, and livestock
waste. Some phosphorus sources such as dustfall, forest land runoff, and
oldfield runoff are unmanageable.
Phosphorus may enter a lake by a number of quantifiable pathways
including municipal treatment plant effluent, atmospheric fallout, overland
runoff, groundwater, resuspension from the lake sediments, or septic tank
leachate. The most precise method for estimating such phosphorus inputs
would be to directly measure the contributions of each source in a waster-
shed. A comprehensive data base of direct measurements would be too costly
for most lakes and was not developed for the service area lakes. Instead,
a phosphorus loading was calculated using a compendium of published lit-
erature values for annual contributions from nonpoint runoff sources, from
precipitation (USEPA 1980), and from a "worst case" estimate of the phos-
phorus load from on-site waste system leachate.
Numerous methods have been reported by researchers (Dillon and Rigler
1975, Dillon and Kirchner 1975, Omernik 1977, and USEPA 1980) for es-
timating the theoretical nutrient export rates from watersheds. For the
3-22
-------
project area lakes, export coefficients from a recently published lit-
erature review (USEPA 1980) were used to calculate annual phosphorus in-
puts. Representative phosphorus export coefficients were selected from the
referenced study based on the regional location, land use, soil type, and
rainfall. The phosphorus export coefficients selected for the service area
and the land use acreages within the watersheds of the four project area
lakes are listed in Table 3-6. The land use classifications were deter-
mined by inspecting aerial photographs and ISPA landsat photographs, from
personal communications with a soil scientist who surveyed the area, and by
field checks by project personnel. The number of hectares associated with
each land use was measured by planimeter after the land uses had been
plotted on a base map.
The phosphorus loading associated with on-site waste treatment systems
was calculated with an occupancy rate of 2.8 persons per dwelling (US
Census Bureau 1980), the number of seasonal or permanent residences, and
the assumption that the per capita phosphorus contribution was 0.8 kg/yr,
with the soil absorption system retaining 25% of the phosphorus (USEPA
1980). Additionally, it was assumed that permanent residents have on-site
systems that fail continuously and that seasonal residents have systems
that fail throughout the summer. Based on the information presented in
Section 2.2.3., this assumption results in a serious over-estimate of the
pollutional significance of on-site systems. The resultant phosphorus load
estimate attributed to on-site systems is also very high because soil
absorption systems usually attenuate much more than 25% of the phosphorus
in septic tank effluent (Section 2.2.2.4). The estimated annual phosphorus
load of each source was determined for nine separate source categories
within the watershed of each lake. The individual source load estimates
were then aggregated into three categories according to manageability
potential for phosphorus control (Table 3-7).
Based on the estimated nutrient loading regime (Table 3-7), it was
concluded that the annual phosphorus load to Island and Sturgeon Lakes is
dominated by manageable sources of phosphorus which include combined inputs
from agriculture, lawns, livestock, and on-site systems. These two lakes
both have relatively small direct drainage areas, but the agricultural
3-23
-------
Table 3-6. Phosphorus export coefficients (USEPA 1980) and land use in
hectares within the watersheds of the project area lakes.
Land Runoff
Phosphorus Export
Coefficients Land Use Within Watershed (ha)
Land Use
Forest
Wetlands
Indirect Drain-
age
Cultivated Land
Pasture
Lawns
TOTAL
(kg/ha/yr)
0.28
0.157
0.08
14.0
a b
3.8, 0.64
2.7
Island
32
24
1,189
16
156
51
1,468
Sturgeon
214
34
88
77
106
36
555
Rush
175
40
0
0
0
0
222
Passenger
84
5
0
0
0
5
94
Additional phosphorus coefficients:
Atmosphere 0.31 kg/ha/yr (applied to lake surface area only)
Livestock 0.031 kg/day/1,000 Ibs
Poultry 0.28 kg/day/100 Ibs
Septic tanks 0.8 kg/cap/yr
a
Export coefficient used for Island Lake. Predominantly clay soils re-
sults in high overland runoff.
b
Export coefficient used for Sturgeon Lake. Sandy soils results in re-
latively low overland runoff.
3-24
-------
Table 3-7. Estimated phosphorus loading to the project area lakes,
in kilograms per year. Pie diagrams below represent the per-
cent contribution from the three aggregate categories: uncon-
trollable sources, on-site systems, and other manageable
sources
Estimated
Phosphorus Loading (kg/yr)
Phosphorus
Source
Atmosphere
Wetlands & forests
Indirect tributary drainage
On-site waste treatment
systems
Agricultural runoff
Lawn runoff
Livestock or poultry
Areal phosphorus loading rate
in grams per square meter of
lake surface per year
Island
Lake
65
13
95
141
817
138
46
Total annual phosphorus load 1315
0.62
Sturgeon
Lake
213
65
6
179
1146
97
228
1934
0.28
Rush
Lake
10
55
0
39
27
0
0
131
0.21
Passenger
Lake_
8
25
0
14
0
14
0
61
0.09
Figure 3-4.
Percentage contribution to the phosphorus load by aggregate
category: (A) uncontrollable sources, (B) on-site systems, and
(C) other manageable sources.
Island Lake
Sturgeon Lake
Rush Lake
Passenger Lake
3-25
-------
lands (pasture, grass, and crops) and homes with lawns within the direct
drainage areas are located either on high ground just away from the lakes
or immediately adjacent to them on clayey soils with generally steep slop-
es. As a result, manageable phosphorus sources contribute at least 76% of
the phosphorus load to both Island Lake and Sturgeon Lake (Figure 3-4) .
The worst-case estimated on-site system phosphorus load comprises about 11%
and 9% respectively of the total annual load to Island Lake and Sturgeon
Lakes (Figure 3-4) .
X
Although Sturgeon Lake was estimated to have a greater mass of phos-
phorus entering it than Island Lake, it has a lower areal phosphorus load-
2
ing rate (grams per meter per year) than Island Lake because of its great-
er surface area. Lake size and other parameters of comparative interest
for the service area lakes are presented in Table 3-8. Rush and Passenger
Lakes receive smaller areal phosphorus loads than do Island or Sturgeon
Lakes (Table 3-4). Rush and Passenger Lakes both have relatively small
areal loading rates because their watersheds are dominated by wetlands and
forest cover with little agricultural or residential land use. Although
with 'worst-case1 estimates the phosphorus loads to Rush and Passenger
Lakes from on-site systems were estimated to contribute a high percentage
of the total phosphorus input compared to Island or Sturgeon Lakes, the
total estimated phosphorus mass presently entering Rush and Passenger Lakes
is actually very small.
Modeling of Trophic Status
A classification of the trophic status of the four project area lakes
was made based on the estimated total annual phosphorus loading and on an
empirical model developed by Dillon (1975) . This model predicts in-lake
concentrations of phosphorus and classifies the trophic status of a lake by
relating mean depth to a mathematical equation that includes the estimated
total annual phosphorus loading, a phosphorus retention coefficient, and
the estimated hydraulic flushing rate. The calculated trophic condition or
"classification" of the four lakes based on the Dillon model, using the
3-26
-------
Table 3-8. Lake parameters of comparative interest.
Lakes in the Service Area
Parameter Island Sturgeon Rush Passenger
Lake surface area (ha) 211.0 686.0 35.6 30.4
Mean depth (meters) 3.4 5.9 1.7 2.2
3 4
Lake volume (m x 10 ) 717.0 4,066.0 60.5 66.9
Q., Hydraulic budget
3 5 a
(m /yr x 10 ) 26.0 8.4 4.0 2.0
Hydraulic detention time
b
(yrs)
Length of shoreline
(km)
3.1
10.1
49.0
12.9
1.5
2.4
3.3
2.3
•a
Calculation based on rainfall and runoff estimates (USEPA 1980).
b
Calculation of time required to displace all water in a lake based
on the hydraulic budget and on lake volume.
estimated annual phosphorus loads (Table 3-7), is presented in Figure 3-5.
The initial calculation classified both Island Lake and Sturgeon Lakes as
eutrophic. Rush Lake was classified as being on the borderline between
eutrophic and mesotrophic, and Passenger Lake was classified as being
mesotrophic. When the model calculations were redone without the "worst
case" phosphorus input assumed to be associated with on-site systems in the
first calculation, the trophic status classifications of Island and Stur-
geon Lakes did not change significantly. However, Rush Lake changed toward
improved trophic status, moving into the mesotrophic class. Passenger Lake
moved into the oligotrophic class (Figure 3-5).
When trophic status data for the lakes (Section 3.1.3.2.) and the
estimated annual phosphorus loads (Table 3-7) were applied to an arbitrary
scale (after Uttormark and Wall 1979) that indicates the potential need for
3-27
-------
phosphorus management (Figure 3-6), Island and Sturgeon Lakes appeared to
need other extensive phosphorus load reductions in addition to the control
of on-site waste treatment systems in order to curtail eutrophication. On
the same scale, Rush and Passenger Lakes did not appear to need extensive
phosphorus management measures to protect water quality. It must be noted
that the existing water quality of Sturgeon, Rush, and Passenger Lakes
appears to be satisfactory based on water quality data collected for this
project (Section 2.2.2.4.). Conversely, Island Lake was shown to have
serious water quality problems associated with nutrient enrichment. Blue-
green algae blooms in Island Lake, were documented as being associated with
its existing eutrophic condition and reflected the availability of luxu-
riant amounts of phosphorus. This documentation is discussed in detail in
Section 3.1.3.2.
Conclusions Based on Phosphorus Loading Estimates and on Trophic Status
Modeling
On-site waste treatment systems must be considered a relatively minor
source of phosphorus to both Island Lake and Sturgeon Lake. The pros-
pective benefits of curtailing on-site system phosphorus loads appear small
in light of this. Additionally, a paradoxical situation could result from
curtailing just on-site system phosphorus loads to Island and Sturgeon
Lakes because on-site waste management systems are estimated to contribute
a relatively minor fraction of the combined load from all manageable
sources (Figure 3-4). Important sources of phosphorus in the direct drain-
ages of Island and Sturgeon Lakes also include lawn runoff and generalized
erosion from cleared land (Table 3-7). The paradox would exist should a
waste management alternative such as sewer service be implemented and
promote enough new residential growth around the lakes to substantially
increase the runoff of nutrients from the land. The resultant load of
phosphorus from this runoff could conceivably equal or exceed the phos-
phorus load originating from failing septic systems prior to the con-
struction of sewers.
3-28
-------
i.o r
LO
IOJO
MEAN DEPTH (METERS)
100.0
L=AREAL PHOSPHORUS INPUT (g/m^yr)
R= PHOSPHORUS RETENTION COEFFICIENT
P=HYDRAULIC FLUSHING RATE (yr~')
• POSITION WITH WORST CASE ON-SITE SYSTEM LOAD
O NO ON-SITE SYSTEM LOAD
Figure 3-5. Graphical representation of the modeling of trophic status,
with and without the "worst case" phosphorus load assumed for
on-site waste management systems. Derived from Dillon (1975).
3-29
-------
Eutrophlc 1OO
X
UJ
Q
Z
UJ
t-
co
I
OL
o
CC
CO
Z
o
CO
_l
QC
<
O
8O .
60 .
40 .
20 .
Ollgotrophic
D indicates management
of phosphorus is desire-
able and that long term
benefits may be acheived
without extensive phos-
phorus control.
F
PASSENGER
. *
f\ indicates no present
danger of eutrophication
I
I
USH
•
!
i
ST
•
"C" indicates that C
management is needed
because serious degra-
dation is imminent.
ISLAND
•
JRGEON
"D" indicates that D
there may be problems
but the management
needs are uncertain.
Renovation desireable
but lasting improve-
ment may require
extensive nutrient
control.
o
o
cu
o
o
d
oo
o
00
o
CM * ca
ode!
o
CM
CM
d
co
CM
CVI
-------
The modeling of trophic status provided no indication that the abate-
ment of an assumed "worst case" on-site system phosphorus load would im-
prove the trophic status of Island Lake. The modeling results and the
apparent natural fertility of Island Lake indicate that success in re-
versing Island Lake's eutrophication by abating a single phosphorus source
is unlikely.
The model calculations presented in this EIS are not capable of pro-
viding insight into whether specific waste management alternatives can slow
the eutrophication of Sturgeon Lake. The modeling did indicate initially
that abatement of "worst case" on-site system loads would moderately im-
prove the trophic status of Rush and Passenger Lakes (Figure 3-5) . Because
the initially assumed on-site system load was "worst case" and because that
assumption is a serious over estimate (Section 2.2.2.4.), the classifi-
cation of Rush and Passenger Lakes made without any on-site system phos-
phorus load (Figure 3-5) is probably a more realistic depiction of present
quality. Considering the more realistic estimate of on-site system phos-
phorus loads, the abatement of on-site system loads with any type of im-
proved wastewater management around Rush and Passenger Lakes would be of
minimal benefit.
3.1.3.4. Trophic History of Island Lake and Sturgeon Lake
Background
Island Lake and Sturgeon Lake are currently surrounded by shoreline
residential development. The lakeshore community represented by this level
of development began in the decade of the 1950's, experienced its greatest
rate of growth in the 1970's, and now is comprised of approximately 350
households (Section 3.2.1.). A primary concern of many of the residents of
this community has been the notion that the blue-green algae blooms cur-
rently experienced in Island Lake are a recent problem linked to the ex-
istence of a large number of failing on-site wastewater treatment systems.
However, one long-time resident of the area has reported that the blue-
green algal blooms in Island Lake represent a problem of much longer stand-
ing, predating any significant amount of lakeshore development, (Letter of
Mr. Walter Johnson to Mr. Gregory Evenson, Appendix K.).
3-31
-------
Information contained in the MLWSD Facility Plan (Section 2.2.1.2.)
indicates that a large proportion of the lakeshore community's permanent
population is concentrated around Island Lake and that the residences
around Island Lake experience a greater rate of surface failure with on-
site systems than do the Sturgeon Lake residences. In the context of the
popular conception which holds that failing septic systems are the cause of
Island Lake's problems, a logical concern for the residents of the Sturgeon
Lake area is that extensive conversion of dwellings to permanent use status
will potentially result in problems comparable to those being experienced
with Island Lake.
Empirical observations which associate symptoms of advanced eutrophi—
cation only with increasing population levels in the lakeshore community
may ignore other important historic events in a lake's watershed. USEPA
determined that a scientific investigation of the course of eutrophication
in Island and Sturgeon Lakes was needed to provide a more comprehensive
understanding of events that have influenced the their quality. The ob-
jective of the investigation was to determine the historic trends of the
eutrophication of these lakes.
The Investigation of Trophic History
To complete the investigation of trophic history, special supplemental
data were gathered in the late winter and early spring of 1982. A chrono-
logy of population growth and historical events was first constructed to
document the course of events which could have an impact on phosphorus
loads to the lakes (Section 3.2.2.2.); and, a supporting paleolimnological
investigation was conducted by examining the characteristics of lake sedi-
ment with depth. A complete report on the paleolimnological investigation
is presented in Appendix L. A summary discussion of the methods and find-
ings of this investigation is presented below.
Intact 60-centimeter long sediment cores were taken from the profundal
sediments of Island, Little Island, and Sturgeon Lakes (Figure 3-3).
3-32
-------
Little Island Lake, a shallow water body contiguous to Island Lake, was
studied for comparative purposes due to its lack of lakeshore development.
Each sediment core was sectioned at even intervals as it was removed from
the coring device. The sections were subsequently analyzed for the list of
parameters discussed below.
In each core section:
• Chlorophyll break—down products were analyzed on a concen-
tration basis for phytoplankton productivity trend analysis.
• Calcium carbonate was analyzed on a concentration basis to
allow calculation of the percent by weight of the sediment
made up of CaCO . This parameter can, in particular situ-
ations, be a reflection of overall plant productivity,
including both phytoplankton and aquatic macrophytes.
• The dry weight composition of the sediments in terms of both
organic and clastic matter was analyzed to allow presen-
tation of these parameters on a percentile basis. These
data allow analysis of changes in overall watershed sediment
transport phenomena and lake productivity.
• The activity of Cesium (Cs) 137 isotope was measured to
allow a calculation of annual sedimentation rates. The
presence of Cs 137 is associated with the atmospheric test-
ing of atomic weapons and provides a "dateline" for sedi-
mentation studies.
• Three phosphorus forms were measured on a concentration
basis to make a trend analyses of lake fertility. The
changes in ratio of organic phosphorus to non-apatitic
phosphorus were to be examined to determine where strong
changes in the phosphorus loading regime to the lakes had
taken place (if any).
Plots were made of these parameters to characterize sediment strati-
graphy of the lakes. (The core segments were "dated" according to the
sedimentation rate estimates.) Example plots of some of the parameters
with depth/ date information for Island Lake, Little Island Lake, and
Sturgeon Lake are presented in Figures 3-7 through 3-9.
The important conclusions made as a result of the paleolimnologic in-
vestigation are that:
• Island Lake has been approximately twice as productive as
3-33
-------
Figure 3-7. Dated stratigraphic profiles of Island Lake sediments.
u>
i
Co
.p-
Depth 30,
(cm)
so-
65
eoJ
Island Lake
Organic Matter (percent)
0 10 20 30 40
•1978
-1970 H
-I960 10j
Chlorophyll a (SPDU/g org. matt.)
20 40 tO 80 100 120
0 I • I I 1 1
Total Phosphorus Img/g dry wt.)
•1943 '
-1933
-1921 as-
-1909
-1894 35-
40-
-1872 45-
50-
-1848 85-
60-
1-3 1.5 1.7
-------
Figure 3-8. Dated stratigraphic profiles of Little Island Lake sediments,
Little island Lake
CaCO. (percent)
024
u>
Ln
Depth
Icm)
Organic Matter (percent)
0 10 20 30 40
Chlorophyll a (SPDU/g org. matt.)
20 40 60 tO 100 120
Total Phosphorus (mg/g dry wt.)
0.5 0.7 0.9 1.1 13 1.5 1.7
0 ' ' ' ' ' ' '
•o-i
1878 30-
35
40
45
S0<
55-
60-
-------
Figure 3-9. Dated stratigraphic profiles of Sturgeon Lake sediments.
Sturgeon Lake
CaCO-j (percent)
024
u>
6-
10-
18-
20'
Depth 26
(cm)
30-
33-
40-
45-
5O-
55-
eo-1
Organic Matter (percent)
0 10 20 30 40
1978
•1970 *-
-1960 10
-1943
-1933 20-
•1921 25
-1909 so
1894
35
40-
1872 45-
50-
•1848-;"-
Chlorophyll a (SPDU/g org. matt.)
0 40 60 80 100 120
6OJ
\ % ^
•• ^ ••.
-• ' \ v ^
"• : ^
'-."'•V
1
> f •.'
'
1978
•1970
-1960 10-
•1943 *
1933 zo-
-1921 25-
-1909 30-
-1894
35-
40-
1872 45-
60-
-1848
8O-J
Total Phosphorus (mg/g dry wt.)
0.5 Q.T Ot9 VI 1.3 1..5 1.7
1978
1970 »•
-1960- io.
•1943
1933-
1921
1909
1894
15'
35-
40-
-1872 45-
50-
1848-"-
1872
1848
-------
Sturgeon Lake for as far back in the sedimentary record as
the depth of cores allowed estimation.
• Significant change in the diatom community indicating a
change in status from mesotrophic to eutrophic for Island
Lake was found to be occurring following approximately 1930,
12 years after the Moose Lake fire and coincident with the
onset of the development of a dairy-based agricultural
economy. This trend in the diatom community did not appear
to further accelerate coincident with the development of a
lakeshore residential community after 1950.
• The organic phosphorus levels in the sediments of Little
Island Lake were found to be significantly higher than in
Island Lake throughout the dated sedimentary record, demons-
trating the overall significance of non-wastewater sources
of phosphorus to lake productivity.
• Sturgeon Lake was found to have remained almost unchanged in
terms of phytoplankton productivity until 1975. Increases
found in the concentration of phosphorus deposited after
1945 did not result in concommitant increases in phytoplank-
ton productivity. The origins of the increased amounts of
phosphous found near the sediment surface could include
wastewater sources. However, agriculture and increased use
of lawn fertilizer may also be significant phosphorus
sources to Sturgeon Lake. It is emphasized that regardless
of increased phosphous in recently deposited sediments, no
significant acceleration in the rate of eutrophication of
Sturgeon Lake was indicated by the other parameters.
3.1.4. Aquatic Biota
The Phase I Environmental Report (USEPA 1981) contained a broad over-
view description of the aquatic biota of the planning area's lakes. This
section focuses on the aquatic biota of the project area lakes only, with
an emphasis on data useful in evaluating the need for improved wastewater
treatment. Topics covered include phytoplankton ecology in late summer and
early fall, a special report on the presence of toxicity producing blue-
green algal species, a description of the location of beds of aquatic
macrophytes and a summary of some MDNR fish management survey data for
Island and Sturgeon Lakes.
3-37
-------
3.1.4.1. Phytoplankton Ecology and the Presence of Toxicity Producing
Blue-Green Algae
Concerns have been expressed in public meetings held in the Moose
Lake, Minnesota about possible health risks associated with blooms of
blue-greem algae in the area's lakes (Section 1.3.). These concerns re-
flect a widespread perception that blue-green algae blooms pose a health
hazard to swimmers and pets and that pollution from lakeshore septic tanks
was a major factor in the development of these blooms. Because of these
concerns, a Report on Algae was prepared by USEPA to investiage the factors
leading to the development of blue-green algae blooms, to examine docu-
mented episodes of algal toxicity, and to assess the potential health risks
associated with blue-green algae blooms in the lakes within the proposed
service area. The Report also describes the information on phytoplankton
populations and water quality obtained from sampling Rush, Passenger,
Sturgeon, and Island Lakes during August, September, and October 1981. A
detailed summary of the Report on Algae is presented in Appendix H. Gen-
eral findings of that report are presented in the following paragraphs.
There are approximately 1,500 known species of blue-green algae in
both soil and aquatic habitats. Blue-green algae are often considered to
be an aquatic "nuisance species" though, because of their ability to remain
in position at the surface and because the larger cell colonies are visible
to the naked eye. Their bouyancy can also result in the formation of
floating mats of dead and living blue-green algae which accumulate on the
downwind side of a water body. As the algae decompose, unpleasant odors
and colors are produced. Decomposition of blue-green algae can adversely
affect the taste of water.
Under favorable environmental conditions, algae reproduce at extremely
rapid rates and form "blooms" in which they are present in very high con-
centrations. Excessive growth or blooms of phytoplankton may include one or
several kinds of algae. The growth-limiting factors affecting algae abun-
dance in lakes are nutrients (primarily phosphorus and nitrogen), tem-
perature, and light. Seasonal variability in these factors are collec-
tively responsible for the occasional rapid growth and resulting dominance
3-38
-------
of blue-green algae over other algae in freshwater lakes. Often more than
one factor is responsible for inducing a severe bloom. In eutrophic lakes
(i.e., waterbodies with high nutrient content and the highest algal grow-
th), blue-green algae typically become dominant in late summer because of a
general depletion of dissolved nitrogen and silica which excludes the
growth of other phytoplankton. Blue-green algae alone are able to fix
atmospheric nitrogen into a useful nutrient and are thus able to achieve
greater growth than other phytoplankton in late summer.
In addition to the nuisance characteristics commonly associated with
blue-green algal blooms, three genera of freshwater blue-green algae oc-
casionally produce substances that can cause a variety of toxic effects,
and in some cases, have caused death in wildlife and livestock. The only
way for toxic blue-green algae to cause death in animals is from drinking
algae-laden water. There are documented episodes of toxic blue-green algae
blooms in southern Minnesota which resulted in livestock mortality. There
are no documented or reported cases of human mortality associated with
toxic strains of fresh-water blue-green algae. However, symptoms associ-
ated with ingestion in humans such as itching, nausea, and diarrhea have
been commonly reported.
The development of toxic blooms is unpredictable and usually occurs in
short-lived pulses. They usually reoccur in the same body of water in 2 or
3 year cycles. The fact that bloom toxicity is so varied and unpredictable
make any blue-green algae bloom potentially dangerous and suspect at all
times, even though the majority are actually non-toxic.
To investigate the potential for blue-green algal toxicity in the four
project area lakes, phytoplankton, water quality and public health surveys
were conducted in Pine County from late August to early October 1981.
Although the health officers, physicians, and veterinarians contacted
reported no health related or toxicological problems with swimming or in
drinking from the four lakes, Island Lake was found to have a potential
health hazard associated with blooms of blue-green algae. This potential
is based on the presence in Island Lake of algae belonging to the three
genera shown to be associated with toxicity incidents with domestic animals
3-39
-------
and with humans in other Minnesota lakes. The potential health problem
with Island Lake must not be exaggerated, however, because the dominant
blue-green algae in Island Lake was found to be Anabaena macrospora, which
was not found to be associated with toxicity in a review of literature.
The other three project area lakes were found to support lower concen-
trations of blue-green algae and did not experience blue-green growth to
bloom proportions. Because of this, blue-green algae do not appear to pose
a potential threat to public health in Sturgeon, Passenger, or Rush Lakes.
The survey found that Island Lake had the highest algae density of the
four lakes and also had the poorest water clarity. In a pattern common for
eutrophic lakes, Island Lake was found to be dominated in late August by
non-blue-green algae. Subsequently, in early September, the concentrations
of non-blue-green algae species declined in Island Lake while two species
of blue-green algae increased in number to achieve total dominance. Blue-
green algae increased from 16% to 95% of the total phytoplankton community
from 26 August to 9 September.
Although phytoplankton were much less abundant in Sturgeon Lake than
in Island Lake, blue-green algae remained the dominant phytoplankton group
in Sturgeon Lake throughout September. Sturgeon Lake had better water
clarity than Island Lake primarily because blue-green algae were much less
abundant.
Passenger Lake had relatively low amounts of algae and, in particular,
very low volumes of blue-green algae compared to both Island and Sturgeon
Lakes. On each of the three sampling dates in September and October,
non-blue-green algae were dominant in Passenger Lake. The relatively low
clarity of Passenger Lake was attributed to other factors such as dissolved
and suspended organic matter. Rush Lake had the lowest abundance of phyto-
plankton of the four lakes tested and had the greatest water clarity.
3.1.4.2. Aquatic Macrophytes
Emergent and submergent aquatic plants encountered in significant
stands during the 1981 field surveys were noted. The objective of locating
3-40
-------
areas of luxuriant aquatic plant growth was to evaluate their potential
association with any failing on-site systems detected through the septic
leachate survey (Section 2.2.1.5.)- It was anticipated that confined
embayments or shallow areas protected from the waves by a point or shoal
could be experiencing luxuriant plant growth if adjacent residences were
contributing significant amounts of septic leachate. No such conditions
were documented by the field crew; e.g., the potential septic leachate
plumes that were located were not found to be emerging in isolated mac-
rophyte beds.
In Sturgeon Lake, the observation was made that some shallow, sandy
areas along the south and southwest shore appeared to have been cleared of
native emergent plants, presumably to provide a more attractive swimming
beach for the property owners. Thus, the potential association of aquatic
plant growth and residential development was obscured due to "beach clear-
ing" practices.
3.1.4.3. Fish
The fisheries resources of the project area lakes are relatively good,
according to MDNR records dating to 1979. Gill net and trap net catches
made in Island and Sturgeon Lakes were reported to be above the state
average for walleye, northern pike, perch, and sunfish.
Some game fish and panfish are found with neascus (blackspots on the
fish's epidermis caused by a cyst of a snail). This condition has been
documented in MDNR fishery records since the mid-1950s. The regional fish
manager has reported that this condition is typical for many lakes in this
part of the state (Personal communication to WAPORA, Inc.).
Recently, a strong increase was reported in the population of yellow
perch and sunfish in Island and Sturgeon Lakes (MDNR, unpublished files).
A summary of the fishery data indicating recent increases in the panfish
populations of Island and Sturgeon Lakes is presented in Figure 3-10. The
exact cause of the reported increases in the number of yellow perch and
blue-gill sanfish captured in these lakes is not known, although it may be
3-41
-------
100-
ISLAND LAKE
E-i
W
CO
Crf
W
PM
Q
H
PM
°
CO
M
*
O
w
53
90-
80-
70-
60-
50-
40-
30-
20-
10-
0
^
j|
I
i§
ii
5 K
B 2
H 2
» 2
S 5
n S
3 %
1§ K
2 i mi H 1 i
• ^i !• 15 Ii IS Hi 1 nil is
1 954 1967 19 70 1975 1979
| Walleye
| Northern Pike
| Yellow Perch
§ Bluegill Sunfish
40-
30-
20-
10-
0
STURGEON LAKE
I
1 2 ^5 ^2
ill Ife 11 -^ II h III it
1955
1967
1975
1979
Figure.3-10. Gillnet and trapnet capture rates with time for gamefish and
panfish in Island and Sturgeon Lakes, Pine County, MN. Data
are from fish management survey records (MDNR, unpublished).
3-42
-------
speculated that increased fishing pressure on predator fish, following
extensive residential development of the area in early 1970's, may have
played a role in shaping the fish community. Removal of a portion of the
walleye or northern pike population due to increased fishing pressure could
have resulted in concommitant increases in the prey species (such as yellow
perch and sunfish). Because perch and sunfish are predators on zooplankton,
an increase in these smaller panfish species may have resulted in a signi-
ficant decrease of the zooplankton population. A decrease in the zoo-
plankton population would lower the grazing pressure on phytoplankton,
especially green algae. As a result, the reduced zooplankton grazing can
be expected to have stimulated an increase in the phytoplankton population,
increasing the biological turbidity in Island and Sturgeon Lakes. In other
Minnesota lakes, an increase in phytoplankton has occurred when the zoo-
plankton population decreased (Shapiro 1979). An overall increase in
phytoplankton in the context of late summer successional patterns may favor
the growth of blue-green algae.
3.1.5. Terrestrial Biota
The Phase I Environmental Report (USEPA 1981) contained an extensive
overview discussion of the terrestrial biota of Pine and Carlton counties.
Topics covered in that discussion included land cover, significant natural
areas, wetlands, floodplains, and wildlife.
Additional information on the extent of wetland soils within the
project area may be deduced from the soil survey conducted in a portion of
Windemere Township for preparation of this Environmental Impact Statement
(Section 2.2.1.1.). Further discussion of forest and agricultural land
cover extent in the watershed areas of Island and Sturgeon Lakes is pre-
sented in Section 3.2.2.2.
3.2 Man-Made Environment
3.2.1. Demographics
3-43
-------
3.2.1.1. Historic and Current Population Trends
Two distinct trends are reflected by the population data for the
jurisdictions within and surrounding the project area (Windemere and Moose
Lake Townships, the City of Moose Lake, and Pine and Carlton Counties).
The first trend, one of erratic growth and decline, is evident in the
population data for the 40-year period from 1930 to 1970 (Tables 3-9 and
3-10). During this period Windemere Township and Pine County both experi-
enced population decline. Moose Lake Township, the City of Moose Lake, and
Carlton County each experienced population growth during this period,
however, the rate of growth varied widely. This population trend reflects
both national trends and local aberrations and also reflects, to a great
extent, changes in the economy of the area. The historic growth of the
local region was based on the development of the forestry industry and
agricultural expansion. After 1940, however, increased mechanization in
agricultural operations and a general decline in the forestry industry
ushered in a period of erratic growth and population decline. The popula-
tion trend experienced by the jurisdictions within the project area between
1940 and 1970 was indicative of the national rural-to-urban migratory
pattern that resulted, at least partially, from a shrinkage in employment
opportunities in rural areas with natural resource-based economies.
The second population trend apparent in the project area, and espec-
ially in Windemere Township, is the rapid population growth that has oc-
curred since 1970. The construction of seasonal homes around Island and
Sturgeon Lakes, a trend that began in the 1950s, appears to have created
much of the impetus for the population gains. The number of housing units
in Windemere Township increased by 56% from 1950 to 1960 while the year-
round population of the Township decreased by 4.6% (US Bureau of the Census
1952, 1963). Although the natural resource segment of the local economy
continued to decline between 1960 and 1980, the growth of the seasonal
population around the lakes apparently stimulated an increase in the ser-
vice sector of the economy which resulted in an increase in the permanent
population. Between 1960 and 1980, the number of housing units in Winde-
mere Township increased by 200% while the population increased by only 145%
(US Bureau of the Census 1963, 1973, 1982). The increases that took place
3-44
-------
Table 3-9. Historic population growth in the jurisdictions within and surrounding the project area (US
Bureau of the Census 1952, 1963, 1973, 1982).
Jurisdiction
Windemere Township
Moose Lake Township
City of Mpose Lake
Pine County
Carlton County
Minnesota
1930
528
548
742
20,264
21,232
2,253,953
1940
489
1,063
1,432
21,478
24,212
2,792,300
1950
392
1,206
1,603
18,223
24,584
2,982,483
1960
374
1,577
1,514
17,004
27,932
3,413,864
1970
511
1,170
1,400
16,821
28,072
3,805,069
1980
915
1,237
1,408
19,871
29,936
4,077,148
CO
I
tn
-------
Table 3-10. Percent change in the population in the jurisdictions within and surrounding
the project area from 1930 to 1980 (US Bureau of Census 1952, 1963, 1973, 1982)
Jurisdiction
Windemere Township
Moose Lake Township
City of Moose Lake
Pine County
Carlton County
to
i
c* Minnesota
1930-1940
-7.4
94.0
93.0
6.0
14.0
8.9
1940-1950
-19.8
13.5
11.9
-15.2
1.5
6.8
1950-1960
-4.6
30.8
-5.6
-6.7
13.6
14.5
1960-1970
36.6
-25.8
-7.5
-1.1
0.5
11.5
1970-1980
79.1
5.7
0.6
18.1
6.6
7.1
-------
State and national trends. Many urban area populations have declined since
1970, whereas rural "amenity" areas similar to Windemere Township have
grown.
The recent trend toward increased development and population growth in
certain areas of the upper Midwest, as epitomized by the rural lake com-
munity of the project area, is well documented. Gustafson (1973) found
that rural, non-farm populations experienced an overall increase between
1960 and 1970 and that the rural, non-farm areas that experienced the
greatest demand for new housing were in: (1) counties adjacent to Minne-
apolis-St. Paul; (2) in lake areas of central Minnesota; and (3) in north-
ern and central Wisconsin.
3.2.1.2. Household Size and Resident Age
Household sizes in the project area did not change to any significant
extent between 1970 and 1980 (US Bureau of the Census 1973, 1982). The
maintenance of household sizes at their 1970 levels is somewhat incon-
sistent with the nationwide trend toward increased numbers of one- and
two-person households and a consequent decrease in average household size.
The average number of persons per household in Windemere Township in 1970
was 2.66 (US Bureau of the Census 1973). According to the 1980 census, the
average household size in the Island Lake and Sturgeon Lake portions of
Windemere Township (ED 504; Figure 3-11) was 2.65 and in the remaining
portion of the Township (ED 503; Figure 3-11) the average household size
was 2.74. These household sizes are slightly lower than the household size
in Pine County (Table 3-11), which is one indication of a greater number of
households made up of retired individuals.
Median age is an index of the overall age structure of the population
being studied. The 1980 median age in the census enumeration district
surrounding Island and Sturgeon Lakes in Windemere Township was 37.9. This
is significantly higher than the median age in Pine County and in the State
(Table 3-11) and is attributed to the growing number of retired residents
who are attracted by the recreational and scenic amenities of the project
area.
3-47
-------
Table 3-11. Selected population characteristics in the jurisdictions within and surrounding the project area in 1980
(US Bureau of the Census 1952, 1963, 1973, 1982).
Jurisdiction
a
Windemere Township
ED 504
ED 503
b
Moose Lake Township
City of Moose Lake
w Pine County
00 Carlton County
Minnesota
Permanent
Population
329
586
934
1,408
19,871
29,936
4,077,148
Year-round
Housing Units
138
269
. 353
571
10,299
11,782
1,613,343
Median Number of
Persons per Occupied
Housing Unit
2.65
2.74
3.04
2.17
2.80
2.87
2.74
Median
Age
37.9
34.0
29.7
43.1
31.1
30.5
29.2
Percent
Under
18 Years
23.7
29.7
33.0
19.4
NA
NA
NA
Percent
Over
65 Years
12.5
15.0
10.9
27.2
NA
NA
NA
See Figure a for the boundaries of the two EDs within Windemere Township.
Does not include Moose Lake State Hospital.
NA - Not Applicable.
-------
CO
Figure 3-11. Enumeration districts for census.
-------
3.2.1.3. Housing Stock Characteristics
The housing stock in the project area comprises both year-round and
seasonal dwellings. According to the 1980 census, there are 919 housing
units in Windemere Township; 512 of these are used on a seasonal basis and
407 are occupied year-round or are vacant (Table 3-12). The percentage of
seasonal units in Moose Lake Township is significantly less; only 50 of the
403 total housing units are used on a seasonal basis (Table 3-12). Because
Moose Lake Township is a predominantly rural area with less riparian de-
velopment and related amenities than Windemere Township, its lower per-
centage of seasonal housing does not appear to be unusual.
3.2.1.4. Population Projections
Background
The accuracy of population projections is highly dependent on two
factors: the size of the base population and the period of time for which
the projections are made. The estimation of population growth generally is
less accurate for small populations than for larger populations when made
over long periods of time. This is because attitudinal or technological
changes can significantly affect small communities, whereas large com-
munities can better absorb such changes.
The effect of these limitations can be minimized if population pro-
jections are based on observations derived from a thorough analysis of
historical trends. Two observations regarding population trends in the
project area must be considered in forecasting future population trends:
• Prior to 1960, population growth in Windemere and Moose Lake
Townships was erratic. Since 1960, however, the number of
housing units in the two townships increased steadily, often
at a greater rate than population growth. For example,
between 1960 and 1970 the number of housing units in Winde-
mere Township increased by 89.2% while the population in-
creased by only 36.6% (Table 3-13). The substantial in-
crease in the number of housing units is indicative of the
high local demand for recreational homes because of the
amenities associated with the Township's lakefront property.
3-50
-------
Between 1970 and 1980, the number of housing units in Winde-
mere Township increased by 59.3% while the population in-
creased by 79.1% (Table 3-13). This reversal of the pre-
ceeding decade's trend (1960 to 1970) appears to be indi-
cative of the recent national trend of net migration from
urban to rural areas. Rural areas were attractive during the
1970s for a variety of reasons that have been widely docu-
mented, including lower land values, the amenities of "coun-
try life," and an absence of "urban" problems. This current
trend of population increase is expected to continue in the
project area, at similar or somewhat reduced rates for
identical reasons and because of the area's perceived qua-
lity among retired people.
• The relationship between population change in the two pro-
ject area Counties and the population change in the two
project area Townships has not been stable over the period
from 1950 to 1980 (Table 3-14). The increasing percentage
contribution of the Windemere Township population to the
Pine County population is indicative of the area's historic
growth potential as a result of development around the
Township's lakes. The decreasing contribution of the Moose
Lake Township population to the Carlton County population is
indicative of the lesser development potential of Moose Lake
Township (Table 3-14). Because of the variations between
these two adjacent Townships it does not appear that for
either Pine or Carlton County there is a strong correlation
between County and Township growth trends.
Other factors also will have some impact on future population growth.
I
Higher fuel costs, further declines in employment opportunities, and/or a
stagnant regional economy might directly and indirectly affect population
growth. The growth attitudes of existing residents, local governments, and
commercial interests also could affect future population levels.
Methodology
The population projections for the project area are based on 1960,
1970 and 1980 data and were developed from projections of the number of
additional housing units that will be built in the project area by the year
2000. A housing unit projection methodology was used because the available
data on housing units are of a similar quality as the available data on
populations and because fewer extrapolations are required to estimate the
future seasonal population (Appendix I).
3-51
-------
Table 3-12. Project area housing summary for 1980 (US Bureau of the Census 1982)
Year-round
Jurisdiction Vacant Units
Windemere Township
ED 504
ED 503
a
Moose Lake Township
City of Moose Lake
69
14
55
46
46
Year-round
Occupied
Units
338
124
214
307
525
Total Year-
round Units
407
138
269
353
571
Seasonal
Units
512
259
253
50
16
Total
Units
919
397
522
403
587
Does not include Moose Lake State Hospital.
3-52
-------
Table 3-13.
I
Ul
U)
Changes in the population and housing stock in Windemere and Moose Lake Townships, 1960 to 1980 (US Bureau of the
Census 1963, 1973, 1982).
1960 1970 1980
fercent Change
Jurisdiction
Windemere
Township
Moose Lake
Township
Population
374
1,577
Housing Units
305
224
Population
511
1,170
Housing Units
577
287
1960-1970
36.6
89.2
-25.8
28.1
Population
915
1,237
Percent Change
Housing Units
919
403
1970-1980
79.1
59.3
5.7
40.4
-------
Table 3-14. Percentage of Pine and Carlton County population residing in
Windemere and Moose Lake Townships in 1950, 1960, 1970 and
1980 (US Bureau of the Census 1952, 1963, 1973, 1982).
Jurisdiction 1950 1960 1970 1980
Windemere Township 2.2 2.2 3.0 4.6
(Pine County)
Moose Lake Township 4.9 5.6 4.2 4.1
(Carlton County)
Permanent and seasonal population projections for Windemere Township
were developed based on the housing unit projections (Tables 3-15 and
3-16). The total population for the year 2000 is estimated to be 3,621
which includes 1,503 (41.5%) permanent residents and 2,118 (58.4%) seasonal
residents (Table 3-17). The projected increase in total population over
the planning period is 47.7%. The permanent population is projected to
increase by 64.3% while the seasonal population is projected to increase by
37.9%. The population around Island Lake is projected to increase by 39.9%
and the population around Sturgeon Lake is projected to increase by 41.9%.
The greater amount of developable lakefront property around the other
Township lakes is indicated by the projected population increase in ED 503
of 53.6%.
Table 3-15. Permanent population projections within Windemere Township, 1980
to 2000.
Location 1980 1990 2000
ED 504a 329 429 532
Island Lake 153 200 246
Sturgeon Lake 100 131 172
Outlying Areas 76 98 114
ED 503 586 764 971
Windemere Township 915 1,193 1,503
Q
Population projections for 1990 and 2000 are based on 2.384 persons per
household as derived from 1980 census data and include a vacancy factor.
Population projections for 1980 and 2000 are based on 2.178 persons per house-
hold as derived from 1980 census data and include a vacancy factor.
3-54
-------
Table 3-16. Seasonal population projections within Windemere Township,
1980 to 2000a.
Location 1980 1990 2000
ED 504 777 1,017 1,023
Island Lake 261 339 333
Sturgeon Lake 465 615 630
Outlying Areas 51 63 60
ED 503 759 993 1,095
Windemere Township 1,536 2,010 2,118
n
Population projections for 1990 and 2000 are based on 3.0 persons per
household.
Table 3-17. Combined seasonal and permanent population projections within
Windemere Township, 1980 to 2000 .
1980 1990 2000
ED 504 1,106 1,446 1,555
Island Lake 414 539 579
Sturgeon Lake 565 746 802
Outlying Areas 127 161 174
ED 503 1,345 1,757 2,066
Windemere Township 2,451 3,203 3,621
a
An additional 120 seasonal residents are projected for the YMCA Boys Camp
on Sturgeon Lake. This projection will remain constant to the year 2000.
3-55
-------
The individual Island Lake and Sturgeon Lake area population pro-
jections (Table 3-17) are significantly lower than the population estimates
which were presented in the Draft MLWSD Facility Plan (P.R.C.-Consoer
Townsend 1980). The "population equivalents" for the year 1955 were esti-
mated in the Facility Plan to be 931.0 for the Island Lake vicinity and
1,382.5 for the Sturgeon Lake vicinity. These numbers are in contrast with
the year 2UOO population projections made in this report of 579 for the
Island Lake area (62% of the MLWSD projection) and 802 for the Sturgeon
Lake area (58% of the MLWSD projection). [An additional 120 residents must
be added to the Sturgeon Lake projections to cover the YMCA Boys Camp
summer population if sewers are being designed.] The sources of the dis-
crepancies between the Facility Plan and these projections are thought to
be:
• the year 2000 projections that are being used in this Envi-
ronmental Report are based on detailed 1980 census data for
the local area that was not available at the time the MLWSD
Facility Plan was prepared;
• the assumptions used to develop the projections reflect a
direct assessment of available lots in the lakeshore areas
and interviews with local real estate sales offices (Section
3.2.2.4).
3.2.2. Land Use
The Phase I Report on existing conditions presented a regional over-
view of land use characteristics. In that report, land use data were pre-
sented only on the basis of political units such as by town and county
area.
The descriptions presented in this section of historic land use trends
in Pine and Carlton counties and of the land use within specific lake
drainage areas or "watersheds" are intended to provide a quantitative
framework for estimating the origin and significance of eutrophying nu-
trients exported into the area's lakes. Historic land use indicators such
as population figures, cropland production statistics, and logging, forest
fire and settlement dates were used to indicate the variations over time in
active uses of the land. The existing land use in individual lake water-
sheds was determined by planimetric measurement to provide a basis for cal-
3-56
-------
culation of annual phosphorus loads to each lake. Both historic and con-
temporary land use information provide a basis for assessing the conse-
quences of specific waste management alternatives.
3.2.2.1. Historic Land Use Trends in Pine and Carlton Counties
The settlement of northeastern Minnesota in the nineteenth century was
directly related to the area's rich timber resources. "The story of the
lumbering days is the main theme of every community of the county in the
pioneer days" (Miller 1949). By 1860, the logging era was well underway,
with the timber industry providing the necessary economic foundation for
the development of railroads and roads, and towns were founded as the
population grew. This basic infrastructure later provided the basis for the
development of the region's second historical economy, dairying, by provid-
ing a source of capital and transport linkages to the metropolitan areas.
Most of the communities in Pine and Carlton counties originated in the
1860s and 1870s. The first road connecting St. Paul and Duluth-Superior
was completed in 1857 and was followed by the Lake Superior-Mississippi
railroad in 1870 and the Great Northern railroad in 1887. The timber
industry reached its peak in the region between approximately 1870 and 1894
and numerous mills were built throughout the area to process the logs. In
1890, Minnesota ranked first in the country in lumber production.
"In 1870 a dam was built across the Grindstone River by W. H.
Grant, Sr., who had arrived the year before from St. Paul with a
portable sawmill. In the fall McKane Bros, built a larger mill
and obtained power from the river. This mill was enlarged from
time to time until in 1894 it employed 400 men. In 15 years this
mill cut 300,000,000 feet of lumber." (Miller 1949).
Although the white pine forests were once regarded as inexhaustable,
by 1900 the timber industry in this area of Minnesota was essentially
finished. The transition from logging to farming began in much of Pine
County virtually overnight as a result of the event of September 1894 when
the great Hinckley fire devastated much of the central portion of Pine
County. Although the timber industry was already on the decline at the
3-57
-------
time of the Hinckley fire (and forest slash left from logging operations
probably contributed greatly to the spread of the fire), Pine County was
never to have a timber industry of the scale that had previously been
present. "After this catastrophe, the Paul Bunyan aspect of the county
changed, and a great movement was started by the railroads and the govern-
ment to bring in the real settlers, the farmers" (Miller 1949).
The northern part of Pine County (where the service area is located)
and the southern part of Carlton County (including part of the Island Lake
watershed) were not burned over in the Hinckley fire and, thus, logging
continued there into the early 1900s. As the stands of white pine and
hardwoods were depleted, though, settlers began to move into the area to
drain and clear the land for farming. Many of the settlers were recruited
from neighboring states as well as from Europe, with promises of cheap land
and good growing conditions. The conversion of land from forest to farm in
this area was greatly increased by the "Moose Lake fire" of 1918. This
fire burned throughout much of Windemere Township and definitely burned
most of the remaining stand of timber in the watershed of Little Island
Lake (US Forest Service Map, unpublished).
By 1920, farming was the predominant land use in these watershed
areas. The number of dairy cows being milked in Pine and Carlton counties
continued to increase until approximately 1935 (Figures 3-12 and 3-13).
From 1935 to 1950, the number of dairy cows in the two counties declined
somewhat, but from 1950 to 1955, a recovery in the number of dairy cows was
recorded. Since 1955, the number of dairy cows in the two counties has
steadily declined, to the point where there are now fewer dairy cows in
Pine and Carlton counties than there were in 1920 (US Department of Com-
merce 1929, 1934, 1939, 1949, 1969, 1978). The amount of land in crop
production in the two counties has exhibited a similar trend; peak acreages
occurred between 1935 and 1945 followed by steady declines (Figures 3-12
and 3-13). A chronology of some of the more important events and trends in
Pine County and Windemere Township during the 20th Century is presented in
Figure 3-14.
3-58
-------
4.0 _
3.5 _
3.0 _
o
o
o
o"
0)
o
O
o
o
o
o*
o
Total Acres in Farmland
£ 2.5 _
to
0
o fc 2.0 _
1
V
Total Number of Dairy Cows Being Milked
1.5 _
Total Acres in Crop Production
'V
1.0 _
1920
I
1930
I
1940
I
1950
1960
I
1970
I
1980
Figure 3-12.
Pine County, MN: trends in agriculture from 1920
to 1978. Data are from the U.S. Department of
Agriculture, Census of Agriculture.
3-59
-------
2.5 _
2.0 _
o
2 °
O o
o" o 1.5
*- o
x o
S x
O
O
CO
o
2 I
*O O
w .0
S i 1.0
0.5 _
Total Acres in Farmland
1 Total Number of Dairy Cows Being Milked
.*** ****** *'•».
Total Acres in Crop Production
"•"•"•',.
iduction **ff
1920
1930
I
1940
I
1950
1960
I
1970
I
1980
Figure 3-13.
Carlton County, MN: trends in agriculture from 1920
to 1978. Data are from the U.S. Department of
Agriculture, Census of Agriculture.
3-60
-------
Figure 3-14.
A chronology of 20th century events and fends in Windemere
Township, Pine County, MN.
Chronology
Year
Number of Residents
Increase in the number of
permanent residences around
Island and Sturgeon Lakes.
Construction of seasonal
residences intensifies around
Island and Sturgeon Lakes.
Onset of steady decline in the
agricultural economy.
Period of peak agricultural
activity in Pine County
State Hospital Developed in
Moose Lake.
Beginning of organized dairy
economy; first creameries are
established in the area.
Moose Lake forest fire (1918) }
End of the first-cut logging
era and increase begins in
development of agriculture
Hinckley forest fire (1894) J
1890
3-61
-------
In a study of the forest cover of Pine and Carlton counties conducted
by the US Forest Service in the period of 1974 to 1978 (Spencer and Ostrum
1979 and Vasilevsky and Hackett 1980) it was reported that 61% of Carlton
County and 53% of Pine County was forested. Carlton County also was
reported to have 87.4 thousand hectares of non-forested land, 51% of which
was combined cropland, pastureland, and idle farmland. Pine County's 173.0
thousand hectares of non-forested land had 67% of the acreage in farm
related uses. If the combined land use categories of cropland, pasture-
land, and idle farmland, as reported by the US Forest Service, are taken to
define the total agricultural land use, Carlton County had approximately
44.6 thousand hectares of agricultural land and Pine County had 115.9
thousand hectares of agricultural land. Based on these figures, it is
estimated that in 1978 a maximum of 19.7% of Carlton County and 31.3% of
Pine County was being used for agricultural purposes. These percentages
are compared with watershed agricultural land use percentages in the fol-
lowing section.
3.2.2.2. Project Area Land Use Trends
An examination of the trends in land use within the "watersheds" of
the project area lakes is useful in assessing the past and present causes
of lake eutrophication. The generalized watershed areas of Island, Stur-
geon, Rush, and Passenger Lakes are presented in Figure 3-21. The gene-
ralized watershed areas were determined by contour interpolation of USGS
topographic maps (1979). Field checks were made to confirm the watershed
boundaries where alterations to the landscape have been made through high-
way and other construction activities.
The land uses within each watershed area were determined separately
for direct drainage areas and for indirect tributary drainages using the
topographic maps and aerial photographs (USGS 1974) along with review of
color-infared remote sensing imagery (EMSL 1980) and field checks in the
lakeshore vicinities. The aerial extent of each land use in a watershed's
sub-area was estimated by planimetry for forest, wetland, cultivated land,
pasture, lawn, and open water categories (excluding the surface areas of
the lakes themselves). These watershed land use tabulations, summarized in
Section 3.1.3.3. are referenced in Table 3-18 for comparison to county
agricultural land use percentages. ,_
-------
Although the methodologies were not identical for estimating county
and watershed land use, the differences found between the county and water-
shed percentages are great enough to indicate a significant divergence of
the local (watershed) from the regional (county) land use pattern.
Table 3-18. Estimated percent agricultural land use in county versus
watershed delineations.
County Agriculturalfl Watershed Agricultural
Watershed County Land Use Percentage Land Use Percentage
Island Lake Carlton/Pine 20%/31% 42%
Sturgeon Lake Pine 31% 34%
Rush Lake Pine 31% 3%
Passenger Lake Pine 31% 0%
a
Derivation of County percent agricultural land is explained in Section
3.2.2.1. Original data are from the US Forest Service (Spencer and Ostrum
1979 and Vasilevsky and Hackett 1980).
b
By direct estimation from topographic maps and aerial photograph.
The most striking aspect of the information contained in Table 3-18 is
the apparent predominance of agricultural land use in the Island Lake
watershed. Island Lake has the largest total watershed area of any of the
four lakes, and the percentage of agricultural land in its watershed is
also the highest of the four. Additionally, the Island Lake watershed,
which is bisected by the boundary between Carlton and Pine counties on the
northern tip of the lake (Figure 3-15), has a much greater estimated agri-
cultural land use percentage (42%) than either of the counties (20% Pine
County; 31% Carlton County). Conversely, Rush Lake and Passenger Lake
watersheds have little or no land in agricultural use.
The modern prevalence of agricultural land use that is apparent in the
Island Lake watershed (Table 3-18) may have been preceded by an equal or
even greater intensity of agricultural use in that area when dairying was a
much more important segment of the local economy (Section 3.2.2.1). For
example, there were 116 producing farms in Windemere Township in 1930 which
accounted for 13,055 acres of land, 3,395 acres of which were in crop
3-63
-------
WATERSHED LAND AREA
IN HECTARES
Figure 3-15.
Generalized watershed areas for Island, Sturgeon, Rush, and
Passenger Lakes. Values shown are exclusive of surface waters.
3-64
-------
production (US Department of Commerce 1929) . This represents the level of
agricultural development in the Township which initiated the period of peak
dairying activities in the region as reflected by the number of dairy cows
being milked in Pine and Carlton counties between 1935 and 1940 (Figures
3-13 and 3-14). These data suggest that the Island Lake watershed his-
torically supported a much larger dairy animal population than it now does.
Much of the agricultural economy of the Windemere and Moose Lake Townships
area appears to be concentrated in and around the watershed area of Island
Lake and the northern portion of the Sturgeon lake watershed. This may be
due to the concentration of prime agricultural land in these respective
areas (Section 3.2.2.3). Long-time residents of the area have noted a
concentration of productive farms in the direct drainage area of Island
Lake and also have described the previous existence of several barnyards
which gave domestic stock direct access to its waters (by letter, Mr.
Walter C. Johnson to Mr. Gregory Dean Evenson, March 1980) [Appendix K] .
Another significant land use trend pertinent to the assessment of the
causes of lake eutrophication is the rate of development of lakeshore
properties for residential use. In 1954, there were an estimated 35 houses
located adjacent to Island Lake but, by 1967, 110 houses were counted
around Island Lake (MDNR n.d. Fish and Wildlife Division, lake survey data
sheets, unpublished). Sturgeon Lake also has experienced an increased rate
of residential development since the 1950s. The rates of shoreline devel-
opment around Island and Sturgeon Lakes since 1954 are depicted in Figure
3-16.
3.2.2.3. Prime Farmlands
One of the increasing concerns in the nation is the reduction in the
finite supply of prime farmland. Prime farmland is that land best suited
for producing food, feed, forage, fiber, and oilseed crops, and is avail-
able for these uses. According to the most recent Council on Environmental
Quality directive (11 August 1980), prime and unique farmland is cropland,
pastureland, rangeland, forest land, or other land (excluding built-up
urban land) which is capable of being used as prime and unique farmland
3-65
-------
200-
ISLAND LAKE
shoreline house counts 1954-1980
1940
1950
1960
1970
250-
200-
co 150-1
ui
co
o
100-
50-
STURGEON LAKE
shoreline house counts 1955-1982
1940
r
1950
1960
1970
I
1980
Figure 3-16.
Rates of residential development on the shorelines of
of Island and Sturgeon Lakes.
3-66
-------
as defined by the specific criteria established by the USDA. The primary
criterion used to characterize prime farmland is the capability class and
subclass assigned to soils and which show, in a general way, the suit-
ability of soil capability classes I and II. Class I soils have few limi-
tations that restrict their use and Class II soils have only moderate
limitations that reduce the choice of crops or that require moderate con-
servation practices. There are no Class I soils in Carlton County or in
the Island and Sturgeon Lakes area of Pine County (SCS 1978, Finney 1981).
Capability subclasses are soil groups within one soil class that
characterize more specific limitations such as erosion, wetness, shallow-
ness, or climatic limitations (e.g., too dry, too cold, etc.). The only
soil in the project area that can be characterized as prime farmland is the
Duluth very fine silt loam with 0 to 6% slopes (SCS 1978). This soil has
been assigned a capability rating of IIc-1. This classification indicates
that the main limitations of the soils are the cool climate and short
growing season.
Although a detailed soil survey of Pine County has not been prepared,
the soils in the Pine County portion of the service area were mapped by a
registered soil scientist in support of the preparation of this Envi-
ronmental Report (Appendix B). This soils mapping indicated that much of
the service area, including Island Lake's direct drainage basin as well as
much of the northeastern half of the Sturgeon Lake watershed, contain
Duluth very fine silt loam with less than 4% slopes (Figure 3-17) . (The
Duluth very fine silt loams in Pine County were delineated either as having
slopes less than or greater than 4%. Therefore, the area in Pine County
depicted in Figure 3-17 slightly understates the amount of prime farmland
because it does not indicate those unmappable areas of Duluth very fine
silt loams with 4 to 6% slopes which can be characterized as prime farm-
land.)
3.2.2.4. Development Potential
3-67
-------
OJ
I
00
°&V:''j Prime Farmland
z,-,,,
<= Additional Farmland
of Statewide
Importance
Approximate Limits
of Urban Growth
Figure 3-17. Prime farmlands in portions of Pine and Carlton Counties.
Derived from soil unit maps(SCS 1978, Finney 1981).
-------
Development Controls
Winclemere Township does not have an overall zoning ordinance in effect
to control development. However, Pine County has adopted zoning regula-
tions as required by the Minnesota Shoreland Management Act of 1969. The
Act affects all land within 1,000 feet of a lake, pond, or flowage and
within 300 feet of a river or stream. In rural area, the Act applies to
all lakes over 10 hectares (25 acres) in area and to rivers and streams
with drainage areas in excess of 518 hectares (1,280 acres).
The purpose of the Act and the accompanying local regulations is to
control development alongside lakes, rivers, and streams so that the na-
tural resource values of the water body are maintained to the greatest
extent possible. Public waters are classified according to the Act in one
of three categories - Natural Environment, Recreational Development, or
General Development. The different classifications control the kind of
intensity of development by regulating uses, building and sewer setbacks,
and minimum lot sizes. Island, Sturgeon, Rush, and Passenger Lakes are all
classified as Recreational Development lakes (By telephone, Mr. Steve
Preston, MDNR to WAPORA, Inc., 26 February 1981). The minimum development
standards for unincorporated, unsewered areas around recreational develop-
ment lakes are:
Lot area: 40,000 ft'
Water frontage and
lot width: 150 ft
Building setback
from ordinary high water
mark: 100 ft
Building setback from
roads and highways: 30-50 ft
The minimum development standards for sewered areas of municipalities
that are within the shoreland zone of recreational development lakes are
less stringent. The required minimum lot sizes for such areas are 20,000
Building elevation above high-
est known water level: 3 ft
On-site waste treatment system
setback from ordinary high
water mark: 75 ft
Septic absorption system
elevation above groundwater
or bedrock: 4 ft
3-69
-------
2 2
ft for riparian lots and 15,000 ft for other lots within the shoreland
zone. In addition, the water frontage and lot width requirement is 75 feet
and the minimum building setback from the ordinary high water mark also is
75 feet. MDNR has indicated that the less rigorous minimum development
standards applied within municipalities may also be applied to sewered,
non-municipal (i.e., unincorporated) lakes (By telephone, Mr. Steve Pres-
tin, MDNR to WAPORA, Inc., 26 February 1981).
Future Development Potential
Although water-related recreation and similar amenities continue to
attract new residents, the focus of the demand generated by the natural
resource values of the project area lakes appears to be shifting. Ac-
cording to the 1980 census, the population growth rate exceeded the growth
rate for new housing units during the 1970. This means that some seasonal
homes were converted to year-round residences and that more homes were
built for permanent use than for seasonal, recreational use. This most
recent trend apparently is a result of retired people moving to the area on
a permanent basis, and the desire of some people to live in a high amenity,
rural area and commute long distances to work. Continued growth of the
non-retired permanent population will be significantly influenced by se-
veral external factors including the regional economy, the price of gaso-
line, and long-distance commuting costs.
Much of the lakeshore development activity within the service area
over the last 30 years has been concentrated around Island and Sturgeon
Lakes. As a result, there now is a limited supply of vacant lakefront lots
around these two lakes. Based on a house count and examination of plat
maps and tax records, it is estimated that there are approximately 50
vacant lakefront lots around Island Lake and approximately 105 vacant
lakefront lots around Sturgeon Lake. This estimate does not reflect de-
velopment constraints such as wet soils, steep slopes, lack of road access,
or other natural features. If current growth rates are maintained, both of
these lakes will become "built-out" during the planning period. After this
occurs, it is possible that some housing demand will continue in this area
3-70
-------
and will translate into development around the smaller lakes in the service
area (e.g., Rush and Passenger Lakes), in the second-tier or back lots, or
around other small, less desirable lakes in outlying areas.
Whether* the high growth trends of the 1970's will continue through the
next 20 years is uncertain. One local realtor that was contacted felt that
the Island-Sturgeon Lake area still has a lot of growth potential and that
second-tier lots or homes are in demand, particularly to retirees and young
couples, because of their lower cost (By telephone, Ms. Ann Brown, Century
21 Real Estate to WAPORA, Inc., 12 April 1982). One subdivision develop-
ment that exemplifies the basis of this opinion is the Wild Acres - Hogan
Acres projects located to the southeast of Sturgeon Lake and east of Rush
Lake. All of the 92 lots platted in the Hogan Acres have been sold and
more than 100 of the 136 platted lots in Wild Acres have been sold. Al-
though most of the lots have been sold, many of the buyers apparently do
not intend to develop their parcels immediately. There are an estimated 75
structures permanently inplace in the two subdivisions, including standard
homes, manufactured homes, and campers. Many of the other lot owners leave
campers on the property only during the summer and then spend weekends in
the area for recreation. The developer intentionally structured the de-
velopment in this way and uses this aspect of the project as a marketing
device. One of the developer's brochures states: "It is not necessary to
build on the lots. The use of mobile homes, travel trailers, campers,
motor homes, and tents is allowed."
Other realtors are less optimistic about the development potental of
the area. The most common reasons cited are the generally soft local and
regional economies and the absence of employment opportunities, parti-
cularly for young people (By telephone, Mr. Bud Fuller, Ken Brown Realty to
WAPORA, Inc., 12 April 1982). Although all of the realtors contacted
indicated that demand for lakefront lots or homes continues to be strong,
they also noted that most of the prime lakefront areas are already de-
veloped. In spite of the good sales history at Wild Acres - Hogan Acres,
other realtors have not had good success in selling homes or lots in the
second tier or in outlying areas. For this reason, they are are less opti-
mistic about the development potential of the area (by telephone, Mr.
Clarence Schoen, Clarence Schoen Realty to WAPORA, Inc., 12 April 1982).
3-71
-------
3.2.3. Economics
3.2.3.1. Income
Current data on median family income are available from the US De-
partment of Housing and Urban Development (HUD) Office of Economic Affairs
(Data from the 1980 Census are not yet available) . These data are avail-
able at the county level only and were derived from statistical adjustments
of previous census data. Although the county estimates are reasonably ac-
curate, the use of the data for jurisdictions within a county is tentative
and their applicability will depend on the relative wealth or poverty of
the area as compared to the county.
The level of income in the project area and Pine and Carlton counties
as indicated by per capita and median family income data, is relatively low
(Table 3-19 and Table 3-20). In 1981 the estimated median family incomes
of $17,000 for Pine County and $21,100 for Carlton County both were below
the estimated median family incomes of Non-Standard Metropolitan Statis-
tical Area (SMSA) counties ($22,850), the North Central Census Region
($25,600), and the US ($24,400) (By telephone HUD). The relatively low
level of income characteristic of the project area and Pine and Carlton
counties reflects the concentration of employment in the relatively low-
paying trade, government, and service industries and the high level of
unemployment (Section 3.2.3.2. Employment).
The income distribution within the project area varies widely. The
estimated median family income ranges from $16,275 in Moose Lake Township
to $26,356 for the City of Moose Lake. The estimated median family income
for Windemere Township is $21,132. This is 24% greater than the estimates
for Non-SMSA counties, the North Central Census Region and the US. The
estimated median family income in the City of Moose Lake is greater than
the estimates for all of the jurisdictions for which data were analyzed.
This probably reflects the economic function of the City of Moose Lake as a
primary trade center (Section 3.2.3.2. Employment).
3-72
-------
Table 3-19. Per capita income estimates for selected jurisdictions (US
Bureau of the Census 1972, 1980).
Percent Change Estimated 1981
Jurisdiction 1969 ($) 1977 ($) 1969-1977 Income ($)
Pine County
Windemere Township
Carlton County
Moose Lake Township
City of Moose Lake
State of Minnesota
2,183
2,657
2,513
1,705
3,147
3,038
4,054
5,004
4,731
3,457
5,909
5,778
86%
88%
88%
103%
88%
90%
5,797
7,206
6,813
5,255
8,510
8,378
Table 3-20. Estimated 1981 median family income for selected jurisdic-
tions.
Jurisdiction Median Income Estimates ($)
Pine County $17,000
Windemere Township 21,100
Carlton County 21,100
Moose Lake Township 16,275
City of Moose Lake 26,356
3.2.3.2. Employment
The economic structure of the project area and surrounding region
(Northeastern Minnesota: Aitkin, Carlton, Cook, Itasca, Koochiching, Lake,
and St. Louis counties [Region 7] and Pine County) contrasts with the
economic structure of Minnesota and the US in some very important ways.
First, the dominant industry in northeastern Minnesota is trade (concen-
trated in the Moose Lake and Duluth-Superior areas), whereas at the State
and National level, manufacturing is the dominant industry (Northeastern
Minnesota Labor Market Information Center 1980). In 1978, manufacturing
employment in northeastern Minnesota accounted for 13.9% of the wage and
salary workers as compared to the statewide percentage of 22.1. This is
particularily important because overall the trade industry traditionally
has been associated wth low wages (especially retail trade) and is very
sensitive to cyclical variations in the economy (e.i., when "spending
3-73
-------
money" becomes tight many of the goods and services available through the
trade industry are not consumed, thus levels of employment decrease).
Second, in 1978 the mining industry was the largest industry in north-
eastern Minnesota in terms of wages paid, but ranked fifth in total employ-
ment. This is not characteristic of the State and National employment
structures where the manufacturing industry is the largest industry in
terms of both employment and total wages paid (Peterson and Gronseth 1980).
This also is important because any changes in the level of employment in
the mining industry would quickly affect other sectors of the economy,
especially port activity (concentrated in the Duluth-Superior area), which
also plays an important role in the economy of the region. In 1979, the
value of income generated by port activities from wages paid and the pur-
chase of goods and services amounted to $239 million (Northeastern Min-
nesota Labor Market Review 1980).
In April 1982, Pine County had an estimated labor force of 9,549 and
an unemployment rate of 10.3% (By telephone, Patrick Connelly, East Central
Region Development Commission, to WAPORA, Inc., 12 July 1982). During the
same month, Carlton County had an estimated labor force of 11,900 and an
unemployment rate of 11.4%. The unemployment rates for the two counties
compares to an unemployment rate 9.8% for Region 7, 13.6% for Region 3,
7.0% for the State and 9.2% for the US. The comparatively high unemploy-
ment rate for Region 3 is a result of the weakness of those national indus-
tries that are most directly tied to the regional economy. In April 1982,
less than one-half of the steel industry's potential capacity was being
utilized and this had a direct impact on the need for taconite produced on
the Minnesota Iron Range and hence on local employment levels (Minnesota
Department of Economic Security 1982).
The local economy in Windemere Township differs somewhat from that of
Pine County or the region in that agriculture and forestry are the pre-
dominant industries. Not including agriculture, an employment survey
counted 54 people employed in Windemere Township (Pine County Area Re-
development Organization 1979). The greatest potential for economic de-
velopment in Pine County probably is in the tourism-recreation industry.
3-74
-------
Only 3.5% of the County's total gross sales are from the tourist-traveler,
and Pine County currently ranks 53rd out of 87 counties in Minnesota in
tourist-travel income. The relatively modest contribution of tourism-rec-
reation to the county economy probably is not indicative of the contri-
butions that tourism-recreation make to the more local economy of Windemere
Township (Pine County Area Redevelopment Organization 1979).
At present there are approximately 127 business establishments in the
Moose Lake area (Moose Lake Planning Commission 1980) . Fifty-three of the
businesses (42%) are categorized as retail and wholesale sales establish-
ments. This category includes grocery stores, clothing stores, and whole-
sale distributors. In 1977, there were $10,146,312 in retail sales in
Moose Lake, and it is estimated that this could increase to $12,000,000
annually by 1985. Moose Lake is considered the primary retail trade center
for a fairly large area. The trade zone of Moose Lake includes the cities
of Moose Lake, Barnum, Kettle River, Sturgeon Lake, Denham, and Kerrick,
and the Townships of Moose Lake, Barnum, Silver, Split Rock, Birch Creek,
Kerrizk, Sturgeon Lake, and Windemere.
3.2.4. Public Finance
A variety of community services are provided for the residents of
Moose Lake and Windemere Townships. Among them are health and welfare
services, transportation facilities, police and fire protection and, within
the city of Moose Lake, wastewater collection and treatment. The ability
of the townships to maintain and improve these services is dependent on the
continued ability of township residents to finance them. Income and em-
ployment levels are one measure of a community's ability to support com-
munity services. Additionally, the assessed valuation of property directly
affects tax revenues collected by local governments, and consequently their
financial capabilities. The amount of outstanding indebtedness and annual
debt service borne by a community also affects the communits capability to
finance public works projects. The 1980 assessed valuation, property tax,
total revenue, outstanding indebtedness, and debt service for the juris-
dictions within the project area are presented in Table 3-21.
3-75
-------
Table 3-21. Selected financial characteristics of the project area jurisdictions in 1980 (Carlson 1982a,
1982b; by telephone, Minnesota Department of Revenue to Wapora, Inc., 4 June 1982; by letter,
Mr. Harold Westholm, Moose Lake-Windemere Sanitary District to WAPORA, Inc., 2 April 1982).
Assessed
Jurisdiction Valuation ($)
Windemere Township
Moose Lake Township
Moose Lake-Windemere
Sanitary District
Pine County
Carlton County
f Moose Lake
JJ School District
City of Moose Lake
3,310,539
1,701,968
4,552,404
46,876,244
88,981,157
10,529,509
2,608,374
Full Market
Value ($) Debt ($)
11,377,679 -0-
5,812,784 -0-
17,190,463 1,295,551
120,000
750,000
245,000
540,000
Debt . Property
Service ($) Tax ($)
-0-
-0-
82,100
20,000
-
78,807
22,000
32,925
50,037
23,982
2,523,087
3,714,732
545,043
52,305
Total f
Revenue ($)
56,362
27,300
1,381,989
9,699,480
11,332,481
-
363,138
a
The value of all taxable general property as determined by the municipal assessor.
The value of all taxable general property as determined by the Minnesota Department of Revenue. This
value is determined independently of the assessed value and reflects actual market value.
c
General obligation bonds, long-term notes, revenue bonds, and installment contracts.
d
Debt payment = principal + interest.
e
State, County, local, and school property tax levies.
f
Total revenues for general operations.
-------
Criteria for prudent fiscal management have been developed by several
authors, and an adaptation of these criteria is presented in Table 3-21.
These recommended standards can be compared with relationships developed
from the previously discussed municipal data (Table 3-22) to assess local
financial conditions. Based on these criteria, the financial condition of
the MLWSD in 1980 appears to be sound. All of the values for the MLWSD
fall below the limits given in Table 3-23. However, the indicators con-
cerning debt to full market value and debt to personal income are close to
the standard upper limits. This appears to be the result of the relatively
large debts that the MLWSD has incurred for the Sand Lake and Coffee Lake
improvement projects. If additional large debts are undertaken in the near
future, it is possible that some of the standard upper limits would be
exceeded. This would depend, though, on the retirement schedule for out-
standing debts and the amount of capital needed for improvement projects.
Table 3-22. Values for Moose Lake-Windernere Sanitary District full-faith
and credit debt analyses during 1980.
1980
Population
3,817
Debt Per
Capita ($)'
394
Debt to
Full Value (%)'
8.7
Debt Service
to Revenue (%)
5.9
Debt to
Income (%)'
6.0
Debt includes school and county debt apportioned on the basis of the Sani-
tary District's percentage of the assessed valuations of the school dis-
trict and counties.
Table 3-23. Criteria for local government full-faith and credit debt
analysis (Adapted from Moak and Hillhouse 1975 and Aron-
son and Schwartz 1975).
Debt Ratio
Debt per Capita
Low Inc ome
Middle Income
High Income
Debt to Market Value
Property
Debt Service to Revenue
Debt to Personal Income
Standard Upper Limit for Debt
$ 500
1,000
5,000
10% of current market value
25% of the local government's
total budget
7%
3-7 7~
-------
Households in the MLWSD pay a user fee of $4.00 per month. This
represents an annual user fee of $48. The monthly fee includes $3.25/month
for operation and maintenance, $0.50/month for use of the City of Moose
Lake's waste treatment plant, and $0.25/month for District administrative
costs. In addition to the user fee, users are assessed a connection charge
payable over a 30-year period. Users around Coffee Lake are assessed
$2,150 for connecting to the system. The assessment is $2,900 for users
around Sand Lake. Assuming that a user presently is paying the annual user
fee and the assessment, the typical total annual charge to users around
Coffee Lake and Sand Lake is $120 and $145, respectively.
3.2.5. Transportation
The private automobile is the primary mode of transportation in the
project area. County Highway CH10 and CH46 are the major, paved thorough-
fares in the project area. Interstate 35 (1-35), which is located just
west of the proposed service area, is a limited access highway and facili-
tates accessibility north to Duluth (approximately 45 miles) and south to
Minneapolis-St. Paul and beyond. There is a full traffic interchange on
1-35 at CH 46. Although most of the other roads in the project area are
either sand or gravel surfaced, the annual average daily traffic (adt) is
equal to or greater than the adt on other roads for which data were avail-
able in most of northwestern Pine County (Minnesota Department of Transpor-
tation [MNDOT] 1979); Appendix M. The adt on 1-35 within Pine County
increases from north to south indicating heavier traffic away from Duluth.
On State Highway 61, the main thoroughfare to Moose Lake, the adt increases
from south to north indicating heavier traffic toward Moose Lake.
The closest automatic traffic recorder (atr) station to the project
area is located 1.5 miles east of County State Aid Highway (CSAH) 21, south
of the project area near Sandstone MN. Seasonally adjusted monthly adt
indicate that adt peaks in November (MNDOT 1981; Appendix M). Data on the
total daily volume indicate that the highest adt occurs on Saturday. These
phenomena reflect the autumn season, hunting-generated traffic which is
greater than the summer season, recreation-generated traffic.
3-78
-------
The other modes of transportation available in or in close proximity
to the project area are: Senior citizen bus service, railroad, and air-
plane. The Pine County Committee on Aging operates an 11-passenger bus
five times a month for medical services and provides transportation ser-
vices to 12 Senior Citizen Centers located throughout Pine County (By
telephone, Ms. Pearl Oleson, President, Pine County Committee on Aging to
WAPORA, Inc., 12 July 1982). The nearest commercial airport is located at
Duluth. Numerous intermediate airports are located in the vicinity of the
project area. Burlington Northern, Inc. and Soo Line own and operate rail
facilities in the vicinity of the project area.
3.2.6. Energy
There are four types of energy available for space heating and ap-
pliance use in the project area: fuel oil, liquid propane gas (Ip gas),
wood, and electricity. Natural gas is not available in the service area,
but is available in the City of Moose Lake. There are no published data
available on consumption patterns in the area and local opinion varies.
Wood, Ip gas, and fuel oil are most commonly used for space heating (By
telephone Mr. J. Sanders, Carlton-Aitkin-Pine Cooperative Oil Association;
Mr. C. Chmielewski, Chmielewski Oil Company; and Roger Davidson, Carlton
County Cooperative Power Association to WAPORA, Inc. 14 June 1982). Elec-
tricity is not a popular choice for space heating unless it is used at an
off-peak reduced rate as a back-up for wood (Mr. Roger Davidson, Carlton
County Cooperative Power Association to WAPORA, Inc., 14 June 1982). The
use of wood for space heating has increased in recent years. A back-up
system which requires either Ip gas, fuel oil, or electricity is necessary.
Electricity, followed by Ip gas and fuel oil is most commonly used for
appliances. There are no major commercial, industrial, or retail energy
consumers in either the project area or the City of Moose Lake. The state
hospital in Moose Lake is the biggest consumer in the area (By telephone,
Mr. L. Johnson Moose Lake Municipal Power Plant to WAPORA, Inc., 11 June
1982).
Pine County is located in State Planning Region 7E and Carlton County
is located in State Planning Region 3. In terms of the cost for residen-
3-79
-------
tial energy these two regions ranked approximately seventh and fourth,
respectively, out of the thirteen state planning regions (Table 3-24.).
The differences in total cost reflect both differences in unit cost and in
degree heating days. The unit cost for the various forms of energy is
higher in Region 3 (Carlton County) than in Minnesota as a whole. This
also is true in Pine County, except for natural gas which is less expensive
than the state-wide average (Appendix N.).
Table 3-24. Average cost for residential energy during the period from April
1980 to March 1981 (Minnesota Energy Agency 1981).
Fuel Type
Region Use Natural Gas Electricity Fuel Oil LP Gas
3 (Carlton County) Space heating $703 $ 978 $1,281 $1,107
Total energy 988 1,562 1,865 1,640
7E (Pine County) Space heating 490 994 1,101 1,064
Total energy 849 1,585 1,692 1,616
a
Data are not available for wood. A full cord of wood is estimated to cost
approximately $50 (By telephone, Mr. C. Chmielewski, Chmielewski Oil Company
to WAPORA, Inc. 14 June 1982).
There are no restrictions foreseen on natural gas hook-ups in the
Moose Lake area at this time (By telephone, Intercity Gas Limited to WA-
PORA, Inc., 11 June 1982). Electrical energy in the service area is sup-
plied by the Carlton County Cooperative Power Association. The Moose Lake
Municipal Power Plant supplies electricity to the City of Moose Lake. Both
of these suppliers purchase electricity from United Power Association (UPA)
of Elk River, Minnesota. UPA owns a 2-year old generating station in North
Dakota which currently is operating at 50% of its capacity. There are
currently no foreseen shortages of either Ip gas or fuel oil.
3-80
-------
3.2.7. Recreation and Tourism
The tourism-travel industry is not considered a major industry in Pine
County (East Central Regional Development Commission [ECRDC] 1981). How-
ever, there are indicators that the industry is growing as energy costs
inhibit long-distance travel and Twin Cities vacationers seek recreational
opportunities closer to home. The 1979 gross sales for the tourism-travel
industry in Pine County was $1,880,000 (By telephone, Mr. Igmar Sollin,
Minnesota Department of Tourism to WAPORA, Inc., 14 June 1982). The es-
timated cost breakdown is shown below:
$376,000 lodging
470,000 transportation
507,000 food and beverage
414,000 retail and other services
113,000 amusements and other miscellaneous
The gross sales in the tourism-travel industry accounted for 3.5% of
the total gross sales in Pine County during 1979 (By telephone, Mr. Patrick
Connelly, ECRDC to WAPORA, Inc. 14 July 1982). This figure can be consi-
dered significant to Pine County where trade is the largest employment
sector. In comparison to tourism-travel sales statewide, however, Pine
County sales are less significant, accounting for only 0.10% of the state-
wide sales during 1979 (By telephone, Mr. Igmar Sollin, Minnesota Depart-
ment of Tourism to WAPORA, Inc., 14 June 1982).
The tourism-travel industry in the project area primarily consists of
private development. There is a public access area on each of the four
lakes. There are two resorts in the project area, both of which are on
Sturgeon Lake. The Eidelweiss Campground has six cabins and 60 campsites
(By telephone, Ms. Sheldine Ion, Eidelweiss Campground to WAPORA, Inc., 14
July 1982). Ray and Marges Resort has cabins and a bar. Both resorts rent
small fishing boats.
Fishing is the major recreational activity on the service area lakes,
although pleasure boating is a major recreational activity on Sturgeon Lake
3-81
-------
and Island Lake. There are private piers and swimming beaches only. There
are no public parks or marinas in the project area (By telephone, Mr. Don
Clausen, Moose Lake Village Clerk to WAPORA, Inc., 14 July 1982).
3.2.8. Cultural Resources
Both the National Register of Historic Places and the Minnesota State
Historic Preservation Officer (SHPO) were consulted concerning the arch-
aeological and historic resources within the MLWSD (Appendix ). There are
currently no known resources within the project area that are listed in or
considered eligible for inclusion to the National Register of Historic
Places.
3.2.8.1. Historic Sites
The following sites have been identified by the SHPO as being located
within the boundaries of the EIS project area:
• 21 PN 6 - A group of 14 mounds located near Sturgeon Lake.
Section 20, T45 R19, Pine County
• 21 PN 18 - Two mounds located near Eidelweiss Resort on
Sturgeon Lake. Section 20, T45 R19, Pine County
• 21 PN 19 - Historic archaeological site (Charcoal Kilns) lo-
cated in Section 20, T45 R19, Pine County
• Unnumbered site located in Sections 16 and 21, T45 R19, Pine
County.
The SHPO has stated that Pine Cunty has been surveyed recently for
historic, standing structures. While no structures were determined to be
eligible for the National Register of Historic Places, one site of local
historic interest was identified within the proposed service area. This
site is the original YMCA Boys Camp containing the original Camp Miller Log
Cabin structure, located in the southern half of Section 17, Township 45N
Range 19 W (southwest shore of Sturgeon Lake). This structure was con-
structed prior to 1920 and is listed as being in good condition according
to the records of the SHPO.
3-82
-------
3.2.8.2. Archaeological Sites
While few archaeological sites have been recorded within the boun-
daries of the project area, it is the opinion of the SHPO that this absence
is related to a lack of systematic surveys for the area rather than an
actual absence of resources. The SHPO has stated that an archaeological
survey may be necessary for the service area. Final recommendations on the
necessity of a survey will be withheld pending review of the final project
alternative.
3-83
-------
4.0. ENVIRONMENTAL CONSEQUENCES
The potential environmental consequences of the project alternatives
described in Section 2.4. are discussed in the following sections. The
impacts resulting from the construction and operation of the alternatives
may be beneficial or adverse, and may vary in duration and significance. A
summary of the significant impacts of project alternatives is presented in
Table 4-1.
Environmental effects are classified as either primary or secondary
impacts. Primary impacts result directly from the construction and/or
operation of the proposed facilities. Short-term primary impacts generally
occur during construction. Long-term primary impacts result from the
operation of the proposed project.
Secondary impacts are indirect effects of the project, such as changes
in demographic and other socioeconomic characteristics. As these changes
occur, other impacts which may result include: air or water pollution,
increased noise levels, increased energy consumption, increased development
pressure, diminished wildlife habitats, increased employment or business
activity, and increased property values. Secondary impacts also may be
either short-term or long-term. An example of a short-term secondary
impact is the disruption of the environment that occurs during the con-
struction of secondary development. Long-term secondary impacts can re-
sult, for example, from urban runoff that occurs for an indefinite period
after development of agricultural land or undeveloped areas.
Measures to control or mitigate adverse impacts are also discussed in
this chapter. These measures include planning activities and construction
techniques that can reduce the severity of both primary and secondary
adverse impacts. The use of appropriate mitigative measures should be
stipulated as an integral part of all project plans and specifications
developed by the Sanitary District.
4-1
-------
Table 4-1. A summary of significant environmental impacts of Project Alternatives.
ADVERSE IMPACTS
BENEFICIAL IMPACTS
o
o
*«
0
o
o
o
©
"2
Q.
O
Q.
O
Project Alternatives 4 through 7 could
cause short-term water quality degrada-
tion during construction of centralized
collection and treatment facilities.
See Section 4.1.1.3.
Project Alternatives 2 through 7 would
have short-term impacts on backyard
vegetation and on vegetation and wild-
life in sewer corridors and at treat-
ment sites. Alternative 5 would have
significant short-term impacts on
wildlife due to construction of exclu-
sionary fence. See Section 4.1.1.5.
' Project Alternative 5 could have long-
term impacts on the groundwater and
biota at the site of treatment. See
Sections 4.1.2.2. and 4.1.2.5.
Project Alternative 5 could have long-
term impacts on the peat soils at the
treatment site. See Sect ion .4. .l..:2i 2..
Project Alternative 7 is a high cost
system that could pose a significant
financial burden on users even if State
and Federal grants are available.
Project Alternative 2 is the only
alternative that would not pose a
significant financial burden on users
if no grants are available. See
Section 4.1.3. for details.
Project Alternatives 2 through 7 may
have a significant secondary impact
on low income families with residences
on the shorelines of Island and Sturgeon
Lakes. These families may be displaced
from the project area if they are unable
to afford user charges. See Section
4.2.2. and Table 4-4 of Section 4.1.3.
4-2
-------
4.1. Primary Impacts of the Seven Project Alternatives
4.1.1. Construction Impacts
Each of the alternatives involves some construction initially, in-
cluding the No-Action Alternative, which incorporates some construction of
new systems and upgraded systems in the course of the 20-year design
period. Evaluation of the impacts associated with the No-Action Alterna-
tive is discussed with operational impacts in Section 4.1.2. Construction
impacts for Alternatives 2 through 7 (the "action" alternatives) are ad-
dressed in the following subsections for each of the major elements of the
natural and man-made environments.
4.1.1.1. Atmosphere
Construction activities for Alternatives 2 through 7 will produce
short-term adverse impacts to local air quality. Cleaning, grading, exca-
vating, backfilling, and other related construction activities will gener-
ate fugitive dust, noise, and odors. Emissions of fumes and noise from
construction equipment will be a temporary nuisance to residents living
near the sewer pipe construction corridor and near the treatment facil-
ities.
4.1.1.2. Soils
Soils exposed during construction will be subjected to accelerated
erosion until the soil surface is protected by revegetation or other means.
Most of the force mains will be laid within road rights-of-way where runoff
tends to concentrate in roadside drainageways, but some sewers will be laid
through residential yards.
Major storms could cause considerable erosion in some drainageways or
on lots on steep slopes. The alternatives that involve the construction of
considerable lengths of sewers and force mains can be expected to result in
the greatest amount of erosion and subsequent sedimentation. Adverse
consequences due to increased sedimentation include additional phosphorus
inputs to lakes and streams, clogging of road culverts, localized flooding
4-3
-------
where drainageways are filled with sediment, and localized filling of the
lake bed so that a substrate for aquatic plant growth is provided.
4.1.1.3. Surface Water
Wastewater collection system and treatment plant construction activi-
ties (Alternatives 4 through 7) could produce discharges of turbid waters
pumped from excavations and trenches, and turbid surface runoff from dis-
turbed areas, resulting in increased turbidity and sedimentation in ad-
jacent wetlands or lakes. This sediment transport could result in water
quality degradation, and has the potential to result in adverse impacts to
aquatic biota. Upgrading on-site systems (Alternatives 2 through 7) and
construction of collection systems for cluster drainfields (Alternatives 3
through 6) also would contribute turbid runoff to lakes or waterways, but
to a lesser extent compared to the construction of the centralized col-
lection and treatment alternatives.
4.1.1.4. Groundwater
Groundwater may be impacted by construction activities in localized
areas. Construction dewatering may cause some shallow wells to fail, es-
pecially where pump stations are to be constructed. A potential change in
water quality would likely occur where organic soils are disturbed either
directly or by altering the water table. Organics may leach out of these
areas and affect the taste of water in nearby wells. Spilled fuel and
other construction materials could quickly pass through the sandy soils to
contaminate the groundwater.
4.1.1.5. Biota
Construction activities associated with various components of the pro-
posed alternatives would result in impacts to wildlife and vegetation to
various degrees. Collection sewers (Alternatives 4 through 7) and upgraded
systems (Alternatives 2 through 7) would be placed on residential lots;
temporary loss of grassed areas and the removal or death of trees would
result from construction of these facilities. Disruption of backyard
4-4
-------
gardens, shrubs, and lawns, and the presence of construction equipment and
noises, would cause temporary displacement of most vertebrate species and
mortality of a few (probably small mammal) species, but replacement of
vegetation and cessation of construction activities would allow re-estab-
lishment of the animals to the areas. More likely the animals commonly
associated with human habitation (e.g., cottontail rabbits, house sparrows,
European starlings) that would be displaced would move to suitable neigh-
boring habitats but would not induce density-related stress upon those
habitats.
A bog treatment system (Alternative 5) , cluster drainfields (Alter-
natives 3 through 6), and an upgraded lagoon (Alternatives 4, 6, and 7,)
would adversely affect vegetation and wildlife during construction, de-
pending upon the proposed sites. Establishment of exclusionary fences
around the bog treatment site would disrupt feeding and migration habits of
whitetail deer and other large mammals. Placement of cluster drainfields
would be somewhat removed from residential areas, and little disruption of
vegetation or wildlife would be expected by their construction. The im-
pacts on terrestrial biota that would result from upgrading the existing
on-site systems would be insignificant because a relatively small total
amount of construction on developed land would be required to complete the
project.
4.1.1.6. Demographics
Temporary jobs created by the construction of wastewater collection
and treatment facilities are not likely to attract any new permanent resi-
dents to the project area. These positions would most likely be filled by
workers from the immediate and surrounding areas. Some permanent residents
may reduce the time spent in their homes while construction of on-site or
sewer systems occurs on their property. Because many residents utilize
their lakeshore property for vacation purposes, vacation schedules may be
disrupted by the construction activities. No significant demographic
impacts will occur during reconstruction of wastewater treatment facil-
ities.
4-5
-------
4.1.1.7. Land Use
Construction activities associated with the implementation of Alter-
natives 3 through 7 would require some conversions of land use in the
project area. Under Alternatives 3 through 7, residential, agricultural,
forest, and wetland areas would be affected to varying degrees. The con-
struction of the lagoon expansion at the existing Moose Lake WWTP, the bog
treatment system, and the cluster drainfields will require permanent land
conversion, as shown in Table 4-2. Under any of the Project Alternatives,
less than 0.1% of the farmland in Pine County would be converted to treat-
ment sites.
Table 4-2. Land use conversions for "action" alternatives.
Project
Alternat ive
#2
#3
#4
#5
#6
Treatment System
On-site
Cluster drainfield
Lagoon upgrade a
Cluster drainfield
Bog treatment
Cluster drainfield
*a
Lagoon upgrade
Cluster drainfield
Acres
Converted
None
16
14
5
20
5
22
5
Existing Land
Use
Residential
Farm.
b
Farm
Farm
Wetland
Farm
b
Farm
Farm
#7
Lagoon upgrade*1
48
Farm
.Upgrade lagoons at existing Moose Lake WWTP
Prime farmland
The construction of sewers under Alternatives 3 through 7 would occur
primarily in residential areas. However, certain environmentally sensitive
areas would be affected. Agricultural, wetland, and forest areas will be
traversed by connector sewers under these alternatives. Following con-
struction of the sewer systems, a 30- to 40-foot easement may be enforced
to ensure access to the sewer system for repairs and maintenance. The
magnitude of these impacts is not anticipated to be significant because
most of the sewer system would follow existing rights-of-way, such as those
along roadways.
4-6
-------
Wetlands may be subject to sedimentation during construction of the
sewer collection system. As a result, water circulation patterns within
these wetlands may be permanently modified. Excavation, clearing, grading,
and backfilling may temporarily affect the productivity and aesthetic value
of wetlands, agricultural, orchard, and forest lands during construction of
conveyance lines.
The construction of on-site systems under Alternatives 2 through 6
would occur primarily on lots which are already developed for residential
use. Cluster systems would be built on agricultural land, but an in-
significant amount of the total agricultural area would be necessary for
their construction. The amount of prime agricultural farmland affected by
construction activities is dependent upon the actual location of the waste-
water treatment facilities. The prime farmland within the project area is
discussed in Section 3.2.2.3.
The Council on Environmental Quality (CEQ) has issued a memorandum
(CEQ 1976) to all Federal agencies requesting that efforts be made to
insure that prime and unique farmlands (as designated by SCS) are not
irreversibly converted to other uses unless other national interests over-
ride the importance of or benefits derived from their protection.
The USEPA has a policy of not allowing the construction of a treatment
plant or the placement of interceptor sewers funded through the Construc-
tion Grants Program in prime agricultural lands unless it is necessary to
eliminate existing point discharges and or to accommodate flows that vio-
late the requirements of the Clean Water Act (USEPA 1981b). The policy of
USEPA is to protect prime agricultural land from being adversely affected
by both primary and secondary impacts. It is considered to be a signi-
ficant impact if 40 or more acres of prime agricultural land are diverted
from production.
Less than 40 acres of prime agricultural land are likely to be di-
rectly affected under any of the project alternatives except Alternative 7,
which requires 48 acres for upgrading the existing lagoons (Table 4-2) .
These lands would be taken out of production and used as lagoons, treatment
4-7
-------
facilities, buffer zones, or access roads. The actual total amount of
acres of prime agricultural land which may ultimately be taken out of
production for each project alternative is dependent upon the precise
location and placement of the treatment sites and interceptor routes, as
will be determined in completion of the facility planning for the MLWSD.
4.1.1.8. Economics
The construction of wastewater treatment facilities under any of the
project alternatives would create a limited number of short-term con-
struction jobs. Masons, pipefitters, heavy equipment operators, electri-
cians, truck drivers, plumbers, roofers, painters, and carpenters would be
among the tradesmen necessary to complete construction of the proposed
facilities. Most jobs would be filled by persons living within the project
area or within commuting distance of the project area.
The purchase of construction materials from project area merchants
would benefit the local economy. However, few firms offering materials
required for the construction of wastewater facilities are established
within the project area. Purchases made by construction workers within the
project area also would benefit the local economy. These purchases would
likely be for fuel, food, and clothing. Patronage may be reduced for some
businesses along sewer lines when road closings and disruptions occur. No
significant economic impacts are anticipated to occur during the construc-
tion of wastewater facilities under any of the alternatives.
4.1.1.9. Transportation
Increased truck and grading equipment traffic during the construction
of wastewater treatment components would increase road congestion. Vehi-
cular traffic would be inconvenienced by excavating, grading, backfilling,
and temporary road closures during construction of conveyance lines along
roadways under Alternatives 4 through 7. The inconvenience experienced
during these periods is not anticipated to be significant.
4-8
-------
4.1.1.10. Energy Resources
Residential, commerical, and industrial energy requirements are not
likely to be affected during the construction of wastewater facilities
under any of the alternatives. Active competition for specific energy
sources would become apparent if there were a recurrence of a national fuel
crisis such as the one precipitated by the oil embargo of 1977. Trucks and
construction equipment used during the construction of wastewater treatment
facilities would increase demand for local supplies of gasoline and diesel
fuel. There is ample power generation to meet the electrical needs of any
of the construction phase activities.
4.1.1.11. Recreation and Tourism
Many recreational activities in the project area are concentrated on
or along the perimeter of lakes. No significant air, water, noise, or
traffic impacts are expected to occur near the lakes which would seriously
interfere with tourism and recreation activities. Construction activities
may curtail some recreation and tourist activities by interupting access to
recreational facilities. However, these impacts are not anticipated to be
significant.
4.1.1.12. Cultural Resources
Final routings of conveyance lines should be presented to the SHPO for
assessment before construction activities begin. If construction excava-
tions uncover significant cultural resources, the SHPO should be notified
immediately. To provide adequate consideration of impacts affecting his-
toric sites, a survey of the Miller cabin on the YMCA property should be
conducted preceding implementation of any alternative which involves con-
veyance of wastewater to the City of Moose Lake treatment plant.
4.1.2. Operational Impacts
Each of the alternatives, including the No-Action Alternative, in-
volves operations that will continue through the project period. Included
4-9
-------
in the definition of operations are construction of new septic tank systems
for new structures and upgrading on-site systems that fail. Impacts are
addressed for each of the major elements of the natural and man-made envi-
ronments.
4.1.2.1. Atmosphere
Potential emissions from the operation of the centralized wastewater
treatment components include aerosols, hazardous gases, and odors. The
emissions could pose a health risk or be a public nuisance.
Organic material that contains sulfur or nitrogen may be partially
oxidized anaerobically and result in the emission of byproducts that may be
malodorous. Common emissions, such as hydrogen sulfide and ammonia, are
often referred to as sewer gases, and have odors reminiscent of rotten eggs
and concentrated urine, respectively. Some organic acids, aldehydes,
mercaptans, skatoles, indoles, and amines also may be odorous, either
individually or in combination with other sewage compounds. Sources of
wastewater related odors include:
o Untreated or incompletely treated wastewater.
o Screenings, grit, or skimmings containing septic or putre-
scible matter.
o Oil, grease, fats, and soaps from food-handling enterprises,
homes, and surface runoff.
o Gaseous emissions from treatment processes, manholes, wet
wells, pumping stations, leaking containers, turbulent flow
areas, and outfall areas.
o Raw or incompletely stabilized sludge or septage.
Wastewater stabilization lagoons typically emit considerable odors when the
ice cover melts in the spring. These odors are likely to be noticeable at
least one-half mile in the downwind direction. Odors from septic tank ef-
fluent sewers may escape from lift stations where turbulent flow occurs
unless proper design steps are taken to minimize odors. Sewage may become
septic and odorous in the lengthy force mains that are part of some alter-
natives especially during the low-flow winter season. The occasional
4-10
-------
failure of an on-site system may release some odors. Septage haulers using
inadequate or improperly maintained equipment may create odor nuisances.
None of the Project Alternatives are anticipated to cause significant
public health or nuisance impacts if proper mitigative measures are em-
ployed. For example, restrictive zoning for residential development around
the lagoon systems should be implemented.
4.1.2.2. Soils
The operation of the bog treatment system and cluster drainfields for
wastewater treatment would alter the soils of these sites over the life of
the project. The potential changes depend on the existing soil chemical
and hydraulic properties and on the chemical characteristics and appli-
cation rate of the septic tank effluent. In general the phosphorus and
nitrogen content of the soils will be affected. Chemical and physical
properties of the soils of the area are discussed in Section 2.2.1.1.
Impacts to the peat soil under the bog treatment alternative (Alternative
5) are of some concern due to the treatment requirement that the water
table be artificially maintained at a steady and low level. Deleterious
impacts to the soils in the cluster systems and onsite upgrades (Alterna-
tives 2 through 7) are expected to be minimal. The general nature of
potential impacts of all project alternatives on soil is described in
Appendix G.
4.1.2.3. Surface Water
Operational impacts that could affect surface water quality through
the 20-year design period concern the following types of wastewater pollu-
tants: coliform bacteria, dissolved organics, suspended solids, and exces-
sive nutrients. Other wastewater pollutants such as trace metals or chlor-
inated organics are not expected to significantly affect any surface water
uses.
Measurements of fecal coliform (bacterial contamination) made in the
project area lakes are inconclusive because bacterial sampling efforts
usually involved one sample per station for a single date. USEPA regula-
4-11
-------
tions require that conclusions as to the violation of standards be based on
the geometric mean of a minimum of five samples.
Continued reliance on existing systems (No-Action Alternative) in
areas with a high water table increases the potential for bacterial contam-
ination of surface water. For the other alternatives, the wastewater
management system proposed should effectively preclude these problems,
although bacterial contamination is still a possibility with centralized
alternatives in cases of pumping station malfunctions, or with upgraded
on-site systems in cases of surface ponding of the effluent.
Treatment of wastewater by soil absorption systems is an effective way
of eliminating or immobilizing sewage-borne pathogens. In fine-textured
soil, bacteria can be filtered out by 1 to 2 meters of soil. Soils con-
taining clay remove most organisms through adsorption. Sandy soil removes
them through filtration (Lance 1978).
On-site systems should effectively remove suspended solids from the
septic tank effluent and most dissolved organic substances should be re-
moved by soil adsorption. The septic leachate survey, which is indicative
of dissolved organics or dissolved salts as components of suspected leach-
ate plumes, detected a very limited number of such plumes in each of the
lakes. Dissolved organics will exert a BOD resulting in the consumption of
dissolved oxygen within a lake. within a properly maintained on-site
system, BOD movement to lake waters should be insignificant.
Centralized collection and treatment alternatives that use the Moose
Horn River as a receiving stream for discharge of treated wastewater ef-
fluents from the treatment lagoons (Alternatives 4, 6, and 7) are operated
with the discharge timed for release during the spring runoff period. The
waste stabilization lagoons are designed to meet State and Federal dis-
charge standards. Suspended solids and dissolved organics are expected to
exert a BOD in the receiving stream that could depress dissolved oxygen
levels. Most of the residual BOD and ammonia should be oxidized within the
Moose River or Kettle River and not affect the downstream St. Croix River.
4-12
-------
The input of excessive nutrients to lakes within the project area is a
signficant concern. Previous discussions presented in Chapter 2 (Section
2.2.2.4.) and Chapter 3 (Section 3.1.3) address in detail the potential
water quality impacts of proposed wastewater treatment alternatives. These
are summarized in the following paragraphs.
If the No-Action Alternative were selected, the phosphorus loading to
all lakes is likely to increase in comparison with present conditions. This
projected increase is based on future population estimates around the
project area lakes, and would stem from the generalized nutrient transport
to the lakes associated with residential development. For example, an
increased population would use additional on-site systems, possibly re-
sulting in some additional phosphorus loads to the lakes.
Centralized collection systems would eliminate the phosphorus loads
associated with failing on-site systems. Upgrading existing on-site sys-
tems and placing certain residences in critical areas on a cluster col-
lection system also could result in decreased phosphorus loads to the lakes
compared to present conditions. However, the additional residential de-
velopment that would ultimately be served by the centralized collection
systems proposed in any of the project alternatives also would generate new
sources of phosphorus to the lakes. These phosphorus loads would stem from
the generalized phosphorus movement associated with erosion and lawn fer-
tilization in residential land use. Additional phosphorus loads to the
lakes may stem from sewer exfiltration. These impacts are secondary in
nature, as discussed in Section 4.2.3., but the result is that gains a-
chieved in abatement of on-site system phosphorus loads through centralized
collection and treatment is of reduced long-term significance.
The principal water quality benefit that might be anticipated through
provision of improved wastewater management for the lakeshore community is
an improvement in lake trophic condition whereby algae blooms would be re-
duced. This would be a long-term benefit the results of which would not be
seen for many years if the hydraulic residence time of a lake was great or
if other sources of phosphorus predominated. Based on evaluations of water
quality, nutrient loading regimes, trophic histories, and the aquatic biota
4-13
-------
of the project area lakes it is concluded that no significant beneficial
impact on trophic status will result from any of the seven project alter-
natives. The eutrophic condition of Island Lake would not be changed, and
blue-green algae blooms would not be lessened in frequency or severity.
The existing good water quality of Sturgeon, Rush, and Passenger Lakes
would not be protected to any greater degree as a result of implementing
any of the proposed project alternatives.
The fact that none of the proposed project alternatives offers a pros-
pect of beneficial water quality impacts is a consequence of the local
environment, rather than of the design of the alternatives. All existing
data on the natural and man-made environment of the project area indicate
that impacts of domestic wastewater on lakes are inconsequential in the
context of other manageable and unmanageable nutrient sources.
An additional concern of implementing an alternative which calls for
collection sewers is the effect of such an alternative on lake water le-
vels. Lake water levels may decline slightly with the centralized col-
lection alternatives because water that formerly went to soil adsorption
systems would be exported from the basin. The groundwater inflow and
outflow of the lakes are an important component in their hydrologic budgets
and export of groundwater introduced to sewers through wastewater disposal
and through general infiltration could lower the lakes' flushing rates.
Assuming no long-term change in average surface water inflows and outflows,
a water volume equivalent to between 1 and 2 inches of lake surface would
be exported from Island or Sturgeon Lake during the summer through the
collection sewers exposed under Alternatives 6 and 7. Potential impacts of
lowered lake levels include a decrease in hydraulic residence time for the
lakes and concomitant changes in phosphorus levels and algae growth.
4.1.2.4. Groundwater
Operational impacts that could affect groundwater in the 20-year
design period concern the following types of pollutants: coliform bac-
teria, dissolved organics, and excessive nutrients. Movement to ground-
water of other wastewater constituents or of soil chemicals would continue
4-14
-------
to occur under the alternatives employing on-site systems, but are not
expected to significantly affect any of the uses of the groundwater within
the service area.
Bacteria and dissolved organics are readily removed by filtration and
adsorption onto soil particles. Two meters of soil material is generally
adequate for bacterial removal (Wilson and others 1982), except in very
coarse-grained, highly permeable soil material. Contamination of drinking
water wells or surface water with bacteria and dissolved organics in the
service area is unlikely under any of the project alternatives.
High phosphorus concentrations in groundwater which discharges to
lakes can contribute to excessive eutrophicatlon. Section 4.1.2.2. con-
tains a discussion of phosphorus movement in groundwater, and indicates
that phosphorus inputs to the lakes will not be significantly different
under any of the Alternatives. Field studies have shown that most soils,
even medium sands, typically remove in excess of 95% of phosphates in
relatively short distances from effluent sources (Jones and Lee 1977).
However, soil absorption systems can be a potential source of phosphorus
input to lakes when located very close to the lakeshore and may stimulate
algal growth in localized areas where effluent plumes emerge; but their
contribution to lake eutrophication is not considered to be a primary
factor in the project area. The largest contribution of groundwater phos-
phorus to the lakes would come from the No-Action Alternative. The lowest
groundwater phosphorus contributions to lakes would originate from alter-
natives that incorporate increased centralized wastewater collection.
The wastewater stabilization lagoons which are components of the cen-
tralized alternatives, (Alternatives 4, 6, and 7), may contribute phos-
phorus to the groundwater if seepage from the lagoons is considerable. A
study of Minnesota wastewater stabilization lagoons (E.A. Hickok and As-
sociates 1978) concluded that none of the ponds (all had natural soil
liners) were capable of meeting the designed and specified seepage rates.
Most of the ponds studied removed phosphorus effectively, although some had
seepage rates considerably higher than the maximum allowable.
4-15
-------
Nitrates in groundwater are of concern at concentrations greater than
10 mg/1 as nitrogen because they may in some circumstances cause methemo-
globinemia in infants who ingest liquids prepared with such waters. This
limit was set in the National Interim Primary Drinking Water Regulations
(40 CFR 141) of the Safe Drinking Water Act (PL 93-523).
The density of soil absorption systems is said to be the most import-
ant parameter influencing pollution levels of nitrates in groundwater
(Scalf and Dunlop 1977). The potential for high nitrate concentrations in
groundwater is greater in areas of multi-tier or grid types of residential
developments than in single tier developments. Depending on the ground-
water flow direction and pumping rates of wells, nitrate contributions from
soil absorption systems may become cumulative in multi-tier developments.
Because extensive areas of multi-tier development are not projected in the
project area through the 20-year design period (Section 3.2.2.4.), nitrate
contamination of wells is considered to have a low risk potential. If
wells were found to have high nitrate concentrations they may need to be
made deeper so that a hydraulically limiting layer is penetrated (Section
2.2.2.3.).
Cluster drainfields are designed with criteria similar to individual
drainfields except that they are applied on a large scale. Nitrate concen-
trations in the groundwater below a cluster drainfield are anticipated to
be no higher than those below an individual soil absorption system. How-
ever, insufficient experimentation has been conducted to enable designing
for nitrogen removals from cluster drainfields. Therefore, a wise pre-
caution would be to locate the cluster drainfield as far from wells as is
feasible. This is one reason why cluster drainfields under Alternatives 3
through 6 have been designed to be sited away from residential areas in
this project.
Seepage from the wastewater stabilization lagoons could result in ele-
vated nitrate levels in the groundwater below the lagoons. Clay liners are
not impermeable, and plastic liners can be punctured and can deteriorate.
Field studies (EA Hickok and Associates 1978) have shown that a seepage
rate of no more than 500 gallons per acre per day is very difficult to
4-16
-------
maintain even on in-place, fine-textured soils. Nitrate contamination of
groundwater by seepage from the Moose Lake sewage lagoons is not antici-
pated to be a problem over the operational period of this project because
groundwater use for potable supplies is not common near the lagoon, and
because groundwater discharge from the vicinity is probably to the nearby
stream course.
4.1.2.5. Biota
No significant adverse long-term effects on the biota of the project
area are expected to occur as a result of the operation of Project Alterna-
tives 1, 2, 3, 4, 6, and 7. Alternative 5 may have significant adverse
impacts on plants and animals currently using the peat bog area to fill
principal habitat requirements.
4.1.2.6. Demographics
The operation and maintenance of wastewater facilities proposed under
the project alternatives will not have a significant impact on the demo-
graphy of the project area. A limited number of long-term jobs created by
the operation and maintenance of these facilities are likely to be filled
by persons living within the project area or within commuting distance. No
new residents are expected to be attracted to the project area to fill
these positions.
4.1.2.7. Land Use Impacts
The land use conversion discussed in Section 4.1.1.7. would remain in
effect for the operation of the proposed wastewater treatment facilities
under the project alternatives. Land use under the easement of sewage
conveyance lines would be intermittently affected when maintenance or
repairs were performed on sections of the lines. Periodic excavating and
filling would disturb vegetation and soil along conveyance lines. The
release of low level odors and aerosols from WWTPs may affect land use
adjacent to the plants. Improper maintenance of cluster and on-site sys-
tems may create malodorous conditions which would adversely affect adjacent
land use s.
4-17
-------
4.1.2.8. Economics
The operation of centralized wastewater treatment facilities under Al-
ternatives 4 through 7 would create a few long-term jobs. The few posi-
tions required could be filled by persons residing in the project area.
The existing staff at the MLWSD is expected to assume any additional re-
sponsibilities as a result of implementing any of the alternatives.
Existing contractors are expected to satisfy local demand for con-
struction and maintenance service of on-site systems. Contractors and
tradesmen involved in the construction and maintenance of on-site systems
would suffer a loss of work opportunities within the project area under
Alternative 1 and Alternatives 4 through 7. These contractors and trades-
men are likely to compete for work opportunities in neighboring areas. No
significant economic impacts will occur during the operation of wastewater
treatment facilities under any of the alternatives.
4.1.2.9. Transportation
Impacts arising during the construction of conveyance lines (Section
4.1.1.) would reoccur when maintenance or repairs are made on those lines.
Occasionally some roads may be closed temporarily. Truck traffic to and
from the Moose Lake treatment plant under Alternatives 1 through 7 will be
associated with supply deliveries. Truck traffic associated with repairs
and sludge hauling also will occur periodically under Alternatives 1
through 7.
4.1.2.10 Energy
The operation of wastewater treatment facilities and pump stations
under Alternatives 3 through 7 require the use of electricity and fossil
fuels. Alternative 7 would require the greatest amount of these energy
sources, while Alternative 3 would require the least. No significant
demands would be placed on local energy supplies under any of the alter-
natives.
4-18
-------
4.1.2.11. Recreation and Tourism
The operation of wastewater facilities under any of the alternatives
could affect tourist and recreational activities in the project area if a
malfunction of those facilities occurred. A failure in the system compon-
ents of the WWTPs under alternatives 4, 5, 6, and 7 could cause untreated
or partially treated waste to be discharged into project area surface
waters. This would result in short-term and long-term water quality de-
gradation and a reduction in the recreational use of that body of water.
Odors emanating from malfunctioning on-site systems may locally curtail
outdoor recreational activities. With proper operational and maintenance
procedures no significant adverse impacts are anticipated for any of the
Project Alternatives.
4.1.3. Public Finance
The total project capital costs will be apportioned between the USEPA,
the State, and the local residents. The apportionment is made based on
what capital costs are eligible to be funded by the USEPA and the state.
The estimated initial capital costs and the capital costs eligible for
funding for each action alternative are presented in Appendix F. The local
construction costs (capital costs not eligible for funding) and the entire
cost of systems operation and maintenance will be borne entirely by the
system users.
Federal funding through the National Municipal Wastewater Treatment
Works Construction Grants Program will provide funds to cover 75% of the
eligible planning, design, and construction costs of conventional waste-
water treatment facilities. State grants administered by MPCA will provide
an additional 15% of the project cost for a total of 90% funding. "Innova-
tive/alternative" components of the proposed treatment systems, such as
pressure sewers, septic tank effluent sewers, septic tanks, soil absorption
systems, other on-site upgrades, cluster drainfields and bog treatment
systems are eligible for 85% Federal funding and 9% State funding for a
total of 94%.
4-19
-------
The estimated average annual residential user costs for project op-
tions are presented in Table 4-3. Detailed average annual residential user
costs with and without Federal and State grant monies are presented in
Appendix F. Average annual users costs range from $152 per residence
served for Alternative 2 with Federal and State Grants to $1,406 for Alter-
native 7A with no grants. The equivalent annual user charges for nearby
Coffee Lake and Sand Lake (already sewered) are $120 and $145, respectively
(based on assessed connection charge and user fee, Section 3.2.4).
The average annual user costs presented in Table 4-3 represent the
cost of all system components included in the alternative. When user
charges are calculated for the constructed system, each connection will
have to pay its fair share of the treatment system it uses: on-site up-
grade, cluster system, or centralized collection and treatment. For ex-
ample, typical annual user costs for the on-site systems component of
Alternatives 2 through 7 would be on the order of $150 with Federal and
State grants and $240 without grants (from Alternative 2). Typical annual
user costs for the centralized collection and treatment component of alter-
natives 4 through 7 would be on the order of $670 for gravity collection
with Federal and State grants ($1,400 without grants), and $300 for STE
pressure or gravity sewers with Federal and State grants ($1,300 without
grants for Alternative 7).
Wastewater treatment facilities can create significant financial
impacts for communities and users who will pay the capital, operational,
maintenance, and debt costs associated with sewage treatment facilities.
The USEPA guideline for determining the magnitude of the financial impacts
is based on the ratio of the average annual user cost to median household
income (USEPA 1981b). The USEPA considers projects to be expensive and to
have adverse impacts on the finances of users when average annual user
costs are:
• 1.0% of 1980 median household incomes less than $10,000
• 1.5% of 1980 median household incomes between $10,000 and
$17,000
4-20
-------
a
Table 4-3. Estimated average annual residential user costs ($ per year)
Project
Options
_2
_3
4A
M
4C
5A
5B
6A
6B
6C
7A
_7B
7C
Federal and
State Grant
151.68
177.48
372.00
212.64
208.56
220.56
214.92
522.00
234.48
221.76
666.60
297.96
296.76
Federal Grant
Only
160.32
213.24
422.52
266.04
261.00
270.48
262.32
586.80
306.48
288.60
789.60
404.04
398.16
Without
Grants
242.04
551.28
751.68
714.36
702.49
743.04
710.28
976.92
921.36
855.00
1,405.56
1,309.08
1,257.72
a
Operation and maintenance costs plus local share of initial capital costs
amortized for 20 years at 8 3/8% (see Appendix F) Existing equivalent
annual user charges for Coffee Lake and Sand Lake are $120 and $145, re-
spectively (Section 3.2.4).
Underlined Project Options constitute Project Alternatives that were
identified on the basis of net present worth and not on the basis of
having the lowest user cost. Other project options are presented for
purposes of comparison. (Option 7A is most comparable to the MLWSD Facility
Plan, representing conventional gravity sewers around Island and Sturgeon
Lakes, with treatment at Moose Lake.)
4-21
-------
• 1.75% of 1980 median household incomes greater than $17,000.
Estimated 1980 median household incomes for Pine County, Windemere
Township, and Carlton County are $12,252, $15,606, and $16,420, respect-
ively (1980 Census-preliminary tape data, by telephone, K. Hoefer, U.S.
Bureau of The Census, Data Users Division, Kansas City, to WAPORA, Inc., 7
December 1982). The majority of the project area is in Windemere Township,
with a small portion in Carlton County.
Average annual user costs for project options are expressed as a
percentage of 1980 median household income in Table 4-4. The user fee for
Project Options 4A, 6A, 7A, 7B, and 7C surpass the suggested upper limit
user fee even with Federal and State grants. Without grants, Alternative 2
is the only one that does not surpass the suggested limit. Alternative 2
offers the lowest user cost for system users. With the exception of Pro-
ject Options 4A, 6A, 7A, 7B, and 7C if Federal and State grants are avail-
able, none of the other options surpass the suggested upper limit user
costs as a percentage of median household income, indicating that none of
them would be a "high cost" system that would pose a significant financial
burden on system users.
The impact of the new debt requirements on the total debt per capita
in the Moose Lake Windemere Sanitary District is presented in Table 4-5.
The 1980 debt per capita of $394 was developed in Section 3.2.4. Alter-
native 2 offers the lowest additional debt per capita increase and Alter-
native 7 the greatest increase. None of the project options exceed the
standard upper limit for the debt per capita for middle income communities
($1,000 Table 3-28) if Federal and State grants are available. If no
grants are available, the total debt per capita will exceed the limit under
6A, 6B, 7A, 7B, and 7C.
It should be noted that the financial stress on low income families
and the local share of capital cost for the proposed wastewater system,
under any of the action alternatives, will be affected by the interest rate
available at the time of financing. The debt service portion of the annual
4-22
-------
Table 4-4. Average annual user costs expressed as a percentage of 1980 median
household income for Windemere Township
Project Funding
Project
Options
2_
JJ
4A
4B
4C
5A
5B
6A
6B
6C
7A
Zi
7C
Federal and
State Grant
0.97%
1.14
b
2.38
1.35
1.34
1.41
1.38
b
3.34
1.50
1.42
b
4.27
b
1.91
b
1.90
Federal Grant
Only
1.03%
1.37
b
2.71
1.70
1.67
1.73
1.68
b
3.76
b
1.96
b
1.85
b
5.06
b
2.59
b
2.55
Without
Grants
1.55
b
3.53
b
4.82
4.59b
b
4.50
4.76b
b
4.55
b
6.25
b
5.90
b
5.49
b
9.01
b
8.39
b
8.06
a
Estimated 1980 median household income for Windemere Township is $15,606
(Portion of the project area is in Carlton County, which has an
estimated 1980 median household income of $16,420. (1980 median household
income from 1980 census preliminary tape data, by telephone, K. Hoefer,
U.S. Bureau of the Census, Data Users Division, Kansas City, to WAPORA, Inc.,
7 December 1982). The USEPA considers a project expensive when average
annual user charges exceed 1.75% of median household income greater than
$17,000.
b
The costs residents would pay under these alternatives would be considered
expensive according to USEPA guidelines.
c
Underlined Project Options constitute Project Alternatives that were iden-
tified on the basis of net present worth estimates and not on the basis of
the percent of 1980 median household income that would be consumed by user
costs.
4-23
-------
Table 4-5. Impact of new debt requirements on total debt per capita in the
Moose Lake-Windemere Sanitary District.
Debt per capita ($)'
b
Project
Options
_2
2
4A
4B
4C
5A
_5JB
6A
6B
6£
7A
.I!
7C
Federal and
State Grant
New
12
22
166
42
42
30
28
302
60
57
472
110
106
Total
406
416
560
436
436
424
422
696
454
451
866
504
500
Federal
Only
New
18
49
206
84
83
68
65
357
121
113
592
213
205
Grant
Total
412
443
599
478
477
462
459
751
515
507
986
607
599
No
New
76
304
460
430
424
434
411
684
636
588
1,193
1,096
1,044
Grant
Total
470
698
854
824
818
828
805
1,078
1,030
982
1,587
1,490
1,438
New debt per capita is local share of construction costs divided by total
1980 population of Moose Lake-Windemere Sanitary District (3,817, Table
3-27). Existing 1980 debt per capita = $394 (Table 3-27).
Underlined Project Options constitute Project Alternatives identified on
the basis of net present worth estimates and not on the basis of new debt
requirements.
4-24
-------
user charge has been calculated based on a 8 3/8% interest rate over 20
years (based on the current FmHA intermediate rate discussed below).
The Farmers Home Administration (FmHA) was contacted to determine the
eligibility of the project for special financing (By telephone, Mr. John
Melbo, FmHA Regional Office, St. Paul MN, to WAPORA, Inc., 25 August 1982).
The FmHA will provide loans to fund the local share of the capital costs
for USEPA-approved projects if funding is not available from other sources
at interest rates determined as "affordable" for the community, based on
median family income. The poverty rate is available to communities where
the median family income is less than $9,000 and there is a sanitary and
health problem (no area in Minnesota qualifies for the poverty rate at this
time). The intermediate rate is available to communities with median
family income less than 85% of the non-SMSA median family income for the
state. For other communities the market rate is available. In August 1982
the poverty rate was 5%, the intermediate rate was approximately 8 3/8%,
and the market rate (based on the Bond Buyers Index) was 11 5/8%.
The 1981 non-SMSA median family income for the State of Minnesota is
$22,850 (Section 3.21). The estimated median family income is $21,100 for
Windemere Township and Carlton County, $17,000 for Pine County, and $16,275
for Moose Lake Township (Section 3.2.1. Table 3-25). The median family
income is less than 85% of $22,850 ($19,420) in Pine County and Moose Lake
Township, and greater in Windemere Township and Carlton County. Therefore,
if affordable funding is not available elsewhere, the District might qua-
lify for an intermediate interest rate from FmHA. If not, the market rate
would apply.
4.2. Secondary Impacts
Each of the alternatives, including the No-Action Alternative, will
have effects that extend beyond primary or direct impacts. These secondary
impacts would occur, for example, in the form of induced growth or unanti-
cipated- changes in< lake water quality. The -categories of the natural and
man-made environment that may experience significant secondary impacts are
described in the following sections.
4-25
-------
4.2.1. Surface Water
Increased housing developed along the lake shore may increase nutrient
and sediment loads into the lakes as a result of the following processes:
o Construction of impervious surfaces such as rooftops, park-
ing areas, paved roads, and hard-packed soils may increase
not only the amount of surface runoff, but also its ability
to erode soil and to transport pollutants.
o Lawn and garden fertilization may create relatively high
nutrient levels in runoff.
o The Conventional practice of placing lawn clippings and leaf
litter in drainageways may speed the process of nutrient
transport to the lakes.
Population growth will neither be hindered or induced significantly
under any of the action alternatives (2 through 7). Lakeshore area popu-
lation growth and housing stock growth will proceed at comparable rates
regardless of whether improved on-site systems or centralized collection
and treatment are provided. No extraordinarily high levels of erosion-
borne nutrient loads are anticipated to be generated under any single
project alternative. Population growth will take place and erosion and
runoff will increase with the No-Act ion Alternative just as in the other
alternatives. Over the long term, no single alternative offers an advan-
tage of reduced secondary water quality impacts in terms of decreasing the
rate of eutrophication.
4.2.2. Demographics
Wastewater management facilities historically have been major factors
in determining the capacity of an area to support population growth and
development. On-site wastewater treatment facilities, although theore-
tically available to ' any potential user, limit development to areas with
suitable soil and site characteristics. Sewer systems remove these site
constraints and allow development virtually anywhere within hookup distance
of the system. Consequently, the construction of sewers usually causes an
initial increase in the inventory of developable land and subsequent in-
creases in the density of development. This may allow development on lots
4-26
-------
that otherwise would be considered undesirable or too small for permanent
use.
The inducement of growth through sewer service already provided around
nearby Sand Lake is not evident nor is it anticipated to occur with any of
the project alternatives. Economic factors apparently outweigh any incen-
tive for growth which wastewater facilities might otherwise provide.
Long-term population growth trends in the project area are not likely
to be changed by any of the project alternatives. The sewers encompassing
portions of Island Lake proposed under Alternatives 4 through 7 would
provide service to a corridor which is already heavily developed and where
few other lakeshore lots are available for development. Parallel popula-
tion increases would occur in the Sturgeon Lake lakeshore corridor with all
of the Project Alternatives. However, the cost for users on both lakes
under Alternatives 2 through 7 may create a financial burden for families
with low incomes. This may result in displacement of these families from
the project area because they could not afford user charges.
The selection of any one of Alternatives 4 through 7 would allow for
the development of a very limited number of lots which otherwise would not
be developed due to existing size constraints for on-site systems. How-
ever, no significant housing stock or population increase is anticipated to
occur as a result of allowing development of those lots.
Under any of the Project Alternatives, net population growth in the
service area would occur to a parallel degree as discussed in Section
3.2.1. The rate of conversion of seasonal dwellings to permanent homes
would be unaffected. Population increases will be dependent solely upon
the carrying capacity of the land and aesthetic factors influencing de-
velopment choices (Section 3.2.4.).
4.2.3. Land Use
Economic factors and the availability of aesthetically desirable lake-
shore lots (Section 3.2.3.) will have a greater influence than the pro-
4-27
-------
vision of wastewater facilities (Section 4.2.) in determining land use for
the study area during the planning period. The location of wastewater
treatment facilities and sewer systems proposed under Alternatives 4
through 7 will not significantly direct patterns of future development.
Residential development will be concentrated along lakeshore areas regard-
less of the wastewater management techniques implemented. Because of this
and because additional growth will not be induced in the lakeshore corri-
dor, no significant land use impacts will occur.
Under Alternatives 1 through 3, future development within the project
area would be most limited by the carrying capacity of the land and by
aesthetic considerations. Increased potential for nuisances attributable
to failing on-site systems in lakeshore residential areas could make infill
development of vacant lots less desirable. As a result, new development on
back-tier lots may be increased at the expense of vacant lake-contiguous
lots which may remain undeveloped. This is not expected to be a signifi-
cant trend, however, because relatively few nuisance causing conditions are
projected for the lakeshore community (Section 2.2.3).
Little prime agricultural farmland is likely to be taken out of pro-
duction to accommodate wastewater treatment facilities (Table 4-2). This
will result in a minimal net loss of food and fibre production.
4.2.4. Economics
The additional wastewater treatment capacity required under Alterna-
tives 4 through 7 will not stimulate any increased population, development,
or economic growth (Section 3.2.3.). Under Alternatives 1 through 3,
economic development also would proceed as discussed in Section 3.2.3.
Continuing nuisances created by failing on-site systems under the No-Action
Alternative could further detract from the area's economic development
potential. However, the existing perception by the public that Island Lake
already has poor water quality will detract to an even greater degree from
the economic development" stimu-lus of water-based recreation. Under Alter-
natives 2 through 7, no significant improvement of Island Lakes quality is
anticipated. Therefore, no significant secondary impact on economics would
occur under any of the Project Alternatives.
4-28
-------
4.2.5. Recreation and Tourism
Increased and continuing nuisances created by failing on-site systems
under the No-Action Alternative could detract from the project area's repu-
tation as a desirable recreational area. If there were obvious algal
blooms in Sturgeon Lake, permanent and seasonal residents of the project
area would likely decrease their recreational activities. However, an
increased fertility marked by blue-green algae blooms also can mean better
fishing becaused of increases in overall lake productivity. Whether the
impact is then considered in the balance to be favorable or adverse is a
value judgement to be made by recreational users. No evidence exists which
suggests that Alternatives 2 through 7 would preclude the development of
blue-green algal blooms in Sturgeon, Rush, or Passenger Lakes. Addition-
ally, no evidence exists which suggests Island Lake will be improved by any
of the action alternatives. Therefore, no significant secondary impacts on
recreation and tourism are anticipated.
4.3. Mitigation of Adverse Impacts
As previously discussed, various adverse impacts would be associated
with the proposed alternatives. Many of these adverse impacts could be
reduced significantly by the application of mitigative measures. These
mitigative measures consist of implementing legal requirements, planning
measures, and design practices. The extent to which these measures are
applied will determine the ultimate impact of the selected action. Poten-
tial measures for alleviating primary (construction & operation) and
secondary impacts are presented in the following sections.
4.3.1. Mitigation of Construction Impacts
The construction oriented impacts presented in Section 4.1. primarily
are short-term effects resulting from construction activities at WWTP sites
or along the route of proposed sewer systems. Proper design should_mini-
mize the potential impacts, and project plans and specifications should
incorporate mitigative measures consistent with the following discussion.
4-29
-------
Fugitive dust from excavation and backfilling operations for the force
mains and treatment plants can be minimized by various techniques. Frequent
street sweeping of dirt from construction activities can reduce the major
source of dust. Prompt repaving of roads disturbed by construction also
could reduce dust effectively. Construction sites, spoil piles, and un-
paved access roads should be wetted periodically to minimize dust. Soil
stockpiles and backfilled trenches should be seeded with a temporary or
permanent seeding, or covered with mulch to reduce susceptibility to wind
erosion.
Street cleaning operations where trucks and equipment gain access to
construction sites, and on roads along which a force main would be con-
structed, will reduce loose dirt that otherwise would generate dust, create
unsafe driving conditions, or be washed into roadside ditches or storm
drains. Trucks transporting spoil material to disposal sites should cover
their loads to eliminate the escape of dust while in transit.
Exhaust emissions and noise from construction equipment can be mini-
mized by proper equipment maintenance. The resident engineer should have,
and should exercise, the authority to ban from the site all poorly main-
tained equipment. Soil borings along the proposed force main rights-of-way
conducted during system design would identify organic soils that have the
potential to release odors when excavated. These areas could be bypassed
by rerouting the force main if a significant impact might be expected at a
particular location.
Spoil disposal sites should be identified during the project design
stage to ensure that adequate sites are available and that disposal site
impacts are minimized. Landscaping and restoration of vegetation should be
conducted immediately after disposal is completed to prevent impacts from
dust generation and to avoid unsightly conditions.
Lands disturbed by trenching for force main construction should be re-
graded and compacted as necessary to prevent future subsidence. However,
too much compaction will result in conditions unsuitable for vegetation.
4-30
-------
Areas disturbed by trenching and grading at the treatment plant site
should be revegetated as soon as possible to prevent erosion and dust
generation. Native plants and grasses should be used. This also will
facilitate the re-establishment of wildlife habitat.
Construction-related disruption in the community can be minimized
through considerate scheduling by the contractor and by appropriate public
announcements. The State and County highway departments have regulations
concerning roadway disruptions, which should be rigorously applied. Spec-
ial care should be taken to minimize disruption of access to frequently
visited establishments.
Announcements should be published in local newspapers and broadcast on
local radio stations to alert drivers of temporary traffic disruptions on
primary routes. Street closings should be announced by flyers delivered to
each affected household.
Planning of routes for heavy construction equipment and materials
should ensure that surface load restrictions are considered. In this way,
damage to streets and roadways would be avoided. Trucks hauling excavation
spoil to disposal sites or fill material to the WWTP sites should be routed
along primary arteries to minimize the threat to public safety and to
reduce disturbance to residential environments.
Erosion and sedimentation must be minimized at all construction sites.
USEPA Program Requirements Memorandum 78-1 establishes the following re-
quirements for control of erosion and runoff from construction activities.
Adherence to these requirements would mitigate potential problems.
• Construction site selection should consider potential occur-
ence 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
to a minimum to reduce the possibility of creating runoff
and erosion problems which require extensive control mea-
sure s.
4-31
-------
• Whenever possible, topsoil should be removed and stockpiled
before grading begins.
• Land exposure should be minimized in terms of area and time.
• Exposed areas subject to erosion should be covered as quick-
ly as possible by means of mulching or vegetation.
• Natural vegetation should be retained whenever feasible.
• Appropriate structural or agronomic practices to control
runoff and sedimentation should be provided during and after
construction.
• Early completion of stabilized temporary and permanent
drainage systems will substantially reduce erosion poten-
tial.
• Access roadways should be paved or qtherwise stabilized as
soon as feasible.
• Clearing and grading should not be started until a firm
construction schedule is known and can be effectively coor-
dinated with the grading and clearing activities.
The Natural Historic Preservation Act of 1966, Executive Order 11593
(1971), the Archaeological and Historic Preservation Act of 1974, and the
1973 Procedures of the Advisory Council on Historic Preservation require
that care be taken early in the planning process to identify cultural
resources and minimize adverse effects on them. USEPA's final regulations
for the preparation of EISs (40 CFR 1500) also specify that compliance with
these regulations is required when a Federally funded, licensed, or per-
mitted project is undertaken. The State Historic Preservation Officer must
have an opportunity to determine that these requirements have been satis-
fied.
4.3.2. Mitigation of Operation Impacts
The majority of potentially adverse operational impacts of the WWTP
alternatives are related to the discharge of effluent to surface waters.
For the bog treatment and cluster treatment designs the most significant
potential adverse effects are impacts on groundwater and possible health
risks. Adverse impacts associated with the operation of cluster and on-
site systems are primarily related to malodorous conditions which may
4-32
-------
affect outdoor recreational activities. Measures to minimize these and
other operation phase impacts of all the alternatives are discussed below.
Adverse impacts related to the operation of the proposed sewer systems
and treatment facilities would be minimal if the facilities are designed,
operated, and maintained properly. Gaseous emissions and odors from the
various treatment processes can be controlled to a large extent. Above-
ground pumps should be enclosed and installed to minimize sound impacts.
Concentrations of the effluent constituents discharged from the City of
Moose Lake treatment plant are regulated by the conditions of the NPDES
permits. The effluent quality is specified by the State of Minnesota and
must be monitored. Proper and regular maintenance of cluster and on-site
systems also would maximize the efficiency of these systems and minimize
the amount of odors released.
In the document Federal Guidelines for Design, Operation, and Main-
tenance of Wastewater Treatment Facilities (Federal Water Quality Adminis-
tration 1970), it is required that:
All water pollution control facilities should be planned and de-
signed so as to provide for maximum reliability at all times.
The facilities should be capable of operating satisfactorily
during power failures, flooding, peak loads, equipment failure,
and maintenance shutdowns.
4.3.3. Mitigation of Secondary Impacts
As discussed in Section 4.2., few secondary impacts are expected to
occur during the operation of any of the six action alternatives. Adequate
zoning, health, and water quality regulation and enforcement would minimize
these impacts. Local growth management planning would assist in the regu-
lation of general location, density, and type of growth that might occur.
4.4. Unavoidable Adverse Impacts
Some impacts associated with the implementation of any of the action
alternatives cannot be avoided. The centralized collection and treatment
components of Alternatives 4 through 7 would have the following adverse im-
pacts:
4-33
-------
• Considerable short-term construction dust, noise, and traf-
fic nuisance.
• Alteration of vegetation and wildlife habitat along the
sewer and force main corridors and at the WWTP site.
• Considerable erosion and siltation during construction.
• Significant odors during spring turnover of waste stabili-
zation lagoons.
• User costs for wastewater treatment services for the resi-
dents within the proposed sewer service areas.
The alternatives that include significant reliance on continued use of
existing and upgraded on-site systems and either cluster systems or black-
water holding tanks for critical areas would have the following adverse
impacts:
• Some short-term construction dust, noise, and traffic nui-
sance .
• Limited amounts of erosion and siltation during construc-
tion.
• Discharge of percolate with elevated levels of nitrates and
chlorides from soil absorption systems to the groundwater.
• Occasional ephemeral odors associated with pumping septic
tanks and holding tanks and trucking these wastes to dis-
posal sites.
• User costs for management and operation of wastewater treat-
ment services for the residents within the proposed service
areas.
4.5. Irretrievable and Irreversible Resource Commitments
The major types and amounts of resources that would be committed
through the implementation of any of the six action alternatives are pre-
sented in Section 4.1. and 4.2. Each of the action alternatives would
include some or all of the following resource commitments:
• Fossil fuel, electrical energy, and human labor for facili-
ties construction and operation.
4-34
-------
• Chemicals, especially chlorine, for the City of Moose Lake
WWTP operation.
• Tax dollars for construction and operation.
• Some unsalvageable construction materials.
For each alternative involving a WWTP (Alternatives 4, 5, 6 and 7),
there would be significant consumption of these resources with no feasible
means of recovery. Thus, more non-recoverable resources would be foregone
for the provision of the proposed wastewater control system for these
alternatives than for alternatives 2 and 3. However, the total quantities
involved for any of the alternatives is small.
Accidents, which could occur from system construction and operation of
any alternative, could cause irreversible bodily damage or death, and
damage or destroy equipment and other resources. For alternatives 4, 6 and
7, unmitigated WWTP failure and by-passing potentially could kill aquatic
life in the mixing zone in the Moose Horn River.
None of the alternatives would have an impact on archaeological sites
known at this time. However, the potential accidential destruction of
undiscovered archaeological sites through excavation activities for any
alternative would not be reversible. This would represent permanent loss
of such a site.
4-35
-------
5.0 Responses to Comments on the Draft EIS
Comments on the Draft Environmental Impact Statement (DEIS) were
received at the public hearing held 10 June 1983 in Moose Lake, Minnesota
and also were received by mail. Comments and questions received at the
public hearing were documented in a hearing transcript. In some cases,
detailed responses to comments were not made at the public hearing and the
need for more explanation was evaluated from the hearing transcript. The
appropriate responses are presented in Section 5. 1. Written comments on
the DEIS were received from a total of nine public agencies and seven
private citizens (Appendix 0). Responses to written comments are presented
in Sections 5.2, 5.3, and 5.4. An index to comments is presented in
Section 5.5.
5.1 Response to Comments from the Public Hearing
Mr. Gregory Dean Evenson; (hearing transcript, 10 June 1983)
1.) The DEIS did not provide an evaluation of the impact that the possible
closure of the Moose Lake State Hospital might have on wastewater treatment
capacity at the City of Moose Lake Treatment Plant.
Comment noted. Closure of the State Hospital would reduce
wastewater flows to the treatment plant and also could have
significant economic impact in the area: including changes in
the fee structure for user-charges. However, until the future of
the Hospital is decided by the State of Minnesota, the potential
impacts of closure or of partial closure are non-quantifiable.
Mr. Seth Shepard; (hearing transcript, 10 June 1983)
2.) The EIS gave no consideration to the beneficial impacts of sewers on
property values. An increase in property value could be anticipated for
property owners on Island and Sturgeon Lakes if sewers were constructed.
Comment noted. Sewers may have significant financial im-
pacts on property owners, including an increase of property
values. Such impacts are beneficial to those owners who are able
to afford installation, hook-up, and user-fee costs for the
duration of the period for which they wish to maintain ownership.
5-1
-------
The cost impacts may be adverse for those who cannot afford the
loss of disposable income represented by sewer charges of any
kind and who do not wish to sell their property for personal
reasons or due to market considerations. It was not possible to
assess the increased property value related impacts in detail
because the willingness to sell is determined by unpredictable
market forces.
3.) The EIS made no specific study of the impact of on-site waste
management systems on private water wells.
Comment noted. No well sampling and analysis was done as
part of the EIS. However, areas with coarse soils, where well
contamination potentials are highest, are identified in the EIS.
The potential for well contamination in these situations can be
reduced by construction of properly designed wells of depth more
typical of those serving permanent residences. Implementation of
the EIS alternative would further protect wells by bringing
on-site systems up to standards of sanitary code. Therefore, the
EIS does recognize the potential for well contamination in cer-
tain areas (page 2-41).
Mr. Bob Eikum; (hearing transcript, 10 June 1983)
4.) The EIS contained no reference to the potential for well contamination
by degreasing or cleaning agents sold for use in improving septic system
performance.
Comment noted. During preparation of the Draft EIS no work
was done to investigate this issue. Following the public hear-
ing, an additional review of the sanitary service questionnaires
(Section 2.2.1.3. in the EIS) was made. Responses to the ques-
tionnaire regarding maintenance of septic systems gave no indica-
tion that such chemical agents were used. This represents a
survey of more than one hundred septic system owners in the
Island and Sturgeon Lake area. As noted at the public hearing,
the proper method for septic system maintenance is removal of
sludge and solids by mechanical pump.
5.2 Correspondence from Federal Agencies
US Department of Agriculture, Soil Conservation Service; (10 June 1983)
5.) Draft EIS needs no further comment.
5-2
-------
US Department of the Army, Corps of Engineers; (9 June 1983)
6.) No Department of the Army permit would be required to carry out Alter-
native #2.
Comment noted.
US Department of Interior, Office of the Secretary; (20 June 1983)
7.) Both the bald eagle and the gray wolf occur in the project area.
However, considering the location and types of activities proposed, this
project should have no effect on the above listed species. This precludes
the need for further action on this project as required by the Endangered
Species Act of 1973, as amended.
Comment noted.
8.) The Final EIS should evidence approval by the SHPO of compliance with
mandates pertaining to the identification and protection of cultural
resources.
Due to the lack of exact knowledge of the future location of
all individual on-site waste management systems to be upgraded or
built, it is not possible to identify potential impacts on
cultural resources. This evaluation of compliance will need to
be completed in the development of plans and specifications.
US Department of Transportation, Federal Highway Administration; (2 June
1983)
9.) The EIS recommended project would have no effect on the Federal-aid
highway system.
Comment noted.
5-3
-------
5.3 Correspondence from State and Local Agencies
East Central Regional Development Commission; (26 May 1983)
10.) The Commission concurs with the Draft EIS recommendation.
Comment noted.
Minnesota Department of Natural Resources; (21 June 1983)
11.) The DEIS did not present costs to control all significant sources of
nutrients to the lakes.
Comment noted. It was concluded that the solution to the
water quality problem in Island Lake would include implementa-
tion of practices which abate all significant non-point sources
of pollution. And, certain in-lake management practices would
also be required to curtail algae growth. Estimation of the
costs for all such practices would have obscured the purpose of
the EIS, which was to assess the cost-effectiveness of a number
of domestic wastewater management alternatives.
Minnesota Pollution Control Agency; (8 August 1983)
12.) The EIS should state more clearly that available information indicates
no threat to public health as a result of blue-green algae blooms.
Comment noted. Editorial revisions to the sections
discussing the potential for algal toxicity have been made in the
Final EIS.
13.) The statement that winter phosphorus levels in Island and Sturgeon
Lakes are similar (page 2-57) does not appear to be justified based on the
limited number of samples taken.
Comment noted. The samples taken were limited in number.
However, the data are useful for evaluating previous studies as
referenced in the Phase II Report (USEPA 1981). (Studies by the
Moose Lake Windemere Sanitary District had reported water column
phosphorus (1979-1980) which were at levels typically associated
with untreated domestic wastewater. The values reported for
Island Lake were particularly high and the explanation given was
that this reflected the greater number of year-round residents
living on Island Lake.) In spite of the high phosphorus detec-
5-4
-------
tion limit for winter samples and low number of samples taken,
the sediment and water column phosphorus data (USEPA 1983) placed
the referenced studies (USEPA 1981) in perspective and countered
the assertion that on—site waste treatment systems have a signi-
ficant and obvious impact on phosphorus levels. In summary, the
issue being addressed was the gross level of accuracy, and not so
much the precision of phosphorus measurements.
14.) The land runoff coefficients used to estimate external phosphorus
loading appear to be excessive for some land use categories. (and) Ground
water movement of phosphorus is not considered as a vector of nutrient
loading.
Comments are noted. Selection of 'appropriate1 phosphorus
export coefficients is in large part a matter of professional
judgment based on observation of cropping practices, slopes,
proximity of animal waste storage facilities to water, and other
land use characteristics in the direct drainage area.
It was assumed that the most cost-efficient abatement of
phosphorus transport to the lake could be achieved by focusing on
land management needs in the direct drainage. (The intermittent
and continuous streams draining upland areas pass through peat
bogs and ponds which are effective sedimentation basins even
during spring runoff. Thus, Island lake would be most cost-
effectively managed by controlling the critical phosphorus
sources (those most proximate to the shoreline)). All such cri-
tical phosphorus sources were evaluated on a worst-case basis.
It was felt that an objective approach to assessing management
needs must consider both animal waste and domestic waste in equal
terms.
Groundwater vectors of nutrient movement were considered for
the estimate of loading from on-site systems. This was discussed
at length in the Draft EIS on page 3-23. The groundwater vector
was not considered as important for the export of nutrients to
the lake from agricultural land and lawns. Most lawns, crop-
lands, and barnyards in the direct drainage area are on clayey
soil, on moderate to steep slopes, where groundwater infiltration
is low and where the runoff function was judged to be the most
significant. Additionally, groundwater nutrient levels were
tested in a number of locations around the shoreline of Island
and Sturgeon Lakes and the results, presented in the Appendix of
the Draft EIS, were considered to indicate low levels of
phosphorus in groundwater.
5-5
-------
15.) The Final EIS should make more clear that phosphorus control is always
a desireable goal for freshwater lakes. Wording in the Draft EIS created
the impression that better control over on-site waste treatment systems is
not needed because other sources of phosphorus to the lakes are more
significant but not manageable.
Comment noted. The EIS alternative recommends that on-site
systems should be designed to function correctly within the
limitations of each lot and that failures should be corrected
through regular maintenance and by provision of necessary up-
grades. However, based on the evidence assembled in the EIS,
there is a possiblity that no amount of pollution control in the
Island Lake watershed would result in water quality improvements.
This does not imply that continuing on-site system failures would
not worsen the water quality of Island Lake or increase eutro-
phication of the other lakes. Therefore, the basic goal of
implementing the selected alternative is to preserve and protect
the quality of the project area lakes. This is indeed a desire-
able goal.
16.) The chosen alternative is on-site upgrades for the project area.
Based on soil descriptions, there are problem soils in the area which have
severe ratings for soil absorption systems. How was it decided who would
get mounds and who would get drainfields? There should be a discussion of
this documented. It may be that everyone located on the Duluth soils were
given mounds and those on Omega soils were given drainfields.
The correlation between soil types and on-site systems with
obvious or potential problems is given in Table 2-9 (p. 2-65) and
shows a majority of the problems (68%) occurred in Duluth loam
soils. In the System Components section (p. 2-74 to 2-77), types
of systems appropriate for various soils in the project area are
discussed. The criteria used for selection of on-site systems
(given in Section 2.4.2., p. 2-9 and Section 2.6.2., p. 2-121)
was based on soil characteristics as well as depth to water
table, land slope, and lot size. Typically, lots with Duluth
loam soils were given a mound system. Lots with Duluth Variant
or Omega sandy loam soils were given drainfields.
17.) Duluth (loam) soils have up to 48% clay with estimated permeabilities
as low as 0.06 inches/hr. which translates to percolation rates greater
than 300 minutes per inch (mpi). According to WPC-40 criteria individual
mounds could not be constructed on soils with percolation rates slower than
5-6
-------
120 mpi without a variance. This is not to say something could not be
designed for these slow rates, but it would require a much larger area and
may not be reflected in the costs. Conversely, Omega soils are very course
and may have percolation rates that are too fast as stated in WPC-40.
Therefore, trench liners would have to be added to costs. If these
problems have not been considered, the feasibility and costing may not be
truly reflective of actual needs.
The type of onsite system upgrades for lots on Duluth loam
soils was,based on: the existing obvious or potential problems;
the type of system currently in place; and information obtained
in a telephone interview with a majority of residents who
reported problems. The Duluth Loam soils have some variability
and in some cases even conventional drainfields would function
properly. However, based on all the collected information,
residences with the most severe problems on Duluth Loam soils
were given flow reduction devices, a blackwater holding tank for
toilet wastes, and a mound system for greywater treatment. When
properly installed, the mound system is considered to be adequate
for treatment of the reduced wastewater load which would include
only greywater flows.
For the areas with Omega sandy loam soils, the percolation
rate may in some cases exceed the WPC criteria. In these
instances, drainfield liners would be needed to slow down the
percolation rate. Only 6 initial upgrades were proposed for
systems on Omega sandy loam soils and approximately 90 new
drainfields were proposed for the 20 year design period. The
cost of the liners would be covered by the contingency component
(included as part of the service factor) and represents 15% of
the construction cost (Appendices, p. D-2). The contingency
component is set aside for unforeseen costs.
18.) The EIS alternatives for cluster systems and bog treatment should not
be considered feasible alternatives at this time.
Comment noted. The Draft and Final EIS concurs with this
assessment and the selected alternative does not incorporate
either treatment technology.
19.) Where will septage from the on-site systems go? On p. 2-72, septages
for the Moose Lake area is said to go to the Moose Lake system. What would
this include? Is the pond surface area designed for this extra BOD
5-7
-------
loading? Estimates were given of up to 4500 gpd of septages introduced to
the system in spring and fall. On p. 2-81 it states septage in the Moose
Lake area is treated in anaerobic lagoons. What is the estimate of sept-
ages to be produced for alternative #2?
Septage from onsite systems will continue to be disposed of
in a manner consistent with the present disposal practice
(p. 2-81) which is introduction to the Moose Lake Treatment
system via a manhole (p. 2-73). The septage would include the
residential solids generated in septic tanks and raw sewage
pumped from holding tanks with a 40 mile radius, as is currently
the case (p. 2-73). As seasonal residents return or leave their
cabins in spring and autumn, they have their onsite systems
pumped out, resulting in short periods when up to 4500 gpd of
septage is introduced to the Moose Lake system.
Based on a septage volume for 365 septic tanks pumped per
year and septage BOD of 5000 mg/1, there is 160 Ib/day excess BOD
treatment capacity to the year 2000 using the revised capacity
with new MPCA design criteria. Based on the existing lagoon
design capacity, there is 243 Ib/day excess BOD treatment capac-
ity at the Moose Lake WWTP for the year 2000 (p. 2-86).
20.) How was the conclusion reached that no private water well contamina-
tion problems existed in "critical areas', e.g. areas with highly permeable
soils which are developed with homes served by shallow wells.
No final conclusion was reached on this topic in the Draft
EIS. The DEIS did state that the Minnesota State Department of
Health records indicated no serious problems with private well
contamination in the area. Also, the questionnaire responses
from homeowners in critical areas indicated no problems with well
contamination. Therefore, as stated in the DEIS, it was presumed
that no broad degree of need for improved waste treatment exists
(currently) as a result of private water well contamination.
However, the DEIS provided a lengthy discussion which demon-
strates the continuing potential for such contamination to occur
in sandy soils where shallow wells are used. The EIS section
dealing with well water contamination also pointed out that
prevention of contamination problems can be accomplished through
construction of new wells or upgrading of existing wells. With-
out well improvements, the potential for contamination would
continue to be high in the critical areas regardless of which
type of wastewater management is provided. The EIS also listed
a number of potential causes of well contamination in north-
eastern Minnesota and stated the types of field studies that
would be needed to determine conclusively which are most signi-
ficant in the project area. It was concluded that such studies
would contribute little more to the understanding of future
5-8
-------
problems than already existed as a result of the identification
of high potential areas and the identification of on-site systems
(and wells) needing upgrades. (Even if an extensive well
monitoring program were undertaken for the purpose of sampling
wells in the summer, when the largely seasonal residences of the
critical areas are in use, it may not provide an adequate
assessment of the future potential for well contamination.
Sampling would look at one year's problems, whereas consideration
of where the highest contamination potential exists takes into
consideration what is likely to happen throughout the 20 year
wastewater management planning period.)
21.) Nitrates will not be prevented from entering the groundwater even if
on-site waste treatment systems are properly operating.
Comment is noted. Revisions have been made to the Final EIS
to correct the statement to this effect on pp. 15 of the
DEIS.
22.) Were housing unit projections compared to available lakefront lots in
making population projections and which rate of housing stock increase was
used to estimate population growth?
Available lots were evaluated directly and through
interviews with real estate agents, as explained in
Section 3.2.2.5. of the Draft EIS. Explanation of the housing
stock increased rate(s) used for estimating population growth was
provided in Appendix I of the Draft EIS.
23.) When the final alternative is selected, the State Historical
Preservation Officer (SHPO) should be contacted to determine whether field
surveys are necessary and whether surveys, if any, must be completed prior
to EIS finalization.
Comment noted. The Phase II Report (USEPA 1980) did contain
a letter of review from the SHPO which listed all known sites of
historical and cultural significance in Windemere Township.
However, due to the lack of exact knowledge of the future
location of individual on-site waste treatment systems to be
upgraded or built, it is not possible to identify potential
impacts on these cultural resources. This evaluation of
compliance will need to be made in the development of plans and
specifications, during Step 2 of the facilities planning.
24.) Have groundwater impacts of the final alternative been evaluated by
groundwater dispersion modeling techniques?
5-9
-------
The final alternative was not evaluated with a dispersion
model to indicate the potential for water table elevation or
gradient changes. The state-of-the-art in groundwater modeling
techniques presently is such that results may not be easily veri-
fied and calibration to field conditions would be a significant
expense. While selection of an alternative calling for community
drain field or 'cluster system1 may have justified the additional
modeling work, such an alternative was not selected and therefore
modeling was not done.
25.) The planning area map on page 2-9 did not include the City of Barnum
nor the corridor between Moose Lake and Barnum. It should be noted in the
EIS that these planning areas were included in Phase I of the EIS
preparation.
Comment noted. These planning areas were discussed on page
two of the DEIS Summary and again on page 1-4.
26.) On Island Lake, it was estimated that 64 residences were used on a
permanent basis and on Sturgeon Lake, 42 were used as permanent residences.
How were these estimates made?
The fraction of lakeshore residences being used permanently
or seasonally was determined by examination of three types of
information. First, questionnaire respondents indicated the
duration of use and seasons in which that use took place. This
data was compared to the proportion of property owners along the
lakeshore listing local versus non-local tax form mailing
addresses. Finally, both the above types of information were
compared to the breakdown in seasonal versus permanent use as
reported in the 1980 census data for the individual enumeration
districts (Table 3-11 of the EIS). The 138 permanent homes in
Enumeration District 504 were then disaggregated to either the
Island or Sturgeon Lake vicinity. This was compared to the
seasonal/permanent lakeshore home breakdown by lake as presented
in the MLWSD Facility Plan. Further, adjustments were made as
the EIS design work progressed because various sources provided
information on recent property sales, use conversions within the
preceeding two years, recent in-migration, etc. (The most
obvious bias resulting from the questionnaire survey techniques
was that permanent residents tended to respond more frequently
than seasonal residents to the mailed survey form. It is felt
that this bias was overcome by consideration of all above listed
types of information.)
27.) What effort was made to assure that all potential on-site system
failures were found in the Sturgeon Lake area?
5-10
-------
All eight categories of survey information as presented in
Section 2.2.1 of the EIS were co-evaluated to determine present
and potential future failure rates. No attempt was made to
re-survey Sturgeon Lake with the Septic Leachate Detector under
more ideal conditions. As a practical matter, the onset of late
fall weather precluded this option.
28.) The Hogan's Acres area south of Sturgeon Lake did not receive detailed
survey for problems with on-site systems.
The intensity of survey and amount of attention paid to the
available information was equal for all segments of the project
area with two qualifications. First, the MLWSD did not develop
detailed surveys of the Hogan's Acres area and thus, the
Facilities Plan provided little indication of need with which to
compare the EIS data. Second, the questionnaire response from
Hogan's Acres property owners was low. Consequently, the
follow-up survey (DEIS Section-2.2.1.8.) was specifically focused
on that area to obtain a better understanding of the types of
systems and problems being encountered.
29.) An average size for on-site systems was used in the EIS for cost
evaluation purposes. During plan and specification development, individual
Septic Absorption Systems would need to be sized according to lot
conditions and house size.
Comment noted. This is correct. The typical residence in
the area has two bedrooms. Although lot conditions in terms of
soil type, slope, and size were evaluated, the estimated SAS size
was based on the average two bedroom home. Residences with more
bedrooms will need a larger system than what was estimated in the
EIS. It was assumed that the total extra cost which would be
incurred for constructing or upgrading the larger systems would
be picked up in the contingency component of the service factor
costs.
30.) The MPCA concurrs with the findings of the Draft EIS.
Comment noted.
5-11
-------
5.4 Correspondence from Private Citizens
Mrs. Margaret Bowler; (10 June 1983)
31.) The Bowler family does not support any alternatives which require the
construction of sewers.
Comment noted.
Mr. and Mrs. John C. Thomas; (21 June 1983)
32.) Sewering alternatives appear unjustified because of studies in the
DEIS which indicate that environmental improvements will not result from
sewer installation. Additionally, the high costs of sewers would make it
impossible for ownership of the existing property to continue.
Comments noted.
Mr. George Rapp, Jr.; (1 June 1983)
33.) The DEIS recommended alternative (#2) is supported by Mr. Rapp and his
brothers.
Comment noted.
Mrs. Ethell Spell; (21 June 1983)
34.) Establishment of sewer is opposed, and upgrading of on-site systems is
supported.
Comment noted.
5-12
-------
Mrs. Marcia N. Cavanaugh; (13 June 1983)
35.) Sewers are not necessary and are not affordable for the Cavanaugh
family.
Comment noted.
Mr. Walter C. and Mrs. Kristi H. Johnson; (21 June 1983)
36.) Construction of a sewer is opposed and alternatives which involve
upgrading or replacement of on-site waste management systems are supported.
Comment noted.
37.) USEPA failed to adequately communicate with citizens of the area
during the last stages of DEIS preparation and review.
Comment noted. Additional effort will be taken to edit and
expand the mailing list for persons wishing to receive the final
EIS.
5.5 Index to Comments
Person or Agency Comment Number Page Number
Mr. Gregory D. Evenson 1 5-1
Mr. Seth Shepard 2 5-1
Mr. Seth Shepard 3 5-2
Mr. Bob Eikum 4 5-2
U.S. Department of Agriculture 5 5-2
U.S. Department of the Army,
Corps, of Engineers 6 5-3
U.S. Department of the Interior,
Office of the Secretary 7 5-3
U.S. Department of the Interior,
Office of the Secretary 8 5-3
5-13
-------
U.S. Department of Transportation,
Federal Highway Administration 9 5-3
East Central Regional Development
Commission 10 5-4
Minnesota Department of Natural
Resources 11 5-4
Minnesota Pollution Control Agency 12 5-4
Minnesota Pollution Control Agency 13 5-4
Minnesota Pollution Control Agency 14 5-5
Minnesota Pollution Control Agency 15 5-6
Minnesota Pollution Control Agency 16 5-6
Minnesota Pollution Control Agency 17 5-6
Minnesota Pollution Control Agency 18 5-7
Minnesota Pollution Control Agency 19 5-7
Minnesota Pollution Control Agency 20 5-8
Minnesota Pollution Control Agency 21 5-9
Minnesota Pollution Control Agency 22 5-9
Minnesota Pollution Control Agency 23 5-9
Minnesota Pollution Control Agency 24 5-9
Minnesota Pollution Control Agency 25 5-10
Minnesota Pollution Control Agency 26 5-10
Minnesota Pollution Control Agency 27 5-10
Minnesota Pollution Control Agency 28 5-11
Minnesota Pollution Control Agency 29 5-11
Minnesota Pollution Control Agency 30 5-11
Mrs. Margaret Bowler 31 5-12
Mr. & Mrs. John C. Thomas 32 5-12
Mr. George Rapp, Jr. 33 5-12
5-14
-------
Mrs. Ethel Spell 34 5-12
Mrs. Marcia N. Cavanaugh 35 5-12
Mrs. Walter C. and
Mrs. Kristie H. Johnson 36 5-13
Mrs. Walter C. and
Mrs. Kristie H. Johnson 37 5-13
5-15
-------
6.0. LITERATURE CITED
Aronson, R. , and E. Schwartz (Editors). 1975. Management policies in
local government finance. International City Managers Association,
Washington DC.
Carlson, A.H. 1980a. Report of the State Auditor of Minnesota on the
revenues, expenditures, and debt of the local governments in Minne-
sota. St. Paul MN, 127 p.
Carlson, A.H. 1980b. Report of the State Auditor of Minnesota on the reve-
nues, expenditures, and debt of the towns in Minnesota. St. Paul MN,
100 p.
Dillon, P.J. and W.B. Kirchner. 1975. The effects of geology and land use
on the export of phosphorus from watersheds. Water Research 9:
135-148.
Dillon, P.J. and F. H. Rigler. 1975. A simple method for predicting the
capacity of a lake for development based on lake trophic status.
Journal of the Fisheries Research Board of Canada. 32:1,519-1,531.
East Central Regional Development Commission. 1981. Overall economic
development program annual update. Mora MN, p. 1-7 plus attachments.
Federal Water Quality Administration. 1970. Federal guidelines for de-
sign, operation, and maintenance of wastewater treatment facilities.
US Department of the Interior, Washington DC, 29 p.
Finney, H.R. 1981. Soil survey of part of Windemere Township, Pine Coun-
ty, Minnesota. Completed under contract to WAPORA, Inc. St. Paul MN,
28 p. plus soil map plates.
Gustatson, N.C. 1973. Recent trends, future prospects, a look at upper
midwest population changes. Federal Reserve Bank, Upper Midwest
Council, Minneapolis MN.
Goldreich, E.E. 1965. Detection and significance of fecal coliform bac-
teria in stream pollution studies. Journal Water Pollution Control
Federation 37:1722
Howard A. Kuusisto. 1980. Moose Lake-Windemere Sanitary Sewer District,
Unit No. 3, "Island Lake". Consulting Engineers, St. Paul MN, Plans
19 sheets, specifications
Jones, R.A., and G. F. Lee. 1977. Septic tank disposal systems as phos-
phorus sources for surface waters. EPA 600/3-77-129. Robert S. Kerr
Environmental Research Laboratory, Ada OK.
Kamppi A. 1971. Studies of water disposal on peatland forest basin infil-
tration systems which were in effect in Findland in 1970. Report A4
National Board of Water, Helsinki, Finland. (English Summary).
6-1
-------
Lorenzen, M.W. 1981. Correspondence. Environmental Science & Technology
15:1508-1509.
Miller, J.P. (ed). 1949. One hundred years in Pine County. Pine County
Historical Society, reprint 1979. American Publishing Co., Askov.
Minnesota.
Minnesota Department of Economic Security. 1982. Northeastern Minnesota
labor market review, June 1982. Regional Labor Market Information
Center, Duluth MN 8 p.
Minnesota Department of Energy, Planning, and Development. 1982. Fact
Sheet: BTU contents of fuel. St. Paul MN, 1 sheet.
Minnesota Department of Transportation. 1979. 1979 Traffic map. St.
Paul MN, 1 sheet.
Minnesota Department of Transportation. 1981. Minnesota automatic traffic
recorder data summary. St. Paul MN, 591 p.
Minnesota Energy Agency. 1981. Residential energy prices in Minnesota.
Forecasting Division, St. Paul MN, 39 p.
Moak, L.L., and A.M. Hillhouse. 1975. Concepts and practices in local
government finance. Municipal Finance Officers Association of the US
and Canda, Chicago IL, 454 p.
Moose Lake Planning Commission. 1981. City of Moose Lake, land use down-
town development strategies. Moose Lake MN, 62 p.
MPCA. 1980. Recommended design criteria for stabilization ponds (aerated
and non-aerated, 34 p.
National Oceanic and Atmospheric Administation. 1979a. Climatological
data annual summary, Minnesota. National Climatic Center, Asheville
NC, 16 p.
National Oceanic and Atmospheric Administration. 1979b. Local climatolo-
gical data, annual summary with comparative data, Duluth, Minnesota.
National climatic Center, Asheville NC, 4 p.
National Oceanic and Atmospheric Administration. 1981. National weather
service surface weather observations. Duluth MN.
Northerneastern Minnesota Labor Market Review. 1980. Labor market data
summary for fiscal year 1981, Northeastern Minnesota - Region 3.
Minnesota Department of Economic Security, Duluth MN, 43 p.
Omernik, J.M. 1977. Non-point source stream nutrient level relation-
ships: a nationwide survey. EPA 600/3-77-105. National Environ-
mental Research Laboratory, Corvalis OR.
6-2
-------
Otis R.J., and D. E. Stewart. 1976. Alternative wastewater facilities
for small unsewered communities in rural America. Annual report to
the Upper Great Lakes Region Commission.
Otis, R.J. 1979. Alternative wastewater facilities for small communi-
ties - a case study. In; Proceedings of a workshop on alternative
wastewater treatment systems. UILU-WRC-79-0010. Water Resources
Center and Cooperative Extensive Service, University of Illinois -
Urbana, Urbana IL, p, 44-40.
Peterson, J.M., and G.O. Gronseth. 1980. Selected economic data for
Duluth and Northeastern Minnesota through 1979. University of Minne-
sota, Duluth, Duluth MN, 68 p.
Pine County Area Redevelopment Organization. 1979. Pine County overall
economic development plan. Pine City MN, 61 p.
Pound, C.E., and R.W. Crites. 1973. Wastewater treatment and reuse by
land application, Volume I, summary. USEPA Office of Research and
Development, Washington DC, 80 p.
PRC Consoer, Townsend and Associates LTD. 1980. Moose Lake-Windereme
Sanitary Sewer District facility plan for wastewater collection and
treatment. Duluth MN.
Ragotzkie, R.A. 1978. Heat budgets of lakes. Chapter I IN; Lakes;
chemistry, geology, and physics. Pub Springer and Verlag, New York,
NY 3,062 p.
Rast, W. and G. F. Lee. 1981. Correspondence. Environmental Science and
Technology 15:1509-1510
Reneau, R. B. Jr. , and D. E. Pettry. 1975. Movement of coliform bacteria
from septic tank effluent through selected coastal plain soils of
Virginia. Journal of Environmental Quality 4:41-44
Schindler, D.W. 1977. Evaluation of phosphorus limitation in lakes. Sci-
ence 195:260-262
Seigrist, R. L. , T. Woltanski, and C.E. Walforf. Water conservation and
wastewater disposal. In; Proceedings of the second national home
sewage treatment symposium (ASAE Publication 5-77). American Society
of Agricultural Engineers, St. Joseph MI, p. 121-136.
Shapiro, J. 1979. The need for more biology in lake restoration. in Lake
Restoration EPA 440/5-79-001 Washington, D.C. pp. 161-167
Simmons, J.D., and J.O. Newman. 1979. On-site liquefaction and variable
gradient transport lines for rural sewage disposal. Paper No. SER
79-047. American Society of Agricultural Engineers, St. Joseph MI, 16
P-
6-3
-------
Smith, V.H. and J. Shapiro. 1981. Chlorohyll phosphorus relations in
individual lakes. Their importance to lake restoration strategies.
Environmental science and technology 15:444-451.
Soil Conservation Service. 1978. Soil survey of Carlton County, Minne-
sota. US Department of Agriculture. In cooperation with the Minne-
sota Agricultural Experiment Station. 77 p. plus map sheets.
Spencer, J.S., Jr., and A.J. Ostrom. 1979. Timber resources of Minne-
sota's aspen-birch unit, 1977. Resource Bulletin NC-43, US Department
of Agriculture, Forest Service, North Central Forest Experiment Sta-
tion, St. Paul MN, 52 p.
Surakka, S. 1971. Some observations on the possibilities to infiltrate
wastewater in peatlands according to results obtained in Kesalahden
Town, Finland (English Summary). Vesitalous 8:26-31.
Surakka, S. and A. Kamppi. 1971. Infiltration of wastewater into peat
soil (English Summary). SMO. 22:51:58
Tofflemire, T.J. and M. Chien.
soils. Groundwater 15:377.
1977. Phosphate removal by sands and
US Bureau of the Census. 1952. US Census of population: 1950. Volume
II, characteristics of the population, part 23, Minnesota. Department
of Commerce, US Government Printing Office, Washington, DC, 220 p.
US Bureau of the Census. 1963. US census of population: 1960, Volume I,
Chacteristics of the population, part 25, Minnesota. Department of
Commerce, US Government Printing Office, Washington DC.
US Bureau of the Census. 1973. General social and economic characteris-
tic, Minnesota. Department of Commerce, US Government Priting Office,
Washington DC, 495 p. plus appendixes.
US Bureau of the Census. 1980. 1978 population estimates and 1977 and
revised 1976 per capita income estimates for counties, incorporated
places, and selected minor civil divisions — Minnesota. Department
of Commerce, Washington DC.
US Bureau of the Census. 1982. Advance reports: Minnesota general pop-
ulation characteristics. Department of Commerce, Washington DC.
US Department of Agriculture. 1962. Soil survey manual. Handbook No. 18.
Agricultural Research Administration, p. 209.
US Department of Commerce. 1929. State and county data, Minnesota census
of agriculture. Washington DC.
US Department of Commerce. 1934. State and county data, Minnesota census
of agriculture. Washington DC.
6-4
-------
US Department of Commerce. 1939. State and county data, Minnesota census
of agriculture. Washington DC.
US Department of Commerce. 1949. State and county data, Minnesota census
of agriculture. Washington DC.
US Department of Commerce. 1969. State and county data, Minnesota census
of Agriculture. Washington DC.
US Department of Commerce. 1978. State and county data, Minnesota census
of Agriculture. Washington DC.
US Environmental Protection Agency. 1976. Quality criteria for water.
Office of Water and Hazardous Materials. Washington DC, 255 p.
US Environmental Protection Agency. 1977. Alternatives for small waste-
water treatment systems, on-site disposal/septage treatment and dis-
posal. EPA 625/4-77-011. Technology Transfer, Washington DC, 90 p.
US Environmental Protection Agency. 1978. Funding of sewage collection
system projects. Program Requirements Memorandum (PRM 78-9). Office
of Water and Hazardous Materials, Washington DC.
US Environmental Protection Agency. 1978. Management of small waste
flows. USEPA-600/2-78-173. Municipal Environmental Research Labora-
tory. Cincinnati OH.
US Environmental Protection Agency. 1979. Construction grants program
requirements memorandum 79-7. Washington DC, 2 p.
US Environmental Protection Agency 1979. Management of on-site and alter-
native wastewater systems (Draft). Prepared for USEPA Environmental
Research Information Center, by Roy F. Weston, Inc., Cincinnati, OH,
111 p.
US Environmental Protection Agency. 1979. Planning wastewater management
facilities for small communities (Draft). Prepared for USEPA Munici-
pal Environmental Research Laboratory, by Urban Systems Research
Engineering, Inc., Cincinnati, OH, 141 p.
US Environmental Protection Agency. 1979. Region V, Water Division,
Chicago, IL Draft environmental impact statement. Alternative waste
treatment systems for rural lake projects. Case study number 1,
Crystal Lake area sewage disposal authority, Benzie County, Michigan.
US Environmental Protection Agency. 1979. Region V, Water Division,
Chicago, IL Draft environmental impact statement alternative waste
treatment systems for rural lake projects. Case study number 2, Green
Lake sanitary sewer and waster district, Kandiyohi County, Minnesota.
6-5
-------
US Environmental Protection Agency. 1979. Region V, Water Division,
Chicago, IL Draft environmental impact statement. Alternative waste
treatment systems for rural lake projects.. Case study number 3,
Springvale-Bear Creek sewage disposal authority, Emmet County, Mic-
higan.
US Environmental Protection Agency. 1979. Region V, Water Division,
Chicago, IL Draft environmental impact statement. Alternative waste
treatment systems for rural lake projects. Case study number 4 Steuben
Lakes Regional Waste District, Steuben County, Indiana.
US Environmental Protection Agency. 1979. Region V, Water Divisions,
Chicago, IL Draft environmental impact statement. Alternative waste
treatment systems for rural lake projects. Case study number 5,
Ottertail County Board of Commissioners Ottertail County, Minnesota
US Environmental Protection Agency. 1980. Design manual. On-site waste-
water treatment and disposal systems. Office of Research and Develop-
ment, Municipal Environmental Research Laboratory, Cincinnati, OH 391
P-
US Environmental Protection Agency. 1980. Modeing phosphorus loading and
lake response under uncertainty: a manual and compilation of export
coefficients. EPA 440/5-80-011. Clean Lake Section USEPA, Washing-
ton, DC.
US Environmental Protection Agency. 1981. Alternative waste treatment
system for rural lake projects. Draft generic environmental impact
statement. USEPA Region V, Water Division, Chicago IL, 133 plus
appendixes.
US Environmental Protection Agency. 1981. Facilities Planning 1981.
Municipal wastewater treatment. EPA 430/9-81-002 office of Water
Program Operations, Washington DC, 116 p.
US Environmental Protection Agency. 1981. Resource inventory and septic
system survey. Moose Lake - Windemere Sewer District, Minnesota.
Environmental Monitoring Systems Laboratory, Las Vegas NV.
US Environmental Protection Agency. 1981. Region V, Water Division,
Chicago, IL Draft environmental impact statement. Alternative treat-
ment systems for rural lake projects. Case study number 6, Williams
County Commissioners, Nettle Lake area, Williams County, Ohio.
US Geological Survey. 1979. Bruno and Moose Lake quadrangles Minnesota.
15 minute series (topographic). Department of Interior, Washington
DC, 2 sheets (1:62,500).
Uttormark, P.O., and J.P. Wall. 1975. Lake classification for water
quality management. University of Wisconsin Water Resources Center.
Vasilevski, A. and R.L. Hackett. 1980. Timber resource of Minnesota's
central hardwood unit, 1977. US Department of Agriculture Forest
Service Resource Bulletin NC-46. North Central Forest Experiment
Station, St. Paul MN, 65 p.
6-6
-------
Viraraghavan, T. , and R. G. Warnock., 1976. Groundwater quality adjacent
to a septic tank system. Journal of the American Water Works Associ-
ation 68:611-614.
Vollenweider, R.A. 1975. Input - output models with special reference
to the phosphorus loading concept in limnology. Schweiz. Z. Hydrol
37:53-83.
Williams, J.D.H. J-M Jaquet, and R. L. Thomas. 1976. Forms of phosphorus
in the surficial sediments of Lake Erie. Journal Fish Res. Board
Can - 33:413-429.
Wisconsin Department of Natural Resources Technical Bulletin #81, Influ-
ence of organic pollution on the density and production of trout in a
Wisconsin stream 1975.
6-7
-------
7.0. INDEX
Aerial photographic survey, 2-24 - 2-26
Agricultural lands:
conversion of, 3-62 - 3-65
impacts on, 4-7
See also Land uses
Air quality. See Atmosphere
Aquatic biota. See Wildlife, aquatic; Vegetation, aquatic
Archeology. See Cultural resources
Architecture. See Cultural resources
Atmosphere; 3-1 - 3-2
impacts, 4-3, 4-10 - 4-11
odors, 3-2
Blue-green algae, 3-38 - 3-40, Appendix H
Centralized alternatives
costs, 2-111
management of, 2-10 - 2-11, 2-14, 2-115 - 2-117, Appendix D and E
Cluster systems, 2-77 - 2-78
Construction Grants Program. See Funding, Federal
Costs,
cost effectiveness analysis, 2-110 - 2-111, Appendix E
residential user, 4-21 - 4-25
summary for alternatives, 2-111
Cultural resources:
archaeological surveys, 3-83
historic sites, 3-82
impacts on, 4-9
Decentralized alternatives:
costs, 2-111
management of, 2-74, 2-117 - 2-120
recommended action, 2-120 - 2-121
Economics: regional, 3-72
cost criteria, Appendix E
impacts, on, 4-8, 4-18
See also Costs
7-1
-------
Employment, 3—73
unemployment, 3-73 - 3-75
impacts on, 4-5, 4-17
Energy:
sources, 3-79 - 3-80, Appendix N
impacts on, 4-9, 4-18
Environmental Impact Statement:
issues, 1-1 - 1-5, 1-12
process, 1-5 - 1-12
required, 1-5 - 1-8
Entrophication. See Water quality, trophic status
Facility Plan, 1-4 - 1-5, 2-17
Farmers Home Administration, 4-25
Fauna. See Wildlife
Funding:
Federal, Appendix F, 2-110
local, 2-110
project, Appendix F,
state, Appendix F,
Geology, 3-3
Groundwater:
effluent plumes, 2-27 - 2-29, 2-32 - 2-35
impacts on, 4-4 - 4-5, 4-14 - 4-17, 5-5 - 5-8
surveys, 2-26 - 2-38
Historical resources. See cultural resources
Hogan's Subdivision. See Wild Acres
Impacts:
adverse, 4-33 - 4-34
construction, 4-3 - 4-9
operation, 4-9 - 4-19
public finance, 4-19 -4-25
secondary, 4-25
income, 3-72
Island Lake:
characteristics, 3-4 - 3-15
on-site system problems, 2-20, 2-63 - 2-68
sanitary surveys, 2-19 - 2-20
sediment core study, 3-32 - 3-37, Appendix L
7-2
-------
Lake s,
characteristics, 2-50 - 2-61, 3-4 - 3-6
phosphorous loadings, 3-20 - 3-31
modeling, 3-26 - 3-31
Land use, 3-56
development, 3-57 - 3-65, 3-70 - 3-71
impacts on, 4-6 - 4-8, 4-17
prime farmland, 3-65 - 3-67
Meterology. See Atmosphere
Moose Lake treatment plant, 2-1 - 2-5
Moose Lake—Windemere Sanitary District, 2-1, 2-115 - 2-116
Moose River, 2-1
Noise pollution, 3-3
Nature of Intent, 1-12
Odors. See Atmosphere
On-site systems,
blackwater holding tanks, 5-7
existing, 2-64
mounds, 2-75
problems with, 2-47 - 2-52, 2-64
septage disposal, 2-72 - 2-73, 2-81
septic tank, 2-74 - 2-77
Passenger Lake:
characteristics, 2-55 - 2-60, 3-4 - 3-16
on-site system problems, 2-22, 2-23, 2-64, 2-71 - 2-72
phosphorous loads, 2-53 - 2-54, 3-22 - 3-26
Phosphorous:
groundwater, 2-28
lake, 3-16 - 3-19
loadings, 2-53 - 2-60, 3-22 - 3-26
modeling, 3-26 - 3-3i
sediments, 3-16 - 3-20, 3-21, 3-32 - 3-37
Population:
growth, 3-44 - 3-47
impacts on, 4-5, 4-17
projections, 3-50 - 3-56, Appendix I
service area estimates, 3-52 - 3-55
7-3
-------
Property values, 5-1, 5-2
Public hearing, 1-9 - 1-12
Phytoplankton study, 3-38 - 3-40
Recommended Action, 2-120 - 2-121
selection of, 2-109, 2-120 - 2-121
Recreation and tourism, 3-81 - 3-82
impacts on, 4-9, 4-19
Rush Lake:
characteristics, 2-55 - 2-60, 3-4 - 3-16
on-site system problems, 2-22, 2-23, 2-64, 2-71 - 2-72
phosphorous loads, 2-53 - 2-54, 3-22 - 3-26
Selected Alternative, 2-120 - 2-121
Septic Tanks. See On-site sytems
Soils:
absorption systems, 2-65
associations, 2-16, 3-3,
survey, Appendix B
State funding. See Funding, state
Sturgeon Lake:
characteristics, 3-4 - 3-16
on-site system problems, 2-22, 2-64, 2-68 - 2-71
sanitary surveys, 2-20 - 2-22
sediment core study, 3-32 - 3-37, Appendix L
Surveys:
aerial photographic, 2-24 - 2-26
mailed questionnaire, 2-18 - 2-24, Appendix C
septic leachate, 2-26 - 2-38
See also Appendices
Terrestrial vegetation. See Vegetation, terrestrial
Tourism. See Recreation and tourism
Transportation, 3-78 - 3-79, Appendix M
Vegetation:
acquatic, 3-40 - 3-41
Wastewater treatment systems. See Centralized alternatives, decentralized
alternatives, on-site systems
7-4
-------
Water quality:
coliform bacteria, 2-50 - 2-51
drinking water, 2-38 - 2-44 ,
impacts on, 4-11 - 4-17, 4-26
nutrient enrichment, 3-20 - 3-26, 3-28 - 3-31
surface, 3-6 - 3-20, Appendix J
trophic status, 3-20 - 3-31
wastewater discharge limitations, 2-6
See also Groundwater, Phosphorous, and Lakes
Wetlands:
wastewater treatment using, 2-79 - 2-80
Wild Acres and Hogans Subdivisions,
on-site system problems, 2-23, 2-72
Wildlife:
aquatic, 3-41 - 3-43
terrestrial, 3-43
7-5
-------
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).
Aeration. To circulate oxygen through a substance, as in wastewater treat-
ment, where it aids in purification.
Aerobic. Refers to life or processes that occur only in the presence of
oxygen.
Aerosol. A suspension of liquid or solid particles in a gas.
Algae. Simple rootless plants that grow in bodies of water in relative
proportion to the amounts of nutrients available. Algal blooms, or
sudden growth spurts, can affect water quality adversely.
Algal bloom. A proliferation of one species of algae in lakes, streams or
ponds to the exclusion of other algal species.
Alluvial. Pertaining to material that has been carried by a stream.
Ambient air. Any unconfined portion of the atmosphere: open air.
Ammonia-nitrogen. Nitrogen in the form of ammonia (NH_) that is produced
in nature when nitrogen-containing organic material is biologically
decomposed.
Anaerobic. Refers to life or processes that occur in the absence of oxygen.
Anoxia. Condition where oxygen is deficient or absent.
Apatite. Calcium phosphate with chloride, fluoride or hydroxyl Ca(Cl, F,
OH) Ca (PO ) ; forms hexagonal crystals; earlier was often confused
with fRiorrte3.
Aquifer. A geologic stratum or unit that contains water and will allow it
to pass through. The water may reside in and travel through innumera-
ble spaces between rock grains in a sand or gravel aquifer, small or
cavernous openings formed by solution in a limestone aquifer, or
fissures, cracks, and rubble in harder rocks such as shale.
Artesian (adj.). Refers to groundwater that is under sufficient pressure
to flow to the surface without being pumped.
8-1
-------
Artesian well. A well that normally gives a continuous flow because of
hydrostatic pressure, created when the outlet of the well is below the
level of the water source.
Bar screen. In wastewater treatment, a screen that removes large float-
ing and suspended solids.
Base flow. The rate of movement of water in a stream channel that occurs
typically during rainless periods, when stream flow is maintained
largely or entirely by discharges of groundwater.
Bed Rock. The solid rock beneath the soil and subsoil.
Biochemical oxygen demand (BOD). A bioassay-type procedure in which the
weight of oxygen utilized by microorganisms to oxidize and assimilate
the organic matter present per liter of water is determined. It is
common to note the number of days during which a test was conducted as
a subscript to the abbreviated name. For example, BOD indicates that
the results are based on a five-day long (120-hour) test. The BOD
value is a relative measure of the amount (load) of living and dead
oxidizable organic matter in water. A high demand may deplete the
supply of oxygen in the water, temporarily or for a prolonged time, to
the degree that many or all kinds of aquatic organisms are killed.
Determinations of BOD are useful in the evaluation of the impact of
wastewater on receiving waters.
Biota. The plants and animals of an area.
Chemocline. A stratum of stronger concentration gradient of dissolved
substances.
Chlorination. The application of chlorine to drinking water, sewage or
industrial waste for disinfection or oxidation of undesirable com-
pounds.
Circulation period. The interval of time in which the density stratifica-
tion of a lake is destroyed by the equalization of temperature, as a
result of which the entire water mass becomes mixed.
Clay. The smallest mineral particles in soil, less than .004 mm in diame-
ter; soil that contains at least 40% clay particles, less than 45%
sand, and less than 40% silt.
Coliform bacteria. Members of a large group of bacteria that flourish in
the feces and/or intestines of warm-blooded animals, including man.
Fecal coliform bacteria, particularly Escherichia coli (E. coli),
enter water mostly in fecal matter, such as sewage or feedlot runnoff.
Coliforms apparently do not cause serious human diseases, but these
organisms are abundant in polluted waters and they are fairly easy to
detect. The abundance of coliforms in water, therefore, is used as an
index to the probability of the occurrence of such disease-producing
organisms (pathogens) as Salmonella, Shigella, and enteric viruses
which are otherwise relatively difficult to detect.
8-2
-------
Community. The plants and animals in a particular area that are closely
related through food chains and other interactions.
Cultural resources. Fragile and nonrenewable sites, districts, buildings,
structures, or objects representative of our heritage. Cultural
resources are divided into three categories: historical, architec-
tural, or archaeological. Cultural resources of special significance
may be eligible for listing on the National Register of Historic
Places.
Decibel (dB). A unit of measurement used to express the relative intensity
of sound. For environmental assessment, it is common to use a fre-
quency-rated scale (A scale) on which the units (dBA) are correlated
with responses of the human ear. On the A scale, 0 dBA represents the
average least perceptible sound (rustling leaves, gentle breathing),
and 140 dBA represents the intensity at which the eardrum may rupture
(jet engine at open throttle). Intermediate values generally are: 20
dBA, faint (whisper at 5 feet, classroom, private office); 60 dBA,
loud (average restaurant or living room, playground); 80 DBA, very
loud (impossible to use a telephone, noise made by food blender or
portable standing machine; hearing impairment may result from pro-
longed exposure); 100 dBA, deafening noise (thunder, car horn at 3
feet, loud motorcycle, loud power lawn mower).
Demographic. Pertaining to the science of vital and special statistics,
especially with regard to population density and capacity for expan-
sion or decline.
Detention time. Average time required to flow through a basin. Also
called retention time.
Digestion. In wastewater treatment a closed tank, sometimes heated to 95°F
where sludge is subjected to intensified bacterial action.
Disinfection. Effective killing by chemical or physical processes of all
organisms capable of causing infectious disease. Chlorination is the
disinfection method commonly employed in sewage treatment processes.
Dissolved oxygen (DO). Oxygen gas (0 ) in water. It is utilized in res-
piration by fish and other aquatic organisms, and those organisms may
be injured or killed when the concentration is low. Because much
oxygen diffuses into water from the air, the concentration of DO is
greater, other conditions being equal, at sea level than at high
elevations, during periods of high atmospheric pressure than during
periods of low pressure, and when the water is turbulent (during
rainfall, in rapids, and waterfalls) rather than when it is placid.
Because cool water can absorb more oxygen than warm water, the con-
centration tends to be greater at low temperatures than at high tem-
peratures. Dissolved oxygen is depleted by the oxidation of organic
matter and of various inorganic chemicals. Should depletion be ex-
treme, the water may become anaerobic and could stagnate and stink.
Drainage Basin. A geographical area or region which is so sloped and
contoured that surface runoff from streams and other natural water-
8-3
-------
courses is carried away by a single drainage system by gravity to a
common outlet or outlets; also referred to as a watershed or drainage
area.
Drift. Rock material picked up and transported by a glacier and deposited
elsewhere.
Effluent. Wastewater or other liquid, partially or completely treated, or
in its natural state, flowing out of a reservoir, basin, treatment
plant, or industrial treatment plant, or part thereof.
Endangered species. Any species of animal or plant that is in known danger
of extinction throughout all or a significant part of its range.
Epilimnion. The turbulent superficial layer of a lake lying above the
metalimnion which does not have a permanent thermal stratification.
Eutrophication. The progressive enrichment of surface waters particularly
non-flowing bodies of water such as lakes and ponds, with dissolved
nutrients, such as phosphorous and nitrogen compounds, which accele-
rate the growth of algae and higher forms of plant life and result in
the utilization of the useable oxygen content of the waters at the
expense of other aquatic life forms.
Fauna. The total animal life of a particular geographic area or habitat.
Fecal coliform bacteria. See coliform bacteria.
Floodway. The portion of the floodplain which carries moving water during
a flood event.
Flood fringe. The part of the floodplain which serves as a storage area
during a flood event.
Flora. The total plant life of a particular geographic area or habitat.
Flowmeter. A guage that indicates the amount of flow of wastewater moving
through a treatment plant.
Force main. A pipe designed to carry wastewater under pressure.
Gravity system. A system of conduits (open or closed) in which no liquid
pumping is required.
Gravity sewer. A sewer in which wastewater flows naturally down-gradient
by the force of gravity.
Groundwater. All subsurface water, especially that part in the zone of
saturation.
Holding Tank. Enclosed tank, usually of fiberglass, steel or concrete, for
the storage of wastewater prior to removal or disposal at another
location.
8-4
-------
Hypolimnion. The deep layer of a lake lying below the epilimnion and the
metalimnion and removed from surface influences.
*
Infiltration. The water entering a sewer system and service connections
from the ground through such means as, but not limited to, defective
pipes, pipe joints, improper connections, or manhole walls. Infiltra-
tion does not include, and is distinguished from, inflow.
Inflow. The water discharged into a wastewater collection system and
service connections from such sources as, but not limited to, roof
leaders, cellars, yard and area drains, foundation drains, cooling
water discharges, drains from springs and swampy areas, manhole co-
vers, cross-connections from storm sewers and combined sewers, catch
basins, storm waters, surface runoff, street wash waters or drainage.
Inflow does not include, and is distinguished from, infiltration.
Influent. Water, wastewater, or other liquid flowing into a reservoir,
basin, or treatment facility, or any unit thereof.
Interceptor sewer. A sewer designed and installed to collect sewage from a
series of trunk sewers and to convey it to a sewage treatment plant.
Innovative Technology. A technology whose use has not been widely docu-
mented by experience and is not a variant of conventional biological
or physical/chemical treatment.
Lagoon. In wastewater treatment, a shallow pond, usually man-made, in
which sunlight, algal and bacterial action and oxygen interact to
restore the wastewater to a reasonable state of purity.
Land Treatment. A method of treatment in which the soil, air, vegetation,
bacteria, and fungi are employed to remove pollutants from wastewater.
In its most simple form, the method includes three steps: (1) pre-
treatment to screen out large solids; (2) secondary treatment and
chlorination; and (3) spraying over cropland, pasture, or natural
vegetation to allow plants and soil microorganisms to remove addi-
tional pollutants. Much of the sprayed water evaporates, and the
remainder may be allowed to percolate to the water table, discharged
through drain tiles, or reclaimed by wells.
Leachate. Solution formed when water percolates through solid wastes, soil
or other materials and extracts soluble or suspendable substances from
material.
Lift station. A facility in a collector sewer system, consisting of a
receiving chamber, pumping equipment, and associated drive and control
devices, that collects wastewater from a low-lying district at some
convenient point, from which it is lifted to another portion of the
collector system.
Littoral. The shoreward region of a body of water.
Loam. The textural class name for soil having a moderate amount of sand,
silt, and clay. Loam soils contain 7 to 27% of clay, 28 to 50% of
silt, and less than 52% of sand.
8-5
-------
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).
Macrophyte. A large (not microscopic) plant, usually in an aquatic habi-
tat.
Mesotrophic. Waters with a moderate supply of nutrients and no significant
production of organic matter.
Metalimnion. The layer of water in a lake between the epilimnion and
hypolimnion in which the temperature exhibits the greatest difference
in a vertical direction.
Milligram per liter (mg/1). A concentration of 1/1000 gram of a substance
in 1 liter of water. Because 1 liter of pure water weighs 1,000
grams, the concentration also can be stated as 1 ppm (part per mil-
lion, by weight). Used to measure and report the concentrations of
most substances that commonly occur in natural and polluted waters.
Moraine. A mound, ridge, or other distinctive accumulation of sediment
deposited by a glacier.
National Register of Historic Places. Official listing of the cultural
resources of the Nation that are worthy of preservation. Listing on
the National Register makes property owners eligible to be considered
for Federal grants-in-aid for historic preservation through state
programs. Listing also provides protection through comment by the
Advisory Council on Historic Preservation on the effect of Federally
financed, assisted, or licensed undertakings on historic properties.
Nitrate-nitrogen. Nitrogen in the form of nitrate (NO ). It is the most
oxidized phase in the nitrogen cycle in nature 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.
Nitrite-nitrogen. Nitrogen in the form of nitrite (NO ). It is an in-
termediate stage in the nitrogen cycle in nature. Nitrite normally is
found in low concentrations and represents a transient stage in the
biological oxidation of organic materials.
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, nitrogen, and
phosphorus.
Outwash. Sand and gravel transported away from a glacier by streams of
meltwater and either deposited as a floodplain along a preexisting
valley bottom or broadcast over a preexisting plain in a form similar
to an alluvial fan.
8-6
-------
Oligotrophic. Waters with a small supply of nutrients and hence an insig-
nificant production of organic matter.
Ordinance. A municipal or county regulation.
Outwash. Drift carried by melt water from a glacier and deposited beyond
the marginal moraine.
Outwash Plain. A plain formed by material deposited by melt water from a
glacier flowing over a more or less flat surface of large area.
Deposits of this origin are usually distinguishable from odinary river
deposits by the fact that they often grade into moraines and their
constituents bear evidence of glacial origin. Also called frontal
apron.
Oxidation lagoon (pond). A holding area where organic wastes are broken
down by aerobic bacteria.
Percolation. The downward movement of water through pore spaces or larger
voids in soil or rock.
pH. A measure of the acidity or alkalinity of a material, liquid or solid.
pH is represented on a scale of 0 to 14 with 7 being a neutral state;
0, most acid; and 14, most alkaline.
Piezometric level. An imaginary point that represents the static head of
groundwater and is defined by the level to which water will rise.
Plankton. Minute plants (phytoplankton) and animals (zooplankton) that
float or swim weakly in rivers, ponds, lakes, estuaries, or seas.
Point source. In regard to water, any pipe, ditch, channel, conduit,
tunnel, well, discrete operation, vessel or other floating craft, or
other confined and discrete conveyance from which a substance con-
sidered to be a pollutant is, or may be, discharged into a body of
water.
Pressure sewer system. A wastewater collection system in which household
wastes are collected in the building drain and conveyed therein to the
pretreatment and/or pressurization facility. The system consists of
two major elements, the on-site or pressurization facility, and the
primary conductor pressurized sewer main.
Primary treatment. The first stage in wastewater treatment, in which
substantially all floating or settleable solids are mechanically
removed by screening and sedimentation.
Prime farmland. Agricultural lands, designated Class I or Class II, having
little or no limitations to profitable crop production.
Pumping station. A facility within a sewer system that pumps sewage/
effluent against the force of gravity.
8-7
-------
Runoff. Water from rain, snow melt, or irrigation that flows over the
ground surface and returns to streams. It can collect pollutants from
air or land and carry them to the receiving waters.
Sanitary sewer. Underground pipes that carry only domestic or commercial
wastewater, not stormwater.
Screening. Use of racks of screens to remove coarse floating and suspended
solids from sewage.
Secchi Disk. A disk, painted in four quadrants of alternating black and
white, which is lowered into a body of water. The measured depth at
which the disk is no longer visible from the surface is a measure of
relative transparency.
Secondary treatment. The second stage in the treatment of wastewater in
which bacteria are utilized to decompose the organic matter in sewage.
This step is accomplished by introducing the sewage into a trickling
filter or an activated sludge process. Effective secondary treatment
processes remove virtually all floating solids and settleable solids,
as well as 90% of the BOD and suspended solids. USEPA regulations
define secondary treatment as 30 mg/1 BOD, 30 mg/1 SS, or 85% removal
of these substances.
Sedimentation. The process of subsidence and deposition of suspended
matter carried by water, sewage, or other liquids, by gravity. It is
usually accomplished by reducing the velocity of the liquid below the
point where it can transport the suspended material.
Seepage. Water that flows through the soil.
Seepage cells. Unlined wastewater lagoons designed so that all or part of
wastewater percolates into the underlying soil.
Septic snooper. Trademark for the ENDECO (Environmental Devices Corpora-
tion) Type 2100 Septic Leachate Detector. This instrument consists of
an underwater probe, a water intake system, an analyzer control unit
and a graphic recorder. Water drawn through the instrument is con-
tinuously analyzed for specific fluorescence and conductivity. When
calibrated against typical effluents, the instrument can detect and
profile effluent-like substances and thereby locate septic tank lea-
chate or other sources of domestic sewage entering lakes and streams.
Septic tank. An underground tank used for the collection of domestic
wastes. Bacteria in the wastes decompose the organic matter, and the
sludge settles to the bottom. The effluent flows through drains into
the ground. Sludge is pumped out at regular intervals.
Septic tank effluent pump (STEP). Pump designed to transfer settled waste-
water from a septic tank to a sewer.
Septic tank soil absorption system (STAS). A system of wastewater disposal
in which large solids are retained in a tank; fine solids and liquids
are dispersed into the surrounding soil by a system of pipes.
8-8
-------
Settling tank. A holding area for wasteater, where heavier particles sink
to the bottom and can be siphoned off.
Sewer, Interceptor. See Interceptor Sewer.
Sewer, lateral. A sewer designed and installed to collect sewage from a
limited number of individual properties and conduct it to a trunk
sewer. Also known as a street sewer or collecting sewer.
Sewer, sanitary. See Sanitary Sewer.
Sewer, storm. A conduit that collects and transports storm-water runoff.
In many sewerage systems, storm sewers are separate from those carry-
ing sanitary or industrial wastewater.
Sewer, trunk. A sewer designed and installed to collect sewage from a
number of lateral sewers and conduct it to an interceptor sewer or, in
some cases, to a sewage treatment plant.
Sinking fund. A fund established by periodic installments to provide for
the retirement of the principal of term bonds.
Slope. The incline of the surface of the land. It is usually expressed as
a percent (%) of slope that equals the number of feet of fall per 100
feet in horizontal distance.
Sludge. The accumulated solids that have been separated from liquids such
as as wastewater.
Soil association. General term used to describe taxonomic units of soils,
relative proportions, and pattern of occurrence.
Soil textural class. The classification of soil material according to the
proportions of sand, silt, and clay. The principal textural classes
in soil, in increasing order of the amount of silt and clay, are as
follows: sand, loamy sand, sandy loam, loam, silt loam, sandy clay
loam, clay loam, silty clay loam, sandy clay, silty clay, and clay.
These class names are modified to indicate the size of the sand frac-
tion or the presence of gravel, sandy loam, gravelly loam, stony clay,
and cobbly loam, and are used on detailed soil maps. These terms
apply only to individual soil horizons or to the surface layer of a
soil type.
State equalized valuation (SEV). A measure employed within a State to
adjust actual assessed valuation upward to approximate true market
value. Thus it is possible to relate debt burden to the full value of
taxable property in each community within that State.
Stratification. The condition of a body of water when the water is divided
into layers of differing density. Climatic changes over the course of
the seasons cause a lake to divide into a bottom layer and surface
layer, with a boundary layer (thermocline) between them. Stratifica-
tion generally occurs during the summer and again during periods of
ice cover in the winter. Overturns, or periods of mixing, generally
8-9
-------
occur once in the spring and once in the autumn. This "dimictic"
condition is most common in lakes located in middle latitudes. A lake
which stratifies and mixes more than twice per year is defined as
"polymictic".
Threatened species. Any species of animal or plant that is likely to
become endangered within the foreseeable future throughout all or a
significant part of its range.
Till. Unsorted and unstratified drift, consisting of a heterogeneous
mixture of clay, sand, gravel, and boulders, that is deposited by and
underneath a glacier.
Trickling filter process. A method of secondary wastewater treatment in
which the biological growth is attached to a fixed medium, over which
wastewater is sprayed. The filter organisms biochemically oxidize the
complex organic matter in the wastewater to carbon dioxide, water, and
energy.
Topography. The configuration of a surface area including its relief, or
relative evaluations, and the position of its natural and manmade
features.
Unique farmland. Land, which is unsuitable for crop production in its
natural state, that has been made productive by drainage, irriga-
tion, or fertilization practices.
Wastewater. Water carrying dissolved or suspended solids from homes,
farms, businesses, and industries.
Water quality. The relative condition of a body of water, as judged by
a comparison between contemporary values and certain more or less
objective standard values for biological, chemical, and/or physical
parameters. The standard values usually are based on a specific
series of intended uses, and may vary as the intended uses vary.
Watershed. The region drained by or contributing water to a stream, lake,
or other body of water.
Water table. The upper level of groundwater that is not confined by an
upper impermeable layer and is under atmospheric pressure. The upper
surface of the substrate that is wholly saturated with groundwater.
Wetlands. Those areas that are inundated by surface or ground water with a
frequency sufficient to support and under normal circumstances does or
would support a prevalence of vegetative or aquatic life that requires
saturated or seasonally saturated soil conditions for growth and
reproduction.
8-10
-------
9.0. LIST OF PREPARERS
The Draft Environmental Statement (DBS) was prepared by the Chicago
Regional Office of WAPORA, Inc., under contract to USEPA, Region V. USEPA
approved the DBS and hereby publishes it as a Draft EIS. The USEPA Project
Officers and the WAPORA staff involved in the preparation of the DES/DEIS
during the past two years include:
USEPA
Charles Quinlan III
James Novak
WAPORA. Inc.
Robert France
Lawrence Olinger
J. P. Singh
John Lauraer
Steven McComas
Ross Sweeney
Gerald Lenssen
Andrew Freeman
Rhoda Grant
Peter Woods
Richard Gill
Thomas Davis
Neil Coleman
Kenneth Dobbs
Richard Kubb
Greg Lindsey
Ellen Renzas
Jan Saper
Delores Jackson-Hope
Project Officer
Project Officer (former)
Project Administrator
Project Administrator
Project Administrator and Senior Engineer
Project Manager and Principal Author
Environmental Scientist, Engineeer, and
Principal Author
Civil Engineer and Principal Author
Agricultural Engineer
Demographer
Editor
Graphic Specialist
Biologist
Chemist
Geologist
Economist
Biologist
Land Use Planner
Socio-Enconomist
So c io-Economi s t
Production Specialist
9-1
-------
In addition, several subcontractors and others assisted in the prepa-
ration of this document. These, along with their areas of expertise, are
listed below:
o Aerial Survey
Office of Research and Development
US EPA
Las Vegas, Nevada
o Soil Survey and Mapping
Mr. Harlan R. Finney
Professional Soil Scientists
1828 Draper Drive
St. Paul, MN 5511.3
o Paleolimnological and Lake Management Studies
Lake Management Consultants, Inc.
166 Dixon Street
Madison, Wise. 53704
o Field Survey Arrangements and Data Development
Moose Lake-Windemere Sanitary District
Moose Lake, MN 55767
9-2
-------
10.0. LIST OF THOSE SENT COPY OF THE DRAFT EIS
Federal
Senator Rudolph E. Boschwitz
Senator David Durenberger
Representative James Oberstar
Council on Environmental Quality
Department of Agriculture
Department of Commerce
Department of Health, and Human Services
Department of Housing and Urban Development
Department of the Interior
US Fish & Wildlife Service
Geological Survey
Heritage Conservation & Recreation Service
National Park Service
Advisory Council on Historic Preservation
Department of Labor
Department of Transportation
US Army Corps of Engineers
US Soil Conservation Service
USEPA Regional Offices
State
Senator Florian Chmielewski
Representative Doug Carlson
Office of the Governor
Office of the Lieutenant Governor
Minnesota Pollution Control Agency
Minnesota Water Resources Board
Minnesota Department of Natural Resources
Minnesota Department of Health
Minnesota State Planning Agency
Minnesota Environmental Quality Board
Minnesota Department of Transportation
Minnesota Energy Agency
Minnesota Department of Agriculture
Local
Mayor, City of Moose Lake
Mayor, City of Barnum .
Moose Lake-Windernere Sanitary District Board
Township Clerk for Moose Lake Township
Township Clerk for Windemere Township
Chairman, Pine County Board of Commissioners
Chairman, Carlton County Board of Commissioners
Citizens and Groups
This list is available upon request from USEPA.
10-1
-------
LIST OF APPENDICES
Appendix A
Appendix B
Appendix C
Appendix D
Appendix E
Appendix F
Appendix G
Appendix H
Ap pendix I
Appendix J
Appendix K
Appendix L
Appendix M
Appendix N
Appendix 0
Notice of Intent
Soils Survey and Mapping
Leachate Survey, Well Quality Sampling Data, Question-
naire Form
Design Criteria and Component Options for Centralized
Wastewater Management Systems
Cost Effectiveness Analysis
Analysis of Grant Eligibility
Impacts of On-Site Systems on Soils
Report on Algae (Summary)
Methodology for Population Projections
Water Quality Tables and Figures
Letter to Citizens' Advisory Committee
Paleolimnological Investigations
Transportation Data
Energy Data
Letters of Comment
-------
Appendix A
A-l. The Notice of Intent (NOI)
H
25
W
H
25
Pn
O
w
X
M
Q
25
W
PM
P-i
-------
UNITED STATES
ENVIRONMENTAL PROTECTION AGENCY
REGION V
230 SOUTH DEARBORN ST.
CHICAGO. ILLINOIS 60604
REPLY TO ATTENTION OF:
5WEE/EIS
jgi, 111980
NOTICE OP INTENT
TO ALL INTERESTED GOVERNMENT AGENCIES, PUBLIC GROUPS AND CITIZENS:
In accordance with the procedures foe the preparation of Environmental
Impact Statements, an Environmental Review has been performed on the
proposed action described below.
Name of Applicant:
Planning Area:
Proposed Action:
Moose Lake-Windemere
Sanitary Sewer District
Moose Lake, Minnesota
The Facilities Planning area, as re-
commended by the Minnesota Pollution
Control Agency (MPCA), includes the
Moose Lake-Windemere Sanitary Sewer
District and the City of Burnum includ-
ing the Northern Pacific Railroad and
the corridor between the Cities of
Moose Lake and Burnum, (see attached
map). The planning area encompasses
approximately 60 square miles. The
majority of the District lies in
central northern Pine County, but the
majority of the District's year round
population resides in central southern
Carlton County, Minnesota. The City of
Moose Lake is the largest incorporated
area of the District having a 1970
population of 1452. In addition to
the City of Moose Lake, the Moose
Lake-Windemere Sanitary Sewer District
also serves Windemere Township in
Pine County and Moose Lake Township
in Carlton County.
The District has prepared, with grant
assistance from this Agency, a facili-
ties plan which was completed in
March 1980. The selected alternative
of the facilities plan proposes to
construct collection sewers around
Island and Sturgeon Lakes, construct
A-l-1
-------
- 2 -
interceptor sewers and pump stations
to being Island and Sturgeon Lakes in
the system, modify existing intercep-
tors, infiltration/inflow correction
in the Moose Lake sewec system, rebuild
or construct a new pump station, con-
struct a storm water overflow pond and
modify the existing wastewatec treat-
ment facility located in the City of
Moose Lake.
State and Federal agency review of the above proposed project identified the
possibility of significant environmental impacts involving the following
issues.
A. Impact on Water Quality
There was no documentation supporting the need to sewec around Island and
Sturgeon Lakes except that there appears to be public opinion that the
increased degradation of these lakes is caused by failing or poorly designed
on-site treatment systems.
3. Socioeconomic Impact
The substantial local costs will probably have a significant impact on the
service area families, particularly those on fixed or lower incomes in the
Island and Sturgeon Lakes acea, encouraging or forcing them to sell their
property and thus accelerating changes in occupancy patterns. As presented
in the March 28, 1980 public hearing, the cost of repairs to the existing
sewec system and construction of new interceptors would cost all homes in
Sewec District $8.40 a month. Additionally the cost of the collection system
around Island and Strugeon Lakes would cost those residents another $22.40
pec month assuming a $3,000.00 assessment and a 50% grant fcom Farmers Home
Administeation, along with low intecest long-term loans.
C. Secondary Impact and Induced Growth
The probable development and land use change induced by the project, and its
effect on the demand for future services, must be assessed.
Consequently, this Agency has determined that the preparation of an Environ-
mental Impact Statement (EIS) on the above project is warranted.
If you or your organization need additional information, want to be placed
on the mailing list, and/or wish to participate in the preparation of the
Draft EIS for the Moose Lake-Windemece Sanitary Sewer District, please
contact the EIS Section, (5WEE) at the letterhead address.
ly your
Guire
al Administrator
Attachment
A-l-2
-------
Appendix B
B-l. Soils Survey of a Portion of Windemere Township,
Pine County, Minnesota.
B-2. Soil Map Plates.
B-3. Soils Testing Data.
B-4. Summary and interpretation of soils information.
c
o
c
•H
CO
O
C/3
X
M
P
Z
W
PLI
-------
Appendix B-l.
SOIL SURVEY OF PART OF WINDEMERE
TOWNSHIP, PINE COUNTY, MINNESOTA
BY
Harlan R. Finney
Professional Soil Scientist
1828 Draper Drive
St. Paul, Minnesota 55113
November, 1981
-------
Contents
Page
Abstract 1
Description of Soils 2
Identification Legend L,
Taxonomic and Mapping Units 6
Alluvial Soils 6
Altered Soils 6
Blackhoof Series 7
Duluth Series 8
Duluth Variant 12
Busier Series 15
Lake Beaches 17
Organic Soils 19
Nemadji Series 20
Newson Series 22
Omega Series 2L,
Investigation Procedures 27
-------
ABSTRACT
A soil survey of about 7,000 acres of land in
Township, Pine County, Minnesota was conducted 14- September
to 6 November 1981. The survey area comprises lands sur-
rounding Island, Passenger, Rush, and Sturgeon Lakes. A
soil survey consists of the following parts: (1) identi-
fication and classification of soils of the area, (2) a map
showing the location of the different kinds of soil, and
(3) interpretations about the response of the different
kinds of soil to use and management.
Ten major kinds of soil were identified and classified
on the basis of properties in the upper 60 inches of soil.
These comprise 3 that formed in loamy glacial till, 3 that
formed in sandy glacial outwash, 1 that formed in a mantle
of glacial outwash and underlying glacial till, organic
soils, alluvial soils and soils.- oh,- lake . beaches .
The 3 kinds of soil that formed in till and the 3 kinds
that formed in outwash are distinguished one from another in
the basis of properties associated with degree of wetness.
Soils that formed in till are the well and moderately well
drained Duluth series, the somewhat poorly and poorly drained
Busier series, and the very poorly drained Blackhoof series.
Soils that formed in glacial outwash are the somewhat exces-
sively drained Omega series, the somewhat poorly drained
Nemadji series, and the poorly and very poorly drained Newson
series. Three phases of both the Duluth and Omega series
are recognized on the basis of slope.
The three dominant soils in the survey area are the
Duluth and Omega series and organic soils. The Duluth series
and its wetter associates are on most all land adjacent to
Island Lake and on land adjacent the northern and eastern
parts of Sturgeon Lake. The Omega series and its wetter
associates are dominant on land adjacent to Passenger and
Rush Lakes and on land adjacent to the southern and south-
western parts of Sturgeon Lake. Organic soils are in small
to large areas throughout the survey area, but the largest
single area of such soils begins not too far from the central
part of the west shore of Sturgeon Lake.
The National Cooperative Soil Survey has rated the soils
in regards to limitations for conventional septic tank
absorption fields among other uses. The ratings are slight,
moderate, and severe. The Duluth, Dusler, and Blackhoof
series are rated as severe because of low rates of percola-
tion or the presence of a seasonal high water table or both.
The Omega, Nemadji, and Newson series likewise are rated as
severe because of being a poor filter of sewage effluent or
for having a seasonal high water table or both. Organic :
soils are rated as severe because of a seasonal high water
table.
B-l-1
-------
DESCRIPTION OF SOILS
Important features of taxonomic and map units are de-
scribed here. Taxonomic units are the basic kinds of soil
that were identified in the survey area, whereas map units
are bodies of soil that are delineated on the maps.
The following items are described.
Taxonomic Units
Landscape setting and some interpretations
Associated soils
Seasonal high water
Description of a representative pedon
Range in characteristics
Map Units
Setting
Inclusions
The permeability class for each taxonomic unit is given
in the first paragraph. This class is based on the most re-
strictive horizon within a depth of 60 inches. Estimates of
the permeability of each horizon are in the detailed pedon
description. Rates and class names follow:
Inches/hour Class name
<0.06 very slow
0.06- 0.20 slow
0.20- 0.60 moderately slow
0.60- 2.00 moderate
2.00- 6.00 moderately rapid
6.00-20.00 rapid
The pattern of soils in most of the survey area is very
complex. Thus, even at the rather large map scale of this
survey, small area of different kinds of soil are included
in many of the delineations of each map unit.
Soils in this survey area we're identified and mapped on
the basis of properties of the upper 60 inches of the soil.
Statements here, thus, only refer to the nature of the soil
from the surface to a depth of 60 inches.
If the meaning of some terms used in this report is not
known, refer to the glossary of a modern so.il survey report,
for example, Carlton County, Minnesota.
An identification legend with the map units arranged
numerically by map symbol is attached to the soil map. An
B-l-2
-------
identification legend with the map units arranged alphabet-
ically follows.
B-l-3
-------
Identification Legend
Map Units
Map Symbol Name
1002 Alluvial soils
1016 Altered soils
61^ Blackhoof muck
504.B Duluth loan, 1 to 4- percent slopes
504-C Duluth loam, 4- to 15 percent slopes
Duluth loam, 15 to 60 percent slopes
3350B Duluth variant loamy fine sand,
1 to 4- percent slopes
1350C Duluth variant loamy fine sand,
4- to 15 percent slopes
502 Dusler loam
1032 Lake beaches
995 Organic soils
186 Nemadji loamy sand
274- Newson mucky sandy loam
188B Omega loamy sand, Oto 5 percent slopes
188C Omega loamy sand, 5 to 20 percent slopes
188E Omega loamy sand, 20 to 60 percent slopes
B-l-4
-------
Conventional and Special Features
Section corners
Dams and associated reservior
Gravel and sand pits
Perennial drainage way
Intermittent drainage way
End of drainage way
Unnamed lakes and ponds
Soil delineations and map unit symbols
Soil sample site
Small area, 1/8 to 1/2 acre, of poorly
drained or wetter soils in delineations
of better drained soils
B-l-5
-------
Taxonomic and Mapping Units
Alluvial Soils
Alluvial soils consist of poorly to moderately well
drained sandy and loamy soils that formed in alluvium on
flood plains. They have moderately slow to rapid perme-
ability. These soils typically are flooded one or more
times each year.
Alluvial soils are primarily associated with soils of
the Duluth and Omega series, which are on bluffs adjacent to
the flood plains. The Duluth series formed in glacial till
and Omega soils formed in glacial outwash.. Organic soils are
associated with Alluvial soils in a few places. No descrip-
tion of a pedon of Alluvial soils is given because of their
limited extent, great variability, and insignificance to the
purpose of this soil survey.
1002 Alluvial soils, mixed. This map unit has linear
slopes with gradient of less than 1 percent on flood plains,
delineations of this unit primarily are elongate in shape and
are about 2 to 20 acres in size. Areas of these soils are in
pasture or forest.
Small areas of organic soils are included in some delin-
eations of this map unit.
Altered Soils
Areas where the soils have been altered by cutting and
filling are the basic components of this unit. Most areas
are on glacial moraines. Thus, most areas resulting from
cutting consist of loamy material as in the B and C horizons
of soils such as Duluth. Further, most areas resulting from
filling consist of similar material. The internal drainage
of these soils mostly ranges from somewhat poor to moderate-
ly well drained. Permeability is mostly slow.
1016 Altered soils. Only one map unit of altered soils
is used in this survey. Areas of altered soils along roads,
highways, and around houses and cabins are not included in
this map unit. Instead they are considered as normal inclu-
sions in other appropriate units where delineations of them
include such cultural features. This map unit of altered
soils consists mostly of discrete, cut and filled areas away
from those cultural features except in on place where exten-
B-l-6
-------
sive cutting and filling has occurred along a county high-
way.
Blackhoof Series
The Blackhoof series cons.ists of nearly level, very
poorly drained, slowly and very slowly permeable soils that
formed in a thin mantle of organic soil material and in un-
derlying loamy glacial till or old local aluvium or both.
These soils have concave and linear slopes and are in de-
pressions and drainage ways on glacial moraines.
The Blackhoof series primarily is associated with the
Dusler and Duluth series and organic soils. This series is
wetter and has colors of low chroma to greater depth than
the Dusler and Duluth series. This series has a thinner
mantle of organic soil material than Organic soils.
The seasonal high water table in the Blackhoof series
commonly begins within one foot of the surface throughout
most of the year. Water is on the surface in most of the
spring and autumn months.
A description of a representative pedon (S-81-MN-58-9-
samples 1 to 5) of the Blackhoof series in the mapping unit
of Blackhoof muck (map symbol 614-) which is located in the
upper part of a drainage way about 530 feet east and 370
feet south of the northwest corner of the southwest 4 of
section 10, R. 19 W.,T. 45 N. is in the following paragraphs.
This pedon was described and sampled 5 November 1981. It is
located in a thicket of alder with a ground cover of grasses
and sedges. A delineation of Duluth loam, k to 15 percent
slopes is adjacent to this delineation of Blackhoof muck.
The water table was at the surface.
Oa--8 to 0 inches; black (1OYR 2/1)'broken face and
rubbed, sapric material (muck); moderate very fine and fine
granular structure; very friable, slightly sticky; many very
fine and fine and few medium and coarse roots; pH 5.0;
moderate permeability; clear smooth boundary.
A11(A1)* --0 to 5 inches; black (N 2/0) mucky silt loam;
moderate very fine and fine granular structure; very friable,
slightly sticky; common very fine and fine roots; pH 5.0;
moderate permeability; abrupt smooth boundary.
A12(A2)-- 5 to 8 inches; black (1OYR 2/1) silt loam;
massive; firm, slightly sticky; few very fine roots; pH 5.0;
slow permeability; abrupt smooth boundary.
^Recently revised designations for horizons are given in this
part of descriptions if they differ from former designations.
B-l-7
-------
B21g(Bgwl)--8 to 25 inches; dark gray (5Y 4/1) silty
clay loam; many medium and large olive brown (2. 5Y 4/4)
mottles throughout and common fine prominent dark brown
(7.5YR 4/4-) mottles mostly in the lower part; massive; very
firm, slightly sticky; pH 7.0; very slow permeability; dif-
fuse smooth boundary.
B22g(Bgw2)-- 25 to 48 inches; gray (5Y 5/1) silt loam
near loam; many fine distinct light olive brown (2.5Y 5/4).
common medium distinct greenish gray (5G 5/1) and few fine
prominent yellowish red.(5YR 4/6) mottles;, massive; firm,
slightly sticky; pH 7.5; slow permeability.
The 0 horizon ranges from 4 to 16 inches in thickness.
The A horizon is 3 to 9 inches thick, and is loam, silt loam,
clay loam, or silty clay loam. The B horizon is silt loam,
loam, silty clay loam, or clay loam.
614 Blackhoof muck. This map unit is in depressions and
drainageways on glacial moraines. It has concave and linear
slopes with gradient 0 .to 1 percent. Delineations of this
soil which encompass drainageways commonly are narrow and
enlongated in shape and.mostly.range from 2 .to 10 acres in
size. Delineations in depression commonly are circular in
shape and mostly range from 2 to 8 acres in size. Most areas
of these soils are in pasture or forest.
Soils included in delineations .of this map unit have
similar interpretations. .Common included soils are Organic
soils, and soils that are similar to the Blackhoof series
except that they lack the layer of organic soil material.
Also, a few included soils are sandy in so.me to all parts of
the A horizon and B horizon. Further, small areas of Newson
soils are included in a few delineations.
Duluth Series
The Duluth series consists of gently undulating to very
steep, moderately well and well drained, moderately slow and
slowly permeable soils that formed mostly in loamy calcareous
glacial till on glacial moraines. They mostly have convex
slopes, but they have linear or concave slopes on the lower
parts of some steep and very steep slopes.
The Duluth series is primarily associated with the Black-
hoof and Dusler series,..and Organic soils. The Duluth series
lacks a seasonal high water table within depths of 5 feet,
whereas these associated soils have a seasonal high water
table beginning at depths of 4 feet or less. Also, the Duluth
series lacks mottles in the B horizon, whereas the Blackhoof
and Dusler series have mottles in the B horizon. The Duluth
series is similar to Duluth variant. The Duluth series form-
B-l-8
-------
ed either entirely in till or in a thin mantle of outwash and
in underlying till, whereas the Duluth variant formed in a
mantle of sandy outwash that is 20 to 4.0 inches in thickness
and in underlying till.
The Duluth series typically lacks a seasonal high water
table within depths of 5 feet. However, some soils of the
Duluth series are saturated in some horizons for short
periods of time during periods of above normal rainfall.
Since the Duluth series is the dominant soil in the area,
descriptions of two pedons are presented. The first (S-81-MN-
58-8-samples 1 to 7) is in a delineation of Duluth loam, 1 to
4. percent slopes (map symbol 504-B) , located about 800 feet
east and 1,050 feet south of the northwest corner of the south-
west i, section 10, R. 19 W., T. 4-5 N. It has a convex slope
of about 2 percent and is about 100 feet from the boundary
of a delineation of Duluth loam, 15 to 60 percent slopes (map
symbol 504.E) on the bluffs adjacent to Sturgeon Lake. It is
in an old meadow field. It was described and sampled 5 Nov-
ember 1981. It was very moist in the upper 30 inches and
moist below.
Ap--0 to 6 inches; dark brown ( 7 . 5IR 3/2) loam; moderate
fine and medium granular structure; friable; many very fine
and fine roots; about 2 percent coarse fragments; pH 6.5;
moderate permeability; abrupt smooth boundary.
A2(E)--6 to 10 inches; brown (7.5YR 5/2) loam; massive
in some parts and weak thick platy structure in other parts;
firm, fractures abruptly under pressure; common very fine and
fine roots; about 2 percent coarse fragments; pH 6.5; slow
permeability; abrupt wavy boundary.
B&A(B/E)--10 to 13 inches; B part comprising about 85
percent is reddish brown (2.5YR 4-/4J clay loam; A part com-
prising about 15 percent as tongues and interfingers is brown
t 7 . 5YR 5/2) loam; weak fine and medium prismatic structure
parting to moderate fine and medium subangular blocky; very
firm, slightly sticky; few thin clay films on faces of second-
ary peds ; few very fine and fine roots mostly on faces of
peds ; about 2 percent coarse fragments; pH 5.0; moderately
slow permeability; clear smooth boundary.
B21t(Bt1 )--13 to 22 inches; reddish brown (2.5YR
clay loam; weak fine and medium prismatic structure parting
to moderate fine and medium angular blocky; firm, sticky;
common thin and medium clay films on faces of peds; common
thin coatings of A2 material on faces of prisms; few fine
roots; about 2 percent coarse fragments; pH 4- . 5 ; moderately
slow permeability; diffuse smooth boundary.
B22t(8t2)--22 to 36 inches; reddish brown (2.5YR
loam near clay loam; moderate fine angular blocky structure;
firm, sticky; common thin clay films on faces of peds; few
B-l-9
-------
fine.and medium roots; about 2 percent coarse fragment;
pH4.5» moderately slow permeability; diffuse smooth boundary,
B3t(BCt)--36 to 64 inches; reddish brown (2.5YR 4/4)
loam; moderate fine angular blocky structure; firm, slightly
sticky; few thin clay films on faces of peds; few thin black
coatings on faces of peds; few very fine roots; about 2 per-
cent coarse fragments; pH 7.5; moderately slow permeability;
clear smooth boundary.
C--64 to 76 inches; reddish brown (5YR 4/3) loam; weak
thin to thick platy structure; firm, slightly sticky; common
very fine and fine masses of CaCCU; about 2 percent coarse
fragments; pH 7.8; slow permeability.
The second pedon (S-81-MN-58-10-samples 1 to 6) is in a
delineation .of Duluth loam, 4 to 15 percent slopes (map
symbol 504C) located about 330 feet east and 460 feet south
of the northwest corner of section 3, R. 19., T. 45 N. It
has a convex slope of about 8 percent. It is about 200 feet
from the boundary of a delineation of Duluth loam, 15 to 60
percent slopes (map symbol 504E) on the bluffs adjacent to
Island Lake. It is under a plantation of white spruce. It
was described and sampled 5 November 1981. It was very
moist in the upper 36 inches, and slightly moist below.
Ap--0 to 6 inches; dark brown (7.SYR 3/2) to brown (7.5
YR 4/2) loam; moderate medium granular structure; friable;
common very fine and fine and few medium and coarse roots;
about 2 percent coarse fragments; pH 6.5; moderate permeabil-
ity; abrupt smooth boundary.
B&A(B/E)--6 to 9 inches; B part comprising about 85 per-
cent is reddish brown (2.5YR 4/4) clay loam; A part com-
prising about 15 percent as tongues and interfingers is
reddish brown (5YR 5/3) sandy loam; moderate fine and medium
prismatic structure parting to moderate fine and medium sub-
angular blocky; firm, slightly sticky; few thin clay films
on faces of secondary peds; common fine and medium roots
mostly on faces of peds; about 2 percent coarse fragments;
pH 6.0; moderately slow permeability; clear wavy boundary.
B21t(Bt1)--9 to 18 inches; reddish brown (2.5YR 4/4)
clay loam; moderate medium prismatic structure parting to
moderate fine and medium angular blocky; firm, slightly
sticky; many thin and medium clay films on faces of peds;
few thin coatings of A2 material on faces of peds; few fine
and medium roots; about 2 percent coarse fragments; pH 5.5;
moderately slow permeability; gradual smooth boundary.
B22t(Bt2)--18 to 38 inches; reddish brown (5YR 4/4)
light clay loam; moderate medium and coarse angular blocky
structure parting to moderate very fine angular blocky;
firm slightly sticky; common thin clay films on faces of
peds; about 2 percent coarse fragments; pH 5.5; moderately
B-l-10
-------
slow permeability; diffuse smooth boundary.
B3(BC)--38 to 60 inches; reddish brown (2.5YR 4/4)
loam; weak very fine angular blocky structure; firm, slight-
ly sticky; few thin clay films on faces of peds; few thin
black coatings on faces of peds; few fine roots; about 2
percent coarse fragments; pH 7.5; moderately slow perme-
bility; sampled at depths of 38 to 49 and 49 to 60 inches.
The thickness of solum and depth to free carbonates
ranges from 40 to 80 inches. The content of coarse frag-
ments ranges from 1 to 8 percent. The A horizon is fine
sandy loam, sandy loam, loam, or silt loam. The B horizon
has hue of 2.5YR or 5YR and has 18 to 35 percent clay. It
is loam or clay loam. The C horizon is loam or clay loam
and has weak platy or angular blocky structure.
504B Duluth loam, 1 to 4 percent slopes. This map
unit mostly has convex slopes and is on glacial moraines.
Delineations of this map unit are variable in size and shape.
They range from as small as one acre to as large as 100 acres
in size. In some places they are circular and other places
elongated. This map unit commonly is on the higher parts of
the landscape. Most areas of these soils are in pasture and
forest, but significant areas of them are used as sites for
homes or cabins. Duluth soils in this map unit commonly
have thicker sola than they do in the other two map units.
Small areas of Blackh.oof and Dusler series are included
in some delineations of this map unit. Most areas of these
kinds of included soils are indicated by the symbol for wet
spots and drainage ways. Small areas of the Duluth variant
and soils similar to Duluth soils except for having sandy A
horizons, also, are included in some delineations of this map
unit. Further, soils that are similar to the Duluth series
except for having more clay in the B horizon or C horizon or
both are included in a few delineations of this map unit.
Small areas with slopes steeper than 4 percent are included
in a few places.
504C Duluth loam, 4 to 15 percent slopes. This map
unit mostly has convex and linear slopes on glacial moraines.
Linear slopes primarily are on the lower lying parts of de-
lineations of this map unit. Delineations primarily are
rather narrow and elongated, and commonly range from 2 to 20
acres in size. They primarily are on slopes adjacent to
lower lying wetter soils. Most areas of these soils are in
forest or pasture, but significant areas of them are used as
sites for cabins and homes. Duluth soils in this map unit
commonly have sola that are intermediate in the range of
thickness.
Small areas of Blackhoof and Dusler series are included
in a few delineations of this map unit. Most of these in-
clusions are indicated by the symbol for wet spots and drain-
B-1-11
-------
age ways. Small areas of Duluth variant and soils similar
to Duluth except for having sandy A horizons and upper B
horizons or only sandy A horizons are included in a few de-
lineations. Further, soils that are similar to the Duluth
series except for having more clay in the B horizon or C
horizon or both are included in a few delineations of this
map unit. Small areas with slopes of less than 4 percent
and more than 15 percent are included in a few places.
504E Duluth loam, 15 to 60 percent slopes. This map
unit has convex, linear, and concave slopes. Linear and con-
cave slopes are on the lower lying parts of delineations of
this map unit. Delineations primarily are rather narrow and
elongated and commonly range from 5 to 50 acres in size.
This map unit primarily is on bluffs adjacent to Island and
Sturgeon Lakes. Most areas of these soils are in forest,
but a few are in pasture. Duluth soils in this map unit
commonly have the shallower range in thickness of sola.
A few small areas of wetter soils are included in a few
delineations of this unit. Such soils are mostly in drain-
age ways. Small areas of the Duluth variant and soils
similar to the Duluth series except for having sandy A hor-
izons and upper B horizons or sandy A horizons only are in-
cluded in a few delineations. Further, soils that are
similar to the Duluth series except for having more clay in
the B horizon or C horizon or both are included in a few
delineations. Small areas with slopes of less than 15 per-
cent and more than 60 percent are included in a few places.
Duluth Variant
The Duluth variant soils consist of gently sloping and
sloping, moderately well and well drained, moderately slow
and slowly permeable soils that formed in a 20 to 40-inch
thick mantle of sandy outwash and in underlying loamy cal-
careous glacial till on glacial moraines. These soils most-
ly have convex and linear slopes.
Soils here identified as Duluth variant have not yet
been recognized as a named soil series by the Cooperative
Soil Survey of Minnesota. They have unique properties and
are significant enough in extent to recognize as a discrete
kind of soil in this survey. They primarily occur in a
transition zone between soils such as the Duluth series
which formed in till in the eastern part of the survey area
and soils such as the Omega series which formed in outwash
in the western part of the survey area. Duluth variant
soils have sandy horizons extending from the surface to
depths of 20 to 4-0 inches, whereas the Duluth series formed
in glacial till and has loamy upper horizons. Duluth
variant soils have loamy B horizons beginning within depths
of 20 to 4-0 inches, whereas the Omega series formed in
B-l-12
-------
glacial outwash and is sandy throughout.
The Duluth variant soils typically lack a seasonal
high water table within depths of 5 feet. However, some of
the Duluth variant soils are saturated in the lower part of
the sandy mantle or in the upper part, of the soil in glacial
till for short periods of time during periods of above normal
rainfall.
A description of a representative pedon (S-81-MN-58-2-
samples 1 to 7) in a large delineation of the mapping unit
Duluth variant loamy fine sand, 1 to 4- percent slopes (map
symbol 1350B) which is located near the summit of a knoll
with a convex slope of 2 percent on a glacial moraine about
2,44-0 feet west and 2,380 feet south of the northeast corner
of section 17, R. 19 ¥., T. 45 N. is in the following para-
graph. The delineation with this pedon primarily is bounded
by Omega soils to the west and Duluth and Dusler soils to
the east. It is in an old field on the Y.M.C.A. property.
This pedon was described and sampled 3 November 1981. It
was moist throughout.
Ap--0 to 9 inches; dark brown (7.5YR 3/2) loamy fine
sand; weak fine and medium granular structure; very friable,
non-sticky; many very fine and fine roots; pH 6.5; rapid
permeability; abrupt smooth boundary.
B2l(Bwl)--9 to 20 inches; dark reddish brown (5YR 3/4)
loamy fine sand; weak fine subangular blocky structure;
very friable; common very fine and fine roots; pH 6.0;
rapid permeability; clear smooth boundary.
B22(Bw2)--20 to 25 inches; dark reddish brown (5YR 3/4)
loamy sand; massive; very friable; common very fine and fine
roots; about 5 percent gravel; pH 6.0; rapid permeability;
abrupt smooth boundary.
11BSA(2B/E)--25 to 31 inches; B part comprising about
85 percent is yellowish red (5YR 4/6) clay loam; A part com-
prising about 15 percent as tongues and interfingers is
reddish brown (5YR 5/3) sandy loam and loamy sand; weak fine
and medium prismatic structure parting to moderate medium
subangular blocky; firm; few fine roots on faces of peds;
about 2 percent coarse fragments; pH 5.5; moderately slow
permeability; gradual smooth boundary.
11B21t(2Bt1)--31 to 41 inches; reddish brown (2.5YR 4/4)
clay loam; few fine distinct yellowish red (5YR 5/6) mottles;
weak medium prismatic structure parting to moderate fine and
medium subangular blocky; firm; common thin clay films and
few thin to thick reddish gray (5YR 5/2) coatings of A2
material on faces of peds; few fine dark colored concretions;
few fine roots mostly on faces of peds; about 5 percent
coarse fragments; pH 5.5; moderately slow permeability;
diffuse boundary.
B-l-13
-------
11B22t(2Bt2)--41 to 52 inches; reddish brown (2.5YR
clay loam; weak fine and medium angular blocky struc-
ture; firm; few thin clay films on faces of peds; irregular
mass of sandy loam in lower part; about 5 percent coarse
fragments; pH 6.5; moderately slow permeability; diffuse
boundary.
11B3(2BC)--52 to 60 inches; dark reddish brown (2.5YR
3/4-) clay loam near loam; weak very fine and fine angular
blocky structure; firm; few thin clay films on faces of
peds; about 5 percent coarse fragments; pH 7.0; slow per-
meability .
The thickness of solum ranges from 50 to 80 inches.
The mantle of outwash is 20 to 4-0 inches thick. That
mantle lacks or has as much as 20 percent of coarse frag-
ments. These fragments are more common in the lower part
of the mantle. Horizons in glacial till have 1 to 10 per-
cent of coarse fragments. Horizons in the mantle of out-
wash typically have texture of fine sand, sand, loamy fine
sand, or loamy sand. However, the A horizon in some pedons
is fine sandy loam or sandy loam. The part of the B hori-
zon in the sandy mantle has hue of 7.5YR or 5IR. The B and
C horizons in glacial till have hue of 2.5YR or 5YR and are
loam or clay loam. Those horizons have 18 to 35 percent
clay.
1350B Duluth variant loamy fine sand, 1 to 4- percent
slopes. This map unit mostly has convex slopes, but some
parts of it has linear or concave slopes. This unit is on
glacial moraines. Most delineations of this unit are elong-
ate in shape and typically ar 4 to 100 acres in size. Most
areas of these soils are in forest, but few are in pasture
and sites for homes and cabins. The Duluth variant soils
in this map unit have the full range of properties de-
scribed for that soil.
Small areas of the Duluth and Omega' series are included
in some delineations. Also, small areas of soils that are
wetter than Duluth variant soils are in some delineations.
Most areas of such soils are shown by the symbols for wet
spots and drainage ways. Further, a few small areas of
soils with sandy loam or fine sandy loam texture in the up-
per part of the B horizon are included. Small areas with
slopes of more than 4 percent are included in a few places.
1350C Duluth variant loamy fine sand, k to 15 percent
slopes. This map unit mostly has convex slopes. However,
some parts of it has linear and concave slopes, and these
kinds of slopes are mostly on the lower lying parts of it.
This map unit is on glacial moraines. Some delineations
are circular in shape and are on knolls typically ranging
from 2 to 10 acres in size. Other delineations of it are
elongate and typically range from 5 to 20 acres in size.
Most areas of these soils are in forest or pasture, but a
B-l-14
-------
few areas are used as sites for cabins and homes. The
Duluth variant soils in this map unit have the full range
of properties described for that soil.
Small areas of the Duluth and Omega series are in-
cluded in a few delineations. Also, a few small areas of
soils with sandy loam or fine sandy loam texture in the
upper part of the B horizon are included. Small areas with
slopes of less than 4 percent or more than 15 percent are
included in a few places.
Busier Series
The Busier series consists of nearly level, somewhat
poorly and poorly drained, slowly permeable soils that form-
ed mostly in loamy calcareous glacial till. These soils
have slightly convex to slightly concave slopes on glacial
moraines .
The Busier series primarily is associated with the
Blackhoof and Buluth series and Organic soils. The Busier
series is wetter than the Buluth series, and it has mottles
in the B horizon which are lacking in the Buluth series. The
Busier series is not as wet as the Blackhoof series and
Organic soils.
The seasonal high water table in the Busier series com-
monly begins within depths of 1 to 4 feet during the period
of October to June. It commonly is at greater depths in
other times of the year.
A description of a representative pedon (S-81 -MN-58-1 -
samples 1 to 6) of the Busier series in the map unit of Busier
loam (map symbol 502) located on a linear slope of about 0.5
percent 1,520 feet west and 2,380 feet south of the northeast
corner of section 17, R. 19 W., T. 45 N. is in the following
paragraphs. This pedon is about 500 feet from the shore of
Sturgeon Lake. The delineation in which this pedon occurs
primarily is bounded by Buluth, Buluth variant, and Organic
soils. This pedon is in a deciduous-coniferous forest on the
Y.M.C.A. property. It was described and sampled on 3 November
1981. Free water began at depths of about 5 inches.
A1(A)--0 to 6 inches; very dark gray ( 1 OYR 3/1) loam;
moderate fine and medium granular structure; slightly sticky;
many fine and medium and few large roots; about 2 percent
coarse fragments; pH 6.0; moderate permeability; clear smooth
boundary.
A2(E)--6 to 12 inches; dark grayish brown ( 1 OYR
loam; few fine prominent yellowish red ( 5YR 4/6) mottles;
moderate medium granular structure; slightly sticky; common
fine and few large roots; about 2 percent coarse fragments;
B-l-15
-------
pH 6.0; moderate permeability; clear smooth boundary.
B&A(B/E)--12 to 17 inches; B part comprising about 80
percent is brown (7.5YR 4/4) heavy loam with common fine
distinct yellowish red 5YR 4/6) mottles; A part comprising
about 20 percent as tongues and interfingers is brown
(7.5YR 5/2) loam with few fine distinct gray (5YR 6/1)
mottles; weak fine and medium prismatic structure parting to
weak medium and coarse subangular blocky; very firm, sticky;
few thin clay films on faces of secondary peds; common fine
roots mostly on faces of peds; about 2 percent coarse frag-
ments; horizon not yet saturated; pH 5.5; slow permeability;
clear wavy boundary.
B21t(Bt1)--17 to 28 inches; reddish brown (5YR 4/4) clay
loam; weak fine and medium prismatic structure parting to
moderate fine and medium subangular blocky; sticky; many thin
and medium reddish gray (5YR 5/2) and dark reddish gray (5YR
4/2) clay films and coatings on faces of peds; few fine roots
mostly on faces of peds; about 2 percent coarse fragments;
pH 5.0; moderately slow permeability; gradual boundary.
B22t(Bt2)--28 to 42 inches; dark reddish brown (5YR 3/4)
clay loam near loam; weak fine and medium angular blocky
structure; sticky; few thin clay films on faces of peds; few
fine roots mostly on faces of peds; about 2 percent coarse
fragments; p H 6.5; moderately slow permeability; diffuse
boundary.
B3(BC)--42 to 60 inches; reddish brown (5YR 4/3 heavy
loam; weak very fine and fine angular blocky structure;
slightly sticky; very few fine roots; about 2 percent coarse
fragments; pH 7.5; slow permeability.
The thickness of solum ranges from 50 to 70 inches. The
content of coarse fragments typically ranges from 1 to 8 per-
cent, but fragments are lacking in the upper part of some
pedons. The A horizon is sandy loam, fine sandy loam, loam,
or silt loam. The B horizon primarily has a matrix with hue
of 2.5YR or 5YR. Mottles in the upper part of the B horizon
range from few to many. The B horizon has 18 to 35 percent
clay.
502 Dusler .loam. This map unit typically has linear or
concave slopes, but it has slightly convex slopes in a few
places. Slope gradient ranges from 0 to 2 percent. These
soils are on glacial moraines. Delineations of the map
unit are variable in size and shape. They range from as
small as about one acre to as large as about 40 acres. The
range in shape from elongate to circular. Most areas of
these soils are pasture or forest. Dusler soils in this map
unit have the full range in properties described here for the
series .
B-l-16
-------
Small areas of Blackhoof series and Organic soils are
included in some delineations. Most of thsee inclusions are
indicated by the symbol for wet spots and drainage ways.
Small areas of Duluth soils are included in some delineations,
These are on small low knolls. Small areas of soils that
are similar to Busier except for having sandy textures in the
A horizon or upper part of the B horizon or both, also are
included in a few delineations. Small areas of Nemadji soils
are included in a few delineations.
Lake Beaches
Lake beaches consist of nearly level, very poorly to
moderately well drained, moderately to rapidly permeable
soils that formed mostly in recent to rather old sandy beach
deposits adjacent to lakes. The deposits in which these
soils formed result from the action of wind and ice. The
higher lying parts of these soils may be a result of once
higher lake levels.
Lake beaches are bounded by soils of Duluth and Omega
series on their upslope side. These soils are on bluffs
around the lakes among other places. They are bounded by
water on their down-slope side. The part of these soils that
are adjacent to lakes have free water beginning at or near
the surface throughout the year. Where Lake beaches border
Duluth and Omega soils, they have a water table beginning
within 1 to 3 feet of the surface during the wetter parts
of the year.
No soil series have yet been defined by the Minnesota
Cooperative Soil Survey to comprise soils here called Lake
beaches. Actually two or three soil series would be needed
to adequately define the soils in Lake beaches in this
survey area. Since no series exist for these soils, the
name Lake beaches is used for them in this report.
An example of a pedon (S-81-MN-58-5-samples 1 to 6) in
a delineation Lake beaches (map symbol 1032) located near
the west shore of Passenger Lake about 990 feet east and
2,510 feet north of the center of section 32, R. 19 W., T. 45
N. is in the following paragraphs. This pedon has a concave
slope with gradient of about £ percent. It is about 50 feet
east of the beginning of a delineation of Omega loamy sand,
20 to 60 percent slopes, which is on the bluffs around the
lake. It is about 100 feet west of the border of that lake
and is about 3 feet above the level of the lake. A decidu-
ous-coniferous forest is at the site. The pedon was describ-
ed and sampled 4 November 1981. The water table began at
B-l-17
-------
about 30 inches. The soil was moist above that depth.
Oa--2 to 0 inches; black (5YR 2/1) sapric material
(muck); moderate very fine and fine granular structure; very
friable; many very fine and fine and many medium and coarse
roots; many particles of sand; pH 4-.5; moderate permeability;
abrupt smooth boundary.
A1(A)--0 to 3 inches; very dark grayish brown (1OYR 3/2)
sandy loamy; weak fine and medium granular structure; very
friable; many very fine and fine and common medium and coars'e
roots; pH 4..5; moderate permeability; clear smooth boundary.
B2(Bw)--3 to 21 inches; brown (7.5YR 5/2 to 5/4.) sand;
few fine and medium distinct yellowish red (5YR 4-/S) mottles;
single grained; loose; few medium and coarse roots; pH 6.0;
rapid permeability; clear smooth boundary.
C1--21 to 29 inches; stratified brown (7YR 5/2) and very
dark grayish brown (10YR 3/2) sand and loamy sand; massive;
friable in some parts and very friable in other parts; few
small masses and strata of black (10YR 2/1) sapric and hemic
materials; pH 6.0; moderately rapid permeability; gradual
smooth boundary.
C2--29 to 36 inches; dark brown (7.5YR 4/2) sand; few
fine and medium distinct gray (N 5/0) mottles; single grained;
loose; few pebbles in some parts; pH 4-.5; rapid permeability;
clear smooth boundary.
C3--36 to 60 inches; dark gray (5YR 4-/1) stratified sand,
coarse sand, and gravelly and very gravelly sand and coarse
sand; few fine and medium distinct gray (N 5/0) mottles;
single grained; loose; gravel mostly 0.2 to 1.0 cm; pH 6.0;
rapid permeability.
The content of gravel ranges from 0 to 35 percent. The
color in these soils below the A horizon has hue from 5Y to
5YR, .value of 4- to 6 and chroma of 1 to 4.. The depth to
horizons with mottles ranges from 0 to 30 inches. The A hori-
zon ranges from sands to sandy loams with or without gravel.
Textures below the A horizon are mostly sands or loamy sands
with or without gravel. Textures commonly are stratified
within the limits of a pedon, but some pedons lack such
stratification.
1032 Lake beaches. Delineations of this map unit are
narrow and elongated and typically range from 1 to 20 acres
in size. These soils primarily are adjacent to Passenger and
Sturgeon Lakes, but small areas of them are adjacent to Island
and Rush Lakes. Most areas of these soils are forested or
have shruby and herbaceous, wetland vegetation. However,
significant areas of these soils are used as sites for cabins
and homes.
B-l-18
-------
Lake beaches that have glacial till beginning at shallow
depths are included in a few places. Such inclusions pri-
marily are along Island Lake and along the eastern and north-
ern shore of Sturgeon Lake.
Organic Soils
Organic soils consist of very poorly drained, nearly
level soils with slow to moderately rapid permeability. They
formed in organic soil material, namely slightly to highly
decomposed remains of a variety of plants. They primarily
are in small to large depressions on glacial moraines and
outwash plains. Some of these depressions were formerly
lakes. These soils are on floodplains in a few places.
Organic soils primarily are associated both with soils
formed in glacial till, namely the Duluth, Busier, and
Blackhoof series and soils formed in glacial outwash, namely
the Omega, Nemadji, and Newson series. Of the above named
associated soils, Organic soils are most similar to the
Blackhoof anf Newson series. However, they differ from those
series by having a thicker layer of organic soil material.
The water table typically begins within depths of less
than one foot throughout the year. Further, water commonly
is on the surface during several months of the growing
season.
Different kinds of Organic soils were not mapped in this
survey because of lack of time to properly identify them and
because interpretive differences among the different kinds
were not important to the purpose of this soil survey.
A description of a representative pedon (S-81-MN-58-3
samples 1 to 4) of Organic soils in the largest bog in the
survey area is in the following paragraphs. This pedon is in
the map unit of Organic soils (map symbol 995) and is located
about 800 feet north and 150 feet east of the southwest
corner of section 9, R. 19 W., T. 4-5 N. This pedon has a
linear slope with gradient of less that i percent. It is in
a coniferous forest dominated by black spruce and tamarack.
Moss-covered hummocks rise as much as 10 inches above the
common surface. Mosses are the dominant ground cover. This
pedon was described and sampled on 3 November 1981. The
wat.er table began about 10 inches below the surface. This
bog has been partially drained.
Oa--0 to 4- inches; very dark brown (1OYR 2/2) broken
face and rubbed sapric material (muck); moderate very fine
B-l-19
-------
granular structure; sticky; pH 4.0; moderately permeable;
clear smooth boundary.
Oe1--4 to 22 inches; dark brown (7.5YR 3/2) matrix,
dark yellowish brown (1OYR 4/4) fiber, dark brown (7.5YR 3/2)
rubbed, hemic material (mucky peat); about 60 percent fiber,
about 4-0 percent after rubbing; massive; non sticky; mostly
herbaceous fiber with a trace of woody fragments; pH 4.0;
moderate permeability; gradual boundary.
Oe2--22 to 65 inches.; very dark gray (10YR 3/1) matrix,
dark yellowish brown (1OYR 4/4) fiber, dark brown (7.5YR 3/2)
rubbed, hemic material (mucky peat); about 40 percent fiber,
about 20 percent after rubbing; massive; slightly sticky;
mostly herbaceous fiber, trace of woody fragments; pH 5.5;
moderate permeability; clear boundary.
Oe3--65 to 80 inches; very dark grayish brown (1OYR 3/2)
matrix, brown (1OYR 4/3) fiber, dark yellowish brown (1OYR
3/4) rubbed, hemic material (mucky peat); about 60 percent
fiber, about 40 percent after rubbing; massive; non sticky;
herbaceous fiber; pH 6.0; moderate permeability.
Organic soils in this survey area have a wide range in
properties and several series could have been identified.
The thickness of organic soil material ranges from 16 inches
to more than 6 feet in thickness. This material is mostly
sapric (muck) and hemic material (mucky peat), but a few have
some fibric material (peat). This material is mostly derived
from herbaceous plants, but in some it is derived from woody
anc mossy plants. The mineral soil material underlying the
organic soil material primarily is sandy or loamy.
995 Organic soils. This map unit has nearly level
slopes, gradient of less than 1 percent. Individual deline-
ations of this map unit are variable in shape and size. Some
are nearly circular in shape and others are narrow and elong-
ated. They range from about one acre to more than 100 acres
in size. Most areas of these soils are forested or are dom-
inated by herbaceous plants such as sedges.
This map unit has few inclusions of other kinds of soil.
Included soils primarily are the Blackhoof and Newson soils,
and these primarily are near the boundary between Organic
soils and other kinds of soil.
Nemadji Series
The Nemadji series consists of nearly level, somewhat
poorly drained, rapidly permeable soils that formed in sandy
glacial outwash. These soils have slightly convex to slight'
B-1-20
-------
ly concave slopes on glacial outwash plains.
The Nemadji series primarily is associated with Newson
and Omega series and Organic soils. The Nemadji series has
mottles in the B horizon, but the better drained Omega series
lacks mottles in that horizon. The Nemadji series has higher
•chroma in the B horizon than does the wetter Newson series.
The Nemadji series lacks or has a thin layer of organic soil
material, whereas Organic soils have thicker layers of
organic soil material and are wetter.
The seasonal high water table typically begins within
depths of 1.5 to 4 feet during the months of March to June.
It commonly is at greater depths during other parts of the
year except during periods of above normal rainfall.
A description of a representative pedon (S-81-MN-58-6-
samples 1 to 7) of the Nemadji series in the map unit Nemadji
loamy sand (map symbol 186) located on a. linear slope of a-
bout 0.5 percent about 2,050 feet west and 1,190 feet north
of the southeast corner of section 21, R. 19 W., T. 45 N. is
in the following paragraphs. The delineation with this
pedon is bounded by delineations of the Omega and Newson
series and Organic soils. This pedon is in a coniferous-
deciduous forest. It was described and sampled 4 November
1981. Free water began at depths of about 50 inches. The
soil was moist above that depth.
0-- 2 to 0 inches; very dark gray (1OYR 3/1) highly
decomposed leaf litter, weak fine and medium granular
structure; very friable; many clean sand grains; many very
fine to medium roots; pH 4 .5; moderate permeability; abrupt
smooth boundary.
A1(A)--0 to 4 inches; dark brown (7.5YR 3/2) loamy sand;
weak very fine and fine granular structure; very friable;
common clean sand particles; many very fine and fine and com-
mon medium and large roots; pH 4.5; moderately rapid per-
meability; abrupt smooth boundary.
B21(Bw1)--4 to 11 inches; reddish brown (5YR 4/4) sand;
few medium faint yellowish red (5YR 4/6) mottles; weak very
fine and fine granular structure; very friable; common medium
and large roots; pH 5.5; rapid permeability; clear smooth
boundary.
B22(Bw2)--11 to 25 inches; yellowish red (5YR 4/8) sand;
many fine and medium in upper part and large in lower part
distinct (5YR 5/3) mottles; massive; very friable; few fine
slightly consolidated masses of dark reddish brown (2.2YR
3/4); few medium and large roots; about 1 percent pebbles;
pH 5.5; rapid permeability; gradual smooth boundary.
B23(Bw3)--25 to 42 inches; reddish brown (5YR 5/3) sand;
many fine to coarse distinct yellowish red (5YR 4/8) mottles;
single grained; loose; about 1 percent pebbles; few medium
B-l-21
-------
and large roots; pH 6.0; rapid permeability; gradual smooth
boundary.
B3(BC)--42 to 55 inches; dark reddish brown (5YR 3/4)
sand; many medium and coarse faint reddish brown (5YR 5/3)
mottles; single grained ; loose; about 1 percent pebbles;
few very fine roots; pH 6.5; rapid permeability; gradual
smooth boundary.
C--55 to 60 inches; dark grayish brown (5YR 4/2) sand;
single grained; loose; pH 6.5; rapid permeability.
The sola range from 40 to 60 inches in thickness. The
E and C horizons have a matrix with hue of 2.5YR or 5YR. The
depth to horizons with mottles ranges from 3 to 30 inches.
However, mottles with chroma of 2 or less are lacking within
depths of 40 inches. The A and B2 horizons are sand, fine
sand, loamy sand or loamy fine sand. The B3 and C horizons
are sand or fine sand.
186 Nemad.li loamy sand. Delineations of this map unit
typically are elongated in shape and range from 2 to about 30
acres in size. Some areas of these soils are in cropland and
pasture and others are in forest. The Nemadji series in this
map unit have the full range of properties described for the
series here in a previous paragraph.
Delineations of Nemadji loamy sand located in sections
4 and 20 have some soils that contain either more coarse sand,
gravel or silt and clay than the Nemadji series. However,
most interpretations for such soils are similar to those for
the Nemadji series.
Newson Series
The Newson series consists of nearly level, poorly and
very poorly drained, rapidly permeable soils that formed most-
ly in sandy glacial outwash. These soils have linear to con-
cave slopes on glacial outwash plains.
The Newson series primarily is associated with the
Nemadji and Omega series and with Organic soils. The Newson
series is wetter than the Nemadji and Omega series and has
colors with lower chroma in the B horizon than those soils.
The Newson series lacks or has a thinner layer of organic
soil material than Organic soils.
The seasonal high water table typically is within depths
of 1 foot during the months of November through June. The
B-l-22
-------
water table typically begins at greater depths during other
parts of the year except during periods of above normal rain-
fall.
A description of a representative pedon (S-81-MN-58-7-
samples 1 t.o 6) of the Newson series in the map unit of
Newson mucky sand loamy (map symbol 274.) located on a slight-
ly concave slope of about 0.5 percent about 1,390 feet west
and 1,720 feet north of the•southeast corner of section 21,
R. 19 W., T. 4-5 N. is in the following paragraphs. The de-
lineation with this pedon is bounded by delineations of the
Nemadji series, Duluth variant, and Organic soils. The
pedon is in a thicket of alder with grasses and sedges dom-
inant in the herbaceous layer. It was described and sampled
4 November 1981. Free water began at depths of 8 inches.
The soil was very moist above that depth.
Oa--4. to 0 inches; black (1OYR 2/1) sapric material
(muck); strong fine and medium granular structure; very
friable; many very fine, fine and medium roots; pH 4-. 5;
moderate permeability; abrupt smooth boundary.
A1(A)--0 to 4- inches; very dark gray (1OYR 3/1) sandy
loam; massive; firm; breaks into angular fragments under
moderate pressure; few medium and coarse roots; pH -4.5;
moderately permeability; abrupt smooth boundary.
B21g(Bgw1 )--4. to 12 inches; dark gray (10YR 4/1 ) loamy
sand near sandy loam; few fine distinct dark brown (7.5YR
4/4-) mottles; massive; firm; breaks into angular fragments
under moderate pressure; few medium and coarse roots; pK 4- • 5;
moderate permeability; clear smooth boundary.
B22g(Bgw2)--12 to 22 inches; grayish brown (1OYR 5/2) -
loamy sand; common medium distinct dark brown (7YR 4-/4-) and
few fine prominent yellowish red (5YR 5/6) mottles; massive;
friable; few very fine to medium roots; pH 5.5; moderately
rapid permeability; gradual smooth boun'dary.
C1--22 to 4-9 inches; reddish brown (5YR 5/4.) sand;
single grained; loose; pH 6.0; rapid permeability; diffuse
smooth boundary.
C2--49 to 60 inches; reddish brown (5YR 5/3) sand; few
coarse faint reddish brovm (5YR 4Y4) mottles; single grained;
loose ;"• pH 6.0; rapid permeability,.
The sola range from 20 to 4-0 inches in thickness. The
layer of organic soil material is lacking in some pedons and
is thick as 6 inches in others. The A horizon is loamy sand
or sandy loam. It is 3 to 8 inches thick. The B2 horizon
has a matrix with hue of 10YR to 5Y and chroma of 1 or 2.
It is sand or loamy sand. The C horizon has a matrix with
hue of 5YR to 10YR. It is sand or loamy sand.
B-l-23
-------
274 Newson jnucky sandy loam. Delineations of this map
unit typically are elongated in shape and range from 3 to 15
acres in size. Most areas of these soils are in shruby
forest, but some have been cleared and are in pasture. The
Newson soils in this map unit have the full range in proper-
ties described for the series here in a previous paragraph.
Delineations of Newson mucky sandy loam in section 4 and
20, have some soils that contain either more coarse sand,
gravel, or silt and clay than the Newson series. However,
most interpretations for such soils are similar to those for
the Newson series.
Omega Series
The Omega series consists of nearly level to very steep,
somewhat excessively drained, rapidly permeable soils that
formed in sandy glacial outwash. These soils have convex to
concave slopes on glacial outwash plains and moraines.
The Omega series primarily is associated with the Nemadji
and Newson series and the Duluth variant and Organic soils.
The Omega series lacks mottles in the B horizon, whereas the
wetter Nemadji and Newson soils have mottles in their B hori-
zon. The Omega soils are sandy throughout, but the Duluth
variant soils have horizons in loamy glacial till beginning
within depths of 20 to 4-0 inches. The Omega series is much
better drained than Organic soils.
Soils of the Omega series lack a seasonal high water
table beginning within depths of 5 feet.
A description of a representative p'edon (S-81-MN-58-4--
samples 1 to 5) of the Omega series in the map unit Omega
loamy sand, 0 to 5 percent slopes (map symbol 188B) located
on a 2 percent convex slope about 600 feet east and 330 feet
south of the center of section 32, R. 19., T 45 N. is in the
following paragraphs. The delineation in which this pedon
is located extends for many hundreds of feet to the west and
is bounded on the east at a distance of 100 feet by a delin-
eation of Omega loamy sand, 20 to 60 percent slopes, which is
on the bluffs around the west edge of Passenger Lake. This
pedon is in a deciduous-coniferous forest. It was described
and sampled k November 1981. It was moist throughout.
A1(A)--0 to 3 inches; very dark gray (1OYR 3/1) loamy
sand; weak fine and medium granular structure; very friable;
common clean sand particles; many very fine and fine and
common medium and large roots; pH 4-. 5; moderately rapid per-
B-l-24
-------
meability; abrupt smooth boundary.
B21(Bwl)--3 to 9 inches; dark reddish brown (1OYR 3/4)
sand near loamy sand; weak fine and medium granular struc-
ture; very friable; many fine and medium and few large roots;
pK 5.5; rapid permeability; gradual smooth boundary.
B22(Bw2)--9 to 22 inches; reddish brown (5YR 4/4) sand;
weak medium and coarse subangular blocky structure; very
friable; many medium and coarse roots; pH 5.5; rapid perme-
ability; gradual smooth boundary.
B3l(BGl)--22 to 38 inches; yellowish red (5YR 4/6) stra-
tified sand and coarse sand; single grained; loose; few
medium and coarse roots; about 2 percent gravel; pH 6.0;
rapis permeability; gradual smooth boundary.
B32(B62)--38 to 60 inches; reddish brown (5YR 4/4)
coarsesand; single grained; loose; few coarse roots; about
5 gravel; pH 6.5; rapid permeability.
The thickness of solum ranges from 20 to more than 60
inches in thickness. The 10 to 40 inch depth zone lacks or
has as nmch as 10 percent of gravel. The A1 horizon is 1 to
4 inches in thickness. It is sand, fine sand, loamy sand,
or loamy fine sand, sandy loam or fine sandy loam. The B
horizon has a hue of 2.5YR or 5YR. It is sand, fine sand,
loamy.sand, loamy fine sand, sandy loam, or fine sandy loam
in the upper part and coarse sand, sand or fine sand in the
lower part.
188B Omega loamy sand, 0 to 5 percent slopes. This map
unit has convex through concave slopes mostly op glacial out-
wash plains. It is on glacial moraines in a few places. De-
lineations of this map unit are variable in size and shape.
They range from about 5 acres to more than 100 acres in size.
They typically are elongate in shape. -They mostly are on the
higher lying parts of the landscapes.' Most areas of these
soils are forested, but some areas are use for pasture, crop-
land, and sites for homes and cabins. Soils of the Omega
series in this unit have sola that comprise the thicker range
in thickness described in a previous paragraph, but they
have the full range described for other properties.
Most delineations of this map unit have few included
soils. However, some soils with more gravel, or coarse sand,
or silt and clay are included in this map unit primarily in
section 4 and 22. Also, a few soils with layers of loamy
sand, loamy fine sand or finer textures in the B horizon are
included in a few places. Further soils that have mottles
in the lower part of the B horizon or in the upper part of
the C horizon are included in a few places. Small areas of
poorly drained or wetter soils are included in a few places,
and most of them are indicated by the symbol for wet spots.
B-l-25
-------
A few small areas with steeper slopes are included in a few
places.
188C Omega loamy sand, 5 to 20 percent slopes. This map
unit mostly has convex slopes. However, linear and concave
slopes commonly are on lower lying parts of this map unit.
Most of this unit is on glacial outwash plains, but it is on
glacial moraines in a few places. Most delineations of this
unit are elongated and rather narrow in shape. They pri-
marily are on slopes adjacent to lakes, peat bogs, and drain-
age ways. Thy mostly range from 5 to 30 acres in size. Most
areas of these soils are forested, but a few areas are in
pasture or sites for homes and cabins. Soils of the Omega
series in this unit have sola that comprise the intermedi-
ate range in thickness described in a previous paragraph,
but they have the full range described for other properties.
Most delineations of this map unit have few included
soils. However, some soils with more coarse sand and gravel
in the solum and C horizon or more silt and clay in the A
horizon are included in a few places. Such included soils
are mostly in delineations of this map unit in sections 3,
4, and 22. A few small areas with slopes of less than 5
percent or more than 20 percent are included in some delin-
eations.
188E Omega loamy sand, 20 to 60 percent slopes. This
map unit mostly has convex slopes, but it has linear and
concave slopes on the lower lying parts. Most of this unit
is on glacial outwash plains. Delineations of it there .are
narrow and elongate and typically 10 to 30 acres in size.
They mostly are on bluffs along lakes and peat bogs. It is
on hills in glacial moraines in a few places. Delineations
of it there are elongate to circular in shape and typically
are 3 to 20 acres in size. Most areas of this unit are in
forest. Soils of the Omega series in this unit have sola
in the thin range in thickness, but they have the full range
described for other properties.
Most delineations of this map unit have few included
soils. However, some soils with more coarse sand and gravel
in the solum and C horizon, or more silt and clay in the A
horizon and upper part of the B horizon are included in a
few places. Also, small areas of the Duluth series and
Duluth variants°ils are included in a few places. A few
small areas with slopes of less than 20 percent or more than
60 percent are included in some delineations.
B-l-26
-------
INVESTIGATION PROCEDURES
I began a review of the literature about the soils and
soil forming factors of the area immediately after WAPORA made
initial contact with me on 2 September 1981. The more impor-
tant literature that I reviewed follows.
Clayton, L. and T.F. Freers (Chief Ed.'s). 1967
Glacial geology of the Missouri Coteau and adjacent
area. N.D. Geol. Sur. Mis. Series 30. 170 pp.
Cummins, J.F. and D.F. Grigal. 1981. Soils and land
surfaces of Minnesota - 1981. Minn. Agr. Exp. Sta.
Soils Series No. 110, Misc. Pub. 11. 59 pp. Map.
Lewis, R.R., P.R.C. Nyberg, R.O. Paulson, and J.A. Sharp.
1978. Soil Survey of Carlton County, Minnesota. U.S.D.A.
Soil Cons. Serv. Gov. Printing Off. 77 pp. Maps.
Simmons, C.S. and A.E. Shearin. 1941. Soil Survey of
Pine County, Minnesota. U.S.D.A. Bur. Plant Ind.
44 pp. Maps.
Soil Survey Staff. 1978. Soil survey laboratory data
and descriptions for some soils of Minnesota. U.S.D.A.
Soil Cons. Serv. and Minn. Agr. Exp. Sta. Soil Sur.
Invest. Rpt. No. 33. 123 pp.
Wright, H.E., Jr. 1972. Quaternary history of Minnesota.
Pp. 515-548 in Sims, P.K. and G.B. Morey (Ed.'s) Geol-
ogy of Minnesota - A centennial volume. Minn. Geol. Sui*.
Wright, H.E., Jr. 1973. Tunnel valleys, glacial surges,
and subglacial hydrology of the Superior lobe, Minn-
esota. Geol. Soc. Am. Mem. 136:251-276.
Wright, H.E., Jr. and W.A. Watts. 1969 Glacial and
vegetational history of northeastern Minnesota. Minn.
Geol. Surv. SP-11. 59 pp.
I did have some knowledge of the soils of the area be-
cause I worked in soil survey in Minnesota from 1965-1979.
During that period, I was State Soil Correlator, Assistant
State Soil Scientist and State Soil Scientist for the Soil
Conservation Service. I was involved in field reviews,
sampling and correlation for the soil survey of Carlton
County.
I received verbal approval of my proposal for this soil
survey on 11 September 1981. I began field work on 14 Sept-
ember 1981, and completed it 5 November 1981.
My first task enroute to the field was to stop at the
district office of the Soil Conservation Service at Kinckley,
B-l-27
-------
Minnesota. I wanted to inform them about my project, and,
more importantly, to determine if any mapping had been done
in the survey area. I learned that about 500 acres had been
mapped. I borrowed aerial photography of 22 April 1957 from
them because it was of excellent quality especially for
stereoptic viewing and it had all previous soil mapping on it
Procedures used in this soil survey were within the
specifications of both the National and Minnesota Cooperative
Soil Surveys as recorded in the following documents.
Soil Survey Staff. 1951. Soil Survey Manual.
U.S.D.A. Handb. 18, 503 pp.
Soil Survey Staff. 1974. to present. National Soils
Handbook. (An evolving, working document.)
Soil Survey Staff. 1975. Soil taxonomy: a basic
system of soil classification for making and inter-
preting soil surveys. U.S.D.A. Handb. 4.36, 754- pp.
Soil Survey Staff. Various dates. Soil series
descriptions and interpretations.
Soil Survey Staff, Minn. 1979. Soil survey mapping
legend, Minnesota. Minn. Coop. Soil Surv. 4.6 pp.
Soil as used in the report refers to the upper 60 inches
of the regolith.
I made a reconniassance of the survey area during my
first few days in the field to develop a trial legend for
mapping. During this period I studied the landscape, geo-
logic materials, and soils of the area.
I began mapping on 21 September 1981. I mainly used two
sets of aerial photography while mapping,'namely the 9 April
1977 photography of Mark Hurd Aerial Surveys, Inc. which had
been enlarged to a scale of 1:9,750 and the 22 April 1957
photography that I had borrowed form S.C.S. The later was
at a scale of 1:15*84-0 and it was used primarily for stere-
optic study of the landscape. The former was used for re-
cording boundaries. Also, the true color photography of
11 October 1980 at a scale of 1:30,000 and the color infra-
red photography of 20 October 1980 at a scale of 1:7,000
were used to further study the landscape and soil boundaries.
These latter two sets of photography are in the report "EPA-
Resource inventory and septic system survey, Moose Lake-
Windmere Sewer District, Minnesota, October-November 1980'.'.
' Tools used in this soil survey include various kinds of
sampling tubes, bucket augers, and shovels for examining the
soil. A clinometer was used for measuring the inclination
of slopes. A "Hellige-Truog soil reaction tester kit" was
B-U28
-------
used for determing soil pH. Munsell color charts were used
for measuring soil color. A "pocket" stereoscope was used
for studying aerial photographs.
Ten pedons were described and sampled 2-5 November 1981.
Most pedons were exposed by digging a small pit to depths of
30 to 40 inches. A large bucket auger was subsequently used
to obtain samples from that depth to a depth of 60 inches.
One pedon was described and sampled from road-cut. The pedon
of an organic soil was exposed with a "Macaulay peat sampler."
Samples of about i pint in size were collected from all soil
horizons in each pedon. Large samples of about 1 quart in
size were collected from 2 to 4- major horizons of each pedon.
A standard indentifacation symbol was given to each pedon.
For example, in the symbol .S-81-58-1-2, S signifies sample,
81 is the year 1981, 58 is the number for Pine County, 1 is
the pedon number, and 2 is the second horizon sampled from
that pedon. In the introduction to pedon descriptions in the
section of this report entitled "Description of Soils" the
last entry in the identification number, 1 to 6 for example,
indicates that 6 horizons were sampled from that pedon.
A.E. Jacobson, an SCS soil scientist stationed at Duluth,
Minnesota, and I conducted a review and correlation of this soil
survey on 23 October 1981.
Boundaries between soils along the boundary between
Carlton and Pine Counties do not join some places. The main
reason for these no-joins is that this survey was mapped at
a larger scale and at higher intensity than was the survey of
Carlton County.
B-l-29
-------
Appendix B-2.
SOIL MAP PLATES
-------
SOIL MAP PLATES OF THE LAND AREA
IMMEDIATELY SURROUNDING ISLAND, STURGEON,
RUSH, AND PASSENGER LAKES
Pine County MN
Scale: 6 inches/mile
-------
LOCATION AND BOUNDARIES OF SOIL MAP PLATES - 1 through 12
'"! n ! ',-\-< I.*S_")>\1 /
tv/° In fcrn/j
S^®Arr4sr.f '-%S)&M/
c-.^ v \ "^-i s/?z. s!.-?r
' ~WL*^ •>' L" %>
-------
Soil Map Identification Legend
for
I[THE SOIL SURVEY OF A PORTION OF WINDEMERE TOWNSHIP, PINE COUNTY, MN
- Map Units -
Map symbol
Name of soil
186 .................. Nemad j i loamy sand
188B ................. Omega loamy sand, 0 to 5% slopes
188C ................. Omega loamy sand, 5 to 20% slopes
188E .................. Omega loamy sand, 20 to 60% slopes
274 .................. Newson mucky sandy loam
502 .................. Dusler loam
504B ................. Duluth loam, 1 to 4% slopes
504C ................. .tDuluth loam, 4 to 15% slopes
504E ................ ~. Duluth loam, 15 to 60% slopes
6 14 .................. Blackhoof muck
995 .................. Organic soils
1002 ................. Alluvial soils
1016 ................. Altered soils
1032 ................ . Lake beaches
1350B ................ Duluth variant loamy fine sand,
1350C ................ Duluth variant loamy fine sand,
1 to 4% slopes
4 to 15% slopes
- Conventional and Special Features -
50415046
Section corners
Dams and associated reservoirs
Gravel or sand pits
Perennial drainage way
Intermittent drainage way
End of drainage way
Unnamed lakes and ponds
Soil delineations and map unit symbols
Soil sample site
Small area (1/8 to 1/2 acre) of poorly drained
or wetter soils in delineations of better
drained soils.
soil map for which this legend was developed is not rectified
and thus may not be used to overlay other rectified maps of the area.
B-2-2
-------
B-2-3
Plate
-------
B-2-4
-------
I
I
I
U
-------
CO
-------
00
I
! J
I
,
Plate
-------
CO
I
I
CO
-------
-------
-------
C-2-11
-------
8-2-12
-------
B-2-13
-------
3-2-14
-------
APPENDIX B-3
SOILS TESTING DATA
Paricle Size Distributions "
For Soil Samples Taken in Windemere TN
Pine County MN
-------
BORING(NO.
SAMPLE*MO.
DEPTH
SOIL TESTING SERVICES, INC.
GRAIN SIZE DISTRIBUTION
B-21T STS JOB NO.:
4 PROJECT :
17.00-28.00 in. W/C: —
CLASSIFICATION: Dusler Loam
SIEVE ANALYSIS-
SAMPLE WEIGHT: 94.61 GRAMS
LL : —
DATE: 1-19-82
22561
: MOOSE LAKE WINDEMERE
SP.GR.: —
PL : — PI : —
SIEVE
SIZE
.375"
#4
no
#16
#40
#60
#140
#200
#325
WEIGHT
RETAINED
0.00
1.07
0.48
0.30
1.55
4.29
7.71
2.39
2.17
PER CENT
RETAINED
0.00
1.13
0.51
0.32
1.64
4.53
8.15
2.53
2.29
PER CENT
PASSING
100.00
98.87
98.36
98.04
96.41
91.87
83.72
81.20
78.91
HYDROMETER ANALYSIS-
SAMPLE WEIGHT: 52.03
SOIL SPECIFIC GRAVITY:
ZERO HYDROMETER HEIGHT:
CORRECTION FACTOR: 5.5
ELAPSED
TIME
25
50
00
00
00
0
0
1
5
8
15.00
30.00
60.00
134.00
1390.00
TEMPERATURE
22,
22,
22,
22.
22.
22,
22,
22,
22.
22.5
GRAMS
10.45
I
ACTUAL
READING
50.00
48.50
46.50
45.00
44.00
42.50
40.50
38.00
35.00
27.00
ADJUST
READING
44.50
43.00
41.00
39.50
38.50
37.00
35.00
32.50
29.50
21.50
GRAIN
SIZE
0.0740
0.0531
0.0383
0.0174
0.0139
0.0103
0.0074
0.0053
0.0037
0.0012
PER CENT
FINER
83.24
80.43
76.69
73.89
72.02
69.21
65.47
60.79
55.18
40.22
B-3-1
-------
SOIL TESTING SERVICES, INC.
CO
I
CO
ro
BORING NO. :
SAMPLE NO. :
DEPTH : 17.00-28.00 in.
CLASSIFICATION: Dusler lloam
GRAIN SIZE DISTRIBUTION DATE: 1-19-82
B-21T STS JOB NO.: 22561
A PROJECT : MOOSE LAKE WINDEMERE
W/C: — SP.GR.: —
LL : — PL ; — PI : —
100 •
o
U.S. STANDARD-
SIEVE OPENINGS (IN.)
3 1 3
SIEVE NUMBERS
3
HYDROMETER
500
I COBBLES
Too So"
•fc-i
GRAVEL
15 11
GRAIN SIZE IN MILLIMETERS
SAND
.01 .005
SILT
O.
I CLAY
I I
I
I
-------
SOIL TESTING SERVICES, INC.
GRAIN SIZE DISTRIBUTION
DATE: 1-19-82
BORING NO. :
SAMPLE NO. :
DEPTH
*
II-B3
7
52.00 -60.00
CLASSIFICATION: Duluth variant
fine
sand
in.
loam
STS JOB NO
PROJECT
W/C: —
LL : -P
SIEVE ANALYSIS-
SAMPLE
WEIGHT:
SIEVE
SIZE
.375"
H
#10
#16
MO
#60
#140
#200
#325
72.83 GRAMS
WEIGHT
RETAINED
0.00
0.48
0.36
0.20
1.10
3.36
6.13
1.84
2.17
PER CENT
RETAINED
0.00
0.66
0.49
0.27
1.51
4.61
8.42
2.53
2.98
PER CENT
PASSING
100.00
99.34
98.85
98.57
97.06
92.45
84.03
81.50
78.52
22561
MOOSE
-p PL
LAKE WINDEMERE
SP.GR.: —
— PI : —
HYDROMETER ANALYSIS-
SAMPLE WEIGHT: 51.61
SOIL SPECIFIC GRAVITY:
ZERO HYDROMETER HEIGHT:
CORRECTION FACTOR: 5.5
ELAPSED
TIME
0.25
0.50
1.00
5.00
8.00
15.00
30.00
60.00
120.00
1425.00
TEMPERATURE
22,
22.
22.
22.
22.
22.
22.
22.
22.
22.5
GRAMS
10.45
ACTUAL
READING
49.00
47.00
45.50
42.00
40.50
39.00
36.00
33.00
30.00
18.00
ADJUST
READING
43.50
41.50
40.00
36.50
35.00
33.50
30.50
27.50
24.50
12.50
GRAIN
SIZE
0.0737
0.0531
0.0381
0.0176
0.0141
0.0104
0.0076
0.0055
0.0040
0.0012
PER CENT
FINER
81.56
77.81
75.00
68.44
65.63
62.81
57.19
51.56
45.94
23.44
B-3-3
-------
SOIL TESTING SERVICES, INC.
oo
CO
I
GRAIN SIZE DISTRIBUTION DATE: 1-19-82
BORING NO. : II-B3 STS JOB NO.: 22561
SAMPLE NO. : 7 PROJECT : MOOSE LAKE WINDEMERE
DEPTH : 52.00-60.00 in. W/C: — SP.GR.: —
CLASSIFICATION: Duluth variant loam LL : — PL : — PI : —
fine sand
U.s. STANDARD
SIEVE OPENINGS (IN.) SIEVE NUMBERS
3 1 3
6
inn •
90
0
500
HYDROMETER
432 1A23A.66
M II II I $ I fe I
COBBLES
GRAVEL
T5 '.I
GRAIN SIZE IN MILLIMETERS
I SAND
SILT
I CLAY
I
-------
BORING NO. :
SAMPLE NO. :
DEPTH :
CLASSIFICATION:
SOIL TESTING SERVICES, INC.
GRAIN SIZE DISTRIBUTION
B-31 STS JOB NO.:
4 PROJECT :
22.00-38.00 in. W/C: —
DATE: 1-19-82
22561
MOOSE LAKE WINDEMERE
SP.GR.: —
Omega loamy sand
LL
— PL : — PI
SIEVE ANALYSIS-
SAMPLE WEIGHT: 147.99 GRAMS
SIEVE WEIGHT PER CENT PER CENT
SIZE RETAINED RETAINED PASSING
.75" 0.00
.5" 3.24
#4 2.87
#10 2.89
#16 4.39
#40 56.83
#60 57.70
#140 12.81
#200 1.26
#325 0.20
HYDROMETER ANALYSIS-
SAMPLE WEIGHT: 54.08 GRAMS
SOIL SPECIFIC GRAVITY:
ZERO HYDROMETER HEIGHT: 10.45
CORRECTION FACTOR: 5.5
ELAPSED TEMPERATURE ACTUAL
TIME READING
0.25 22.5 8.00
0.50 22.5 8.00
1.00 22.5 8.00
5.00 22.5 8.00
8.00 22.5 8.00
15.00 22.5 8.00
30.00 22.5 8.00
60.00 22.5 7.50
127.00 22.5 7.00
1390.00 22.5 6.50
0.00
2.19
1.94
1.95
2.97
38.40
38.99
8.66
0.85
0.14
ADJUST
READING
2.50
2.50
2.50
2.50
2.50
2.50
2.50
2.00
1.50
1.00
100.00
97.81
95.87
93.92
90.95
52.55
13.56
4.91
4.05
3.91
GRAIN
SIZE
0.1043
0.0737
0.0521
0.0233
0.0184
0.0135
0.0095
0.0068
0.0047
0.0014
PER CENT
FINER
4.40
4i 40
4.40
4.40
4.40
4.40
4.40
. 3.52
2.64
1.76
B-3-5
-------
SOIL TESTING SERVICES, INC.
CO
i
GO
GRAIN SIZE DISTRIBUTION DATE: 1-19-82
BORING NO. : B-31 STS JOB NO.: 22561
SAMPLE NO. : 4 PROJECT : MOOSE LAKE WINDEMERE
DEPTH : 22.00-38.00 in. W/C: — SP.GR.: —
CLASSIFICATION: Omega loamy sand LL : — PL t — PI : —
U.S. STANDARD-
SIEVE OPENINGS (IN.)
313
6432 1 A 2 fi 3 4
HYDROMETER
11 I I I I I II I I I
.5 .1
GRAIN SIZE IN MILLIMETERS
SAND
-------
SOIL TESTING SERVICES, INC.
BORING NO. :
SAMPLE NO. :
DEPTH :
CLASSIFICATION:
SIEVE ANALYSIS-
SAMPLE WEIGHT:
GRAIN SIZE DISTRIBUTION
B-22T STS JOB NO.:
5 PROJECT :
22.00-36.00 in. W/C: —
Duluth Loam #1
86.79 GRAMS
LL : —
DATE: 1-19-82
22561
MOOSE LAKE WINDEMERE
SP.GR.:
PL
— PI
SIEVE
SIZE
#4
#10
#16
#40
#60
#140
#200
#325
WEIGHT
RETAINED
0.00
0.22
0.23
1.31
4.21
7.64
2.49
2.26
PER CENT
RETAINED
0.00
0.25
0.27
1.51
4.85
8.80
2.87
2.60
PER CENT
PASSING
100.00
99.75
99.48
97.97
93.12
84.32
81.45
18.85
HYDROMETER ANALYSIS-
SAMPLE WEIGHT: 51.66
SOIL SPECIFIC GRAVITY:
ZERO HYDROMETER HEIGHT:
CORRECTION FACTOR: 5.5
ELAPSED
TIME
0.25
0.50
1.00
5.00
8.00
15.00
30.00
60.00
120.00
1405.00
TEMPERATURE
22.
22,
22.
22.
22.
22.
22.
22.
22.
22.5
GRAMS
10.45
ACTUAL
READING
49.00
47.50
45.50
42.50
41.50
40.00
38.00
35.50
33.00
25.00
ADJUST
READING
43.50
42.00
40.00
37.00
36.00
34.50
32.50
30.00
27.50
19.50
GRAIN
SIZE
0.0737
0.0529
0.0381
0.0175
0.0140
0.0103
0.0074
0.0054
0.0039
0.0012
PER CENT
FINER
82.23
79.39
75.61
69.94
68.05
65.21
61.43
56.71
51.98
36.86
B-3-7
-------
SOIL TESTING SERVICES, INC.
oo
CO
I
00
GRAIN SIZE DISTRIBUTION DATE: 1-19-82
BORING NO. : B-22T STS JOB NO.: 22561
SAMPLE NO. : 5 PROJECT ? MOOSE LAKE WINDEMERE
DEPTH : 22.00-36.00 in. W/C: -^-r- SP.GR.: —
CLASSIFICATION: Duluth loam #1 LL : -r PL : — PI : —
100
f
0
500
U.s. STANDARD
SIEVE OPENINGS (IN.)
3 1 3
6432 142834,68
SIEVE NUMBERS
HYDROMETER
8 J UK H §
[00 50
COBBLES
GRAVEL
GRAIN SIZE IN MILLIMETERS
I SAND
II L
SILT
I CLAY
-------
BORING NO.
SAMPLE NO.
DEPTH
SOIL TESTING SERVICES, INC.
GRAIN SIZE DISTRIBUTION
B-22T STS JOB.NO.:
4 PROJECT :
18.00 -38.00 in. W/C: —
CLASSIFICATION: Duluth Loam #2
SIEVE ANALYSIS-
SAMPLE WEIGHT: 111.5 GRAMS
LL : —
SIEVE
SIZE
#4
#10
#16
*4Q
#60
#140
#200
#325
WEIGHT
RETAINED
0.00
0.69
0.29
1.27
3.64
6.43
2.05
2.21
PERCENT
RETAINED
0.00
0.62
0.26
1.14
3.26
5.77
1.84
1.98
PER CENT
PASSING
100.00
99.38
99.12
97.98
94.72
88.95
87.11
85.13
DATE: 1-19-82
22561
: MOOSE LAKE WINDEMERE
SP.GR.: —
PL : — PI : —
HYDROMETER ANALYSIS-
SAMPLE WEIGHT: 51.67
SOIL SPECIFIC GRAVITY:
ZERO HYDROMETER HEIGHT:
CORRECTION FACTOR: 5.5
ELAPSED
TIME
0.25
0.50
1.00
5.00
8.00
15.00
30.00
63.00
125.00
1386.00
TEMPERATURE
22.
22.
22.
22.
22.
22.
22.
22.
22.
22.5
GRAMS
10.45
ACTUAL
READING
51.50
51.00
50.00
48.00
46.50
45.00
42.50
39.00
35.50
23.50
ADJUST
READING
46.00
45.50
44.50
42.50
41.00
39.50
37.00
33.50
30.00
18.00
GRAIN
SIZE
0.0724
0.0515
0.0368
0.0168
0.0135
0.0100
0.0072
0.0051
0.0037
0.0012
PER CENT
FINER
87.17
86.22
84.32
80.53
77.69
74.85
70.11
63.48
56.85
34.11
B-3-9
-------
SOIL TESTING SERVICES, INC.
co
i
CO
GRAIN SIZE DISTRIBUTION DATE: 1-19-82
BORING NO. : B-22T STS JOB NO,: 22561
SAMPLE NO. : A PROJECT : MOOSE LAKE WINDEMERE
DEPTH : 18.00 -38.00 in. W/C: — SP.GR.: —
CLASSIFICATION: Duluth Loam #2 LL : — PL : — PI : —
100
90
00
U.S. STANDARD-
SIEVE OPENINGS (IN.)
313
6 4 3 2 1 I 28 3
I
tMi It
SIEVE NUMBERS
a 3 a
HYDROMETER
TOO 50
I COBBLES |
I -
.5 ' ".I
GRAIN SIZE IN MILLIMETERS
1 GRAVEL
1
1
SAND
1 1 1
SILT
CLAY I
1
-------
SOIL TESTING SERVICES, INC.
GRAIN SIZE DISTRIBUTION DATE: 1-19-82
BORING NO. : B-3 STS JOB NO.: 22561
SAMPLE NO. : 6 PROJECT : MOOSE LAKE WINDEMERE
DEPTH : 49.00-60.00 in. W/C: — SP.GR.: —
CLASSIFICATION: Duluth loam #2 LL : — PL : — PI : —
SIEVE ANALYSIS-
SAMPLE WEIGHT: 71.43 GRAMS
SIEVE
SIZE
#4
#10
#16
#40
#60
#140
#200
#325
WEIGHT
RETAINED
0.00
0.17
0.15
0.52
1.60
3.15
1.09
1.40
PER CENT
RETAINED
0.00
0.24
0.21
0.73
2.24
4.41
1.53
1.96
PER CENT
PASSING
100.00
99.76
99.55
98.82
96.58
92.17
90.65
88.69
HYDROMETER ANALYSIS-
y
SAMPLE WEIGHT: 51 GRAMS
SOIL SPECIFIC GRAVITY:
ZERO HYDROMETER HEIGHT: 10.45
CORRECTION FACTOR: 5.5
ELAPSED
TIME
0.25
0.50
1.00
5.00
8.00
15.00
30.00
60.00
120.00
1410.00
TEMPERATURE
22.5
22.5
22.5
22.5
22.5
22.5
22.5
22.5
22.5
22.5
ACTUAL
READING
52.50
51.00
50.00
47.00
46.00
44.00
42.00
38.00
34.00
19.00
ADJUST
READING
47.00
45.50
44.50
41.50
40.50
38.50
36.50
32.50
28.50
13.50
GRAIN
SIZE
0.0710
0.0510
0.0365
0.0168
0.0134
0.0100
0.0072
0.0053
0.0038
0.0012
PER CENT
FINER
90.01
87.13
85.22
79.47
77.56
73.73
69.90
62.24
54.58
25.85
B-3-11
-------
SOIL TESTING SERVICES, INC.
CO
I
CO
GRAIN SIZE DISTRIBUTION DATE: 1-19-82
BORING NO. : B-3' STS JOB NO.: 22561
SAMPLE NO. : 6 PROJECT : MOOSE LAKE WINDEMERE
DEPTH : 49.00 -60.00 in. W/C: —, SP.GR.: —
CLASSIFICATION: Duluth loam #2 LL : -. PL : — PI : —
100-
0
500
U.S. STANDARD-
SIEVE OPENINGS (IN.)
3 1 3
643
SIEVE NUMBERS
HYDROMETER
Too so
GRAIN SIZE IN MILLIMETERS
COBBLES
"
GRAVEL
1
(SAND
1 1 1 1
SILT
CLAY 1
1
-------
Appendix B-4.
SUMMARY AND INTERPRETATION OF SOILS INFORMATION
B-4.1. Soil Types
Each soil association (Section 2.2.1.) contains a number of soil
types. A brief -description of the eleven identified soil types follows,
including a-discussion of the topography,-drainage properties (Figure B-l)»
and other characteristics of the area's soils in relation to the suitabi-
lity for conventional soil absorption systems (Table B-l ). No assessment
is made of the suitability of the area's soils for "innovative" or uncon-
ventional on-^ite waste treatment systems.
B-4-1
-------
DRAINAGE CLASS
SOILS SERIES
• Excessively drained.—Water is removed from the soil very
rapidly. Excessively drained soils are commonly very
coarse textured, rocky, or shallow. Some are steep. All
are free of the mottling related to wetness.
• Somewhat excessively drained.—Water is removed from
the soil rapidly. Many somewhat excessively drained
soils are sandy and rapidly pervious. Some are
shallow. Some are so steep that much of the water
they receive is lost as runoff. All are free of the
mottling related to wetness.
• Well drained.—Water is removed from the soil readily,
but not rapidly. It is available to plants throughout
most of the growing season, and wetness does not
inhibit growth of roots for significant periods during
most growing seasons. Well drained soils are com-
monly medium textured. They are mainly free of
mottling.
• Moderately well drained.—Water is removed from the soil
somewhat slowly during some periods. Moderately
well drained soils are wet for only a short time
during the growing season, but periodically for long
enough that most mesophytic crops are affected. They
commonly hnvs a slov/ly pervious layer within or
directly below the solum, or periodically receive high
rainfall, or both.
• Somewhat poorly drained.—Water is removed slowly
enough that the soil is wet for significant periods
during the growing season. Wetness markedly re-
stricts the growth of mesophytic crops unless arti-
ficial drainage is provided. Somewhat poorly drained
soils commonly have a slowly pervious layer, a high
water table, additional water from seepage, nearly
continuous rainfall, or a combination of these.
• Poorly drained.—Water is removed so slowly that the
soil is saturated periodically during the growing
season or remains wet for long periods. Free water
is commonly at or near the surface for long enough
during the growing season that most mesophytic crops
cannot be grown unless the soil is artificially drained.
The soil is not continuously saturated in layers
directly below plow depth. Poor drainage results
from a high water table, a slowly pervious layer
within the profile, seepage, nearly continuous rainfall,
or a combination of these.
* Very poorly drained.—Water is removed from the soil
so slowly that free water remains at or on the sur-
face during most of the growing season. Unless the
soil is artificially drained, most mesophytic crops
cannot be grown. Very poorly drained soils are com-
monly level or depressed and are frequently ponded.
Yet, where rainfall is high and nearly continuous,
they can have moderate or high slope gradients, as
for example in "hillpeats" and "climatic moors."
Omega
loamy
sand
— Duluth
SZ loam
Duluth
variant
loam
Alluvial
soils
— Lake
S beach
E soils
Altered
soils
Dueler
loam
NemadJI
sand
5 Newson
5 loamy
•5 sand
— Blackhoof
5 muck
Organic Sj
soils E
Figure s-l- Drainage class ranges of soils in a portion of Windemere Township.
Finney (1981) and SCS (1978).
Derived from
-------
Table B-l. Soil series characteristics and soil absorption system ratings for soils in the surveyed
portion of Windemere Township (Finney 1981; SCS 1978).
Predominant SCS Soil Name and
Substratum Mapping Symbol
Loam
Duluth
b
Duluth Variant
Dusler
Blackhoof
ro Sand or Gravelly Sand
-P»
i, Omega
Nemadji
Newson
b
Lake Beaches
Other
Organic
Alluvial
Altered
504B
50 4C
504E
1350B
1350C
502
614
188B
188C
188E
186
274
1032
995
1002
1016
•Slope Range Surface
(percent) Texture
1-4
4-15
15-60
1-4
0-2
0-1
0-5
5-50
20-60
0-2
0-1
0-2
0-2
0-1
loam
ii
•i
loamy sand
loam
mucky
silt loam
sand
ti
n
sand
loamy sand
sand
mucky peat
mostly loam
Substratum Depth to Permeability Range SCS Rating Soil a
Texture Water Table (inches/hour) Absorption Systems
loam 72"
72"
n 72»
clay loam 72"
ii 72»
clay loam 12"-48"
silt loam 0-12"
coarse sand 72"
72"
72"
sand 18"-48"
12"
coarse sand 12"-36"
mucky peat 12"
- Occasional
flooding
mostly loam variable
0.06-0.20 (13"), 0.20-0.60 (64")
n ii
n n
6.00-20.00 (20"), 0.20-0.60 (52")
n n
0.60-2.00 (12"), 0.20-0.60 (42")
0.06 (5"), 0.06-0.20 (48")
6.00-20.00 (22"), 6.00-20.00 (60")
ii n
ii n
6.00-20.00 (11"), 6.00-20.00 (55")
0.60-0.20 (22"), 6.00-20.00 (65")
6.00-20.00 (21"), 6.00-20.00 (60")
0.60-2.00 (22"), 0.60- 2.00 (65")
variable
mostly 0.06-0.20
Severe; sp
Severe; sp
Severe; si, sp
_
Severe, sp
Severe; shwt
Slight0 c
Severe; slc
Severe; si
Severe; shwt
Severe; shwt
-
—
Ratings abbreviations for soil absorption systems are: sp - slow permeability, si - slope, shwt - shallow high water table.
These soils series were identified during the soils survey of the project area, but have not yet been recognized by the Minnesota
Co-operative Soils Survey.
Rapid permeability represents potential hazard to groundwate.r supplies If pollution is present.
-------
Loamy Soils
Soils with loamy substrata predominate in the northern half of the
surveyed area. The loamy soils Identified in the survey include the Du-
luth, Duluth Variant, Busier, and Blackhoff series.
Duluth Loam
The Duluth series consists of gently undulating to very steep, mode-
rately well and well -drained, moderately slow and slowly permeable soils
that formed mostly in loamy calcareous glacial till on glacial moraines.
They mostly have convex slopes, but they may also have linear or concave
slopes on the lower parts of some steep and very steep slopes.
The SCS rates Duluth soil as having "severe" limitations to soil
absorption systems use because of its relatively slow permeability. Duluth
soil can accommodate a soil absorption system under certain conditions if
the -design is appropriate. However, on sites with steep slopes, or with
lot size constraints or with low soil permeabilities, unconventional -de-
signs for soil absorption systems may have to be used to obtain satisfac-
tory performances.
It is estimated that approximately 60% of the platted lakeshore lot
area around Island Lake is mapped as Duluth soil. Most of the platted
areas with Duluth soil are found along the south shore of the Lake. Duluth
soil is also common along the north half of Sturgeon Lake, covering appro-
ximately 40% of its platted lakeshore lot area. Duluth soil was not mapped
in significant amounts around the platted shoreline areas of Rush and
Passenger lakes.
Duluth Variant
Duluth Variant soil consists of gently sloping and sloping, moderately
well and well-drained, moderately slow and slowly permeable soils that were
formed in a 20- to 40-inch thick mantle of sandy glacial outwash material
and in underlying loamy calcareous glacial till on glacial moraines. These
soils may have both convex and linear slopes.
B-4-4
-------
As was-discussed in Section 2.2.1., Duluth Variant soils are found in
the transition area between the two major soil associations. The upper
horizons of the Duluth Variant soil have a rapid permeability. Thus,
septic tank effluent absorption systems constructed in adequate -depths of
this upper horizon should function satisfactorily. Duluth Variant has not
been formally recognized as a named soil series by the Cooperative Soil
Survey of Minnesota. Therefore, no SCS rating for soil absorption system
operation is available.
Duluth Variant soil is primarily found at some-distance from the lake-
shore away from existing -development within the surveyed area. Although
common in the surveyed area, Duluth Variant soil was mapped on only approx-
imately 10% of the platted lakeshore lot area around Island Lake, and on
approximately 5% of the platted area around Sturgeon Lake. Duluth Variant
soil is uncommon in the vicinity of Rush and Passenger lakes.
Dusler Loam and Blackhoof Muck
Dusler soil consists of nearly level, somewhat poorly and poorly
-drained, slowly permeable soils that were formed mostly in loamy calcareous
glacial till. This soil has slightly convex to slightly concave slopes on
glacial moraines.
Blackhoof soil consists of a nearly level, very poorly-drained, slowly
to very slowly permeable soil that was formed in a thin mantle of organic
soil and in underlying loamy glacial till or in old aluvium or both. This
soil has concave or linear slopes and is found in depressions and-drainage
ways on glacial moraines.
Dusler and Blackhoof soils both have "severe" soil absorption system
ratings according to the SCS. Although Dusler soil has a permeability
similar to Duluth soil, septic systems are still more-difficult to operate
in Dusler soil because Dusler soil is often poorly-drained. In addition to
having low permeability, Blackhoof soil also has the water table within one
foot of the land surface. Therefore, conventional soil absorption systems
will not function properly in Blackhoof soil.
B-4-5
-------
Dusler and Blackhoof soils each are mapped on approximately 3%.percent
of the platted lakeshore lot area around Island Lake, mostly in areas along
the northwest shoreline. Dusler and Blackhoof soils are uncommon on plat-
ted lakeshore lots around Sturgeon, Rush, or Passenger lakes. However,
relatively large areas of these soils are found adjacent to platted lots
along the northwest shore of Sturgeon Lake.
Sandy Soils
Soils with sandy substrata predominate in the southern half of the
surveyed area. The sandy soils identified in the survey are the Omega,
Nemadji, and Newson series. A special classification termed Lake Beach
soil was also made in the southern portion of the surveyed area.
Omega Loamy Sand
The Omega series consists of nearly level to very steep, somewhat ex-
cessively -drained, rapidly permeable soils that were formed from sandy
glacial outwash materials. These soils have convex to concave slopes on
glacial outwash plains and moraines.
Septic tank absorption systems operate very well in Omega soil.
However, the SCS rates Omega soil as having severe limitations for soil
absorbtion systems because this soil may occasionally have excessive
-drainage (high permeability). This rating is -due to the potential for
wastewater to pass through Omega soils too quickly for proper treatment to
occur, thereby causing adjacent wells to become contaminated. The chances
of such contamination occuring can be minimized by not locating absorption
fields on Omega soils -dominated by very coarse sand or by replacing the
coarse sand by fine sand or loam.
Omega loamy sand is the predominant soil in the southern half of the
survey area. Around Island Lake approximately 8% of the platted lakeshore
lot area is mapped as Omega soil, while Omega covers approximately 20% of
the platted shore area of Sturgeon Lake. The estimated proportion of Omega
soil mapped on the platted lakeshore lot area around Rush and Passenger
lakes is much higher; 85% and 50% respectively.
B-4-6
-------
Nemadji Loamy Sand and Newson Mucky Sandy Loam
The Nemadji series consists of nearly level, somewhat poorly-drained,
rapidly permeable soils that were formed in sandy glacial outwash mate-
rials. These soils have slightly convex to slightly concave slopes on
glacial outwash plains.
The Newson series consists of nearly level, poorly and very poorly
•drained, rapidly permeable soils that were formed mostly from sandy glacial
outwash materials. These soils have linear to concave slopes located on
glacial outwash plains.
Nemadji and Newson soils are rated by SCS as having "severe" limita-
tions for the operation of septic tank absorption systems because of poor
drainage and the presence of a high water table. There is little that can
be done to engineer conventional absorption systems to work properly in
these two soils unless the drainage characteristics of a site can be physi-
cally altered .
Nemadji and Newson soils are mapped on a small proportion of the total
surveyed area and a small proportion (approximately 1%) of the platted
lakeshore lot area around Island Lake. A small proportion of the land area
with platted lots around Sturgeon Lake also is mapped as Nemadji soil;
Newson soil was not found near Sturgeon Lake. Nemadji and Newson soils
were not mapped in significant areas around Rush and Passenger lakes.
Lake Beach
Lake Beach soil consists of a nearly level, very poorly to moderately
well -drained, moderately to rapidly permeable soil that was formed in
recent to rather old sandy deposits adjacent to lakes. The formation of
this soil resulted from the action of water and ice and the higher lying
parts of this soil are a result of historically higher lake levels.
Lake Beach soil has not been formally recognized by the Minnesota
Cooperative Soil Survey, and therefore it has no SCS soil absorption system
B-4-7
-------
limitation rating. The characteristics of Lake Beach soil relative to the
operation of septic tank absorption systems may vary considerably from site
to site. It can be stated however, that on Lake Beach soil with good
-drainage, an absorption system will probably operate well from the stand-
point of percolation. It is estimated that Lake Beach soil is mapped on
roughly 20% of the platted lakeshore lot area around Sturgeon Lake, 10% of
the platted area around Rush Lake, and 50% around Passenger Lake. Lakes
Beach soil is uncommon along the shores of Island Lake.
Other Soils
Three miscellaneous soil types also were identified -during the soil
survey. Organic soil is the major type in this category. Small areas of
Altered and Alluvial soils also were Identified.
Organic Soil
Organic soil consists of very poorly-drained, nearly level soil with
slow to moderately rapid permeability. It is formed from the slightly to
highly -decomposed remains of a variety of plants. Organic soil was found
primarily in-depressions on glacial moraines and outwash plains. Some of
these-depressions were formerly small lakes.
Soil absorption systems will not operate properly in Organic soil-due
to poor -drainage and the presence of a high water table. Because Organic
soils also possess significant limitations to construction, very few-dwell-
ings are located on this soil inside the surveyed area.
Organic soil is mapped on approximately 20% of the total surveyed
area, but is mapped on less that 5% of the platted lakeshore lot area
around each of the four lakes. Large areas of Organic soil are found in
the wetlands to the northwest of Sturgeon Lake (surrounding a 100 to 120
acre bog), and in a 60 acre wetland Immediately adjacent to the northeast
shore of Rush Lake.
B-4-8
-------
Altered and Alluvial Soils
Altered soil was Identified in the soil survey where natural soils had
been altered by cutting and filling. Most altered soils were found adja-
cent to the lakeshore in or near areas of Duluth soils, in the northern
portion of the surveyed area. Altered soils may exhibit a range of absorp-
tion system performances -depending on the -degree of compaction and the
nature of the fill materials. Altered soils are mapped on less than 5% of
the platted lakeshore lot area around both Island and Sturgeon Lakes. No
Altered soils were identified around Rush and Passenger lakes.
Alluvial soil consists of sandy and loamy soils that were formed in
alluvium (material-deposited by rivers). Such soil is usually flooded one
or more times each year, and if this is the case would not provide an
acceptable site medium for soil absorption systems. Although limited areas
having Alluvial soil were Identified in the soil survey, this soil was not
found in significant amounts on the platted lakeshore lot areas.
B-4.2. Soil Texture
The SCS Soil Survey of Carlton County, Minnesota (1978) contains
particle size-distribution (texture)-data for many soils of the same series
found in the surveyed area. Particle size-distributions were measured for
six representative soils sampled in the surveyed area in order to ensure
that the textural classifications were consistent with the classifications
made for Carlton County. Any significant differences in soil texture will
be considered in the -development of wastewater management alternatives.
Testing Methodology
Soil particles are the-discrete units which make up the solid portion
of soils. The relative proportions of the -different sized particles of a
soil are relatively stable and can be used as a basis to -determine the
agricultural and engineering properties of particular soils. When quanti-
fied, the proportions of these particles are termed 'particle size distri-
butions' .
B-4-9
-------
Particle size -distributions are commonly represented by the relative
mass proportions (percentage by weight) of soil particles less than or
equal to a given particle -diameter. The proportions are measured by phy-
sical fractionation procedures, usually in a two step process. To frac-
tionate the larger-diameter soil particles, a soil sample is passed through
a series of sieves with -decreasing mesh sizes, each sieve successively
letting soil particles pass through the mesh openings of known -diameter.
The fractions of clay and silt are then measured by mixing what has passed
through the smallest sieve size with water and measuring the change in the
•density of the water over time as the suspended particles settle. The rate
of change in -density is related to the size of the particles by an empi-
rical mathematical relationship.
Comparison of Sample Testing Results with Regional Soil Survey Data
Particle size distributions reported in the SCS Carlton County Soil
Survey were compared to the analytical results for six Pine County soil
samples (Table B-i ) • The Pine County soil samples were found to have
particle size -distributions which indicate a somewhat finer texture of
soils than those reported for the same soil types in the Carle ton County
Soil Survey. In the loamy soils examined, the percent of material passing
through a number 200 seive (all the clay, silt and part of the very fine
sand) exceeded the upper limit of the estimated range presented in the
Carlton County survey. Based on these results, it was concluded that the
Duluth and Dusler soils in the project area are more silty and clayey in
texture than those in Carlton County, and thus could pose greater constra-
ints to the-design of soil absorption systems.
The particle size distribution-data can be further analyzed to-deter-
mine whether the observed fraction of fine particles would actually limit
the use of septic tank absorption fields in the surveyed area. The hydro-
meter tests that were performed on the portion of the soil sample which
passed through the smallest mesh size can be used to -distinguish the per-
cent clay and the percent silt of the sample (by weight). The remainder is
made up of sand of varying size-distributions. The individual clay, silt,
and sand fractions of each sample can then be interrelated to classify the
B-4-io
-------
Table B-2. Comparison of particle size distribution data from the Carl ton County Soil Survey (SCS 1978)
with particle size distribution data obtained from testing soil samples taken
during the soil survey of a portion of Windemere Township (Finney 1981).
CO
I
Soil Type
1 Duluth Loam
2 Duluth Loam
Duluth Loam
4 Duluth Variant
^Dusler Loam
°0raega Loamy Sand
Horizon
B22t
B22t
83
IIB3
D21t
B31
Depth
of
sample
22"-36"
18"-38"
49"-60"
52"-60"
17"-28"
22"-38"
Percent of sample
passing 14 sieve (4.7mm)
Carlton Cty. Windemere Tn.
95 -
95 -
95 -
95 -
95 -
100
100
100
100
100
100
100"
100
99
99
96
Percent of sample
passing 110 sieve (2.0mm)
Carlton Cty. Windemere Tn
85
85
85
85
90
- 98
- 98
- 98
- 98
- 100
100
99
100
99
98
94
•Percent of
passing 040
Carlton Cty.
85
85
85
85
70
- 95
- 95
- 95
- 95
- 90
sample Percent of sample
sieve (0.42mm) passing 1200 sieve |
Windemere Tn. Carlton Cty. Hinder]
98
98
99
97
96
S3
55
55
55
55
2
- 75
- 75
- 75
- 75
- 10
81
87
91
82
81
4
1Sample taken near north shore of Island Lake.
^'•'Sample taken near north shore of Sturgeon Lake.
-" ^Sample taken near northwest shore of Sturgeon Lake. Not recognized as a soil series in the
Carlton County Soil Survey published by the US Soil Conservation Service. Substratum of the
Duluth Variant was observed to be similar in texture to Duluth Loam.
*Sam(kle taken near northwest shore of Sturgeon Lake.
^Sample taken near west shore of Passenger Lake.
-------
soil. These -data are of interest because silt is much more hydraulically
conductive than clay and the relative fractions of both must be known
before it can be concluded that soils are tight enough to pose limitations
for the use of septic absorption fields. In general, a high clay fraction
indicates poor septic absorption field performance regardless of silt or
sand content. Conversely, a high silt content indicates good septic leac-
hate field performance if clay content is moderate to low. Additionally,
the silt/clay fractions can be used to-determine whether the clay and silt
content is too low to provide adequate treatment of septic leachate.
The USDA (1980) -definition of silt includes those soil particles
within the -diameter range of 0.002 millimeters to 0.05 millimeters. Using
the particle size -distribution graphs (Appendix B-3 to interpolate within
these-diameters the silt weight fraction can be-determined. USDA-defines
clay as particles of less than 0.002 millimeters in -diameter. The weight
fraction of the material finer than this-diameter also can be-determined by
interpolating from the graphs in Appendix A. The percent by weight of
silt, clay, and sand in six soil samples were estimated and classified
based on the above -definitions (Table B-3 ). The soil textural classes
presented in the soil survey (Appendix A) characterize only the surface
horizon. Samples from-deeper horizons must be analyzed and classified for
the substratum. The six soil samples tested for this report were from
horizons which ranged from 17 to 60 inches in -depth. These horizons are
being classified because soil characteristics at that depth range are
important to the performance of septic absorption fields. The silt, clay,
and sand fractions for the six samples were plotted on the Textural Tri-
angle presented in Figure B-2 and the resultant substratum classifications
were compared with the descriptions of those horizons which were made in
the field (Table B-3 ) .
Comparison of the six substratum classifications with -descriptions
made in the field indicates that the soils of the Duluth and Dusler series
which were mapped in Windemere Township had higher than expected clay con-
tent at -depth. Mditionally, the relatively fine texture of these sampled
horizons as compared to similar horizons reported in the Carlton County
Soil Survey appears to be a result of the high clay content and not a
B-4-12
-------
Table B-3 Comparison of textural classifications for soil samples taken during the soil survey
of a portion of Windemere Township.
oo
i
2 Textural Classification
Weight Fractions by Percent xDescription of the Sample of the Sample Based
1
*
1
2
3
4
5
6
Soil Sample
Duluth loam
Duluth loam
Duluth loam
Duluth variant
loamy find sand
Dusler loam
Omega sandy
loam
Horizon
B22t
22"-36"
B22t
18"-38"
B3
49"-60"
IIB3
52"-60"
B21t
17"-28"
B31
22"-38"
Silt
37%
43%
51%
48%
33%
3%
Clay
43%
44%
37%
31%
48%
2%
Sand Based on Field Observation
20% loam, near clay loam
13% loam, near clay loam
12% loam
\
21% clay loam, near loam
19% clay loam
95% sand and coarae sand
on Weight Fraction by %
clay
silty clay
silty clay loam
clay loam
clay
sand
1 Samples of the various horizons were examined in the field and the classifications
reported on in the soil survey by Finney (1981).
n
^Textural classifications were made based on the weight fractions of silt, clay, and sand
as determined from particle size distribution data and based on application of the weight
fraction data to the Textural Triangle as developed by UBDA (1962).
-------
Figure B-2.
Textural triangle of soil particle fractions for the
classification of soil samples. Sample locations
are indicated by an asterix. Textural triangle is
from USDA references (1962).
90
Sand
Percent Clay
by Weight
50
Percent Silt
by Weight
.60
70
80
90
90 80
70 60 50 40 30
Percent Sand by Weight
10
Sample 1; Duluth loam, 22"-36", B22t
Sample 2; Duluth loam, 18"-38", B22t
Sample 3; Duluth loam, 49"-60", B3
Sample A; Duluth variant, 52"-60", IIB3
Sample 5; Dusler loam; 17"-28", B21t
Sample 6; Omega loamy sand, 22-38", B31
See Table B-3
for classifications
B-4-U
-------
result of high silt content (except in the Duluth Variant loamy fine sand
sample where no comparison is possible).
The -degree to which the six substratum samples represent all compar-
able horizons on the mapped areas of Duluth and Dusler soils has not been
established. It appears, however, that substratum textural limitations to
the use of septic absorption fields in the surveyed portion of Windermere
Township may be more restrictive than would be expected based on typical
soils classification -definitions.
B-4-15
-------
Appendix C
C-l. Methods and Results of the Septic Leachate Survey.
C-2. Well Testing Data
c
o
to
e
n
o
14-1
60
c
•H
4-1
CO
0)
H
•a
c
CO
ct)
XI
o
CO
0)
a.
a>
en
PL,
51
-------
Appendix C-l.
METHODS AND RESULTS OF THE SEPTIC LEACHATE SURVEY
-------
Methods
The Septic Leachate Detector System's operational functions are out-
lined in the following description, excerpted from the manufacturer's
operations manual:
• The ENDECO Type 2100 Septic Leachate Detector System is a
portable field instrument that monitors two parameters;
fluorescence (organic channel) and conductivity (inorganic
channel). The system is based on a stable relationship
between fluorescence and conductivity in typical leachate
outfalls. Readings for each channel appear visually on
panel meters while the information is recorded on a self-
contained strip chart recorder. Recording modes are select-
able between individual channel outputs or a combined out-
put. The combined output is the arithmetic result of an
analog computer circuit that sums the two channels and
compares the resultant signal against the background to
which the instrument was calibrated. The resultant output
is expressed as a percentage of the background. Also, the
combined recorded output is automatically adjusted for slow
background changes. The system can be operated from a small
boat enabling an operator to continuously scan an expansive
shoreline at walking pace and, through real time feedback,
effectively limit the need for discrete grab samples to
areas showing high probability of effluent leaching. Expen-
sive laboratory time for detailed nutrient analysis is
greatly reduced while survey accuracy is increased substan-
tially. ..
• The Septic Leachate Detector System consists of the subsur-
face probe, the water intake system, the logic analyzer
control unit, panel meters and the strip chart recorder...
• The probe/wand is submerged along the shoreline. Background
water plus groundwater seeping through the shore bottom is
drawn into the subsurface intake of the probe and is lifted
upwards to the analyzer unit by a battery operated, submer-
sible pump...
• Upon entering the analyzer unit the solution first passes
through the fluorometer's optical chamber where a continuous
measurement is made of the solution's narrow band response
to UV excitation. The solution then flows through a conduc-
tivity measurement cell. An electrode-type conductivity/
thermistor probe continuously determines the solution's
conductivity. The solution exits the conductivity cell
directly to the discharge where discrete samples may be
collected if indicated by the response of the leachate
detector. Both parameters are continuously displayed on
separate panel meters. Zero controls are provided for both
C-l-1
-------
parameters (organic and inorganic) to enable "dialing out"
the background characteristics to provide maximum sensiti-
vity, as well as enhancing the response caused by a sus-
pected abnormality. Span controls are also provided to
control the sensitivity for each parameter separately during
instrument calibration...
• The signals generated and displayed on the panel meters are
also sent to an arithmetic/comparator analog computer cir-
cuit designed to detect changes in the ratio of organics and
inorganics typical of septic leachate. The output of this
circuitry is recorded continuously on a strip chart and is
the key indicator of a suspected leachate outfall. However,
isolated increases in either parameter may be cause for
concern and should be sampled for analysis for other poten-
tial forms of nutrient pollution.
The magnitude of the signal outputs and of the synthesized "combined
output" when detecting an effluent plume is subject to many non-instru-
mental factors related to variable dilution of effluents in lake water.
Interference with the survey could potentially be caused by overland or
sub-surface flow of water bearing large amounts of organic substances such
as would be the case with barnyard runoff or with water moving out of a bog
or marsh. Additionally, rapidly changing wind conditions may change the
ambient water quality of the lake by introducing waters from the deeper
zones of the lake which also contain large amounts of organic substances.
Therefore, detailed field notes and subsequent map analysis of recorded
data are necessary parts of the survey design. Expert interpretive ana-
lysis is required to deduce the significance of an increase in instrument
signal output under such changing conditions.
The Septic Leachate Survey of Island, Sturgeon, Rush, and Passenger
lakes was completed during the period of 2-9 October 1981. The survey
covered the developed shorelines of Sturgeon, Island, Rush, and Passenger
lakes and was conducted from a 12 foot boat with a 20 horsepower outboard
motor. The boat was operated at its lowest speed (approximately 0.5 to 1
mph) as near as possible to the shore. An electrically powered trolling
motor was used in waters too shallow for the outboard motor. Dense colo-
nies of emergent aquatic plants occasionally prevented scanning along a
course closely parallel with the shoreline. Paths leading through these
dense stands to mooring areas near houses were utilized to approach the
shore for surveying such areas. Sampling was always performed as close as
C-1.-2
-------
possible to the shoreline to minimize the effects of dilution and wave/
current disruption of emergent effluent plumes.
During scans the detector's meters were adjusted to maximum sensi-
tivity. Adjusting the meters to maximum sensitivity requires a greater
emphasis on operator real-time interpretation of recorded signals, but also
increases the likelihood of detection of effluent plumes.
During most scans the instrument was set to record data on the com-
bined signal output mode. This setting provides automatic adjustment for
changing background levels of fluorescence or conductivity, but still
records the short-term increases indicative of localized sources such as
effluent plumes. It also permits the operator to pay greater attention to
observing possible sources and to recording observations. Prior to scann-
ing the shoreline, the instrument was calibrated by recording fluorescence
along a transect to mid-lake (no signal expected above background) and
along a developed shoreline (varying signals expected) . These calibration
checks enable the instrument to be used throughout the entire lake without
futher adjustment, and thus allows relative comparisons to be made between
plume readings.
One particularly useful feature of the Septic Leachate Detector for
sample collection is the nearly instantaneous flow-through and signal
recording of water samples. This feature provides for precise location of
a plume's center and recording of the sample's fluorescence or combined
signal as it is being collected. After effluent plumes were located, water
quality samples were collected from the meter's discharge. In the labora-
tory these samples were analyzed for:
• Nitrate, nitrite, and ammonia nitrogen
• Total phosphorus, pH, alkalinity, and Methylene Blue Active
Substances
• Fecal coliform bacteria concentration.
For most samples, analysis of all parameters except fecal coliform
bacteria was begun within 24 hours at the WAPORA, Inc. Cincinnati labora-
tory. One group of samples arrived 3 days late at the lab, exceeding the
C-l-3
-------
recommended holding time. Although the recommended time was exceeded, this
delay is not expected to have altered the levels of total nitrogen and
total phosphorus measured in the samples. Analyses of fecal coliform
samples were begun within 6 hours of collection at ERA Laboratories, Inc.,
in Duluth, Minnesota.
Selection of suspected wastewater plumes for sampling was a field
decision weighed in favor of the most concentrated plumes and intended to
identify those shoreline areas most seriously affected by the influx of
septic leachate.
Results of the Septic Leachate Survey
Two sources of positive instrument readings were detected during the
leachate survey: streams and suspected wastewater plumes. The locations of
these sources are shown in Figures 2-6, 2-7, 2-8, and 2-9. A positive
instrument reading was recorded when, in the judgement of the operator,
there was a significant and simultaneous increase in the flouescence and
conductivity readings.
Streams
A single runoff water source was found to be discharging into Rush
Lake. No runoff water sources were found discharging into Passenger Lake.
The two tributaries of Island Lake produced positive combined signals on
the leachate detector. Intermittent localized stormwater runoff sources to
Island Lake and Sturgeon Lake also produced positive responses. These
positive signals were always generated by rapid increases in fluorescence
accompanied by relatively lessor increases in conductivity. The highest
such readings recorded were generated by runoff waters entering Sturgeon
Lake from a long narrow wetland, the mouth of which is located between
groundwater flow stations 24 and A3. - These high readings
appeared to be caused by the flourescent products of vegetative decay which
were being released from the wetland. Runoff or stream sources of dis-
solved organic matter, because of their considerable volume, are not as
readily diluted by lake water as are septic leachate plumes and therefore
C-l-4
-------
may cause interference problems in locating nearby septic leachate plumes.
High flourescence and conductivity readings resulting from stream sources
caused interference difficulties with effluent plume data along the north
shore of Island Lake and near the public launch on the north shore of
Sturgeon Lake.
Wave action and currents also may cause localized variations in flour-
escence sometimes resulting in a natural pattern resembling closely spaced
septic plumes. Misinterpretation from this interference source was avoided
by observing the uniformity of conductivity measurements and spacing of
lakeshore development, then disregarding detector readings obviously caused
by wave action patterns.
Suspected Wastewater Sources
All non-stream related localized variations in fluorescence and/or
conductivity recorded by the leachate detector were initially assumed to be
due to wastewater percolating into the lake from nearby on-site wastewater
systems. Typically, such signals were highly localized (brief in duration
and low in magnitude) compared to stream plumes. Along shorelines exposed
to moderate wave action, the magnitude of these signals was generally less
because of rapid dispersion by currents. Under calm conditions, the magni-
tude and duration of the signals tended to be greater because the plumes
were less rapidly dispersed.
The number of potential effluent plumes identified by this survey were
not evenly distributed around the lakes. Plume emergence appeared to be
strongly controlled by factors such as land use, topography, and lakeshore
groundwater flow patterns (Figures 2-6 through 2-9) >
A total of 39 potential septic plumes were detected, which represents
less than 10% of the residences along surveyed shorelines. During identi-
fication of the 17 suspected septic leachate plumes around Sturgeon Lake,
the strengths of the instrument signals were lessened by the water currents
created by the high winds prevailing at the time of the survey. Therefore,
some additional weak or more transient plumes may not have been located on
Sturgeon Lake due to these high winds.
C-l-5
-------
Not all plumes located at seasonal residences were fully emergent
because the survey was conducted during the first week of October when
seasonal occupancy was low. On the other hand, a considerable amount of
precipitation had preceded the survey and would have generally increased
the lakeward flow of groundwater. Thus, while this survey may not have
located the septic leachate plumes from all seasonal homes it probably did
detect all lakeward moving plumes generated by permanent residences.
Permanent residences with on-site systems have the greatest potential
pollutional significance due to the fact that they contribute waste flows
year round, whereas seasonal residences only do so for parts of the summer
season.
Results of the Chemical and Bacterial Analyses
During the onshore portion of the septic leachate survey, background
groundwater quality samples were gathered for comparison with groundwater
samples taken directly from the centers of onshore effluent plumes. These
data are presented in Tables C-l, C-2, and C-3.
One small discharge of runoff water was found entering into the north
side of Rush Lake, but was not sampled. Analytical water quality results
of influent stream samples collected near the perimeters of Island and
Sturgeon Lakes are shown in TableC-l . These data indicate that incoming
streams were not contaminated by septic leachate. The relatively high
fecal coliform counts made in samples of the runoff and streamwater are
probably associated with extensive habitat utilization by resident water-
fowl in backwater areas or with runoff from pastures or barnyards. The
stream influence points and pastures or barnyards are shown in Figures "2-6
through 2-9.
Nitrate levels in runoff or streams were always found to be below
detection limits. Total phosphorus also was low and ammonia concentrations
were consistent with those to be expected from wetland areas where decaying
vegetation is present.
C-l-6
-------
Table C-l. Analytical results of water quality samples and leachate detector readings for surface water
runoff entering Island and Sturgeon Lakes.
Leachate Detector
Fecal (Relative Scale)
Chemical Sampling
Station V
C62
0 C73
I
^J C60
C61
C72
C77
085
Background Values
Approximate Nitrate Nitrite Ammonia Phosphorus Alkalinity
Location (mg-N/1) (mg-N/1) (mg-N/1) (mg-P/1) pH (mg/1 CaCO )
— — — — — j
Island l.ake
Near Flow
Station 16 0.05 0.05 0.24 0.01 6.5 38.2
200 yds. South of
Flow Station 22 0.05 0.05 0.15 0.02 6.6 34.2
At Flow
Station 1 0.05 0.05 0.26 0.01 6.2 50
Near NE Corner of
Lake 0.05 0.05 0.22 0.01 6.6 42
Near Flow
Station 21 0.05 0.05 0.16 0.40 6.5 51.4
Sturgeon Lake
At Wetland, W. of
Public Access 0.05 0.05 0.15 0.01 7.1 52.2
At Stream Mouth,
30U yds. South of
Flow Station 32 0.05 0.05 0.16 0.02 7.0 44.0
Island Lake (center)
Sturgeon Lake (center)
Coliforms
(#/ 100ml) Combined
560 30
70 100
10 100
60 100
50 100
10 100
70 85
0
0
Floures-
cense
35
100
100
100
80
100
100
30
30
Condui
tivi
100
100
100
0
100
100
100
30
30
Island I.ake data gathered 7 October 1981, Sturgeon Lake data gathered 8 October 1981.
-------
Table C-2. Analytical results of water quality samples and leachate detector readings for the Island Lake
survey of septic leachate plumes.
Leachate Detector
o
i
oo
Chemical Sampling Approximate
Station It Location/Tyj>e
C74
C75
C76
(collected
C69
C70
C71
(collected
C63
C64
C65
(collected
C66
C67
C6B
(collected
Background
Near
7 October 1981)
Near
7 October 1981)
Near
7 October 1981)
Near
9 October 1981)
— uncontamlnated
Flow Sta. 23:
Background
Plume
Detector
Flow Sta. 20:
Background
Plume
Detector
Flow Sta. 16:
Background
Plume
Detector
Flow Sta. 19:
Background
Plume
Lake Sample
ground-
Nitrate Nitrite
(mg-N/1) (mg-N/1)
0.06
0.05
0.05
0.05
2.10
0.05
0.05
0.05
0.05
0.12
0.61
0.05
Plume —
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
contaminated
Total Total
Ammonia Phosphorus Alkalinity
(mg-N/1) (mg-P/1) pH (mg/1 CaCOj
0.17
0.22
0.17
0.23
0.12
0.25
0.26
0.24
0.22
0.09
0.12
0.10
groundwater
0.89
0.87
0.01
1.01
0.29
0.01
0.04
0.93
0.06
0.53
0.49
0.03
6.3
6.6
6.4
6.4
6.2
6.6
6.5
6.1
6.5
6.3
5.9
5.9
Detector —
j^
97.0
130
32.4
74.4
42.4
30.2
47.4
106
36.2
83.0
41.4
22.8
lakewater
Fecal (Relative Scale)
MBAS Coll forms Floures- Conduc-
(mg-LAS/1) (tl 100ml) cense tlvity
10
0.010 40
10
10
0.010 50
10
10
0.035 10
20
350
0.016 2300
10
sample collected
248
313
207
532
802
-
230
1000
-
416
2000
213
Lake Sample •
198
2000
206
463
732
-
341
868
-
558 .
862
270
— lakewi
water collected onshore in vicinity
of suspected leachate effluent plume.
collected onshore from leachate
effluent plume.
directly from detector discharge
during period of positive reading.
grab sample collected
during period of positive
leachate detector reading.
-------
Table C-3. Analytical results ofi water quality samples and leachate detector readings for the Sturgeon,
Rush, and Passenger Lake surveys of 'septic leachate plumes.
o
Chemical Sampling Approximate Nitrate Nitrite
Station // Location/Type (mg-N/1) (mg-N/1)
C78
C7a
C80
(collected
C81
C82
C83
(J84
(collected
C8b
C87
C88
(collected
C89
C90
C91
(collected
C92
C93
C94
(collected
Background
Near Flow Sta. 29
Background
Plume
Detector
8 October 1981)
Near Flow Sta. 33
Background (high)
Background (low)
P lume
Lake sample
8 October 1981)
Near Flow Sta. 45
Background
Plume
Detector
8 October 1981)
Near Flow Sta. 50
Background
Plume
Detector
9 October 1981)
Near Flow Sta. 59
Background
Plume
Lake Sample
9 October 1981)
0.05
0.05
0.05
2.41
0.05
0.05
0.48
0.20
0.05
0.05
0.05
0.05
0.05
0.37
0.52
0.05
— uncontamlnated ground- Plume —
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
contaminated
Total Total Fecal (Relative Scale)
Ammonia Phosphorus Alkalinity HBAS Collfonns Floures- Conduc-
(rag-N/1) (mg-P/1) pH (rag/I CaCOj (mg-LAS/1) (iK/lOOml) cense tlvity
0.16
0.11
0.27
0.26
0.19
0.10
0.16
0.26
0.12
0.16
0.19
0.12
0.16
0.10
0.10
0.10
groundwater
0.13
0.31
0.01
0.04
0.01
0.06
0.01
0.13
0.26
0.01
1.54
0.26
0.01
0.14
1.00
0.01
7.1
6.7
7.1
6.8
6.9
6.9
7.0
6.8
6.0
6.8
6.3
6.0
6.3
5.5
6.1
6.7
Detector —
63
51
46
53
45
67
44
62
76
68
43
62
49
28
49
68
j^
.0
.6 0.010
.0
.4
.6
.6 0.010
.2
.0 0.031
.0 0.030
.5
.6
.4 0.010
.7
.0 0.010
.6
.0
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
lakewater sample collected
292
815
-
349
152
573
26
183
478
-
135
2000
74
28
773
135
Lake Sample
301
273
-
418
241
320
279
292
336
-
211
281
236
262
420
230
— lakewi
water collected onshore In vicinity
of suspected leachate effluent plume.
collected onshore from suspected
leachate effluent plume.
directly from detector discharge
during period of positive reading.
grab sample collected
during period of positive
detector reading.
-------
Analyses of samples collected at locations of nine septic plumes which
were strongly detected are presented in Tables C-2 and C-3. These water
quality or "chemical" sampling locations are depicted in Figures 2-6
through -2~9. Three subsamples were obtained from each sampled plume:
• Lake water collected either by grab sample or directly from
the detector overflow while the probe was held within an
emergent plume. (Indicated as either "lake sample" or
"detector" respectively in Tables C-2 and C-3.
• Groundwater sampled on shore directly from the effluent
plume center using a portable well point
• Groundwater background sample collected onshore at a dis-
tance from the apparent plume; data used for comparison with
groundwater plume parameters.
When a strong plume of probably septic origin was encountered, a
sample was collected directly from the flow-through outlet of the leachate
detector. Groundwater samples were collected at 20-foot intervals in a
transect made along the shoreline perpendicular to the plume flow direction
and a portion of each sample was then injected into the detector to deter-
mine relative levels of fluorescence and conductivity. The device used to
collect the samples was a small-diameter well point, slotted along its
pointed end, with a hand-operated pump attached. After identifying the
approximate groundwater plume location, two samples were collected: one
from the approximate plume center and one from the interval characterized
by the lowest instrument readings. The latter sample functioned as a
measure of groundwater background levels.
All samples of groundwater and surface water showed measurable levels
of ammonia nitrogen (mg-N/1) which in no case exceeded a value of 0.30 mg
ammonia -N/l. No significant differences were noted in comparisons of
ammonia concentrations from stream influx, lake water, or groundwater in
plumes. Thus, either the on-site systems which were studied are effect-
ively transforming ammonia to the oxidized nitrogen form, nitrate, or
ambient ammonia nitrogen levels in surface waters were seasonally high due
to the decomposition of plant material of the fall season. If higher
ammonia levels had been detected in groundwater or in plumes emerging into
the lake than in runoff or streams, this would have indicated rapid off-
C-l-10
-------
shore transport of incompletely treated leachate. This was not the case.
Largely due to the probable presence of naturally elevated ammonia levels
during the fall survey, data are inconclusive with regard to the pollu-
tional significance of ammonia from on-site systems.
Fecal coliforms were detected at all four of the suspected septic
plume water quality sampling stations on Island Lake. Measurable coliform
counts also were found in the onshore groundwater leachate plumes at samp-
ling stations C67, C70, and C75. The fecal coliform count of 2,300 orga-
nisms per milliliter (C67) reported for the groundwater plume at flow
station 19 could have indicated the presence of septic leachate. However,
the data are insufficient to preclude the possibility of non-human fecal
material being the source of the organisms that were found. Dogs or water-
fowl can also introduce fecal coliform organisms into the soil surface and
water table aquifer through their fecal material. A background groundwater
sample collected at a distance from the plume center (C66) also contained
measurable fecal coliforms, as did the sample (C65) which was collected
from the detector overflow. Fecal coliforms in the latter sample were very
low in concentration and therefore not clearly associated with the suspec-
ted plume.
Except for the stream sample (C85) described earlier, none of the
Sturgeon Lake samples contained measurable fecal coliform counts. No fecal
coliforms were found in the groundwater samples collected at Rush and
Passenger Lakes. One of the samples collected from Rush Lake via the
detector overflow had a measurable, but very small coliform count; thus,
the sample was not clearly associated with the suspected plume.
Nitrite concentrations in all samples were below the limit of detec-
tion (0.05 mg -N/l). Nitrites in measurable quantities could have been
present in the samples collected on 9 October 1981, but the acceptable
holding time for this group of samples was exceeded by 3 days. Three days
is sufficient time for nitrites to transform to nitrates via oxidation.
Nitrate levels in the samples were consistently low and of an order of
magnitude which naturally occurs in groundwater not contaminated by human
C-l-11
-------
activities. The highest detected concentration, 2.4 mg -N/l, was found* in
a groundwater background sample collected hear a suspected septic plume in
Sturgeon Lake. It was evident that during the time of the survey, elevated
concentrations of nitrate were not being introduced to any of the lakes.
In general, phosphorus concentrations measured in samples taken in
suspected on-shore effluent plumes were high (Tables C-2 and C-3). Se-
veral values measured over 1.0 mg total dissolved P per liter with the
highest value measured at 1.5 mg total dissolved -P per liter in the
groundwater plume. The observed low levels of this nutrient in samples
collected from these plumes at their points of emergence into the lake
(called "detector" sample in Tables C-2 and C-3) indicates that a large
percentage of the phosphorus of human origin was being removed by the soil,
precluding entry to the lake. The total -P data indicate little signifi-
cant influx of phosphorus from the suspected plumes during the time of the
su rvey.
The pH range of all samples measured in the laboratory was 5.5 to 7.1,
with only three values lower than 6.0. The highest and lowest total alka-
linity values, 130 and 23 mg/1 CaCO , respectively, were found in Island
Lake.
Methylene Blue Active Substances (MBAS) are those organic substances
which form a quantitative reaction product with methylene blue which can be
measured by a standard analytical method. The MBAS of most significance to
water quality is linear alkylate sulfonate (LAS), which is an anionic sur-
factant used to make detergents and other cleaning products. High MBAS
concentrations are indicative of detergent contamination. Ten samples,
mostly from suspected wastewater plumes, were analyzed for MBAS. Only four
of the samples showed detectable levels, and these levels do not indicate
significant detergent contamination.
C-l-12
-------
Appendix C-2.
WELL-WATER QUALITY DATA FOR PINE AND CARLTON
COUNTIES, MINNESOTA
-------
Well-water quality data for Pine and Carlton Counties. Information
was obtained in 1979, 1980 and 1981 (Minnesota Department of Public
Health, unpublished).
1979
Static
Well Well Water Nitrates
Number County Depth(ft) Level(ft) (mg/1)
Caliform
Bacteria(MPN)
Specific
Conductivity
(Umhos/cm)
Fluoride
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
"Q
o
C
C
c
p
p
p
c
p
c
c
p
p
p
p
c
94
52
90
117
210
' 145
112
105
62
155
300
175
80
95
66
60
64
42
26
42
6
15
32
28
24
14
21
92
10
45
33
8
8
14
^0.4
<0.4
<0.4
<0.4
<0.4
<0.4
5.3
<0.4
<0.4
<0.4
<0.4
<0.4
<0.4
3.0
< 0.4
< 0.4
< 0.4
<2.2
16.0
9.2
<2.2
<2.2
<2.2
-<2.2
<2.2
<2.2
<1.0
<2.2
>2.0
<2.2
<2.2
<2.2
<2.2
<2.2
<2.2
resainpled
C-2-T
-------
Well-water quality data for Pine and Carlton Counties (continued)
1980
Static Specific
Well Well Water Caliform Conductivity Fluoride
Number County Depth(ft) Level(ft) Nitrates Bacteria(MPN) (vmhos/cm) mg/1
18 P 155 36 <0.4 <2.2 190 0.10
19 P 50 14 <0.4 <2.2 350 0.15
20 P 95 32 <0.4 <2.2 480 0.14
21 P 90 16 <0.4 <2.2 330 0.12
22 P 91 13 <0.4 <2.2 320 0.10
23 P 80 15 <0.4 <2.2 170 0.12
24 C 185 25 <0.4 <2.2 300 0.24
25 C 170 52 <0.4 <2.2 300 0.20
26 PA 95 50 <0.4 <2.2 370 0.14
27 P 230 33 <0.4 <2.2 230 0.22
28 P 43 10 <0.4 <2.2 270 0.14
29 P 50 11 <0.4 <2.2 320 0.18
30 P 163 56 0.72 <2.2 370 0.20
31 P 275 18 <0.4 <2.2 340 0.13
32 P 50 4 <0.4 2.2 190 0.10
^ <2.2 resampled 240 0.10
33 P 300 66 <0.4 <2.2 300 0.62
34 P 125 100 <0.4 <2.2 370 0.26
35 P 110 45 <0.4 <2.2 190 0.13
36 P 155 24 <0.4 <2.2 0.50
37 P 144 5 <0.4 <2.2 310 0.13
38 P 126 27 <0.4 <2.2 300 0.24
39 P 102 17 <0.4 2.2 240 0.14
<2.2 resampled
40 P 96 41 <0.4 <2.2 390 0.18
41 P 90 16 <0.4 <2.2 279 0.12
42 P 45 1.4 >2.0 254 0.12
C-2-2
-------
Well-water quality data for Pine and Carlton Counties (concluded).
1981
Well
Number
County
Static Specific
Well Water Caliform Conductivity Fluoride
Depth(ft) Level(ft) Nitrates Bacteria(MPN) (vmhos/cm) mg/1
43
44
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
P*
P*
P
P*
P
P
P
P
P
c*
P
c*
P*
P*
P
C
C
138
64
176
105
66
50
113
105
181
538
115
78
125
160
165
171
217
43
24
26
50
21
23
13
41
12
49
77
21
32
28
40
42
35
70
30
<0.4
<0.4
<0.4
<0.4
<0.4
<0.4
0.92
0.4
0.4
0.4
0.88
<0.4
<0.4
<0.4
<0.4
<0.4
<:0.4
1.1
<2.2
<2.2
5.1
<2.2
<2.2
>2.0
>2.0
<2.2
<2.2
<2.2
<2.2
<2.2
<2.2
>2.0
<2.2
<2.2
<2.2
<2.2
<2.2
280
280
146
resampled
300
250
110
0.18
0.26
0.12
0.18
0.1
0.1
P = Pine County
P = Carlton County
* = indicates well was located in Windemere Township
C-2-3
-------
en
Appendix D 6
4-1
CO
C
0)
e
CD
00
V-i
a)
4-1
co
0)
Design Criteria and Component Options for ^
Centralized Wastewater Management Systems
13
0)
to
C
s
t-l
O
M-l
CO
C
o
•H
4-J
C
d)
C
o
I-
o
*o
CO
CO
•H
M
0)
4-1
•H
M
O
oo
•H
CO
0)
O
I
a
x
M
Q
3
W
(^
sz
-------
Wastewater Load Factors
Wastewater flow projections for each project alternative for the
Island Lake and Sturgeon Lake areas were developed based on a projected
year 2000 design population (Section 3.2.1.3), an average daily base flow
(ADBF) of 45 gallons per capita per day (gpcd) for individual systems
served by holding tanks and 60 gpcd for all other services, and a design
infiltration of 10 gpcd for gravity sewers (based on maximum permissible
infiltration rate of 200 (gallons per inch-diameter per mile per day).
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 sus-
pended solids (SS) per capita per day (ten state standards). These values
were applied to the projected year 2000 population.
Effluent Requirements
The Minnesota Pollution Control Agency (MPCA) issued effluent limits
for the City of Moose Lake wastewater treatment facility, as presented in
Section 2.1.
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 7.625%, and service lives of 20 years for treatment and
pumping equipment, 40 years for structures, and 50 years for conveyance
facilities. Salvage values were estimated using straight-line depreciation
for items that could be used at the end of the 20-year planning period. An
annual appreciation rate of 3% over the planning period was used to calcu-
late the salvage value of the land. Operation and maintenance (O&M) costs
include labor, materials, and utilities (power). Costs associated with the
treatment works, pumping stations, solids handling and disposal processes,
conveyance facilities, and on-site systems are based on prevailing rates.
D-l
-------
Costs are based on the USEPA STP Construction Cost Index of 410.9, the
USEPA Complete Urban Sewer System (CUSS) Construction Cost Index of 193,
and the Engineering News Record (ENR) Construction Cost Index of 3,370 for
the first quarter of 1982 (March 1982 for Minneapolis MN). The total
capital cost includes the initial construction cost plus a service factor.
The service factor includes costs for engineering, contingencies, legal and
administrative, and financing. The service factors used for different
alternative components are summarized in Table D-l. The economic cost
criteria are summarized in Table D-2.
System Components
— Flow and Waste Reduction-
Economy in the construction and operation of sewage collection, treat-
ment, and disposal facilities, is, in many localities, achieveable by
controlling waste flows or the amounts of impurities carried in the sewage.
This economy is generally recognized in the short-term monetary savings
that result from the reduced design capacities of facilities or from the
long-term savings realized when facility expansion or replacement is un-
necessary. Other savings can be achieved throughout the life of the facil-
ities from reduced operational costs.
Methods of flow and waste reduction considered for use in the study
area include water conservation measures and waste segregation.
Table D-l. Service factor .
Conventional Collection Pressure Sewer, Cluster,
Item and Treatment System (%) and On-site Systems (%)
Contingencies 10 15
Engineering 10 13
Legal & Administrative 3 3
Financing 4 4
Total 27 35
a
A service factor is applied to the construction cost to compute the capital
cost. Interest during construction is not included.
. __
-------
Table D-2 . Economic cost criteria.
Item
Amortization period
Interest (discount) rate
STP construction cost index - 1st Quarter 1982
Sewer (CUSS) construction cost index - 1st Quarter
1982
ENR construction cost index - 1st Quarter 1982
Service life
Equipment
Structures
Conveyance facilities
Land
Salvage value
Equipment
Structures
Conveyance facilities
Land
Units
years
years
years
years
years
Value
20
7-5/8
410.9
193
3730
20
40
50
permanent
0
50
60
103
— Water Conservation Measures —
Clean water has for many years often been regarded as one of the
nation's bountiful free goods. Concerns over water supply and wastewater
disposal and an increasing recognition of the benefits that may accrue
through water conservation are serving to greatly stimulate the development
and application of water conservation practices. The diverse array of
water conservation practices may, in general, be divided into these major
categories:
• Elimination of non-functional water use
• Water-saving devices, fixtures, and appliances
• Wastewater recycle/reuse system.
D-3
-------
Non-functional water use is typically the result of the following:
• Wasteful, water-use habits such as using a toilet flush to
dispose of a cigarette butt, allowing the water to run while
brushing teeth or shaving, or operating a clotheswasher or
dishwasher with only a partial load
• Excessive water supply pressure - for most dwellings a water
supply pressure of 40 pounds per square inch (psi) is ade-
quate and a pressure in excess of this can result in un-
necessary water use and wastewater generation, especially
with wasteful water-use habits
• Inadequate plumbing and appliance maintenance - unseen or
apparently insignificant leaks from household fixtures and
appliances can waste large volumes of water. Most notable
in this regard are leaking toilets and dripping faucets.
For example, even a pinhole leak which may appear as a
dripping faucet can waste up to 170 gallons per day at a
pressure of 40 psi. More severe leaks can generate larger
wastewater quantities.
The quantity of water traditionally used by household fixtures or
appliances often is considerably greater than actually needed. Typically,
toilet flushing, bathing, and clotheswashing collectively account for over
70% of the household's interior water use and waste flow volume (Siegrist,
Woltanski, and Waldorf 1978). Thus, efforts to accomplish major reductions
in the wastewater flow volume, as well as its pollutant mass, have been
directed toward the toilet flushing, bathing, and clotheswashing areas.
Some selected water conservation/waste load reduction devices and systems
developed for these household activities include:
• Toilet devices and systems
Toilet tank inserts - such as water filled and weighted
plastic bottles, flexible panels, and/or dams
Dual-flush toilet devices
Shallow-trap toilets
Very low volume flush toilets
Non-water carriage toilets
• Bathing devices and systems
Shower flow control devices
Reduced-flow shower fixtures
-------
• Clotheswashing devices and systems of a clotheswasher with a
suds-saver attachment
The suds-saver feature is included as an optional cycle
setting on several commercially made washers. The
selection of suds-saver cycle when washing provides for
storage of the washwater from the wash cycle for subse-
quent use as the wash water for the next wash load.
The rinse cycle remains unchanged.
Wastewater Recycle/Reuse Systems
These systems provide for the collection and processing of all house-
hold wastewater or the fractions produced by certain activities for subse-
quent reuse. A system which has received a majority of development efforts
includes the recycling of bathing and laundry wastewater for flushing
water-carriage toilets and/or outside irrigation.
Other Water Conservation Measures
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 sewerage system and on
on-site systems. Therefore, the use of price control probably would not be
effective in significantly reducing wastewater flows. More importantly
most of homes in the service area have their own wells and therefore are
not charged for water use.
Other measures include educational campaigns on water conservation in
everyday living and the installation of pressure-reduction valves in areas
where the water pressure is excessive (greater than 60 pounds per square
inch). Educational campaigns usually take the form of spot television and
radio commercials, and the distribution of leaflets with water and sewer
bills. Water saving devices must continue to be used and maintained for
flow reduction to be effective.
D--.5
-------
Wastewater flows on the order of 15 to 30 gpcd can be achieved by in-
stallation of combinations of the following devices and systems:
• Replace standard toilets with dual cycle or other low volume
toilets
• Reduce shower water use by installing thennostatic mixing
valves and flow control shower heads. Use of showers should
be encouraged rather than baths whenever possible
• Replace older clotheswashing machines with those equipped
with water-level controls or with front-loading machines
• Eliminate water-carried toilet wastes by use of in-house
composting toilets
• Use recycled bath and laundry wastewaters to sprinkle lawns
in summer
• Recycle bath and laundry wa.stewaters for toilet flushing.
Filtration and disinfection of bath and laundry wastes for
this purpose has been shown to be feasible and aesthetically
acceptable in pilot studies (Cohen and Wallman 1974; Mclau-
ghlin 1968). This is an alternative to in-house composting
toilets that could achieve the same level of wastewater flow
reduction
• Commercially available pressurized toilets and air-assisted
shower heads using a common air compressor of small horse-
power would reduce sewage volume from these two largest
household sources up to 90%.
Methods that reduce the flow or pollutant loads can provide the fol-
lowing benefits to a wastewater management program:
• Reduce the sizes and capital costs of new sewage collection
and treatment facilities
• Delay the time when future expansion or replacement facili-
ties will be needed
• Reduce the operational costs of pumping and treatment
D-6
-------
• Mitigate the sludge and effluent d-isposal impacts
• Extend the life of the existing soil absorption system for
an existing system functioning satisfactorily
• Reduce the wastewater load sufficiently to remedy a failing
soil absorption system in which the effluent is surfacing or
causing backups
• Reduce the size of the soil disposal field in the case of
new on-site systems. However, the pretreatment process of
the on-site systems should be maintained at full-size to
provide the necessary capacity to treat and attenuate peak
flows.
—Waste Segregation—
Various methods for the treatment and the disposal of domestic wastes
involve separation of toilet wastes from other liquid waste. Several
toilet systems can be used to provide for segregation and separate handling
of human excreta (often referred to as blackwater), and, in some cases,
garbage wastes. Removal of human excreta from the wastewater serves to
eliminate significant quantities of pollutants, particularly suspended
solids, nitrogen, and pathogenic organisms (USEPA 1980a).
Wastewaters generated by fixtures other than toilets are often refer-
red to collectively as graywater. Characterization studies have demon-
strated that typical graywater contains appreciable quantities of organic
matter, suspended solids, phosphorus, and grease. The organic materials in
graywater appear to degrade at a rate not significantly different from
those in combined residential water. Microbiological studies have demon-
strated that significant concentrations of indicator organisms, such as
total and fecal coliforms, are typically found in graywater (USEPA 1980).
Although residential graywater does contain pollutants and must be
properly managed, graywater may be simpler to manage than total residential
wastewater due to a reduced flow volume. A number of potential strategies
for management of segregated human excreta (blackwater) and graywater are
presented in Figure D-l and Figure D-2 , respectively.
D-7
-------
Privy
Human Wastes
Comoosc Toilet
Disinfection
Soil Amendment
Very Low-Volume
Flush Toilet
Closed Looo
Sewage
Treatment
Plant
Incinerator
Toilet
Figure D-l. Example strategies for the management of segregated human wastes.
D-8
-------
Soil Absorption
Alternatives
Further
Treatment
Surface
Water
Discharge
Figure D-2.
Example strategies for the management of residential
greywater.
0-9
-------
—Su mma ry
To reduce the waste loads (flow volume and/or pollutant contributions)
generated by a typical household, an extensive array of techniques, devic-
es, and systems are available. Because the per capita amount of water
utilized (approximately 65 gpcd) in the study area for the centralized
treatment alternatives is relatively small, water conservation measures
would be marginally effective in reducing wastewater flows and, thus, are
not necessary. Also, 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. However, on-
site system alternatives may include separate treatment strategies for the
graywater and blackwater. The proposed treatment for blackwater and gray-
water is described in Section 2.4.
Collection System
Two types of collection and conveyance sewer systems are proposed: a
gravity sewer system and a pressure sewer system. Both types of collection
systems are briefly described in the following sections.
—Gravity Sewer System—
The gravity sewer system generally consists of gravity sewers, pumping
stations, and force mains. A gravity sanitary sewer carries wastewater by
gravity (downslope) only. Apart from pumping facilities sometimes required
at sewage treatment plants, the principal conditions and factors necessi-
tating the use of pumping stations in the sewage collection system are as
follows:
• The elevation of the area to be serviced is too low to be
drained by gravity to existing or proposed trunk sewers
• Service is required for areas outside natural drainage
areas, but within the sewage or drainage district
• Omission of pumping, although possible, would require exces-
sive construction costs because of the deep cuts required
for the installation of a trunk sewer to drain the area.
D-10
-------
The pumping station pumps wastewater under pressure through a pipeline
known as a force main. For the sake of economy, the force main profiles
generally conform to existing ground elevations.
Gravity sewers that carry raw sewage are called, in this report,
conventional gravity sewers. In these sewers, sewage should flow with
sufficient velocity to prevent the settlement of solid matter. The usual
practice is to design the sewers so that the slope is sufficient to ensure
a minimum velocity of 2 feet per second (fps) with flow at one-half full or
full depth. Pumping stations within the conventional gravity sewer system
must be designed to handle the solids in raw sewage, either by grinding
them or by screening larger material and passing smaller material through
the pump. Force mains are generally designed with adequate velocity to
prevent deposition of solids at minimum flow. Solids will not settle out
at a velocity of 2.0 fps, but solids that settle out when no flow occurs
(pumps are operating discontinuously) require a velocity of 3.5 fps to
resuspend them.
Gravity sewers that carry septic tank effluent are called septic tank
effluent gravity sewers in this report (Figure D-3). Other terms commonly
applied to them are Australian sewers and small-diameter sewers. Because
only clear effluent from septic tanks is carried, a minimum velocity of
1.5 fps can be designed. Also, a minimum pipe size of 4-inch diameter is
sufficient. Cleanouts, rather than manholes, are recommended so that less
dirt enters the pipes (Otis 1979). Pipes do not need to be laid at a
constant slope nor in a straight line (Simmons and Newman 1979). Pumping
equipment does not need solids handling equipment and force mains have no
minimum velocity requirements. Because septic tank effluent is odorous,
special measures must be taken to ensure that odors are properly handled
and treated.
— Pressure Sewer System
Essentially, a pressure sewer system is the reverse of a water distri-
bution system. The latter employs a single inlet pressurization point and
a number of user outlets, while the pressure sewer embodies a number of
D-
II
-------
BuiIding
sewer
V dia. effluent 1ine
Effluent
sewer
Precast septic tank
SEPTIC TANK EFFLUENT GRAVITY SEWER LAYOUT
Figure D-3. Septic tank effluent gravity sewer layout.
D- 12
-------
pressurizing inlet points and a single outlet, as shown in Figure D-4.
The pressure main follows a generally direct route to a treatment facility
or to a gravity sewer, depending on the application. The primary purpose
of this type of design is to minimize sewage retention time in the sewer.
There are two major types of pressure sewer systems: the grinder pump
(GP) system and the septic tank effluent pump (STEP) system. As shown in
Figure D-5 , the major differences between the alternative systems are in
the on-site equipment and layout. There are also some subtle differences
in the pressure main design methods and in the treatment systems required
to reduce the pollutants in the collected wastewater to an environmentally
acceptable level. Neither pressure sewer system alternative requires the
modification of household plumbing, although neither precludes it if such
modifications are deemed desirable.
The advantages of pressure sewers are primarily related to installa-
tion costs and inherent system characteristics. Because these systems use
small-diameter plastic pipes buried just below the frost penetration depth,
their installation costs can be quite low compared to conventional gravity
systems in low-density areas. Other site conditions that enhance this cost
differential include hilly terrain, rock outcropping, and high water
tables. Because pressure sewers are sealed conduits, there should be no
opportunity for infiltration. The sewers can be designed to handle only
the domestic sewage generated in the houses serviced, which excludes the
infiltration that occurs in most gravity systems. The high operation and
maintenance costs for the use of mechanical equipment at each point of
entry to the system is the major disadvantage of a pressure sewer system.
Most of the dwellings in the proposed service area have existing
septic tanks. Therefore, the septic tank effluent pump (STEP) system was
considered for the centralized collection system alternatives.
Wastewater Treatment Processes
A variety of treatment options were considered in the Facilities Plan
in development of alternative wastewater management plans including:
D-13
-------
Pressure sewer
— Water main (under pressure)
P ) Pressure sewer pump
U Housing unit
Figure D-4. Pressure sewer layout versus potable water supply layout.
-------
^•-Pressure
O sewer
BuiIdi ng
sewer
Junction box
and alarm
High water level alarm
Bui 1di ng
s ewe r
To existing soil absorption system
controls
Precast septic tank
GRINDER PUMP LAYOUT
Junction box
and alarm
Road
Pressure
sewer
•To existing soil absorption system
H i ghwater
1 eve 1
Level alarm
controls
Precast septic tank
SEPTIC TANK EFFLUENT PUMP LAYOUT
Figure D-5. Types of pressure sewer systems.
D-15
-------
• use of existing lagoons
• activated sludge
• oxidation ditch.
The facilities planner recommended modification and expansion of the
City of Moose Lake's existing lagoon system.
Effluent Disposal Methods
Three effluent disposal options are available: stream discharge, land
application, and reuse.
The Moose Horn River is the receiving stream for discharge of treated
wastewater effluent. The discharge is regulated by the NPDES permit issued
by MFCA.
D-16
-------
Land application or land treatment of wastewater utilizes natural phy-
sical, chemical, and biological processes in vegetation, soils, and under-
lying formations to renovate and dispose of domestic wastewater. Land
application methods have been practiced in the United States for more than
100 years and presently are being used by hundreds of communities through-
out the nation (Pound and Crites 1973) .
In addition to wastewater treatment, the benefits of land application
may include nutrient recycling, timely water applications, groundwater re-
charge, and soil improvement. These benefits accrue to a greater extent in
arid and semi-arid areas, but are also applicable to humid areas. Second-
ary benefits include preservation of open space and summer augmentation of
streamflow.
The components of a land application system include a centralized
collection and conveyance system, some level of primary treatment, possible
secondary treatment, possible storage and disinfection, and the land appli-
cation site and equipment. In addition, collection of the treated water
may be included in the system design along with discharge or reuse of the
collected water. These optional components may be necessary to meet state
requirements or to make the system operate properly.
Land application of municipal wastewater for treatment encompasses a
wide variety of possible processes or methods of application. The three
principal processes utilized in land treatment of wastewater are:
• Overland flow
• Slow-rate or crop irrigation
• Rapid infiltration.
Because there is an existing wastewater lagoon system (City of Moose Lake
system) the construction of a new land treatment -system would forego any •
economic advantages of utilizing existing facilities (which would require
some improvements). Consequently, land treatment processes of overland
flow, slow rate-irrigation, and rapid infiltration were screened from
consideration as a centralized wastewater treatment process.
D-17
-------
Wastewater management techniques included under the category of treat-
ed effluent reuse may be identified as:
• Public water supply
• Groundwater recharge
• Industrial process uses or cooling tower makeup
c Energy production
• Recreation and turf irrigation
• Fish and wildlife enhancement.
Reuse of treatment plant effluent as a public water supply or for
groundwater recharge could present potential public health concerns. There
are no major industries in the area that require cooling water. The avail-
ability of good quality surface water and groundwater and the abundant
rainfall limit the demand for the use of treated wastewater for recrea-
tional and turf irrigation. Organic contamination and heavy metal concen-
trations also are potential problems. Direct 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 currently is not a feasible management technique for the
study area.
Sludge Treatment and Disposal
Some of the wastewater treatment processes considered will generate
sludge. The amount of sludge generated will vary considerably, depending
on the process. A typical sludge management program would involve inter-
related 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,
D-18
-------
and/or drying processes. The mode of final disposal selected determines
the processes that are required. In the case of waste stabilization ponds,
the sludge would collect in the bottom of the pond and would undergo an-
aerobic digestion. Inert solids that are not biologically decomposed would
remain in the pond and may require cleanout and removal once every 10 to 20
years.
D-19
-------
Appendix E
Cost Effectiveness Analysis
CO
•H
CO
tfl
C
CO
CO
CD
C
CD
•H
4-1
a
a)
CO
o
w
x
w
Ct,
PL,
-------
Cost Methodology
1. Costs for the conventional gravity sewer collection alternatives were
developed from the bids received in August 1981 for the proposed
sewers to serve Island Lake, and from published cost data.
2. Costs for the septic tank effluent pressure and gravity sewer collec-
tion alternatives were developed from the August 1981 Island Lake
bids, costs from other project bids localized and updated, and pub-
lished cost data.
3. Costs for the on-site system, cluster, and bog treatment alternatives
were developed from bid costs from other projects localized and up-
dated locally quoted prices, and published cost data.
4. Costs for upgrading the City of Moose Lake treatment plant were de-
veloped from published cost data.
5. Costs for materials, construction, and O&M were updated to June 1981
price levels. Construction costs for treatment units and sewers were
based on USEPA indexes for Minneapolis of 410.9 (STP) and 193 (CUSS),
respectively. The Engineering News Record Construction Cost Index of
'3,730 for March 25, 1982 also was used.
4. Salvage values were determined using straight-line depreciation for a
planning period of 20 years. The land value was considered to appre-
ciate by 3 percent per year. The service life of structures, includ-
ing buildings, concrete process units, etc., was assumed to be 50
years. The service life o£ process and auxiliary equipment such as
clarifier mechanisms, standby generators, pumps, electric motors, etc.
was assumed to be 20 years.
7. Capital costs were based on construction costs plus a service factor
for engineering, administration, legal and contingencies (See Table
2-16 and Section 2.3.1.3.)
8. Present worth of slavage value, O&M costs, and average annual equi-
valent costs were determined for 20 years using a discount rate of
7.625%.
9. Present worth of salvage values was determined using a single payment
present worth factor of 0.2300 (Salvage value x 0.2300 = present worth
of salvage).
10. Present worth of O&M costs were determined using a uniform or equal
payment series factor of 10.0983 (average annual O&M cost x 10.0983 =
present worth of O&M).
11. Average annual equivalent costs were determined using a capital re-
covery factor of 0.0990 (total present worth x 0.0990 = average annual
equivalent cost).
-------
INDEX TO COST TABLES
Summary Tables
Collection system costs - Table E-l
Cluster systems, WWTPs, and administrative costs - Table E-16
On-site upgrade costs - Table E-24
Detail Tables
Component
Alternative
Collection system
Island Lake
Sturgeon Lake
Cluster system
Island Lake
Sturgeon Lake
WWTP
On-slte upgrade
Island Lake
Sturgeon Lake
Other
Administrative
2 3
-
-
E-18
E-17
_ • _
E-25 E-28
E-26 E-29
E-27 E-27
E-23 E-23
4A
E-2
-
-
E-17
E-19
E-30
E-31
E-27
E-23
4B
E-3
-
-
E-17
E-19
E-30
E-31
E-27
E-23
4C
E-4
-
-
E-17
E-19
E-30
E-31
E-27
E-23
5A
E-5
-
-
E-17
E-20
E-30
E-31
E-27
E-23
5B
E-6
-
-
E-17
E-20
E-30
E-31
E-27
E-23
6A
E-7
-
-
E-17
E-21
-
E-32
E-27
E-23
6B
E-8
-
-
E-17
E-21
-
E-32
E-27
E-23
6C
E-9
-
-
E-17
E-21
-
E-32
E-27
E-23
7A
E-ll
E-10
-
-
E-22
-
-
E-27
E-23
7B
E-13
E-12
-
-
E-22
-
-
E-27
E-23
7C
E-15
E-U
-
-
E-22
-
-
E-27
E-23
Includes the remainder of the EIS service area (Rush Lake, Passenger Lake, Wild Acres and
Hogans Acres)
-------
Table E-l. Summary of collection system costs.
Item
Alternative 4 (Island Lake)
4A Conventional Gravity
4B STE Gravity
4C STE Pressure
Alternative 5 (Island Lake)
5A STE Gravity
5B STE Pressure
Alternative 6 (Island Lake)
6A Conventional Gravity
6B STE Gravity
6C STE Pressure
Alternative 7
7A Conventional Gravity - IL
- SL
- Total
7B STE Gravity - IL
- SL
- Total
7C STE Pressure - IL
- SL
- Total
Initial Cost
Future ConstrucCion Cost
Present Worth
Capital
892,570
778,700
754,180
833,980
748,760
1,702,890
1,523,310
1,340,670
1,670,350
2,182.010
3,852,360
1,485,420
1.996,020
3,481,440
1,463,950
1,818,610
3,282,560
Salvage
383,500
314,790
261,570
334,430
259,170
737,410
614.840
469.560
733,020
942,570
1.675,590
608,990
805,270
1,414,260
517,650
625,050
1,142.700
O&M
7,567
7,930
6,764
7,976
6,781
14,202
14,692
11,630
14,253
16.629
30,882
14,989
17,388
32.377
14,037
18.856
32.893
Salvage
88,210
72,400
60,160
76,920
59,610
169,600
141,410
108,000
168,590
216,790
385 , 380
140,070
185,210
325,280
119,060
143,760
262,820
O&M
76.410
80,080
68,300
80,540
68.480
143,420
148,360
117,440
143,930
167,920
311,850
151.360
175,590
326,950
141,750
190,410
332,160
Annual
Total Incremental
Total Construction Salvage Ann. O&M
880,770
786 , 380
762,320
837,600
757,630
1,676,710
1,530,260
1,350,110
1,645,590
2,133,140
3.778,830
1,496,710
1,986,400
3,483,110
1,486,640
1,865,260
3.351,900
1,757
3,747
6,220
3,770
6,220
3,931
7,627
13,215
3,931
5,239
9,170
7,624
9.532
17,156
13,215
17,135
30,350
20,230
44,120
51,200
44,120
51,200
47,260
89,840
105,840
47,160
62,860
110,020
89,840
112,700
202,540
105,840
134,270
240,110
3
17
101
77
101
6
38
227
6
6
12
38
49
87
227
306
533
Present Worth
Construction
17,740
37.840
62,810
38,070
62,810
39,700
77.020
133.450
39,700
52,900
92,600
76,990
96,260
173,250
133,450
173,030
306,480
Salvage
4,650
10,150
11,780
10,150
11,780
10,870
20,660
24,340
10,850
14,460
25,310
20.660
25,920
46,580
24,340
30,880
55,220
O&M
220
1,230
7,280
5.550
7,280
430
2,740
16,370
430
430
860
2,740
3,530
6,270
16,370
22,060
38,430
Total
13,310
28,920
58,310
33,470
58.310
29,240
59,100
125,480
29,280
38,870
68.150
59,070
73,870
132,940
125.480
164,210
289,690
Total
Present Worth
894,080
815,300
820,630
871,070
815.940
1,705,950
1,589,360
1,475,590
1,674,970
2,172,010
3.846,980
1.555,780
2,060.270
3.616,050
1,612,120
2,029,470
3,641,590
IL = Island Lake
SL - Sturgeon Lake
-------
Table E-2. Quantities and costs for conventional gravity sewers Cor the north and west
shorelines of Island Lake, and transmission to existing Sand Lake sewers.
(Alternative 4A).
Item
Sewer Pipe
8"
Force main
common trench
Unit
Unit Quantity Cost
LF 13,900 $ 26.50
Construction Salvage
O&M
$368,350 $221,010 $1,043
2%"
3"
individual trench
2"
2y
3"
3" Highway Crossing
Lift Station
A 75 gpm, TDH 28 Ft
B 60 gpm, TDH 32 ft
C 40 gpm, TDH 26 ft
D 25 gpm, TDH 19 ft
Auxiliary Power Units
2 Hp
Wye
Service connection
House lead
gravity
grinder pump
Abandon septic tank, privy
or holding tank
Subtotal initial cost
Service factor (27%)
LF
LF
LF
LF
LF
EA
EA
EA
EA
EA
EA
EA
EA
EA
EA
EA
1,060
1,540
1 , 200
450
2,750
1
1
1
1
1
3
88
88
86
2
88
6.50
7.50
11.50
11.80
12.70
6 , 300
49
140
1,000
2,850
54
Subtotal initial capital cost
Future connection cost
Wye
Service connection
lious'?leti:l
gravity
grinder pump
Sab total future connection
EA
EA
EA
EA
cost
28
28
27
I
49
140
1,000
2,850
Annual future connection cost
6,890
11,550
13,800
5,310
34,930
36,800
25,400
22,600
22,600
22,600
13,900
4,310
12,320
86,000
5,700
4,750
702,810
189,760
892,570
1,370
3,920
27,000
2,850
35,140
1,757
4,130
6,930
8,280
3,190
20,960
22,080
7,620
6,780
6,780
6,780
5,670
2,590
7 , 390
51,600
1 , 7 10
-
383,500
820
2 , 350
16 , 200
86 0
20,230
-
-
-
-
-
-
1,710
1,700
1,510
1,480
-
-
-
-
124
-
7,567
-
-
-
62
62
3
E-3
-------
Table E-3. Quantities and costs for STE gravity sewers for the north and west
shorelines of Island Lake, and transmission to existing Sand Lake sewers.
(Alternative 4B).
Item
STE gravity sewer pipe
4"
6"
Manholes
Force main
common trench
3"
individual trench
2"
3" Highway Crossing
Lift Station
A 75 gpm, TDH 28 ft
B 60 apm, TDH 32 ft
C 4U gpm, TDH 26 ft
D 25 spm, TDH 19 ft
Auxiliary Power Units
2 Hp
Service connection
STE gravity
STE pump
Septic tank
new + abandon privy
upgrade
replace
Building s^wer
Subtotal initial cost
Service factor (35%)
Subtotal initial capital
Future connection cost
S'j. rvice connection
STE gravity
STE pump
Septic tank
new
replace
Build in/, sewer
Subtotal future connection cost
Annual future connection cost
Unit
LF
LF
EA
LF
LF
LF
LF
LF
EA
EA
EA
EA
EA
EA
EA
EA
EA
EA
EA
EA
cos t
EA
EA
EA
EA
EA
Quantity
9,530
4,320
3
1,060
1,540
1 , 200
450
2,750
1
1
1
1
I
3
86
2
14
68
6
14
27
1
28
25
28
Unit
Cos t
$ 16.90
18.40
1,160
6.50
7.50
11.50
11.80
12.70
6,300
958
2,790
854
175
854
90
958
2,790
800
854
90
Construction Salvage
O&M
$161,060
79,490
3,480
6,890
11,550
13,800
5,310
34,930
36,800
25,400
22,600
22,600
22,600
18,900
82,390
5,580
11,960
11,900
5,120
1,260
584,220
207,480
778,700
25,870
2,790
22,400
21 , 350
2,520
74,930
3,747
$96,630
47,700
2,090
4,130
6,930
8,280
3,190
20,960
22,000
7,620
6,780
6,780
6,780
5,670
49,430
1,680
7,170
7,140
3,070
760
314,790
15,520
840
13,440
12,810
1,510
44,120
$ 362
164
-
-
1,710
1,700
1,510
1,480
-
124
140
680
60
7,930
62
280
342
17
E-4
-------
Table E-4. Quantities and costs for STE pressure sewers foe the north and west
shorelines of Island Lake and transmission to existing Sand Lake sewers.
(Alternative 4C).
Item
STE pressure sewer pipe
2"
3"
4"
STE gravity sewer pipe
6"
6" Highway crossing
Manhole
Service connection-STE pump EA
Septic tank
new + abandon privy
upgrade
replace
Building sewer
Subtotal initial cost
Service factor (35%)
Subtotal initial capital cost
Unit Quantity
EA
Future connection cost
Service connection
STE pump
Septic tank
new
replace
Building sewer
Subtotal future connection cost
Annual future connection cost
Unit
Cost
Construction Salvage
28
2,790
78,120
23,440
EA
EA
EA
:ost
5t
28
25
28
800
854
90
22,400
21,350
2,520
124,390
6,220
13,440
12,810
1,510
51,200
O&M
LF
LF
LF
LF
LF
EA
EA
EA
EA
EA
EA
EA
it
1,220
1,830
13,550
600
2,700
1
1
88
14
68
6
14
$10.10
10.50
11.40
15.40
18,40
1..160
2,790
854
175
854
90
$ 12,320
19,220
154,470
9,240
49,680
36,800
1,160
245,520
11,960
11,900
5,120
1,260
558,650
195,530
754,180
$ 7,390
11,530
92,680
5,540
29,810
22,080
700
73,670
7,170
7,170
3,070
760
261,570
$ 23
35
257
11
102
-
-
5,456
140
680
60
—
6,764
1,736
280
2,016
101
E-5
-------
Table E-5. Quantities and costs for STE gravity sewers for the north and west
shorelines of Island Lake, and transmission to Bog Treatment.
(Alternative 5A)
Item
STE gravity sewer pipe
4"
6"
Manholes
Force main, common trench
2V
3"
4"
Force main, individual trench
2"
2h"
3"
4"
Lift Station
A 82 gpm, TDH 88 ft
B 60 gpm, TDH 32 ft
C 40 gpm, TDH 26 ft
D 25 gpm, TDH 19 ft
Auxiliary power units
3 Hp
2 Hp
Service connection
STE gravity
STE pump
Septic tank
new + abandon privy
upgrade
replace
Building sewer
Subtotal initial cost
Service factor (35%)
Subtotal initial capital cost
Future connection cost
Service connection
STE gravity
STE pump
Septic tank
new
replace
Building sewer
Subtotal future connection cost
Annual future connection cost
Unit Quantity
Unit
Cost
Construction Salvage
O&M
LF
LF
EA
LF
LF
LF
h
. ii
LF
LF
LF
LF
EA
EA
EA
EA
EA
EA
EA
EA
EA
EA
EA
EA
t
9,530
5,520
4
1,060
1,540
1,000
1,200
450
700
4,550
1
1
1
1
2
1
86
2
14
68
6
14
$ 16.90
18.40
1,160
6.50
7.50
8.40
11.50
11.80
12.70
13.70
7,800
6,300
958
2,790
854
175
854
90
$161,060
101,570
4,640
6,890
11,550
8,400
13,800
5,310
8,890
62,340
25,400
22,600
22,600
22,600
15,600
6,300
82,390
5,580
11,960
11,900
5,120
1,260
617,760
216,220
833,980
$96,630
60,940
2,780
4,130
6,930
5,040
8,280
3,190
5,330
37,400
7,620
6,780
6,780
6,780
4,680
1,890
49,430
1,680
7,170
7,140
3,070
760
334,430
$ 362
210
—
_
-
—
_
-
-
-
1,710
1,700
1,510
1,480
_
—
_
124
140
680
60
—
7,976
EA
EA
EA
EA
EA
ost
it
27
1
28
25
28
958
2,790
800
854
90
25,870
2,790
22,400
21,810
2,520
75,390
3,770
15,520
840
13,440
12,810
1,510
44,120
62
280
342
17
E-6
-------
LF
LF
LF
LF
EA
890
2,740
16,670
1 , 200
1
10.50
11.40
12.50
18.40
1,160
9,350
31,240
208,380
22,080
1 , 160
5,610
18,740
125,030
13,250
700
17
52
317
46
-
Table E-6. Quantities and costs for STE pressure sewers for the north and west
shorelines of Island Lake, and transmission to Bog Treatment.
(Alternative 5B).
Unit
Item Unit Quantity Cost Construction Salvage O&M
STE pressure sewer pipe
2" LF 660 $ 10.10 $ 6,670 $ 4,000 $ 13
2h"
3"
4"
STE gravity sewer pipe
6"
Manhole
Service connection
STE pump EA 88 2,790 245,520 73,670 5,456
Septic tank
new + abandon privy EA 14 854 11,960 7,170 140
upgrade EA 68 175 11,900 7,170 680
replace EA 6 854 5,120 3,070 60
Building sewer EA 14 90 1,260 760
Subtotal initial cost 554,640 259,170 6,781
Service factor (-35%) 194,120
Subtotal initial capital cost 748,760
Future connection cost
Service connection
STE pump EA 28 2,790 78,120 23,440 1,736
Septic tank
new EA 28 800 22,400 13,400 280
replace EA 25 854 21,350 12,810
Building sewer EA 28 90 2,520 1,510
Subtotal future connection cost 124,390 51,200 2,016
Annual future connection cost 6,220 101
E-7
-------
Table E-7. Quantities and costs for conventional gravity sewers for the entire
shoreline of Island Lake, and transmission to existing Sand Lake sewers.
(Alternative 6A).
Item
Unit Quantity
Sewer Pipe
8" LF
Force main, common trench
2" LF
2V LF
3" LF
4" LF
Force main individual treiich
2" LF
3" LF
4" LF
3" Lake Crossing
4" Highway Crossing
Lift Station
A 150 gpm, TDH 43 Ft
B 110 gpm, TDH 31 ft
C 40 gpm, TDH 21 ft
D 25 gpm, TDH 19 ft
E 50 gpm, TDH 33 ft
F 25 gpm, TDH 10 ft
G 25 gpm, TDH 34 ft
Auxiliary Power Units
5 Hp EA
2 Hp EA
Wye EA
Service connection EA
House lead
gravity EA
grinder pump EA
Abandon septic tank, privy EA
or holding tank
Subtotal initial cost
Service factor (27%)
Subtotal initial capital cost
Future connection cost
Wye
Service connection
Houselead
gravity
grinder pump
Subtotal future connection cost
Annual future connection cost
Unit
Cost
Construction Salvage
28,290 $ 26.50 $ 749,690
1,710
700
2,790
1,020
2,660
1,480
2,050
2
3
151
151
148
3
151
6.20
6.50
7.50
8.40
11.50
12.70
13.80
8,050
6,300
49
140
1,000
2,850
54
10,600
4,550
20,930
8,570
30,590
18,800
28,290
40,000
36,800
25,400
25,400
22,600
22,600
22,600
22,600
22,600
16,100
18,900
7,400
2.1,140
148,000
8,550
8,150
1,340,860
362,030
1,702,890
O&M
$449,810
6,360
2,730
12,560
5 , 140
18,350
11,280
16,970
24,000
22,080
7,620
7,620
6,780
6,780
6,780
6,780
6,780
4,830
5,670
4,440
12,680
88,800
2,570
$2,122
_
-
-
-
—
-
-
-
—
2,189
2,081
1,498
1,481
1,677
1,472
1,496
_
-
-
—
_
186
737,410 14,202
EA
EA
EA
EA
:ost
it
63
63
61
2
49
140
1,000
2,850
3,090
8,820
61,000
5,700
78,610
3,931
1,850
5,390
36,600
3,420
47,260
124
124
6
E-8
-------
Table E-8. Quantities and costs for STE gravity sewers for the entire shoreline
of Island Lake and transmission to existing Sand Lake sewers.
(Alternative 6B).
Item
STE gravity sewers
4"
6"
8"
Manholes
Force main, common trench
2"
3"
4"
Force main, individual trench
2"
3"
4"
3" Lake crossing
4" Highway Crossing
Lift Stations
A 150 gpm, TDH 43 ft
B 110 gpm, TDH 31 ft
C 40 gpm, TDH 21 ft
D 25 gpm, TDH 19 ft
E 50 gpm, TDH 33 ft
F 25 gpm, TDH 10 ft
G 25 gpm, TDH 34 ft
Auxiluary power units
5 Hp
2 Hp
Service connection
STE gravity
STE pump
Septic tank
new + abandon privy
upgrade
replace
Building sewer
Subtotal initial cost
Service factor (35%)
Subtotal initial capital cost
Future connection cost
Service connection
STE gravity
STE pump
Septic tank
new
replace
Building sewer
Subtotal future connection cost
Annual future connection cost
Unit Quantity
Unit
Cost
Construction Salvage
O&M
LF
LF
LF
EA
LF
LF
LF
LF
h
.11
LF
LF
LF
EA
EA
EA
EA
EA
EA
EA
EA
;t
23,430
3,320
2,260
8
1,710
700
2,790
1,020
2,660
1,480
2,050
2
3
148
3
35
107
9
35
$ 16.90
18.40
24.10
1,160
6.20
6.50
7.50
8.40
11.50
12.70
13.80
8,050
6,300
958
2,790
854
175
854
90
$395,970
61,090
54,470
9,280
10,600
4,550
20,930
8,570
30,590
18,800
28,290
40,000
36,800
25,400
25,400
22,600
22,600
22,600
22,660
22,600
16,100
18,900
141,780
8,370
29,890
18,730
7,690
3,150
1,128,380
394,930
1,523,310
$237,580
36,650
32,680
5,570
6,360
2,730
12,560
5,140
18,350
11,280
16,970
24,000
22,080
7,620
7,620
6,780
6,780
6,780
6,780
6,780
4,830
5,670
85,070
2,510
17,930
11,240
4,610
1,890
614,840
$ 890
126
86
—
1
-
-
—
—
-
-
-
—
2,189
2,081
1,498
1,481
1,677
1,472
1,496
_
—
—
186
350
1,070
90
—
14,692
EA
EA
EA
EA
EA
cost
ost
61
2
63
38
63
E-Q
958
2,790
800
854
90
58,440
5,580
50,400
32,450
5,670
152,540
7,627
35,060
1,670
30,240
19,470
3,400
89,840
124
630
754
38
-------
Table E-9. Quantities and costs for STE pressure sewers for the entire shoreline
of Island Lake, and transmission to existing Sand Lake sewers.
(Alternative 6C).
Item
STE pressure sewers
2"
3"
4"
STE gravity sewers
8"
Manholes
8" Highway crossing
Service connection STE pump EA
Septic tank
new + abandon privy
upgrade
replace
Building sewer
Subtotal initial cost
Service factor (35%)
Subtotal initial cost
Future connection cost
Service connection
STE pump
Septic tank
new
replace
Building sewer
Subtotal future connection cost
Annual future connection cost
Unit Quantity
Unit
Cost
Construction Salvage
O&M
LF
LF
LF
LF
LF
EA
EA
EA
EA.
EA
EA
EA
2,020
2,280
12,900
17,340
2,700
2
1
151
35
107
9
35
$10.10
10.50
11.40
12.50
24.10
1,160
2,790
854
175
854
90
$ 20,400
23,940
147,060
216,750
65,070
2,320
36,800
421,290
29,890
18,730
7,690
3,150
993,090
347,380
1,340,670
$ 12,240
14,360
88,240
130,050
39,040
1,390
22,080
126,390
17,930
11,340
4,610
1,890
469,560
$ 38
43
245
329
103
-
-
9,362
350
11,630
90
—
11,630
EA
EA
EA
EA
ost
it
63
63
38
63
2,790
800
854
90
175,770
50,400
32,450
5,670
264,290
13,215
52,730
30,240
19,470
3,400
105,840
3,906
630
-
—
4,536
227
E-10
-------
Table E-10. Quantities and costs for conventional gravity sewers for the entire shoreline
of Sturgeon Lake and transmission to new Island Lake sewers.
(Alternative 7A)_.
Item
Sewer Pipe 8"
Force main, common trench
2"
4"
6"
Unit Quantity
Unit
Cost
LF
LF
LF
LF
Force main, individual trench
2" LF
2%" LF
3" LF
4" LF
6" LF
Lift Stations
A 25 gpm, TDH 8 ft
B 60 gpm, TDH 51 ft
C 90 gpm, TDH 24 ft
D 110 gpm, TDH 21 ft
E 190 gpm, TDH 54 ft
F 35 gpm, TDH 49 ft
G 25 gpm, TDH 69 ft
H 25 gpm, TDH 95 ft
Auxiliary Power Units
5 HP EA
3 HP EA
2 HP EA
Wye EA
Service connection EA
House lead
gravity EA
grinder-pump EA
Abandon septic tank, privy EA
or holding tank
Subtotal initial cost
Service factor (27%)
Subtotal initial capital cost
Future connection cost
Wye
Service connection
Houselead
gravity
grinder purap
Subtotal future connection cost
Annual future connection cost
34,200 $26.50
1,740
960
500
1,900
2,610
3,640
1,880
8,900
2
4
4
197
197
193
4
197
6.20
8.40
11.10
11.50
11.80
12.70
13.80
16.70
8,050
7,800
6,300
49
140
1,000
2,850
54
Construction Salvage
$906,300
10,790
8,060
5,550
21,850
30,800
46,230
25,940
148,630
22,600
22,600
25,400
25,400
25,400
22,600
22,600
22,600
16,100
31,200
25,200
9,650
27,580
193,000
11,400
10,640
1,718,120
463,890
2,182,010
O&M
$543,780
6,470
4,840
3,330
13,110
18,480
27,740
15,570
89,180
6,780
6,780
7,620
7,620
7,620
6,780
6,780
6,780
4,830
9,360
7,560
5,790
16,550
115,800
3,420
$2,567
_
-
—
_
-
-
-
-
1,478
1,745
1,713
2,058
2,234
1,553
1,508
1,525
_
-
-
-
—
—
248
942,570 16,629
EA
EA
EA
EA
ost
t
85
85
83
2
49
140
1,000
2,850
4,170
11,900
83,000
5,700
104,770
5,239
2,500
7,140
49,800
3,420
62,860
124
124
6
Serving Island Lake and Sturgeon Lake,
E-ll
-------
Table E-ll. Quantities and costs for conventional gravity sewers for the entire shoreline
of Island Lake, and transmission of both Island Lake and Sturgeon Lake waste-
water to existing Sand Lake sewers. (Alternative 7A).
Item Unit
Sewer Pipe
8" LF
10" LF
Force main, common trench
2%" LF
3" LF
6" LF
Force main, individual trench
2"
2V
3"
6"
3" Lake crossing
6" Highway crossing
Lift Stations
A 280 gpm, TDH 23 ft
B 110 gpm, TDH 31 ft
C 40 gpm, TDH 21 ft
25 gpm, TDH 19 ft
50 gpm, TDH
LF
LF
LF
LF
LS
LS
33 ft
25 gpm, TDH 10 ft
40 gpm, TDH 36 ft
D
E
F
G
Wye
Service connection
House lead
gravity
grinder-pump
Abandon septic tank, privy
or holding tank
EA
EA
EA
EA
EA
Subtotal initial cost
Service factor (27%)
Subtotal initial capital cost
Future connection cost
Wye
Service connection
House lead
gravity
grinder pump
Subtotal future connection cost
Annual future connection cost
Unit
luantity Cost
27,600
700
2,410
2,790
1,020
1,970
690
1,480
2,050
$26.50
22.20
6.50
7.50
11.10
11.50
11.80
12.70
16.70
151
151
148
3
151
49
140
1,000
2,850
54
Construction Salvage
$731,400
19,040
15,670
20,930
11,320
22,660
8,140
18,800
34,240
40,000
36,000
25,400
25,400
22,600
22,600
22,600
22,600
22,600
7,400
21,140
148,000
8,550
8,150
1,315,240
355,110
1,670,350
O&M
$438,840
11,420
9,400
12,560
6,790
13,590
4,890
11,280
20,540
24,000
22,080
7,620
7,620
6,780
6,780
6,780
6,780
6,780
4,440
12,680
88,800
2,570
$2,070
53
_
-
-
—
-
-
-
-
-
2,467
2,081
1,498
1,481
1,677
1,472
1,538
-
—
_
186
733,020 14,523
EA
EA
EA
EA
63
63
61
2
49
140
1,000
2,850
3,090
8,820
61,000
5,700
1,850
5,290
36,600
3,420
78,610
3,931
47,160
124
124
6
E-12
-------
Table E-12. Quantities and costs for STE gravity sewers for the entire shoreline
of Sturgeon Lake and transmission to new Island Lake sewers.
(Alternative 7B).
Item
STE gravity sewer
4"
6"
8"
Manholes
Force main, common trench
2"
4"
6"
Unit Quantity
Unit
Cost
LF
LF
LF
EA
LF
LF
LF
Force main, individual trench
2"
LF
LF
LF
LF
LF
3"
4"
6"
Lift Stations
A 25 gpm, TDH 8 ft
B 60 gpm, TDH 51 ft
C 90 gpm, TDH 21 ft
D 110 gpm, TDH 21 ft
E 190 gpm, TDH 54 ft
F 35 gpm, TDH 49 ft
G 25 gpm, TDH 69 ft
H 25 gpm, TDH 95 ft
Auxiliary Power Units
5 HP EA
3 HP EA
2 HP EA
Service connection
STE gravity EA
STE pump EA
Septic tank
new + abandon privy EA
upgrade EA
replace EA
Building sewer EA
25,120
4,640
5,920
4
1,740
960
500
1,900
2,610
3,640
1,880
8,900
2
4
4
193
4
30
155
12
30
Subtotal initial cost
Service factor (35%)
Subtotal initial capital cost
Future connection cost
Service connection
STE gravity
STE pump
Septic tank
new
replace
Building Sewer
Subtotal future connection cost
Annual future connection cost
a
Serving Island Lake and Sturgeon Lake
$16.90
18.40
24.10
1,160
6.20
8.40
11.10
11.50
11.80
12.70
13.80
16.70
8,050
7,800
6,300
958
2,790
854
175
854
90
Construction Salvage
$424,530
85,380
142,670
4,640
10,790
8,060
5,550
21,850
30,800
46,230
25,940
148,630
22,600
22,600
25,400
25,400
25,400
22,600
22,600
22,600
16,100
31,200
25,200
184,890
11,160
25,630
27,130
10,250
2,700
1,478,530
517,490
1,996,020
O&M
$254,720
51,230
85,600
2,780
6,470
4,840
3,330
13,110
18,480
27,740
15,570
89,180
6,780
6,780
7,620
7,620
7,620
6,780
6,780
6,780
4,830
9,360
7,560
110,940
3,350
15,370
16,280
6,150
1,620
$ 955
176
225
-
_
-
-
_
—
-
—
-
1,478
1,745
1,713
2,058
2,234
1,553
1,508
1,525
—
-
—
—
248
300
1,550
120
-
805,270 17,388
EA
EA
EA
EA
EA
EA
ost
;t
83
2
85
35
85
958
2,790
800
854
90
79,510
5,580
68,000
29,890
7,650
190,630
9,532
47,710
1,670
40,800
17,930
4,590
112,700
124
850
974
49
E-13
-------
Table E-13.
Quantities and costs for STE gravity sewers for the entire shoreline
of Island Lake and transmission of Island Lake and Sturgeon Lake
wastewater to existing Sand Lake sewers. (Alternative 78).
Item
STE gravity sewer
4"
6"
8"
10"
Manhole
Force main, common trench
2J2"
3"
6"
Unit Quantity
LF
LF
LF
LF
EA
LF
LF
LF
Force main, individual trench
2"
2h"
3"
6"
3" Lake Crossing
6" Highway Crossing
Lift Stations
A 280 gpm, TDH 23 ft
B 110 gpm, TDH 31 ft
C 40 gpm, TDH 21 ft
D 25 gpm, TDH 19 ft
E 50 gpm, TDH 33 ft
F 25 gpm, TDH 10 ft
G 40 gpm, TDH 36 ft
Service connection
STE gravity
STE pump
Septic tank
new + abandon privy
upgrade
replace
Building sewer
LF
LF
LF
LF
EA
EA
EA
EA
EA
EA
Subtotal initial cost
Service factor (35%)
Subtotal initial capital cost
Future connection cost
Service connection
STE gravity
STE pump
Septic tank
new
replace
Building sewer
Subtotal future connection cost
Annual future connection cost
22,020
3,320
2,260
800
10
2,410
2,790
1,020
1,970
690
1,480
2,050
148
3
35
107
9
35
Unit
Cost
$16.90
18.40
24.10
24.80
1,160
6.50
7.50
11.10
11.50
11.80
12.70
16.70
958
2,790
854
175
854
90
Construction Salvage
$372,140
61,090
54,470
19,840
11,600
15,670
20,930
11,320
22,660
8,140
18,800
34,240
40,000
36,000
25,400
25,400
22,600
22,600
22,600
22,600
22,600
141,780
8,370
29,890
18,730
7,690
3,150
1,100,310
385,110
1,485,420
EA
EA
EA
EA
EA
:ost
t
61
2
63
38
63
958
2,790
800
854
90
58,440
5,580
50,400
32,450
5,670
152,470
7,624
35,060
1,670
30,240
19,470
3,400
89,840
O&M
$223,280
36,650
32,680
11,900
6,960
9,400
12,560
6,790
13,590
4,890
11,280
20,540
24,000
22,080
7,620
7,620
6,780
6,780
6,780
6,780
6,780
85,070
2,510
17,930
11,240
4,610
1,890
$ 837
126
86
30
-
_
-
—
_
-
-
-
-
-
2,467
2,081
1,498
1,481
1,677
1,472
1,538
_
186
350
1,070
90
-
608,990 14,989
124
630
754
38
E-14
-------
Table E-14.
Quantities and costs for STE pressure sewers serving the entire
shoreline of Sturgeon Lake and transmission to new Island Lake sewers.
(Alternative 7C) .
Item
STE pressure pipe
2"
2h"
3"
4"
6"
STE gravity sewer
4"
Manholes
Force main, individual trench
Unit
LF
LF
LF
LF
LF
LF
EA
Quantity
1,300
6,900
15,070
13,880
2,950
1,740
2
Unit
Cost
$10.10
10.50
11.40
12.50
15.40
16.90
1,160
Construction
$ 13,130
72,450
171,800
173,500
45,430
29,410
2,320
Salvage
$ 7,880
43,470
103,080
104,100
27,260
17,640
1,390
O&M
$ 25
131
286
264
56
66
-
6"
LF
Lift stations
B 50 gpm, TDH 99 ft
C 130 gpm, TDH 18 f£
Auxiliary Power Units
5 HP
Service connection STE pump EA
Septic tank
new + abandon privy
upgrade
replace
Building sewer
Subtotal initial cost
Service factor (35%)
Subtotal initial capital cost
Future connection cost
Service connection
STE pump EA
Septic tank
new EA
replace EA
Building sewer EA
Subtotal future connection cost
Annual future connection cost
9,650 16.70
85 2,790
85
35
85
800
854
90
161,160
EA
EA
EA
EA
EA
EA
,t
2
197
30
155
12
30
8,050
2,790
854
175
854
90
22,600
25,400
16,100
549,630
25,620
27,130
10,250
2,700
1,347,120
471,490
1,818,610
237,150
68,000
29,890
7,650
342,690
17,135
96,690
6,780 1,784
7,620 2,060
4,830
164,890 12,214
15,370 300
16,280 1,290
6,150 120
1,620
625,050 18,856
71,150 5,270
40,800 850
17,730
4,590
134,270
6,120
306
Lift station A is included on Table E-15.
Serving Island Lake and Sturegon Lake.
E-15
-------
Table E-15.
Quantities and costs for STE pressure sewers for the entire shoreline
of Island Lake and transmission of Island Lake and Sturgeon Lake waste-
water to existing Sand Lake sewers. (Alternative 1C).
Item
STE pressure pipe
2"
2%"
3"
4"
STE gravity sewer
6"
8"
Manhole
8" Highway crossing
Force main, individual trench
6"
6" Highway crossing
Force main, common trench
6" LF 720 1L.10
Lift Stations
A 200 gpm, TDK 34 ft
Service connection-STE pump EA
Septic tank
new + abandon privy EA
upgrade EA
replace EA
Building sewer EA
Subtotal initial cost
Service factor (35%)
Subtotal initial capital cost
Future connection cost
Service connection STE pump EA 63 2,790
Septic tank
new EA 63 800
replace EA 38 854
Building sewer EA 63 90
Subtotal future connection cost
Annual future connection cost
Unit
LF
LF
LF
LF
LF
LF
EA
EA
rh
. l_.1 1
LF
EA
Quantity
1,920
2,020
11,260
13,540
2,000
3,270
3
1
2,350
1
Unit
Cost
$10.10
10.50
11.40
12.50
18.40
24.10
1,200
16.70
Construction
$ 19,390
21,210
128,360
169,250
36,800
78,810
3,600
36,800
39,250
36,800
Salvage
$ 11,640
12,730
77,020
101,550
22,080
47,280
2,160
22,080
23,550
22,080
O&M
$ 36
38
214
257
76
124
-
—
_
-
7,990
175,770
50,400
32,450
5,670
264,290
13,215
4,800
151
35
107
9
35
2,790
854
175
854
90
25,400
421,290
29,890
18,730
7,690
3,150
1,084,410
379,440
1,463,950
7,620
126,390
17,930
11,240
4,610
1,890
517,650
2,420
9,362
350
1,070
90
-
14,037
52,730
30,240
19,470
3,400
105,840
3,906
630
4,536
227
E-16
-------
Table E-16. Summary of cluster systems* WWTP, and administrative costs.
Initial Cost
Future Construction Cost
Present Worth
Cluster Systems
Island Lake (Alt. 3)
Sturgeon Lake (Alt. 3,4,5,6)
Total (Alt. 3)
WWTPa
Alt. 4
Alt. S (Bog
Alt. 6
Alt. 7
treatment)
Capital
483,250
453,630
936,880
287.150
244,850
377,190
688,340
Salvage
187,980
153,200
341,180
180,980
67,490
254,320
491,950
O&M
3
6
9
2
9
3
4
,373
,491
,864
,260
,689
,010
,940
Salvage
43
35
78
41
15
58
113
,240
,240
,480
,630
,520
,490
,150
O&M
34,060
65,550
99,610
22,820
97.840
30,400
49,890
Annual Total Incremental Present Worth Total
Total Construction Salvage Ann. O&M
474
483
958
286
327
349
625
,070 1,433 13.010 18
,940 1,472 10,970 29
,010 3,205 23,980 47
,340 -
,170
,100 -
.080 -
Construction Salvage O&M Total Present Worth
14,470 2,990 1.300 12,780 486,850
14,860 2,520 2,090 14,430 498,370
29,330 5,510 3,390 27,210 985,220
- ' - - - 268,340
327,170
349,100
- - - - 625,080
Administrative (All Alts'.)
28.400
286,790 286,790
286,790
Upgrade existing Moose Lake WWTP (except for Alt. 5)
-------
Table E-17. Quantities and costs for STE pressure collection for a limited area on
the east shore of Sturgeon Lake, transmission, and treatment and disposal
in a Cluster Drainfield. (Alternatives 3, 4, 5 and 6)
Unit
Item Unit Quantity Cost Construction Salvage Q&M
Collection & transmission
STE gravity pipe
4" LF 2,100 $16.90 $35,490 $21,290 $ 80
STE pressure pipe
3" LF 7,850 11.40 89,490 53,690 149
Lift Station
25 gpm, TDH 66 ft 22,600 6,780 1,502
Auxiliary Power
3 Hp EA 1 7,800 7,800 2,340
Service connection
STE pump EA 20 2,790 55,800 16,740 1,240
Septic tank
new + abandon privy EA 1 854 850 510 10
upgrade EA 18 175 3,150 1,890 180
replace EA 1 854 850 510 10
Building sewer EA 1 90 90 50
Cluster Drainfield
Gravel road LF 800 7.00 5,600 - 320
Land AC 5 3,000 15,000 27,090
Fence LF 1,900 8.14 15,570 - 95
Fence gate EA 1 560 560
Do s ing chambe r
(7000 gal) EA 1 7,500 7,500 4,500
Dosing pumps (Duplex 250
gpm, TDH 20 ft) EA 1 16,000 16,000 4,800 2,180
6" STE gravity pipe LF 1,630 13.30 21,680 13,010 62
Monitoring well & test-
ing EA 2 1,250 2,500 - 240
Trench drainfield SF 16,900 2.10 35,490 - 423
Subtotal initial cost 336,020 153,200 6,491
Service factor (35%) 117,610
Subtotal initial capital cost 453,630
Future connection cost
Service connection
STE pump EA 8 2,790 22,320 6,700 500
Septic tank
new EA 8 800 6,400 3,840 80
Building sewer EA 8 90 720 430
Subtotal future connection cost 29,440 10,970 580
Annual future connection cost 1,472 29
E- 18
-------
Table E-18.
Quantities and costs for STE pressure sewers for two areas on the
western shoreline of Island Lake, transmission, and treatment and
disposaling cluster drainfield. (Alternative 3)
Item
STE pressure pipe
2"
2V
3"
Service connection
STE pump
Septic tank
new & abandon privy
upgrade
replace
Building sewer
Cluster Drainfield
Land
Fence
Fence Gate
Dosing Chamber
6" STE gravity
Monitoring well &
ing
Trench drainfield
Unit Quantity
Unit
Cost
test-
Subtotal initial cost
Service factor (35%)
Subtotal initial capital cost
Future connection cost
Service connection
STE pump EA
Septic tank
new EA
replace EA
Building Sewer EA
Subtotal future connection cost
Annual future connection cost
5
12
5
$10.10
10.50
11.40
2,790
Construction Salvage
$ 7,070
53,550
37,050
83,700
2,790
800
854
90
13,950
4,000
10,250
450
28,650
1,433
$ 4,240
32,130
22,230
4,190
2,400
6,150
270
13,010
O&M
13
97
62
25,110 1,860
EA
EA
EA
EA
AC
LF
EA
EA
LF
EA
SF
t
9
13
8
9
11
2,700
1
1
3,710
2
21,000
854
175
854
90
3,000
8.14
560
7,500
13.30
1,250
2.10
7,690
2,280
6,830
810
33,000
21,980
560
7,500
49,340
2,500
44,100
357,960
125,890
483,250
4,610
1,370
4,100
490
59,600
-
-
4,500
29,600
_
-
187,980
90
130
80
—
_
135
-
-
141
240
525
3,373
310
50
360
18
E-19
-------
Table E-19. Quantities and costs for upgrading existing Moose Lake WWTP to serve
North and West shorelines of Island Lake. (Alternative 4)
Unit
Item Unit Quantity Cost Construction Salvage O&M
Land AC 14 $3,000 $ 42,000 $ 75,860
Lagoon Construction
& Site Work LS 166,300 99,780 $1,000
Bentonite liner LS 13,200 3,960
Main Lift Station
Incremental capacity LS 4,600 1,380 1,260
Subtotal 226,100 180,980 2,260
Service factor (27%) 61,050
Total initial capital cost 287,150
E-20
-------
Table E-20. Quantities and costs for Bog Treatment WWTP to serve north and
west shorelines of Island Lake. (Alternative 5)
Unit
Item Unit Quantity Cost Construction Salvage Q&M
Land AC 20 $2,000 $ 40,000 $53,600
Site evaluation LS 15,200
Site preparation LS 1,600
Trench construction CY 11,330 4.20 47,590
Curtain drain trench LF 1,580 6.50 10,270 2,370 $ 93
Pumps & chambers EA 2 3,400 6,800 670 1,487
Dewatering piping LF 800 4.00 3,200 1,920 305
Flow meter assembly LS 10,000 3,000
Distribution Box LS 2,000 1,200
Pipe to trenches (Matl.
only) LF 2,625 3.00 7,880 4,730
Monitoring wells EA 6 100 600
Laboratory analysis LS - - 7,480
Service Roads LF 300 7.00 2,100 - 120
Fencing LF 4,070 8.14 33,130 - 204
Electrical service LS 1,000
Subtotal 181,370 67,490 9,689
Service factor (35%) 63,480
Total initial capital cost 244,850
E-21
-------
Table E-21. Quantities and costs for upgrading existing Moose Lake WWTP to serve
the entice shoreline of Island Lake. (Alternative 6).
Item
Land
Lagoon construction &
sitework
Bentonite liner
Main lift station
incremental capacity
Subtotal
Service factor (27%)
Total initial capital cost
Unit Quantity
Unit
Cost
AC
LS
LS
LS
22
$3,000
Construction _S_a_ly_age O&M
$ 66,000 $119,200
199,600
19,800
11,600
297,000
80,190
377,190
119,760 $1,300
11,880
3,480 1,710
254,320 3,010
E-22
-------
Table E-22. Quantities and costs for upgrading existing Moose Lake WWTP to
serve the entire shoreline of Island Lake and Sturgeon Lake.
(Alternative 7).
Unit
Item Unit Quantity Cost Construction Salvage O&M
Land AC 48 $3,000 $144,000 $260,080
Lagoon construction &
sitework LS 332,600 199,560 $2,100
Bentonite Liner LS 42,300 25,380
Main lift station
Incremental capacity LS 23,100 6,930 2,840
Subtotal 542,000 491,950 4,940
Service factor (27%) 146,340
Total initial capital cost 688,340
E-23
-------
Table E-23. Administrative costs. (All Alternatives)
Unit
Item Unit Quantity Cost Construction Salvage Q&M
Office/Garage LS $ 1,400
Administrative Person-
nel Services LS - 27,000
Subtotal initial cost - - 28,400
-------
Table E-24. Summary of on-site upgrade costs.
Item
Initial Cost
Future Construction Cost
I
S3
Alternative 2
Island Lake
Sturgeon Lake
Other1
Total
Alternative 3
Island Lake
Sturgeon Lake
Other
Total
Alternatives 4 & 5
Island Lake
Sturgeon Lake
Other
Total
Alternative 6
Sturgeon Lake
Other
Total
Present Worth
Capital
171,360
105,660
14,510
291,530
156,520
51,650
14,510
222,680
56,250
51.650
14,510
122,410
51,650
14,510
66,160
Salvage
17,140
23,940
6.450
47,530
14,410
17,090
6,450
37,950
6,600
17.090
6,450
30,140
17,090
6,450
23,540
O&M
5,334
4,522
420
10,276
4,349
1,456
420
6,225
1.850
1.456
420
3,726
1.456
420
1,876
Salvage
3,940
5,510
1,480
10,930
3.320
3,930
1.980
8,730
1.520
3,930
1,480
6,930
3,930
1,480
5,410
O&M
53,860
45,670
4,240
103,770
43.920
14,700
4,240
62,860
18,680.
14,700
4,240
37,620
14,700
4.240
18,940
Annual
Total Incremental
Total Construction Salvage Ann. O&M
221,280
145,820
17,270
384,370
197,120
62,420
17.270
276,810
73.410
62,420
17,270
153,100
62,420
17.270
79,690
13,000
13,430
7,590
34,020
10,480
12,240
7,590
30,310
5,640
12,240
7,591
25,471
12,240
7,591
19,831
53,110
65,980
40,920
160,010
44,290
60,640
40,920
145,860
25,350
60,640
40.920
126,910
60,640
40,920
101,560
202
211
72
485
156
128
72
406
74
128
72
274
128
72
200
Present Worth
Construction
131,280
135,620
76,660
343,560
105,830
123,600
76,660
306,090
56,950
123.600
76,660
257,210
123,600
76,660
200,260
Salvage
12,220
15,180
9,410
36,810
10,190
13,950
9,410
33.550
5.830
13,950
9,410
29,190
13,950
9,410
23,360
O&M
14,570
15,220
5,190
34,980
11,250
9,230
5,190
25,670
5,340
9,230-
5,190
19,760
9,230
•5,190
14,420
Total
Total Present Worth
133,630
135.660
72,440
341,730
106,890
118.880
72,440
298,210
56,460
118,880
72.440
247,780
118,800
72,440
191,320
354,910
281,480
89,710
726,100
304,010
181,300
89,710-
575,020
129,870
181,300
89,710
400,880
181,300
89,710
271,010
Alternative 7
Other1
14,510
6.450
420
1.480 4.240
17,270
7,591
40,920
72
76,660
9,410
5,190 72,440
89,710
Includes the remainder of the EIS service area (Rush Lake, Passenger Lake, Hogans Acres and Wild Acres)
-------
Table E-25. Quantities and costs for upgrading and operation of on-site systems
for Island Lake. (Alternative 2).
Item
Unit
Quantity Cost
Construction Salvage
O&M
Septic tank
Upgrade (minor)
Upgrade (major)
Soil absorption system
Trench
Seepage bed (400 sq ft)
Mound (400 sq ft incld . pump)
Waste separation
Blackwater HT - Permanent
Blackwater HT - Seasonal
Low flow toilet
Initial cost
Service factor (35%)
Initial capital costs
Future costs
Building sewer
Septic tank, new
Septic tank, upgrade
Trench SAS
Seepage bed SAS
Mound (400 sq ft incld. pump)
Total future costs
Annual future costs
89
9
7
2
32
5
1
6
63
63
38
35
23
43
175
854
1,129
904
2,504
885
885
1,420
90
800
854
1,129
904
2,504
15,575
7,686
7,903
1,808
80,128
4,425
885
8,520
126,930
44,426
171,360
5,670
50,400
32,452
39,515
20,792
107,672
260,001
13,000
9,345
4,612
-
-
-
2,655
531
-
17,140
-
-
3,402
30,240
19,471
-
-
-
53,110
-
890
90
-
-
2,304
1,915
135
-
5,334
-
-
-
630
-
-
-
3,096
4,036
202
HT - holding tank, SAS - soil absorption system
E-26
-------
Table E-26. Quantities and costs for upgrading and operation of on-site systems
for Sturgeon Lake. (Alternative 2).
Unit
Cost
pump)
pump)
it
129
12
2
3
8
5
3
8
175
854
1,129
2,504
2,154
885
885
1,420
22,575
10,248
2,258
7,512
17,232
4,425
2,655
11,360
78,265
27,393
105,660
Item Quantity
Septic tank
Upgrade (minor)
Upgrade (major)
Soil absorption system
Trench
Mound (400 sq ft incld
Mound (250 sq ft incld
Waste separation
Blackwater HT - Permanent
Blackwater HT - Seasonal
Low flow toilet
Initial cost
Service factor (35%)
Initial capital costs
Future costs
Building sewer
Septic tank, new
Septic tank, upgrade
Trench SAS
Seepage bed SAS
Mound (400 sq ft incld.
Mound (250 sq ft incld.
Pump chamber
Blackwater HT - Permanent
Blackwater HT - Seasonal
Low flow toliet
Total future costs 268,682
Annual future costs 13,430
HT - Holding tank, SAS - soil absorption system
Construction Salvage O&M
13,545 1,290
6,149 120
216
576
2,655 1,915
1,593 405
23,940 4,522
pump)
pump)
it
85
85
35
33
68
19
3
6
3
2
5
90
800
854
1,129
904
2,504
2,154
700
885
885
350
7,650
68,000
29,890
37,257
61,472
47,576
6,462
4,200
2,655
1,770
1,750
4,590
40,800
17,934
-
-
~
-
1,593
1,062
-
850
1,368
216
372
1,149
270
65,980 4,225
211
E-
27
-------
Table E-27. Quantities and costs for upgrading and operation of on-site systems
for Rush Lake, Passenger Lake, Hogans Acres and Wild Acres.
(Alternatives 2, 3, 4, 5, 6, and 7).
Item
Unit
Quantity Cost
Septic tank
Upgrade (minor) 37 175
Upgrade (major) 5 854
Initial cost
Service factor (35%)
Initial capital costs
Future costs
Building sewer 68 90
Septic tank, new 68 800
Septic tank, upgrade 9 854
Seepage bed SAS 70 904
Mound (400 sq ft incld. pump) 7 2,504
Pump chamber 4 700
Total future costs
Annual future costs
SAS- soil absorption system
Construction Salvage
6,475
4,270
10,745
3,761
14,506
6,120
54,400
7,686
63,280
7,528
2,800
151,814
7,591
O&M
3,885
2,562
6,450
3,672
32,640
4,612
40,924
370
50
420
680
504
248
1,432
72
E-28
-------
Table E-28. Quantities and costs for upgrading and operation of on-site systems
for Island Lake. (Alternative 3).
Item
Septic tank
Upgrade (minor)
Upgrade (major)
Soil absorption system
Trench
Seepage bed (400 sq ft)
Mound (400 sq ft incld. pump)
Waste separation
Blackwater HT - Permanent
Blackwater HT - Seasonal
Low flow toilet
Initial cost
Service factor (35%)
Initial capital costs
Future cost
Building sewer
Septic tank, new
Septic tank, upgrade
Trench SAS
Seepage bed SAS
Mound (400 sq ft. incld. pump)
Pump chamber
Total future costs
Annual future costs
HT - holding tank, SAS - soil absorption system.
Quantity
68
9
7
2
?) 30
3
2
5
58
58
26
30
23
up) 31
5
Unit
Cost
175
854
1,129
904
2,504
885
885
1,420
90
800
854
1,129
904
2,504
700
Construction
11,900
7,686
7,903
1,808
75,120
2,655
1,770
7,100
115,942
40,580
156,520
5,220
46,400
22,204
33,870
20,792
77,624
3,500
209,610
10,480
Salvage
7,140
4,612
—
-
—
1,593
1,062
—
14,410
-
—
3,132
27,840
13,322
-
-
-
—
44,290
-
O&M
680
90
—
-
2,160
1,149
270
-
4,349
-
~
—
580
-
-
-
2,232
310
3,122
156
E-29
-------
Table E-29. Quantities and costs for upgrading and operation of on-site systems
for Sturgeon Lake. (Alternative 3).
Item
Quantity
Unit
Cost
114
10
2
3
175
854
1,129
2,504
19,950
8,540
2,258
7,512
38,260
13,391
51,651
Septic tank
Upgrade (minor)
Upgrade (major)
Soil absorption system
Trench
Mound (400 sq ft incld. pump)
Initial cost
Service factor (35%)
Initial capital costs
Future costs
Building sewer
Septic tank, new
Septic tank, upgrade
Trench SAS
Seepage bed SAS
Mound (400 sq ft)
Mound (200 sq ft incld. pump)
- Pump chamber
Blackwater HT Permanent
Blackwater HT Seasonal
Low flow toliet
Total future costs
Annual future costs
SAS - soil absorption system, HT - holding tank
Construction Salvage O&M
11,970 1,140
5,124 100
216
17,094 1,456
76
76
35
33
68
14
2
6
3
1
4
90
800
854
1,129
904
2,504
2,154
700
885
885
350
6,840
60,800
29,890
37,257
61,472
35,056
4,308
4,200
2,655
885
1,400
244,763
12,238
4,104
36,480
17,934
760
1,593
531
60,642
144
372
1,149
135
2,560
129
E-30
-------
Table E-30. Quantities and costs for upgrading and operation of on-site systems
for Island Lake. (Alternatives 4 and 5).
Item
Quantity
Septic tank
Upgrade (minor)
Upgrade (major)
Soil absorption system
Trench
Seepage bed (400 Sq Ft)
Mound (400 sq ft incld. pump)
Waste Separation
Blackwater HT - Permanent
Blackwater HT - Seasonal
Low flow toilet
Initial cost
Service factor (35%)
Initial capitol costs
Future costs
Building sewer
Septic tank, new
Septic tank," upgrade
Trench SAS
Seepage bed SAS
Mound (400 sq ft incld. pump)
Pump chamber
Total future costs
Annual future costs
hT- holding tank, SAS- soil absorption system
Construction Salvage O&M
28
3
5
2
7
2
2
4
175
854
1,129
904
2,504
885
885
1,420
4,900
2,562
5,645
1,808
17,528
1,770
1,770
5,680
41,663
14,582
56,250
2,940
1,537
_
-
-
1,062
1,062
—
6,600
-
-
280
30
_
-
504
766
270
-
1,850
-
-
35
35
13
15
19
14
2
90
800
854
1,129
904
2,504
700
3,150
28,000
11,102
16,935
17,176
35,056
1,400
112,820
5,640
1,890
16,800
6,661
-
-
-
—
25,350
-
-
350
-
-
-
1,008
124
1,482
74
i- 31
-------
Table E-31. Quantities and costs for upgrading and operation of on-site systems
for Sturgeon Lake. (Alternatives 4 and 5).
Item
Quantity
Septic tank
Upgrade (minor)
Upgrade (major)
Soil absorption system
Trench
Mound (400 sq ft incld. pump)
Initial cost
Service factor (35%)
Initial capitol costs
Future costs
Building sewer
Septic tank, new
Septic tank, upgrade
Trench SAS
Seepage bed SAS
Mound (400 sq ft)
Mound (200 sq ft incld. pump)
Pump chamber
Blackwater HT Permanent
Blackwater HT Seasonal
Low flow toliet
Total future costs
Annual future costs
SAS - soil absorption system, HT - holding tank
Construction Salvage O&M
114
10
2
3
175
854
1,129
2,504
19,950
8,540
2,258
7,512
38,260
13,391
51,650
11,970
5,124
-
17,090
1,140
100
216
1,456
76
76
35
33
68
14
2
6
3
1
4
90
800
854
1,129
904
2,504
2,154
700
885
885
350
6,840
60,800
29,890
37,257
61,472
35,056
4,308
4,200
2,655
885
1,400
244,760
12,240
4,104
36,480
17,934
760
1,593
531
60,640
144
372
1,149
135
2,560
128
E-32
-------
Table E-32. Quantities and costs for upgrading and operation of on-site systems
for Sturgeon Lake. (Alternative 6).
Item
Quantity
Construction Salvage O&M
Septic tank
Upgrade (minor)
Upgrade (major)
Soil absorption system
Trench
Mound (400 sq ft incld. pump)
Initial cost
Service factor (35%)
Initial capitol costs
Future costs
Building sewer
Septic tank, new
Septic tank, upgrade
Trench SAS
Seepage bed SAS
Mound (400 sq ft)
Mound (200 sq ft incld. pump)
Pump chamber
Blackwater HT Permanent
Blackwater HT Seasonal
Low flow toliet
Total future costs
Annual future costs
SAS - soil absorption system, HT - holding tank
114
10
2
3
175
854
1,129
2,504
19,950
8,540
2,258
7,512
38,260
13,391
51,650
11,970
5,124
-
17,090
1,140
100
216
1,456
76
76
35
29
68
14
2
6
3
1
4
90
860
854
1,129
904
2,504
2,154
700
885
885
350
6,840
60,800
29,890
37,257
61,472
35,056
4,308
4,200
2,655
885
1,400
244,760
12,240
4,104
36,480
17,934
760
1,593
531
60,640
144
372
1,149
135
2,560
128
E-33
-------
Appendix F
Analysis of Grant Eligibility
•H
60
•H
n)
n
o
CO
•H
CO
w
fx,
O,
-------
GRANT ELIGIBILITY
The eligibility of initial capital costs for State and USEPA grants
are based on MPCA policy and USEPA Region V policy which are in turn based
on the Code of Federal Regulations, Title 40, Part 35. These regulations
are currently being revised. Interim Final regulations were issued in the
Federal Register on May 12, 1982, and the Final regulations are expected in
the immediate future. Current MPCA policy was used to determine costs
eligible for grants (Mr. L. Zdon, MPCA, to WAPORA, Inc., 18 August 1982 and
29 November 1982).
A project that is determined to be innovative and alternative quali-
fies for a greater percentage of grant funding of eligible initial capital
costs than conventional projects. The percentage is shown below:
1
Grant Percentage of Eligible Costs
Innovative and Alternative
Conventional
15%
Total
Grant
94%
90%
The initial capital costs include the following:
o Eligible costs - Initial capital costs eligible for USEPA
and state grants.
o Ineligible costs - Initial capital costs not eligible for
USEPA and State grants (not including homeowner ineligible
costs).
o Homeowner inelgible costs - Initial capital costs that must
be financed by the individual homeowner.
Operation and maintenance costs are not grant eligible.
Grant eligibility in this report was based on the following:
Collection and Conveyance
1. STE gravity and STE pressure sewers - All costs were
considered eligible for innovative and alternative
funding, except for building sewers which were con-
sidered homeowner ineligible.
2. Conventional gravity sewers - Pump stations, force
mains, and any gravity sewers used only as inteceptors
were considered eligible for conventional funding.
Gravity collection sewers were considered ineligible.
House leads (piping from the residence to the edge of
the sewer easement) were considered ineligible.
F-l
-------
Centralized Treatment
1. Upgrading the Moose Lake WWTP - All costs were con-
sidered eligible for conventional funding except for
land purchase which was considered ineligible
2. Bog Treatment - All costs (including land) were con-
sidered eligible for innovative and alternative
funding.
Cluster Drainfields
All costs were considered eligible for innovative and alter-
native funding (including STE gravity and STE pressure
collection systems) except building sewers which were con-
sidered homeowner ineligible.
Upgrading On-Site Systems
Upgrading on-site systems for lots inhabited prior to Decem-
ber 1977 were considered eligible for innovative and alter-
native funding. The number of eligible residences was
determined from permits and questionnaires. All ineligible
residences were assumed to require minor upgrades only.
Low-flow toilets were considered homeowner ineligible.
For construction started after 30 September 1984 the Federal share will be
55% for conventional systems and 75% for innovative and alternative sys-
tems (Federal Register, Vol 47, NO 92, May 12, 1982; Changes in regula-
tions governing construction grants for treatment works). The state share
after 30 September 1984 is not known at this time.
F-2
-------
Table F-l. Governmental grants and local share costs for Alternative 2 (costs stated In 1000's of dollars followed In parenthesis
by the percentage share of capital costs).
Total Estimated Annual O&M US EPA Grant USEPA Grant & State Grant
i
00
System Component
On-site Systems
eligible
ineligible
Administrative
ineligible
Total
Capital Cost (Local Cost) Federal Local Federal State
262.7
28.8
291.5
10.3
28.4
38.7
223.3 (85%) 39.4 (15%) 223.3 (85%) 23.6 (9%)
28.8 (100%)
223.3 68.2 223.3 23.6
Local
15.8 (6%)
28.8 (100%)
44.6
-------
Table F-2. Governmental grants and local share costs for Alternative 3 (costs stated In 1000'8 of dollars followed In parenthesis
by the percentage share of capital costs).
System Component
On-Site Systems
eligible
Ineligible
Cluster Systems
eligible
homeowner Ineligible
Administrative
ineligible
Total
Total Estimated Annual O&M
USEPA Grant
Capital Cost (Local Cost) Federal
USEPA Grant & State Grant
Local
Federal
State
207.0
15.7
936.0
0.9
1,159.6
6.2
9.9
28.4
44.5
176.0 (85Z) 31.0 (15Z) 176.0 (85Z) 18.6 (9Z)
15.7 (100Z)
795.6 (85Z) 140.4 (15Z) 795.6 (85Z) 84.2 (9%)
0.9 (100Z)
971.6
188.0
971.6
102.8
Local
12.4 (6Z)
15.7 (100Z)
56.2 (61)
0.9 (100Z)
85.2
-------
I
en
Table F-3. Governmental grants and local share costs for Alternative 4A (costs stated In 1000's of dollars followed In parenthesis
by the percentage share of capital costs).
System Component
On-Slte Systems
eligible
Ineligible
Cluster Systems
eligible
homeowner Ineligible
Centralized Collection
eligible
Ineligible
homeowner Ineligible
Centralized Treatment
eligible
Ineligible
Administrative
Ineligible
Total
Total Estimated Annual O&M
Capital Cost (Local Cost)
109.2
13.2
453.5
0.1
412.3
388.0
91.7
245.2
42.0
1,755.2
3.7
6.5
7.6
2.3
28.4
48.5
USEPA Grant
USEPA Grant & State Grant
Federal
Local
Federal
State
Local
92.8 (85%) 16.4 (15Z) 92.8 (851) 9.8 (9%)
13.2 (100Z)
385.5 (85%) 68.0 (15%) 385.5 (85%) 40.8 (9%)
0.1 (100Z)
6.6 (61)
13.2 (100Z)
27.2 (6Z)
0.1 (100Z)
309.2 (75Z) 103.1 (25Z) 309.2 (75Z) 61.9 (15Z) 41.2 (10%)
308.0 (100%) - - 388.0 (100Z)
91.7 (100Z) - - 91.7 (100%)
183.9 (75Z) 61.3 (25%) 183.9 (75%) 36.8 (75Z)
42.0 (100Z)
971.4
783.8
971.4
149.3
24.5 (10%)
42.0 (100%)
634.5
-------
Table F-4. Governmental grants and local share costs for Alternative 4B (costs stated In 1000's of dollars followed In parenthesis
by the percentage share of capital costs).
Total Estimated
System Component
On-slte Systems
eligible
Ineligible
Cluster Systems
eligible
homeowner Ineligible
Centralized Collection
eligible
Ineligible
homeowner Ineligible
Centralized Treatment
eligible
Ineligible
Administrative
ineligible
Total
Capital
109
13
453
0
777
1
245
42
1,641
Cost
.2
.2
.5
.1
.4
-
.3
.2
.0
-
.9
Annual O&M USEPA Grant
(Local Cost) Federal
92.8 (85Z) 16
3.7 - 13
385.5 (85Z) 68
6.5 - 0
660.8 (85Z) 116
7.9
1
183.9 (75Z) 61
2.3 - 42
28.4
48.8 1,323.0 318
USEPA Grant & State Grant
Local Federal State
.4
.2
.0
.1
.6
-
.3
.3
.0
-
.9
(15Z) 92.8 (85Z) 9.8 (9Z)
(100Z)
(15Z) 385.5 (85Z) 40.8 (91)
(100Z)
(15Z) 660.8 (85Z) 70.0 (9Z)
-
(100Z)
(25Z) 183.9 (75Z) 36.8 (15Z)
(100Z)
- -
1,323.0 157.4
6
13
27
0
46
1
24
42
161
Local
.6
.2
.2
.1
.6
-
.3
.5
.0
-
.5
(6Z)
(100Z)
(6Z)
(100Z)
(6%)
(100Z)
(10Z)
(100Z)
-------
Table F-5. Governmental grants and local share costs for Alternative 4C (costs stated In 1000's of dollars followed In parenthesis
by the percentage share of capital costs).
Total Estimated
System Component
On-site Systems
eligible
Ineligible
Cluster Systems
eligible
homeowner Ineligible
Centralized Collection
eligible
Ineligible
homeowner Ineligible
Centralized Treatment
eligible
Ineligible
Administrative
ineligible
Total
Capital Cost
109
13
453
0
752
1
245
42
1,617
.2
.2
.5
.1
.9
-
.3
.5
.0
-
.4
Annual O&M USEPA Grant
USEPA Grant & State Grant
(Local Cost) Federal Local Federal State
92.8 (85Z) 16.
3.7 - 13.
385.5 (85Z) 68.
6.5 - 0.
640.0 (85Z) 112.
6.8
1.
183.9 (75Z) 61.
2.3 - 42.
28.4
47.7 1,302.2 315.
4
2
0
1
9
3
3
0
2
(15Z) 92.8 (85Z) 9.8 (9Z)
(100Z)
(15Z) 385.5 (85Z) 40.8 (9Z)
(100Z)
(15Z) 640.0 (85Z) 67.8 (9Z)
-
(100Z)
(25Z) 183.9 (75Z) 36.8 (15Z)
(100Z)
-
1,302.2 155.2
6
13
27
0
45
1
24
42
160
Local
.6
.2
.2
.1
.1
-
.3
.5
.0
-
.0
(6Z)
(100Z)
(6Z)
(100Z)
(6Z)
(100Z)
(10Z)
(100Z)
-------
Table F-6. Governmental grants and local share costs for Alternative 5A (costs stated in 1000's of dollars followed In parenthesis
by the percentage share of capital costs).
CO
Total Estimated
System Component
On-site Systems
eligible
ineligible
Cluster Systems
eligible
homeowner ineligible
Centralized Collection
eligible
ineligible
homeowner ineligible
Centralized Treatment
eligible
Ineligible
Administrative
ineligible
Total
Capital Cost
109.
13.
453,
0.
832.
-
1.
244.
-
-
1,654.
2
2
5
1
7
3
9
9
Annual O&H US EPA Grant
USEPA Grant & State Grant
(Local Cost) Federal Local Federal State
92.8 (85Z) 16.
3.7 - 13.
6.5 385.5 (85Z) 68.
0.
707.8 (85Z) 124.
8.0
- - 1.
208.2 (85Z) 36.
9.7
28.4
56.3 1,394.3 260.
4
2
0
1
9
3
7
6
(15Z) 92.8 (85Z) 9.8 (9Z)
(100Z)
(151) 385.5 (85Z) 40.8 (9Z)
(100Z)
(15Z) 707.8 (85Z) • 74.9 (9Z)
-
(100Z)
(15Z) 208.2 (85Z) 22.0 (9Z)
• -
-
1,394.3 147.5
Local
6.
13.
27.
0.
50.
-
1.
14.
-
-
113.
6
2
2
1
0
3
7
1
(6Z)
(100Z)
(6Z)
(100Z)
(6Z)
(100Z)
(6Z)
-------
Table F-7. Governmental grants and local share costs for Alternative 5B (costs stated In 1000"s of dollars followed In parenthesis
by the percentage share of capital costs).
i
10
System Component
On-Site Systems
eligible
ineligible
Cluster Systems
eligible
homeowner ineligible
Centralized Collection
eligible
Ineligible
homeowner ineligible
Centralized Treatment
eligible
ineligible
Administrative
ineligible
Total
Total Estimated
Capital Cost
109.2
13.2
453.5
0.1
747.5
1.3
244.9
- .
1,569.7
Annual O&M
(Local Cost)
3.7
6.5
6.8
9.7
28.4
55.1
US EPA Grant
. Federal Local
92.8 (85Z) 16.4 (15%)
13.2 (100Z)
385.5 (85%) 68.0 (15Z)
0.1 (100Z)
635.4 (85%) 112.1 (15Z)
1.3 (100Z)
208.2 (85%) 36.7 (15%)
-
1,321.9 247.8
USEPA Grant & State Grant
Federal State Local
92.8 (85Z) 9.8 (9Z) 6.6 (6%)
13.2 (100Z)
385.5 (85Z) 40.8 (9Z) 27.2 (6%)
0.1 (100Z)
635.4 (85Z) 67.3 (9Z) 44.8 (6%)
1.3 (100Z)
208.2 (85Z) 22.0 (9Z) 14.7 (6%)
_
1,321.9 139.9 107.9
-------
Table F-8. Governmental grants and local share costs for Alternative 6A (costs stated In 1000's of dollars followed In parenthesis
by the percentage share of capital costs).
System Component
On-Site Systems
eligible
ineligible
Cluster Systems
eligible
homeowner ineligible
Centralized Collection
eligible
ineligible
homeowner ineligible
Centralized Treatment
eligible
ineligible
Administrative
ineligible
Total
Total Estimated
Capital Cost
66.2
7.0
453.5
0.1
759.9
786. A
156.6
311.2
66.0
Annual O&M US EPA Grant
(Local Cost) Federal
56.3 (85%)
1.9
6.5 385.5 (85Z)
569.9 (75%)
14.2
233.4 (75Z)
3.0
Local
9.9 (153!)
7.0 (100Z)
68.0 (15%)
0.1 (100Z)
190.0 (25%)
786.4 (100%)
156.6 (100Z)
77.8 (25Z)
66.0 (100Z)
US EPA
Federal
56.3 (85Z)
385.5 (85Z)
569.9 (75Z)
233.4 (75Z)
Grant & State Grant
State
6.0 (9Z)
40.8 (91)
114.0 (15Z)
46.7 (15Z)
Local
3.9 (6Z)
7.0 (100Z)
27.2 (6Z)
0.1 (100Z)
76.0 (10%)
786.4 (100%)
156.6 (100%)
31.1 (10%)
66.0 (100%)
2,606.9
28.4
54.0
1,245.1
1,361.8
1,245.1
207.5
1,154.3
-------
Table F-9. Governmental grants and local share costs for Alternative 6B (costs stated In 1000's of dollars followed In parenthesis
by the percentage share of capital costs).
System Component
On-Site Systems
eligible
Ineligible
Cluster Systems
eligible
homeowner ineligible
Centralized Collection
eligible
ineligible
homeowner ineligible
Centralized Treatment
eligible
ineligible
Administrative
ineligible
Total
Total Estimated
Capital Cost
66.2
7.0
453.5
0.1
1,520.1
.
3.2
311.2
66.0
-
2,427.3
Annual O&M US EPA Grant US EPA
(Local Cost) Federal Local Federal
56.3 (85%) 9.9 (15Z) 56.3 (85%)
1.9 - 7.0 (100%)
6.5 385.5 (85Z) 68.0 (15Z) 385.5 (85Z)
0.1 (100Z)
1,292.1 (85Z) 228.0 (15Z) 1,292.1 (85Z)
14.7 - ' -
3.2 (100Z)
233.4 (75Z) 77.8 (25Z) 233.4 (75Z)
3.0 - 66.0 (100Z)
28.4 -
54.5 1.967.3 460.0 1,967.3
Grant & State Grant
State Local
6.0 (9Z) 3.9 (6Z)
7.0 (100Z)
40.8 (91) 27.2 (6%)
0.1 (100Z)
136.8 (9Z) 91.2 (6Z)
-
3.2 (100%)
46.7 (15%) 31.1 (10%)
66.0 (100Z)
-
230.3 229.7
-------
Table F-10. Governmental grants and local share costs for Alternative 6C (costs stated In 1000's of dollars followed In parenthesis
by the percentage share of capital costs).
i
ro
System Component
On-Site Systems
eligible
ineligible
Cluster Systems
eligible
homeowner ineligible
Centralized Collection
eligible
ineligible
homeowner ineligible
Centralized Treatment
eligible
ineligible
Administrative
ineligible
Total
Total Estimated
Capital Cost
66.
7.
453.
0.
1,337.
3.
311.
66.
.
2,244.
2
0
5
1
5
2
2
0
7
Annual O&M US EPA Grant
USEPA Grant & State Grant
(Local Cost) Federal • Local Federal -State
56.3 (85Z) 9.
1.9 - 7.
6.5 385.5 (85Z) 68.
0.
1,136.9 (85*) 200.
11.6
- - 3.
233.4 (75Z) 77.
3.0 - 66.
28.4
51.4 1,812.1 432.
9
0
0
1
6
2
8
0
6
(15Z) 56.3 (85Z) 6.0 (9Z)
(100Z)
(15Z) 385.5 (85Z) 40.8 (9Z)
(100Z)
(15Z) 1,136.9 (85Z) 120.4 (9Z)
(100Z)
(25Z) 233.4 (75Z) 46.7 (15Z)
(100Z)
-
1,812.1 213.9
Local
3.
7.
27.
0.
80.
3.
31.
66.
-
218.
9
0
2
1
2
2
1
0
7
(6Z)
(100Z)
(6Z)
(100Z)
(6Z)
(100Z)
(10Z)
(100Z)
-------
Table F-ll. Governmental grants and local share costs for Alternative 7A (costs stated In 1000's of dollars followed In parenthesis
by the percentage share of capital costs) .
I
CO
System Component
On-site Systems
eligible
ineligible
Centralized Collection
eligible
ineligible
homeowner Ineligible
Centralized Treatment
eligible
ineligible
Administrative
ineligible
Total
Total Estimated
Capital Cost
9.6
4.9
2,503.9
1,344.9
3.6
544.4
144.0
-
4,555.2
Annual O&M USEPA Grant USEPA
(Local Cost) Federal Local Federal
8.2 (85%) 1.4 (15%) 8.2 (85%)
0.4 - 4.9 (100%)
1,877.9 (75%) 626.0 (25%) 1,879.9 (75%)
30.9 - 1,344.9 (100%)
3.6 (100%)
408.2 (75%) 136.1 (25%) 408.2 (75%)
11.5 - 144.0 (100%)
28.4 - -
71.2 2,294.3 2,260.9 2,294.3
Grant & State Grant
State Local
0.9 (9%) 0.5 (6%)
4.9 (100%)
375.6 (15%) 250.4 (10%)
1,344.9 (100%)
3.6 (100%)
81.6 (15%) 54.5 (10%)
144;0 (100%)
-
458.1 1,802.8
-------
Table F-12. Governmental grants and local share costs for Alternative 7B (costs stated In 1000's of dollars followed In parenthesis
by the percentage share of capital costs).
System Component
On-slte Systems
eligible
Ineligible
Centralized Collection
eligible
Ineligible
homeowner Ineligible
Centralized Treatment
eligible
Ineligible
Administrative
ineligible
Total
Total Estimated
Capital Cost
9.6
4.9
3,475.5
5.9
544.3
144.0
4,184.2
Annual O&M
(Local Cost)
0.4
32.4
11.5
28.4
72.4
US EPA Grant
Federal Local
8.2 (85%) 1.4 (15%)
4.9 (100%)
2,954.2 (85%) 521.3 (15%)
5.9 (100%)
408.2 (75%) 136.1 (25Z)
144.0 (100Z)
3,370.6 813.6
USEPA Grant & State Grant
Federal State Local
8.2 (85Z) 0.9 (92) 0.5 (6%)
4.9 (100%)
2,954.2 (85%) 312.8 (9%) 208.5 (6%)
5.9 (100%)
408.2 (75%) 81.6 (15%) 54.5 (10%)
144.0 (100%)
3,370.6 ,395.3 418.3
-------
Table F-13. Governmental grants and local share costs for Alternative 7C (costs stated In 1000's of dollars followed In parenthesis
by the percentage share of capital costs).
Total Estimated
System Component
On-slte Systems
eligible
Ineligible
Centralized Collection
eligible
Ineligible
homeowner Ineligible
Centralized Treatment
eligible
Ineligible
Administrative
Ineligible
Total
Capital Cost
9
4
3,276
5
544
144
3,985
.6
.9
.7
-
.9
.3
.0
—
.4
Annual O&M US EPA Grant
(Local Cost) Federal
8.2 (85%) 1
0.4 - 4
2,785.2 (85%) 491
32.9
- 5
408.2 (75%) 136
11.5 - 144
28.4
73.2 3.201.5 783
USEPA Grant & State Grant
Local Federal State
.4
.9
.5
-
.9
.1
.0
—
.9
(15%) 8.2 (85%) 0.9 (9%)
(100%)
(15%) 2,785.2 (85%) 294.9 (9%)
-
(100%)
(25%) 408.2 (75%) 81.6 (15%)
(100%)
— • —
3,201.6 377.4
0
4
196
5
54
144
406
Local
.5
.9
.6
-
.9
.5
.0
—
.4
(6%)
(100%)
(6%)
(100%)
(10%)
(100%)
-------
Table F-14. Average annual residential user costs with Federal and State grants.
Cost ($1.000x)
Alternative
2
3
4A
4B
4C
5A
5B
6A
6B
6C
7A
7B
7C
Capital
costs
291.5
1,159.6
1,755.2
1,641.9
1.617.4
1,654.9
1,569.7
2,606.9
2,427.3
2,244.7
4,555.2
4,184.2
3,985.4
Federal
Share
223.3
971.6
971.4
1,323.0
1,302.2
1,394.3
1,321.9
1,245.1
1,967.3
1,812.1
2,294.3
3,370.6
3,201.5
State
Share
23.6
102.8
149.3
157.4
155.2
147.5
139.9
207.5
230.3
213.9
458.1
395.3
377.4
Local
Share
44.6
85.2
634.5
161.5
160.0
113.1
107.9
1,154.3
229.7
218.7
1,802.8
418.3
406.4
Annual
Equivalent
Of j
Local Share
4.7
8.9
66.4
16.9
16.8
11.8
11.3
120.9
24.1
22.9
189.8
43.8
42.6
Annual
0 & M
38.7
44.5
48.5
48.8
47.7
56.3
55.1
54.0
54.5
51.4
71.2
72.4
73.2
Annual Cost
to Local
Residents
43.4
53.4
114.9
65.7
64.5
68.1
66.4
174.9
78.6
74.3
260.0
116.2
115.8
1980
Residences
Served
286
301
309
309
309
309
309
335
335
335
390
390
390
Average
Annual
Cost per
Residence
12.64
14.79
31.00
17.72
17.38
18.38
17.91
43.50
19.54
18.48
55.55
24.83
24.73
Average
Annual
Cost per
Residence
151.68
177.48
372.00
212.64
208.56
220.56
214.92
522.00
234.48
221.76
666.60
297.96
296.76
Local share Is amortized at 8 3/8% Interest at 20 years (0.10471)
2
Includes administrative costs
See Table 2-22
-------
Table F-15. Average annual residential user costs with Federal grant only.
Cost ($1.000x)
Alternative
2
3
4A
4B
4C
5A
5B
6A
6B
6C
7A
7B
7C
Capital
costs
291.5
1,159.6
1,755.2
1,641.9
1,617.4
1,654.9
1,569.7
2,609.9
2,427.3
2,244.7
4,555.2
4,184.2
3,985.4
Federal
Share
223.3
971.6
971.4
1,323.0
1,302.2
1,394.3
1,321.9
1,245.1
1,967.3
1,812.1
2,294.3
3,370.6
3,201.5
Local
Share
68.2
188.0
783.8
318.9
315.2
260.6
247.8
1,361.8
460.0
432.6
2,260.9
813.6
783.9
Annual
Equivalent
of l
Local Share
7.1
19.7
82.1
33.4
33.0
27.3
26.0
142.6
48.2
45.3
236.7
85.2
82.1
Annual
0 & M
38.7
44.5
48.5
48.8
47.7
56.3
55.1
54.0
54.5
51.4
71.2
72.4
73.2
Annual Cost
to Local
Residents
45.8
64.2
130.6
82.2
80.7
83.6
81.1
196.6
102.7
96.7
307.9
157.6
155.3
1980
Residences
Served
286
301
309
309
309
309
309
335
335
335
390
390
390
Average
Annual
Cost per
Residence
13.36
17.77
35.21
22.17
21.75
22.54
21.86
48.90
25.54
24.05
65.80
33.67
33.18
Average
Annual
Cost per
Residence
160.32
213.24
422.52
266.04
261.00
270.48
262.32
586.80
306.48
288.60
789.60
404.04
398.16
Local share Is amortized at 8 3/8% Interest for 20 years (0.10471)
2
Includes administrative costs
3
See Table 2-22
-------
Table F-16. Average annual residential user costs without any governmental grants.
i
00
Alternative
2
3
4A
4B
4C
5A
5B
6A
6B
6C
7A
7B
7C
Capital
Costs
291.5
1,159.6
1.755.2
1,641.9
1,617.4
1,654.9
1,569.7
2,609.9
2,427.3
2,244.7
4,555.2
4,184.2
3,985.4
Cost ($l,000x)
Annual
Equivalent ,
of Local Share
30.5
121.4
183.8
171.9
169.4
173.3
164.4
273.3
254.2
235.0
477.0
438.1
417.3
Annual,
0 & M
38.7
44.5
48.5
48.8
47.7
56.3
55.1
54.0
54.5
51.4
71.2
72.4
73.2
Annual Cost
to Local
Residents
69.2
165.9
232.3
220.7
217.1
229.6
219.5
327.3
308.7
286.4
548.2
510.5
490.5
1980
Residences?
Served
286
301
309
309
309
309
309
335
335
335
390
390
390
Average
Monthly
Cost per
Residence
20.17
45.94
62.64
59.53
58.54
61.92
59.19
81.41
76.78
71.25
117.13
109.09
104.81
Average
Annual
Cost per
Residence
242.04
551.28
751.68
714.36
702.49
743.03
710.28
976.92
921.36
855.00
1,405.56
1,309.08
1,257.72
Local share is amortized at 8 3/8% Interest for 20 years (0.10471).
2
Includes administrative costs
3See Table 2-22.
-------
Appendix G
•H
O
CO
C
o
Impacts of On-site Wastewater
-------
IMPACTS ON SOILS
The application of septic tank effluent to soil in the operation of the
cluster drainfields (Alternatives 3 through 6) and on-site systems (alter-
natives 2 through 7) will have an impact on the amount of prosphorus and
nitrogen in the soil.
Phosphorus would be present in septic tank effluent in an inorganic form
as orthophosphate (primarily HPO -2), as polyphosphates (or condensed phos-
phates), and as organic phosphate compounds. Because the pH is alkaline, the
predominant form usually is orthophosphate (USEPA 1976). Polyphosphate is
converted quickly to orthophosphate in conventional wastewater treatment, in
soil, or in water. Dissolved organic phosphorus is converted more slowly (day
to weeks) to orthophosphate.
When septic tank effluent is applied to soils, dissolved inorganic phos-
phorus (orthophosphate) may be adsorbed by the iron, aluminum, and/or calcium
compounds, or may be precipitated through with soluble iron, aluminum, and
calcium. Because it is difficult to distinguish between adsorption and pre-
cipitation reactions, the term "sorption" is utilized to refer to the removal
of phosphorus by both processes (USEPA and others 1977). The degree to which
phosphorus is sorbed in soil depends on its concentration, soil pH, tempera-
ture, time, total loading, and the concentration of other wastewater consti-
tuents that directly react with phosphorus, or that affect soil pH and oxi-
dation-reductions (USEPA and others 1977).
The phosphorus in the absorbed phase in soil exists in equilibrium with
the concentration of dissolved soil phosphorus (USEPA and others 1977). As an
increasing amount of existing adsorptive capacity is used, such as when waste-
water enriched with phosphorus is applied, the dissolved phosphorus concentra-
tion of phosphorus in the percolate, and thus in the groundwater or in the
recovered underdrainage water.
Eventually, adsorbed phosphorus is transformed into a crystalline-mineral
state, re-establishing the adsorptive capacity of the soil. This transfor-
mation may occur slowly, requiring from months to years. However, work by
various researchers indicate that as much as 100% of the original adsorptive
capacity may be recovered in as little as 3 months. In some instances it may
take years for the adsorptive capacity to fully recover because the active
cations may become increasingly bound in the crystalline form. The possible
amount of phosphorus that could precipitate to the crystalline form, based on
a 2% to 4$ iron and 5% to 7.5% aluminum soil content, is estimated to be
250,000 pounds of phosphorus per acre-foot of soil (Ellis and Erickson 1969).
Dissolved organic phosphorus can move quickly through permeable soils.
Adequate retention of the wastewater in the unsaturated soil zone is necessary
to allow enough time for the organic phosphorus to be hydrolized by micro-
organisms to the orthophosphate form. In the orthophosphate form, it then can
be adsorbed.
Nitrogen loadings in the septic tank effluent are of greatest concern
because of the potential for well contamination by nitrates. Nitrogen would
be present in applied wastewater principally in the form of ammonium (NH.) and
organic nitrogen. When septic tank effluent is applied to soils, the natural
G-l
-------
supply of soil nitrogen is increased. As in the natural processes, most added
organic nitrogen slowly is converted to ionized ammonia by microbial action in
the soil. This form of nitrogen, and any ionized ammonia in the effluent, is
adsorbed by soil particles.
Plants and soil microbes both utilize ammonium directly. Microbes oxi-
dize ammonium to nitrite (NO ) that is quickly converted to the nitrate (NO )
from through nitrification. Nitrate is highly soluble and is utilized By
plants, or leached from the soil into the groundwater. Under anaerobic con-
ditions (in the absence of oxygen), soil nitrate can be reduced by soil mic-
robes to gaseous nitrogen forms (denitrification). These gaseous forms move
upward through the soil atmosphere and are dissipated into the air. Denitri-
fication depends on organic carbon for an energy source; thus, the interface
between natural soil and the gravel fill in a drain bed has both requisite
characteristics for denitrification.
Unlike phosphorus, nitrogen is not stored in soil except in organic
matter. Organic matter increases within the soil would result from increased
microbial action and from decreased oxidation. The increased organic matter
improves the soil tilth (workability), water holding capacity, and capability
of retaining plant nutrients.
6-2
-------
Appendix H
Excerpts from the Report on Algae
-------
Excerpts from the Report on Algae (USEPA 1982).
Excerpts were taken from the Report on Algae to provide summaries and conclusions
regarding the major topical areas covered. The full Report on Algae was originally
published and distributed by USEPA Region V in January of 1982. This report was
prepared as a supporting technical reference document for the Environmental Impact
Statement on the Moose Lake-Windemere Sanitary District's proposed wastewater
treatment system. Complete copies of the Report on Algae are available from the
Project Monitor.
2.3.5. Summary of Blue-Green Algal Toxicity
Three genera of freshwater blue-green algae, Anacystis, Anabaena and
Aphanizomenon, are most commonly associated with toxin production and have
been reported to produce several different types of toxins. The toxicologlcal
and pharmacological properties of the toxins as well as their chemical identi-
ties are not well understood. In addition, very little is currently known
about the physiological and/or ecological factors and interactions that lead
to toxic episodes.
There is well documented evidence, however, that blue-green algae can
produce toxic effects in animals and livestock. Livestock and wildlife
poisonings occur most frequently in lakes, reservoirs, and ponds in temperate
climates. Toxic blooms usually occur between late spring and early autumn.
Toxic effects in animals can occur only through ingestion of contaminated
water. A variety of toxic effects have been documented in the laboratory and
from observations of livestock and wildlife populations and include convul-
sions, gastrointestinal disorders, respiratory disorders, liver failure, and
death. There are, however, no documented or reported cases of human mortality
associated with toxic strains of freshwater blue-green algae.
Although more than 12 species belonging to 9 genera of freshwater cyano-
phytes have been implicated in cases of animal poisoning, toxic strains of the
three most common bloom forming species, Microcystis aeruginosa, Anabaena
H-l
-------
flos-aque, and Aphanizomenon flos-aque have been responsible for the majority
of the documented episodes. (In the literature, Anacystis is used synonyraosly
with the genus Microcystis.) The poisonings attributable to Anabaena
flos-aque have been more dramatic in terms of the number of animals affected,
but toxic strains of Microcystis aeruginosa appear to be more widely dis-
tributed geographically.
To date, twelve different toxins have been identified from strains and/or
blooms of the three most common toxigenic species. The toxins differ in their
reaction time and their chemical structure. Several of the toxins are very
fast-acting and are suspected of being alkaloids. Some have a pronounced
latent period following ingestion and are suspected of being peptides. The
available evidence also indicates that a single bloom may contain several
different toxins simultaneously.
Investigations into the nature and occurrence of toxic blooms of blue-
green algae indicate that such blooms have a highly variable and mosaic
nature. The development of toxic blooms is unpredictable and usually occurs
in short-lived pulses. They infrequently recur in the same body of water in
subsequent years. The fact that bloom toxicity is so varied and unpredictable
makes any bloom potentially dangerous and suspect at all times, even though
the majority are actually nontoxic.
There have been several documented episodes of toxic blue-green algae
blooms in southern Minnesota. Toxic blooms are rare, however, in the northern
part of the state.
H-2
-------
3.3. Summary of the Causes of Swimmers' Itch
Swimmers' itch can be cercarial related or blue-green algae related. Man
is not a host or "carrier" of the schistosome which causes the cercarial
dermatitus form of swimmers itch. Therefore human waste (excrement) can not
be responsible for the presence of this more severe type of swimmers' itch.
However, the blue-green algae blooms which are 'responsible for the less
serious form of dermatitus can in part be caused by an influx of nutrients
from human waste.
H-3
-------
4.0. PHYTOPLANKTON COMMUNITY STRUCTURE AND EVIDENCE OF PUBLIC HEALTH PROBLEMS:
MOOSE LAKE, MINNESOTA
Four lakes in the Moose Lake-Wlndermere Sanitary District were inves-
tigated to gather baseline information on phytoplankton community structure
and on existing water quality. The objective of this investigation was to
evaluate the relative abundance of blue-green algae in the four lakes and to
assess potential problems associated with blooms of blue-green algae. A
secondary purpose was to determine if cercarial dermititus (swimmers' itch) is
a problem in the Moose Lake area. The Moose Lake-Windermere Sanitary District
is located in eastern Minnesota between Minneapolis and Duluth. The four
lakes that were studied are Island, Sturgeon, Rush, and Passenger Lakes
(Figure 4-1).
The description and evaluation of the phytoplankton community structure
was based on lake sampling and water quality data analysis. Information on
blue-green toxicity events and swimmers' itch outbreaks was gathered in inter-
views with local physicians and veterinarians as well as with state health
officials.
4.1. Phytoplankton Community Structure
4.1.1. Description of Phytoplankton Community Structure
Phytoplankton community structure is determined primarily through inter-
actions involving physical-chemical factors, zooplankton, and fish.
Typically, the dominance of a phytoplankton community by a particular species
will shift during the course of a year. That is, a particular phytoplankton
species may form the greatest proportion of the algal community biomass
(weight of living matter) only at certain times of the year when the interac-
tions taking place within the water body favor that particular phytoplankton.
As the aquatic ecosystem changes during the year, numerous interactions occur
that may, in sequence, favor other phytoplankton. For example, in eutrophic
lakes diatoms may be the dominant phytoplankton in the spring because they are
favored by high silicate concentrations, high light peneration, and cool water
temperatures present at that time of the year. In early summer as silicate
H-4
-------
Figure 4-1. Locations of mid-lake sampling stations
for phytoplankton, nutrient, temperature,
dissolved oxygen and chlorophyll data.
H-5
-------
concentrations decrease, green algae may become dominant because of increased
water temperatures and increased nutrient availability. As water temperature
reaches the late summer peak, and as dissolved nitrate levels decrease follow-
ing uptake by green algae and by rooted aquatic plants, blue-green algae may
become dominant. In late summer blue-green algae hold an advantage over other
algal species when levels of phosphorous are high compared to nitrogen because
blue-greens alone can fix atmospheric nitrogen into a useful nutrient form.
In addition, blue-green algae use their unique gas vacuoles to remain in
position at the water surface and take advantage of the diminished sunlight as
well as shade out other algae found deeper in the water column.
Algal groups such as blue-greens, diatoms, or greens are characterized as
dominant based on biovolume measurements micrometers cubed per railliliter
Gum /ml). Biovolume is a parameter which generally reflects biomass. It is
expressed in this Report as a volume of plankton per unit volume of water and
is therefore indicative of visible accumulations of living matter.
Phytoplankton samples were collected from Island Lake (6 stations) and
Sturgeon Lake (4 stations) on four sampling dates during late summer and early
autumn. Passenger and Rush Lakes were sampled on three dates during the same
period at one station in the middle of each the lakes. Phytoplankton samples
were taken in each instance at one meter below the surface, at mid-depth, and
at one meter from the bottom. The sampling station locations are shown in
Figure 4-1. Algal identification was taken at least to the genus level and to
the species level where possible. Phytoplankton dimensional measurements were
made of the most numerous phytoplankton species found. Measurements for other
less numerous phytoplanktons were taken from unpublished species lists for
Minnesota lakes (by letter, Nancy Holm, Limnological Research Center, Univer-
sity of Minnesota) and from Wetzel (1975). The list of phytoplankton volumes
used to calculate biovolumes in this investigation is included in Appendix
A-3. Chlorophyll ji samples were collected concurrent with phytoplankton
sampling on two dates at the same sample locations and depths. Secchi disk
depth was measured at all sample sites and on all sample dates.
Island Lake
Phytoplankton biovolume (abundance) and the percent composition
(dominance) of major phytoplankton groups for Island Lake at the surface,
H-6
-------
mid-depth, and bottom depths are depicted in Figure 4-2. From 26 August to
September 9 there was an overall decrease in algal density and a dramatic
shift in algal dominance. The decrease in algal density was due primarily to
the decline of the large dinoflagellate, Ceratium hirundinella, which had an
estimated volume of 75,000 urn per organism. Over this same time period a
3
large blue-green species, Anabaena macrospora (45,000 jum per organism) and
3
another blue-green, Aphanizomenon flos-aquae (2800 Aim per organism) grew in
3
number while a smaller blue-green, Phormidium mucicola (10 jam per organism)
decreased in number. Thus, although the total blue-green algae cell number
per ml remained relatively constant from 26 August to 9 September, because of
the shift from small blue-green algae species to large-sized blue-green algae
species and declines in other phytoplankton (the dinoflagellates declined from
77% to less than 1% of the phytoplankton biovolume), blue-green algae in-
creased from 16% to 94% of the total phytoplankton biovolume. For the re-
mainder of September, blue-greens were dominant in Island Lake, with the
blue-green abundance reaching a peak around the September 14 sampling date
(Table 4-1).
Throughout the sampling period (26 August to October 5) Island Lake
consistently had the highest phytoplankton density of the four lakes inves-
tigated. High blue-green algal and other phytoplankton densities in Island
Lake also contributed to poor water clarity. Island Lake had the lowest
Secchi disk readings of the four lakes. The changes in the average Island
Lake Secchi disk readings were followed closely by the changes in phytoplank-
ton abundance (Figure 4-3a and b).
Sturgeon Lake
Changes in phytoplankton abundance and dominance in the water column for
the four Sturgeon Lake sampling dates are shown in Figure 4-4. The total
phytoplankton biovolume in Sturgeon Lake was lower than in Island Lake but
blue-green algae were still the dominant phytoplankton group throughout the
month of September. The dominant blue-green species was Anacystis spp.
Diatoms were an important component of the phytoplankton community in Sturgeon
Lake on all four sampling dates and were found at all depths but never
accounted for more than 24% of the phytoplankton biovolume. Based on Secchi
disk readings, water clarity was observed to be much greater in Sturgeon Lake
than in Island Lake (Figure 4-3a).
H-7
-------
ISLAND LAKE
Oft
10ft
20ftJ
Oft
9ft-
26 AUGUST 1981
biovolume in jun x 10
I 35 79 11 13 15 17 19
0
12Z blue-green
25Z blue-green
11
12Z blue-green
19ft1
14 SEPTEMBER 1981
biovolume in *jm^ x 10^
1 35 7 9 11 13 15 17 19
98Z blue-green
98Z blue-
green
13ft
18ftJ
Figure 4-2.
98Z blue-green
22ft1
9 SEPTEMBER 1981
biovolume in urn x 10
1 35 7 9 11 13 15 17 19
94Z blue-green
95Z blue-green
92Z blue-green
30 SEPTEMBER 1981
biovolume in jim^ x 10°
1 35 7 9 11 13 15 17 19
blue-green
94Z blue green
Abundance and dominance of major phytoplankton forms based
on biovolume data. Derived from plankton counts made on
samples taken from Island Lake on four sampling dates.
Depths of samples are approximately as shown.
H-8
-------
3 4
Table 4-1. Blue-green algal biovolumes (jura x 10 /ml) of four lakes in
the Moose Lake area and four lakes from southern Minnesota (the
Minneapolis-St. Paul area). Blue-green algae genera listed are
those most commonly associated with incidences of blue-green
algae toxicity in North America.
Location/
Date
Island Lake
26 August 1981
9 September 1981
14 September 1981
30 September 1981
Sturgeon Lake
27 August 1981
9 September 1981
15 September 1981
5 October 1981
Passenger Lake
10 September 1981
15 September 1981
1 October 1981
Rush Lake
10 September 1981
15 September 1981
1 October 1981
Anabaena spp.
61
671
1336
92
30
41
74
30
0
14
5
30
27
0
Anacystis spp.
17
7
11
8
58
102
66
48
18
14
2
0
24
4
Aphani zomenon
f1os-aquae
67
169
466
358
0
1
0
1
0
0
0
0
0
0
Sampling
Depth
Surface
Surface
Surface
Surface
Cedar Lake, MN
9 September 1974 14
Lake Harriet, MN
22 July 1974 41
Lake of the Isles, MN
22 July 1974 476
Lake Calhoun, MN
26 August 1974 232
0
169
297
460
544
2 meters
2 meters
Surface
Surface
H-9
-------
WATER CLARITY
(SECCHI DISK MEASUREMENTS)
.au
.10
.60
.50
.to
.20
.10
.00
.90
.HO
.10
60
.30
.40
.X
.20
.00
.90
.SO
.70
.60
-JO
.»
26 AUI|II*C
9 Scpct*b«r 1}
30 1 Oct S Oec
S.PC.
Figure 4-3a. Average Secchi disk values for the project area lakes
versus time. Data are from 1981 field surveys.
PHYTOPLANKTON ABUNDANCE
(BIO-VOLUME ESTIMATES FROM CELL COUNTS)
so -
100 -
2
2 'oo
3 5UO
I 600
900
1000
1)00
2000
••..^
"""•••.».
T f
10 i net.
Figure 4-3b. Average phytoplankton biovolumes for the project area lakes
versus time. Plotted data are representative of the
photic zones of the lakes,as only samples from just below
the surface of the water were taken into the averages.
H-10
-------
STURGEON LAKE
Off
27 AUGUST
blovolume in um x 10
1 35 79 U 13 15 17 19
76Z blue-green
9ff
69Z blue-green
73Z blue-green
19ftJ
9 SEPTEMBER
blovolume in jam x 10
1 35 7 9 11 13 15 17 19
Oft
i I | I I j__
7ff
15ft-l
84Z blue-green
90Z blue-green
692 blue-green
15 SEPTEMBER
bio volume in »m^ x 10**
1 35 7 9 11 13 IS 17 19
5 OCTOBER
biovolume in jra^ x 10
1 35 7 9 11 13 15 17 19
Oft-
1 I * I I
Oft
;•) 86Z blue—green
13ff
83Z blue-green
12ft.
26ftJ
75Z blue-green
22ftJ
;&v'/£-.1 74Z blue-green
87Z blue-green
69Z blue-green
Figure 4-4.
Abundance and dominance of major phytoplankton forms based
on biovolume data. Derived from plankton counts made on
samples taken from Sturgeon Lake on four sampling dates;
Depths of samples are approximately as shown.
•Hill
-------
Passenger Lake
Passenger Lake had low phytoplankton biovolumes (Figures 4-3b and 4-5)
and low blue-green algae biovolumes (Table 4-1) compared to Island and Stur-
geon Lakes. Although Passenger Lake had the highest cell count per milliliter
of all four lakes (Appendix A) the phytoplankton that accounted for these high
numbers (Ochromonas spp; 4500 cells/ml) was a small golden-brown algae (40 jura
per organism). For the three sampling dates, two phytoplankton groups were
dominant, the golden-brown algae and the cryptomonads. Based on the the
findings of lower biovolumes in Passenger Lake than in Sturgeon Lake, deeper
Secchi disk readings in Passenger Lake would be expected. This was not ob-
served (Figure 4-3a). The lower (shallow) Secchi disk readings in Passenger
Lake may have been due to increased light scattering caused by the high number
of phytoplankton cells, by color due to dissolved organics, by suspended
solids brought into the photic zone (surface layer) from bottom sediment
resuspension, or by sediments carried into the Lake from the surrounding
watershed.
Rush Lake
Rush Lake had the lowest phytoplankton abundance (Appendix A-2), and had
blue-green biovoluraes similar to Passenger Lake. Consequently, a relatively
small blue—green biovolume could dominate the overall phytoplankton community
(Figure 4-6). Other groups that were important in terms of the the biovolume
percentages of Rush Lake included cryptonomads and dinoflagellates. Cell
3
sizes in the phytoplankton samples were small (less than 1000 jum per
organism) except for the dinoflagellate, Ceratlum hirundinella. Large phyto-
plankton can have a significant impact on biomass concentrations even at low
densities. For example, in the 10 September mid-depth sample the total cell
density was 748 cells/ml, and although Ceratium was found at only 5 cells/ml,
it represented 38% of the total phytoplankton biomass (Appendix A-l and Figure
4-5) . The low phytoplankton biovolumes in Rush Lake are associated with the
highest (deepest) Secchi disk readings of the four lakes investigated. Based
on the survey data of September 1981 it appears Rush Lake had the greatest
water clarity of the four studied lakes (Figure 4-3a).
H-12
-------
PASSENGER LAKE
10 SEPTEMBER 1981
bio volume in urn x 10
3 5
9 11 13 15 17 19
Oft
16ft •
34ft J
21Z blue-green
42Z cryptophyte.
26Z golden brown
30% other
• :•'•.%
•v'.\l 39Z blue-green
31Z cryptophyte
17Z blue-green
36 Z cryptophyte
40Z euglenoid
Oft
14ff
15 SEPTEMBER 1981
bio volume in u<& x 10"
1 35 7 9 11 13 15 17 19
25Z blue-green
/.39Z cryptophyte
32% golden brown
1 OCTOBER 1981
biovolume in jam^ x 10°
1 35 7 9 11 13 15 17 19
Oft
8Z other
28ftJ
12Z blue-green
AAZ cryptophyte
36Z golden brown
27Z euglenoid
1AZ blue-green
59Z cryptophyte
6ft.
14Z blue-green
42Z cryptophyte
32Z eolden brown
17Z golden brown
17Z blue-green
60Z cryptophyte
15Z other
blue-green
_42Z cryptophyte:
12ftJ / 25Z golden brown
Figure 4-5.
Abundance and dominance of major phytoplankton forms based
on biovolume data. Derived from plankton counts made on
samples taken from Passenger Lake on three sampling dates.
Depths of samples are approximately as shown.
H-13
-------
RUSH LAKE
10 SEPTEMBER 1981
bio volume in urn x 10
1 35 7 9 11 13 15 17 19
Oft
16ft
34ft J
692 blue-green
18Z other
t!S.
:£$K 35Z blue-green
A 72 dinoflagellate
blue-green
77Z cryptophyte
15 SEPTEMBER 1981
biovolume in >un^ x 10
1 35 7 9 11 13 15 17 19
1 OCTOBER 1981
biovolume in jjm x 10
Oft
Oft
712 blue-green
41Z other
14ft •
59Z blue-green
6ft
16Z other '
28ft J
n7.x^9Z blue-green
75Z cryptophyte
12ftH
7 9 11 13 15 17 19
12Z blue-green
49Z dinoflagellate
39Z other
22Z other
iv£v/;:A 50Z blue-green
28Z cryptophyte
312 other
blue -green
57Z dinoflagellate
Figure 4-6.
Abundance and dominance of major phytoplankton forms based
on biovolume data. Derived from phytoplankton counts made on
samples taken from Rush Lake on three sampling dates. Depths
of samples are approximately as shown.
H-14
-------
Chlorophyll ji was another parameter measured in the four lakes. Chloro-
phyll ji is a general indicator of the total phytoplankton biomass but does not
differentiate between specific groups and does not always correlate well to
water clarity. Table 4-2 lists chlorophyll a_ concentrations for the 8 Septem-
ber and 15 September sampling dates. In general, chlorophyll ji concentrations
in Island Lake samples were higher than in Sturgeon, Rush, or Passenger Lake
samples. Higher chlorophyll a_ concentrations may also have resulted in the
observed green appearance of Island Lake's water compared to the other three
lakes. This characteristic has been reported by a number of lakeside resi-
dents and may be enhanced by the presence in Island Lake of suspended clay
matter which scatters (back-reflects) light. The presence of clayey soils in
the watershed of Island Lake is discussed in Section 4.1.2. below.
Table 4-2. Chlorophyll a_ concentrations C"g/l) for Island, Sturgeon,
Passenger, and Rush Lakes.
SEPTEMBER 8
Surface Mid-depth Bottom
Island
Is-1
Is-2
Is-3
Is-4
Is -5
Is -6
Sturgeon
St-1
St-2
St-3
St-4
Passenger
Rush
37
28
28
32
32
36
10
3
9
8
11
20
34
26
33
24
28
29
11
9
8
8
6
10
28
19
24
8
14
21
10
11
9
7
28
4
SEPTEMBER 15
Surface Mid-depth Bottom
19
30
39
9
26
29
10
45
33
32
40
20
26
12
28
22
6
16
8
10
8
9
8
7
8
14
9
13
8
8
16
53
13
H-15
-------
4.2. Physician and Veterinarian Interview Report
A survey of medical practitioners was conducted to determine whether any
human, pet or livestock health problems had been diagnosed in the drainage
areas of Island, Sturgeon, Passenger or Rush Lakes since 1979. Personal and
H-16
-------
telephone interviews were conducted with local medical and veterinary clinics;
state, county, and local health and water agencies; and experts. All respon-
dents were asked to consult their records and to poll their staffs on medical
problems that might be attributed to water pollution in the study area. They
were requested to document cases involving toxic effects attributable to
blue-green algae, bacterial and viral infections, and outbreaks of cercarial
dennatitus (swimmers' itch). An explanation of symptoms exhibited by humans,
pets and livestock after exposure to toxic strains of blue-green algae, and of
swimmers' itch was provided to all survey participants. A phone number was
left with each respondant and they were encouraged to contact USEPA if they
wished to provide additional information.
None of the agencies, clinics, or experts polled had records of or were
aware of any medical problems associated with water contaminated by blue-green
algae, or due to the presence of bacteria or virus originating from human
waste in the study area (Table 4-4).
The Minnesota Department of Natural Resources' (MDNR) Water Monitoring
and Control Unit (WMCU) is responsible for issuing permits for applying copper
sulfate to provide emergency control of cercarial dermatitus (swimmers' itch),
rooted aquatic plants and phytoplankton growth. No permits have been issued
for copper sulfate applications on Island, Sturgeon, Passenger or Rush Lakes
during the past twenty years (By telephone, Howard Krosch, Supervisor WMCU,
MDNR 10 November 1981).
Instances of animal illness or death attributed to blue-green algae are
rare in the northern portion of the state of Minnesota. Occasional toxic blue
green algae blooms have been recorded in southern and western Minnesota,
typically reappearing in two to three year intervals (By telephone, Howard
Krosch, WMCU, MDNR 18 November 1981). There have been no documented domestic
animal deaths attributable to blue-green algae in northern Minnesota near the
Moose Lake area (Personal communication, Dr. Clarence Stowe, Large Animal
Clinic - University of Minnesota, 9 November 1981).
Conversely, cercarial dermatitus (swimmers' itch) is reported to be
common in lakes throughout Minnesota (By telephone, Gene Jordan, Minnesota
State Department of Health, 5 November 1981). However, none of the state or
H-17
-------
i
os
Table 4-4. Responses to public health survey questions.(Based on telephone interviews
November, 1981)
Respondents
Minnesota Department of Natural
Resources - Water Monitoring
and Control Unit
St. Paul
Howard Knoscli - Supervisor
David Zapltlllo - Aquatic Biologist
Minnesota Department of Health:
Epidemiology Department
Minneapolis
Dr. Michael Olsterholm
Public Water Supply Department
Minneapolis
Richard Clark, Supervisor
Charles Schneider, Engineer
Minnesota Department of Health, Duluth
Gene Jordan, Supervisor
Minnesota Pollution Control Agency
Water Quality Division
St. Paul
No
No
No
No
No
No
No
No
Larry LI v say, Blologlst-Llmonologlst
No
No
-------
Table 4,-4. Responses to public health survey questions,1 concluded.
Minnesota Board of Animal Health
St. Paul
Dr. Keller
Dr. Flint No Ho
University pf Minnesota
Large Anlnal Clinical Services
St. Paul
Dr. Clarence M. Stowe No No
Moose Lake Veterinary Clinic
Moose Lake
Dr. Frank'J. Skalko No No
Moose Lake Ulndemere Sanitary District
Moose Lnke
Harold Uestholn, Director Yes <3* No
Pine County Department of Hunan Services
Pine City
Janet Schumaker Ho Ho
Carlton County Board of Health
Cloquet
Rachel Pulte, Hurse No No
Carlton County Zoning Office
Cloquet
Bruce Benson Ho Ho
Pine City Area Clinic
Pine City
Dr. Hock No No
tllnckley Area Clinic
Illnckley
Mary Marks Clinic Coordinator Ho Ho
Dr. Charles Bloom Ho No
Mora Medical Clinic
Mora
Lorraine Carlson, Insurance Director Ho No
Gateway Family Health Clinic
Moose Lake
Dr. Raymond Ctirlstensen Ho No
Dr. Kenneth Ettermnn Ho No
-------
county agencies surveyed had records of any outbreaks of swimmers' itch in Is-
land, Sturgeon, Rush or Passenger Lakes (Table 4-4). Most patients treated
for swimmers' itch in the Moose Lake area probably contracted it while
swimming in Moose Head lake (By telephone, Doctors Raymond Christensen and
Kenneth Etterman, 12 November 1981). Local citizens have not reported
occurences of swimmers' itch on Sturgeon, Rush or Passenger Lakes. One
instance of swimmers' itch occurring on 4 July 1981 was reported by a home
owner on the south shore of Island Lake (Personal communication, Harold
Westholm, November 1981). No reoccurences have been reported.
H-20
-------
Table A-2.
Phytoplankton bio-volume data and Secchl disk data for four lakes In Pine County HN.
*26, b27 AUGUST 1981
C9, 10 SEPTEMBER 1981
"l4,fl5 SEPTEMBER 1981
30 SEPTEMBER and
I
ro
1, '5 OCTOBER
Surface Mid-depth Bottom Surface Mid-depth Bottom Surface Mid-depth Bottom Surface Mid-depth Bottom
«.c,e,g.ISLAH() IMK
Z blue-green algae, bio-volume
Z dlnof lagellate, bio-volume
Z other phytoplankton, bio-volume
urn' (total blovolume) x 10 /ml.
Secchl disk depth (meters)
b.c,f,l.STURGEOH UKB
Z blue-green algae, bio- volume
Z crypt omond, bio-volume
Z diatom, bio-volune
Z other phytoplankton, bio-volume
jim1 (total blovolume) x 10* /ml.
Secchl disk depth (meters)
C>f>h'RUSH LAKE
Z blue-green algae, bio-volume
Z crypt omonad, bio-volume
Z dlnoflagellate, bio-volume
Z euglenold, blo-volune
Z other phytoplankton, blo-volune
urn' (total biovolune) x 10* /ml.
Secchl disk depth (meters)
d>f'h- PASSENGER LAKE
Z blue-green algae, bio-volume
Z cryptomonad, bio-volume
Z golden brown algae, bio-volume
Z euglenoid, bio-volume
Z other phytoplankton, blo-volune
urn9 (total blovolume) x 104/nl.
Secchl disk depth (meters)
h
SAND LAKE
Z blue-green algae, bio-volume
Z diatom, bio-volume
Z golden brown algae, bio-volume
Z cryptomonad, bio-volume
Z other phytoplankton, bio-volume
jim* (total biovolume) x 104/ml.
Secchl disk depth (meters)
12
82
6
1211
1.39
76
14
0
10
116
2.02
^_
—
—
—
—
—
__
_ —
—
~
—
—
_
—
^^^
—
—
— .
—
_
—
25
71
4
1808
—
69
13
13
5
107
—
_
—
—
—
—
_
—
_ _
—
—
—
—
__
—
_
—
—
_
—
—
—
12
81
7
921
—
73
13
0
14
94
—
__
—
—
—
—
—
—
—
—
—
—,
__
—
^ _
_
—
—
—
_
—
94
0
6
899
1.59
84
0
11
5
173
2.16
69
15
0
0
16
60
3.60
21
42
26
0
U
84
1.95
^^
_
—
—
—
__
—
95
0
5
746
—
90
0
0
10
338
—
35
0
47
0
18
80
—
39
31
20
0
10
28
—
—
—
_
—
_
—
92
0
8
379
—
69
0
24
7
102
—
10
77
0
0
13
103
—
17
36
0
40
7
25
—
ml^
—
_
_
—
_
—
98
0
2
1851
1.29
86
0
0
14
163
2.58
71
18
0
0
11
71
3.63
25
39
32
0
4
112
1.80
^ ^
—
—
_
—
_
—
98
0
2
1113
—
83
0
0
17
128
—
59
10
24
0
7
102
—
12
44
36
0
8
79
—
_
—
—
_
—
—
—
98
0
2
835
—
75
0
16
9
86
—
9
75
0
15
1
20
—
14
59
0
27
0
12
—
_
—
_
_
—
__
—
93
0
7
491
1.48
74
0
U
15
106
2.93
12
U
49
0
28
32
3.72
14
42
32
0
12
49
2.02
55
15
12
0
18
75
2.05
94
0
6
532
—
87
0
0
13
138
—
50
28
0
0
22
22
—
17
60
23
0
0
52
—
53
19
10
17
1
72
—
94
0
6
484
—
69
0
10
21
107
—
12
22
57
0
9
40
—
18
42
25
0
15
57
—
56
U
16
15
2
79
—
Recorded bio-volume values are based on mathematical averages of cell counts reported from a number of sampling stations on Island
and Sturgeon Lakes (6 and 4 stations, respectively). Rush and Passenger Lake values are singular as those lakes had one sampling
station each. Total depths at sampling stations ranged from 18 to 20 feet at Island Lake, from IS to 26 feet at Sturgeon Lake,
26 feet at Rush Lake, and to 26 feet at Passenger Lake.
-------
Table A-3. Phytoplankton Measurements
CYANOPHYTA ;jm3
Ana.ba.ejia. na.cJio&pa*a. 45,000
Ana.ba.nna. ApUio-idu 9,000a
1,000
Aphasu.zominon (£04 -aquae. 2,800
0&iAA 4p 300a
Pho/uniduum mi.CAC.ota. 10a
CRYPTOPHYTA
ChnoomonaA acata. 70
Oujptomontu eAo^a 1000
CRYSOPHTTA
ChA.y&oe.oc.cuA &p 1100*
VinobJiyon ip 500
500a
550a
Oc/itomonat &pp 40
UnaqLtjna. tp 450
PYRRHOPHTA
CeAaicum fuAtawiotetda 75,000a
EUGLENOPHYTA
TViocAelmoruU 4p 1400a
BACILLARIOPHTTA
3200a
1800
3000a
2000a
App 690a
cu&uiea. 2000
^^utta 840a
CHLOROPHYTA
250
300a
620a
b^Ljugo. 150a
Seen erf t4mo4 quadrUcanria 650*
i& 6c.hnjovt.vu. 500a
University of Minnesota aeasurements/unpubllshed
bWetzel, p 319, 1975
H-22
-------
Appendix I
Methodology for Population Projections
en
o
o
-------
Methodology for Population Projections
The available census data on popula-
tion within the Townships is for year-round residents only. Thus, esti-
mates of the peak population (seasonal plus year-round) are derived by
assigning an average household size for seasonal dwellings to the number of
seasonal dwellings and combining the result with the projected number of
year-round residents. Because of the large proportion of seasonal dwellings
in Windemere Township and the documented historic variability in the growth
of the year-round population versus the growth in the total number of
housing units, a population based projection would have to incorporate
subjective assumptions concerning the change in the ratio of seasonal to
permanent residents over time.
Accurate population projections are essential for designing cost
effective wastewater treatment facilities. Thus, the peak population is of
greatest importance because the wastewater treatment facilities must be
designed to accommodate the maximum anticipated wastewater flow for the
1-1
-------
life of the facilities. A housing unit based projection that is developed
from historic data yields a total housing unit projection that can be used
to estimate the total population, i.e., year-round as well as seasonal
residents.
To determine the population of an area when the number of housing
units is known requires two assumptions: the average household size and
the ratio of seasonal to permanent residents at the end of the projection
period. In this report, a slight decrease in the household size of year-
round residents was forecasted because of the documented trend toward
smaller households and the high median age in the project area which un-
derscores the attraction of the local region as a retirement area. Site
specific information on the average household size of seasonal dwelling is
not readily available. In one study conducted by the University of Wis-
consin Recreation Resources Center, an average household size of 3.0 was
found for seasonal dwellings in a similar rural lake area (University of
Wisconsin Recreation Resources Center 1979). Accordingly, the seasonal
population projections assume a household size of 3.0 during the planning
period. A slight decrease in the proportion of seasonal dwellings to
year-round dwellings also is assumed based on the trend apparent during the
1970s when the growth rate for permanent dwellings exceeded the growth rate
for seasonal dwellings. In spite of these household size assumptions, and
their potential for error, the total projected population, as derived from
the housing unit projections, should not result in significant error if the
total housing unit growth rates occur as projected. For example, if in the
year 2000 the actual number of housing units equals the total number pro-
jected, but there are fewer permanent residents than expected, the pop-
ulation on an annual basis should not vary significantly because the summer
season population will be larger than estimated while the average winter
season population is less.
Projections for Windemere Township
. The housing unit projections were made by the "growth rate" method,
based on an extrapolation of past growth rates. This method was used
because it more closely models actual changes than any of the other me-
1-2
-------
thods. The "share" method was not used because it Is not suitable for
jurisdictions in counties where there is a fluctuation in subcounty pop-
ulation growth rates, i.e., if some places are growing while others are
losing. The "ratio-trend" method was not used because of the historical
variability in the ratio between Windemere Township's population and Pine
County's population. Additionally, the use of the "growth rate" method
provides for several different projections based on different assumptions
concerning future growth. The different projections can then be comapred
with other factors such as the amount of buildable land, land values,
public services availability, etc. in determing the most reasonable pro-
jection for the facility planning or "service area".
The growth rate method is the only method by which the increase in the
number of housing units can be projected directly. One problem with the
growth rate method, though, is that the projection results from exponen-
tially applying the average annual growth rate to the previous year's
population. If the study area experienced unusually rapid growth in the
last decade, the exponential application of the average annual growth rate
can lead to an unrealistically high projection. Housing unit projections
were initially developed for Windemere Township based on four different
assumptions concerning future growth (Table 1-1 ; Figure 1-1 ).
Table 1-1. Housing Unit Projections, Windemere Township, 1980 to 2000.
Assumptions 1980 1990 2000
1. Straight average: growth rate for the
projection period remains constant at
the 1960 to 1980 average 919 1,565 2,673
2. Trend rate: growth rate for the pro-
jection period changes at the same
rate as the 1960 to 1980 change 919 1,349 1,883
3. Rate slowdown: growth rate from 1980 to
1990 equals the 1970 to 1980 growth rate
and rate from 1990 to 2000 is onehalf
1970 to 1980 growth rate 919 1,286 1,614
4. Rate change slowdown: growth rate from
1980 to 1990 equals one-half the 1960
to 1980 growth rate and rate from 1990
to 2000 equals one-half the 1960 to 1980
growth rate. 919 1.201 1.375
1-3
-------
The exponential aspect of the growth rate method is apparent when the
projections are depicted on a graph (Figure 1-1 ). Assumptions 1 and 2 for
Windemere Township result in growth taking place at a rate exceeding that
experienced in the Township in the last decase. Assumption 3, although
termed a "rate slowdown," essentially is a straight-line projection.
Assumption 4 for Windemere Township was the projection that was determined
to be most realistic. This projection assumes that growth will continue in
the Township from 1980 to 1990 at a rate similar to the growth experienced
from 1960 to 1980. After 1990, the projection assumes that the growth rate
will decrease as the area approaches "saturation."
Rural recreational areas such as the Island Lake and Sturgeon Lake
portions of Windemere Township are attractive to development because of the
amenities associated with lakefront property. As the first tier of lake
contiguous lots becomes fully developed, it is not unusual for growth rates
to decrease because property in the second tier (backlots) or on outlying
lots i's in less demand. There are a total of 151 homes on the platted land
areas adjacent to Island Lake at present, and the first tier of these
lakeshore lots can accommodate an estimated 185 to 200 homes. Given this
situation, is expected that most of the available lakefront lots around
Island Lake will be developed in the next 10 years while in the second half
of the planning period (1990 to 2000) total growth around the Lake will
level off because developable lots will only be available in the second
tier (backlots). Assumption 4 appears to represent the possibility that
growth will continue, but not at the extremely high rates that were experi-
enced in the 1960s and 1970s.
The housing unit projection for Windemere Township was dissaggregated
so that the number of housing units within the subareas could be projected
(Table 1-2 ). The housing unit projection for the subareas within Winde-
mere Township assumes that after 1990, more of the Township growth will
take place in ED 503 as the supply of lakefront lots around Island and
Sturgeon Lakes becomes depleted. The housing unit projections indicate a
year 2000 total of 214 and 282 housing units around Island and Sturgeon
Lakes, respectively, and 1,375 housing units within Windemere Township.
The housing unit projections were further disaggregated according to sea-
sonal and permanent units based on survey information obtained from the
1-4
-------
2500-
2000-1
1500-
0
CO
x 1000-
500 -
• straight average
rate change slowdown
I
1960
I
1970
1980
I
1990
I
2000
Figure i-i.Windemere Township housing units actual growth 1960 to 1980
and projected growth 1980 to 2000
1-5
-------
MLWSD and the 1980 census (Table 1-3). The seasonal to permanent pro-
jections also assume that permanent residences will form a greater pro-
portion of the total after 1990 as a result of increased numbers of retired
residents living in the area on a year-round basis. Information from the
1970 and 1980 census1 support this assumption. Between 1970 and 1980, the
number of year-round residents in Windemere Township increased by 79.1%
while the number of housing units increased by 56.6% (US Bureau of the
Census 1981). This is an indication that some housing units that were
previously used on a seasonal basis are now being occupied on a year-round
basis.
Table 1-2. Housing unit projections within Windemere Township, 1980 to
2000 (US Bureau of the Census 1982).
Location 1980 1990 2000
ED 504 397 519 564
Island Lake 151 197 214
Sturgeon Lake 197 260 282
Outlying Areas 49 62 68
ED 503 522 682 811
Windemere Township 919 1,201 1,375
Note: The disaggregated projections assume that growth from 1980 to 1990
is spread evenly between the subareas. Because the amount of developable
land in ED 504 is limited, the year 2000 projection assumes that the per-
centage of the population is ED 504 decreases from 43% to 41% by the year
2000.
Table 1-3. Seasonal and permanent housing unit projection within Windemere
Township, 1980 to 2000.
1980 1990 2000
Location Permanent Seasonal Permanent Seasonal Permanent Seasonal
ED 504 138 259 180 339 223 341
84 113 103 111
55 205 72 210
41 21 48 20
351 331 446 365
531 670 670 705
Note: The split between seasonal and permanent housing units was determined from MLWSD
records and 1980 census data. The 1990 projections assume the same proportion of
seasonal to permanent residents as in 1980.. The year 2000 projection assume an
increasing proportion of permanent residents as a result of increased demand by
retired people for year-round residences and a lower demand for seasonal resi-
dences.
1-6
Island Lake
Sturgeon Lake
Outlying Areas
ED 503
Windemere Township
64
42
32
269
407
87
155
17
253
512
-------
Appendix J
Water Quality Tables and Figures
00
•O
c
n)
CO
cu
CO
H
cd
O-
S-l
cu
•u
a
a
-------
Table J-l. Sampling program and schedule for surface water sampling in
Island, Little Island, Sturgeon, Rush, and Passenger Lakes,
Pine County MN.
Little Island
Sturgeon
Rush
Passenger
Sampling Dates
26 August 1981
09 September 1981
14 September 1981
30 September 1981
03 February 1982
27 August 1981
09 September 1981
15 September 1981
05 October 1981
04 February 1982
10 September 1981
15 September 1981
01 October 1981
10 September 1981
15 September 1981
01 October 1981
Parameters
d/t; Sd; b
d/t; Sd; b; chl
d/t; Sd; b; chl
d/t; Sd; b
d/t; P^
03 February 1982 d/t; P
d/t; Sd; b
d/t; Sd; b; chl
d/t; Sd; b; chl
d/t; Sd; b
d/t; Pt
d/t; Sd; b, chl
d/t; Sd; b; chl
d/t; Sd; b
d/t; Sd; b; chl
d/t; Sd; b; chl
d/t; Sd; b
Number of
Stations Sampled
6
6
6
6
2
4
4,
4
4
2
1
1
1
1
1
1
Parameter Key:
d/t = Dissolved oxygen and temperature at 2-foot depth
intervals from the surface
Sd = Secchi disk depth at each station
b = biovolume of phytoplankton at surface, mid-depth,
and above the lake bottom
chl = chlorophyll ji (corrected for breakdown products) at
surface, mid-depth, and above the lake bottom
P = Total phosphorus at surface (under the ice) and above the
lake bottom
J-l
-------
Field investigations were conducted in the project area in 1981 during
the periods of 24-27 August; 7-15 September; 28-30 September; and 1-5
October. During these sampling periods, prevailing wind directions were
easterly; westerly changing to southerly and then back to northwesterly;
easterly; and widely variable, respectively.
Table
Peak daily air temperature and prevailing sky cover as re-
corded at the Duluth International Airport during the four
sampling visits made to the Moose Lake Area (NOAA 1981).
Date
Peak Daytime
Temperature, °F
Prevailing Daytime
Sky Cover
24 August
25 August
26 August
27 August
07 September
08 September
09 September
10 September
11 September
12 September
13 September
14 September
15 September
28 September
29 September
30 September
01 October
02 October
03 October
04 October
05 October
65
63
68
59
65
67
81
77
77
77
78
65
55
46
44
42
40
48
50
47
48
Overcast
Overcast
Overcast
Overcast
Overcast
Clear
Clear
Overcast
Clear
Clear
Clear
Scattered Clouds
Overcast
Overcast
Overcast
Overcast
Overcast
Clear
Overcast
Overcast
Overcast
J-2
-------
Island Lake (North Basin)
u>
01
4; 10-
t:
c.
** nn
Q 20-
0>
O
30-
40-
26 AU)
10 IS
1 5
1 1
DO
9
10'
<
i
<
i
<
(
<
<
<
_
i ~"
>
• 10-
I
1 "™
°c
9 ** 20-
30-
40-
9 Sep
10 IS
1 S
DO/ <
t
20 °C
10 [DO]
..i n
I
I _
i
i 10-
t
20-
30 -j
40 -J
14 Sep
10 15
1 S 1
no, --* 4
t
20 °C
8 [00]
r O
i
10-
°C
20-
30-
40-
to
1
i
<
(
i
«
(
(
<
i
(
<
<
<
(
I
<
<
(
°ci!
30 !
15
S
•V 1
1
)
I
•
)
1
>
1
>
>
1
1
1
1
1
1
1
1
1 1
1
Sept
20 °C
10 [DO]
^
DO
Island Lake (South Basin)
26 Aug
10 15 20 °C
1 S 10 IS [DO]
01 i L-. i
tr
c 10-
**
a
o
O 20-
^ .
DO^ — — "*
I
i
(
!
:
:
I
'
I "^
10-
20-
9 Sept
15 20 °C
S 10 [DO]
10-
20-
20 °c
II [DO]
20°C
30 Sept
10 15
1 S 10 [DO]
0
10-
20-
(
(
(
<
(
(
(
<
(
(
(
1
)
1
)
1
1
)
1
(
)
>
h t
DO
Figure J-l. Dissolved oxygen and temperature profiles for the north and south basins of Island Lake,
Pine County, MN. Data are Irom 1981 field surveys.
-------
Island Lake
24 Aug 1954
7 Aug 1967
14 Sept 1970
4-1
-------
Sturgeon Lake
27 Aug
9 Sept
15 Sept
5 Oct
c_
I
Ui
0
*? 10-
c
*•
a 20-
O
30-
10 15 20°C
1 S 10 15 [oo]
i i i~ i
(
i
<
i
(
i
«
(
(
<
i
i
i
i
i
>
>
i
i
i
i
i
>
DO
10
1
15 20 °C
S 10 [oo]
10-
20-
30-
<
<
<
<
<
<
<
"el oo
15 20 °C
S 10(00]
10-
20-
30-
10-
20-
30-
10 15 20 °C
1 S 1|[DO]
(
(
<
(
(
1
(
1
1
(
1
(
(
(
(
1
1
1
»
1
I
I
1
1
1
1
1
I
i C /
DO
Figure J-3. Dissolved oxygen and temperature profiles for Sturgeon Lake, Pine County, MN. Data are
from 1981 field surveys.
-------
Sturgeon Lake
10 Aug 1938
50 80 70 «0°F
8 5 10 lS[oo]
0 i ' 1 ' Q
22 Sept 1938
10-
20-
30-
40 ->
DO
so
•
10-
20-
30-
40-1
60
5
70 SO0"7
10 IStoo]
ND
«00
4 Aug 1955
10-
20-
30-
40-1
15 Aug 1967
14 Aug 1975
10-
20 H
30-
40-1
10-
20-i
30-
40
80 °F
IS [DO]
_l DO
Figure J-4. Dissolved oxygen and temperature profiles for Sturgeon Lake, Pine County, MM.
Data are from unpublished files of the Minnesota Department of Natural Resources,
-------
Passenger Lake
10 Sept
10 15 20 °C
1 5 10 [oo]
15 Sept
10 15 20 °C
1 5 10 [oo]
30 -i
10-
20-
30-I
1 Oct
10 15 20 °C
1 S 10 [DO]
10-
20-
30-J
DO
Rush Lake
10 Sept
10 15 20 °C
1 5 10 [DO]
15 Sept
10 15 20 °C
1 S 10 [DO]
10-
20-
30-
1 Oct
10 15 20 °C
1 5 10 [DO]
10-
20-
30-
DO
Figure J-5. Dissolved oxygen and temperature profiles for Passenger Lake and for Rush
Lake, Pine County, MN. Data are from 1981 field surveys.
-------
Appendix K
Letter to Citizen's Advisory Committee
0)
0)
o
CO
•H
T3
c
0)
N
o
o
0)
4-J
4-)
(U
a
PL.
Si
-------
RECEIVEDFEB021982
Rte. 2, Box 140-B
Island Lake
Sturgeon Lake. Mn. 55783
372-3169
Jan. 25, 1982
Mr. Gregory Dean Even son
Chairman
Citizens Advisory Committee
Moose Lake, Minn. 55767
Dear Mr. Evenson:
You requested Ideas from the Citizens Advisory Committee on Jan. 7,
1982 at the meeting which concerned the Draft Report on Algae..
Here are my ideas.
First of all and most Importantly I am open minded to what this
study is Investigating concerning the 4 lakes of Windernere Town-
ship. It appears that this study must be enacted to satisfy fede-
ral and state regulations. From what I have gathered by talking to
PCA and WAPORA people, from public meetings, and personally obser-
ving Finney doing field work I feel that WAP^RA Is doing a profess-
ional job. However, this work needs to be monitored by Windesere
Citizens.
The Jewels of Wlndemere Township our lakes must have truly been
that as observed by the native American Indians, early explorers
and the early hardy Scandinavian pioneers.
The logging, fires, and land clearing was especially hard on Island
Lake due to the heavy clay soil comprising the bulk of the water-
shed. The pioneers knew that the land around Island Lake would be
many times more productive than the relatively sterile Jack pine
outwash plain around Rush Lake.
The heavy farmland clearing around Island Lake must have contri-
buted greatly to it's eutrophicatlon. As a casual observer around
Island Lake since the late 1940's I have noticed contributing factors
to eutrophication.
In the N£^ Section 8, T. 45 R. 18 was located a barnyard directly
on the lakeshore with pig pens going right out into the lake. . At
least two other farms in that Quarter Section had barnyards that
drained into the lake. In Section 4 at the end of the present
Twilight Lane Holsteins contently grazed along the lake following
a fence that went out into the lake to take a drink. There were
other barnyards in Sec. 3 a^d 4 that contributed runoff, as in Sec-
tions 9 and 10.
K-l
-------
Hr. Even son 2
.Island Lake has walleyes that grow at 2 times the State average.
As being a young fishing partner of Ted Anderson who learned
techniques and spots from him. and in turn showed him spot s^ I can
attest to having caught almost numerous quantities of these tasty
fish from 6 to 11 pounds. It Is my unscientific opinion that the
land clearing and barnyard nutrient enrichment has been a factor
in good fish growth.
Fowever, land use around Island Lake is changing or has changed to
chiefly residential-recreational use.
I had occassion to observe when the bulk of the Initial cabin and
home site development took place along the lake shore. In Sections
3,4 & 9 some filling took place on swampy shoreline. In Sections
3 and 9 some steep clay banks were graded with heavy equipment in
the Fall. The following Spring heavy rainfall washed large amounts
of clay into the lake. For a time the water along that shore was
of a reddish-brown opague color due to clay particles suspended in
the water. Each additional developed lot contributes some erosion
therefore affecting nutrient balance In the lake.
Of course, inadequate septic tank drainfield systems have added
their share of pollutants.
I recall Island Lake as always having "dog days" or algae bloom
in August or Sept. in the late 1940* s and the 1950' s when kids
such as myself were told not to go swimming. However, it seems
that the blooms are more severe now and I don't let my kids go
swimming in "gog days".
A weed came into the lake In the 1950' s which we called hair weed,
which I believe Is milfoil. A truly noxious type of weed as it
choked cut less noxious valuable shoreline and submerged weed beds.
In 1st* Summer large matts of floating "hair weed" would make
rowing a boat difficult In shallow areas. The weed is still here
but seems to get chopped up by the large number of power boats on
the lake today.
In summary I think that this Draft Report ^n Algae is helping to
bring scientific biological investigation to the factors and core
problers affecting the eutrophication of these 4 lakes in Pine
County, Let us hope that the remainder of the studies will allow
us to become better informed citizens to study the alternatives
available for the protection of our "Jewels" for our children.
Sincerely,
Walter C. Johnson
K-2
-------
Appendix L
Paleolimnological Investigation
o
n)
oo
0)
I
00
O
rH
I
o
0)
cd
i
H
w
I
-------
ONSITE WASTE TREATMENT AND LAKE EUTROPHICaTION:
ANALYSIS WITH DATED LAKE SEDIMENTS
1* If 2 2
S. R. McComas , J. C. Lauraer , P. J. Garrison , and D. R. Knauer ,
, Inc., Suite 490, 35 E. Wacker Drive, Chicago, IL 60601, USA and
2
Lake Management Consultants, Inc., 166 Dixon Street, Madison, WI 53704,
USA
Running Head: Onsite waste treatment and lake enrichment
ABSTRACT:
Three seepage lakes in north eastern Minnesota were studied to evalu-
ate the relative impacts of onsite waste treatment systems and other nu-
trient sources on lake trophic status. Island and Sturgeon Lakes have had
extensive shoreline development in the last 30 years and are served exclu-
sively with onsite waste treatment systems. A third lake (Little Island
Lake) located adjacent to Island Lake has had no shoreline residential
development. Interpretation of biological remains and geochemical data in
lake sediment cores indicated all three lakes had chlorophyll degradation
products, diatom communities, and phosphorus concentrations highly
influenced by forestry and agricultural land use in their watersheds.
Eutrophication caused by onsite waste treatment systems was not clearly
established for the two lakes with residential development. The present
trophic condition for Island Lake was probably initiated after the turn of
L-l
-------
the century by conversion of forest lands to agricultural use in the
watershed and prior to development of a significant lakeshore community.
Sturgeon Lake has a relatively small watershed and inorganic and organic
phosphorus concentrations in the sediment core appear to have been
influenced in the last 40 years by a single farmstead located on the
lakeshore. Little Island Lake (the lake without residential development)
is the shallowest of the three lakes and also has the greatest watershed
area to lake surface area ratio. Little Island Lake also had the highest
chlorophyll and phosphorus sediment concentrations of the three lakes. The
effects of a forest fire in its watershed in 1918 had a dramatic impact on
chlorophyll and phosphorus concentrations but not on the composition of the
diatom community. Relatively minor changes in all three lakes' trophic
status have occurred since the 1950s, the period when lakeshore development
began to increase rapidly around Island and Sturgeon Lakes.
Key Words: Diatoms, Eutrophication, Lake Sediments, Onsite Systems, Paleo-
limnology, Phosphorus, Septic Tanks
^Present Address: Applied Research & Technology, 2021 N. Seminary,
Chicago, IL 60614, USA.
* Present Address: 2540 N. Orchard St., Chicago, IL 60614, USA.
L- 2
-------
INTRODUCTION
The effects of wastewater discharge from municipal sewage treatment
plants resulting in lake eutrophication have been well documented
(Bradbury, 1978; Bradbury & Waddington, 1973; Neel et a^., 1973; Edmondson,
1974; Shapiro et^ al., 1971). In the United States and Canada there are
hundreds of lakeside communities that employ onsite waste treatment systems
on individual lots for wastewater treatment (USEPA, 1983a; Dillon & Rigler,
1975). The effects of nutrient inputs from onsite waste treatment systems
on lake eutrophication have not been easily evaluated.
The use of nutrient export coefficients and lake modeling has been one
approach to evaluate nutrient inputs from onsite systems. Although in rural
watersheds, agricultural land use or forested acreage might be expected to
dominate phosphorus budgets (Dillon & Kirchner, 1975) lake modeling
indicates the phosphorus input from onsite systems could affect trophic
conditions in some rural lake settings (USEPA, 1982). Another study offers
evidence (USEPA, 1975 cited in USEPA, 1980) that phosphorus inputs from
onsite systems may contribute a substantial fraction of the total
phosphorus budget.
The phosphorus contribution from onsite systems is typically a
calculation based on the concentration of phosphorus in septic tank
effluent (ranging from 10 to 30 mg tot. P 1 ; Hansel & Machmeier, 1980) the
volume of wastewater generated (50 to 150 gal. per capita per day; Laak,
1980), and a soil retention coefficient. Soil retention coefficients may
vary widely due to differing soil conditions. Underdrained soil filter
L- 3
-------
beds consisting of a range of particle sizes from sands to clayey silts
have been found to remove from 1 to 88% of dissolved phosphorus from septic
tank effluent (Brandes et al., 1975).
Nutrient budget calculations for a number of lake watersheds in the
midwestern United States (28 lakes in 5 states) estimated septic tank/soil
absorption systems contribute generally less than 15% of the lakes'
phosphorus budget with an average percentage of 10% and a range of 0 to 45%
(USEPA 1979a; 1979b; 1979c; 1979d; 1979e; 1981; 1982). However these
calculations also have to consider a flucuating population as well as what
proportion of the groundwater is flowing toward the lake and what
proportion is flowing away from the lake. Nutrient input predictions are
somewhat subjective and USEPA (1980) recommends a range of estimates be
considered in some cases.
Another method for evaluating nutrient inputs from onsite systems has
been to sample nutrient levels in groundwater influenced by onsite
systems. Some studies indicate a high potential for septic tank effluent
to elevate groundwater phosphorus concentrations (Viraraghaven & Warnock,
1976), other studies indicate nearly all the phosphorus in septic tank
effluent can be attenuated by soil processes (Jones & Lee, 1977) with only
a small fraction of the dissolved phosphorus originating from septic tank
effluent actually entering lakes (Kerfoot & Skinner, 1980). But are soils
a permanent phosphorus sink once dissolved phosphorus is removed from
septic tank effluent? Most groundwater studies use batch sampling to
monitor groundwater quality. If a couple of events a year result in
special conditions (i.e. water logged soils and anaerobicity) labile
phosphate could reenter the groundwater flow field. Nutrient pulses could
result that might be missed by batch sampling. Several studies have dis-
cussed phosphorus desorption and movement under saturated and anaerobic
L-4
-------
soil conditions (Hill & Sawhney, 1981; Louden & Fay, 1982; Oloya £. Logan
1980). For field studies, only continuous monitoring or fortuitous batch
sampling would detect these nutrient pulses and these studies are rare.
Another method for evaluating the nutrient input from onsite systems
might be through the use of dated lake sediments. Other studies have
successfully used lake sediment cores to detect the impact of municipal
wastewater discharges on lake water quality (Bradbury, 1978; Shapiro et
al., 1971). Chemical and biological parameters in lake sediment cores
should reflect the nutrient input from onsite systems if onsite systems
have been significant nutrient sources. An advantage of using dated lake
sediments is they represent a continuous record of nutrient contributions
originating from all onsite systems within the geochemical watershed.
Some disadvantages of using lake sediment cores are fine-scale resolution
is lost and intrepretation of sediment dates, geochemical data, and
biological data have to be analyzed with caution (Engstrom & Wright, in
press).
In Northeastern Minnesota, an appropriate setting was found to use
lake sediment cores to evaluate the effects of onsite systems on lake water
quality. Out of three closely grouped lakes (Fig. 1), two have reached
almost total residential buildout, with a majority of first tier lakeshore
lots occupied by either seasonally- or permanently-occupied cabins. The
increase in housing development around these 2 lakes has been recorded
since the 1950s. A third lake has no residential development and has had
only one dwelling (a farm) in its watershed in the last 100 years. No
municipal wastewater treatment plant discharges enter these lakes. Because
L- 5
-------
all three lakes are seepage lakes (where the water influx is dominated by
groundwater rather than streams) the impacts of nutrients from onsite
systems on lake water quality should by greater than on drainage lakes,
because drainage lakes have significant stream inputs that usually
introduce a high proportion of the nutrient budget (Lee, 1976).
The two lakes with residential development (Island and Sturgeon Lakes)
are documented to have blue-green algae as the dominant autumn
phytoplankter (USEPA, 1983b). The dominant phytoplankters in Island Lake
in the autumn of 1981 (Sept. 14) were Anabaena spp. and Aphanizomenon
4
flos-aquae accounting for 98% of the phytoplankton biovolume of 1266 x 10
3 "1
mm ml (6 stations, 3 depths). The dominant phytoplankters in Sturgeon
Lake for the same time period were Anabaena spp. and Anacystis spp.
43-1
accounting for 81% of the phytoplankton biovolume of 126 x 10 mm ml (4
stations, 3 depths). Some lakeshore homeowners are concerned that onsite
systems have been and continue to be the primary factor in lake algal
blooms (Citizens Activity Council Meeting, 1981).
Little Island Lake is connected to Island Lake by a 1 meter diameter
culvert. The water exchange, if any, is in the direction from Little
Island to Island Lake (based on lake water levels in the area; USGS, 1979;
and MDNR observations for Little Island Lake; MNDR, 1967). About 30% of the
water surface of Little Island Lake is covered by standing emergent
vegetation with Burreed (Sparganium spp.) most abundant (MDNR, 1967).
Submerged aquatic plants are also abundant with waterlilies (Nuphar spp.
and Nymphea tuberosa) and bladderwort (Utricularia spp.) most abundant
(MDNR, 1967). We did not observe any surface algal blooms in Little Island
Lake, although they were evident in Island Lake. Phytoplankton samples
L- 6
-------
were not collected for Little Island Lake. Additional lake and watershed
parameters for all three lakes are presented in Table 1.
For the three lakes in this study we analyzed recent dated lake
sediment core parameters (organic matter, chlorophyll degradation products,
diatoms, and phosphorus fractions) to evaluate changes in lake trophic
status covering a time period from settlement of the watersheds by
non-indigenous settlers to the present. It was hypothesized that if onsite
systems played a significant role in the eutrophication of Island and
Sturgeon Lakes, an increase in sediment core parameters associated with
nutrient enrichment should be correlated with an increase in the number of
onsite systems around both these lakes (circa 1950). Little Island Lake
would be expected to have relatively unchanged indicators through this time
period because it has no onsite systems in its direct drainage basin.
Alternatively, if nutrient inputs from onsite systems played a minor role
in the nutrient enrichment of the two developed lakes, the trends of the
sediment core indicators for all three lakes should be interpretable based
on factors unrelated to onsite systems.
L- 7
-------
METHODS
In March 1982, two cores of 60 cm length were taken from each of
Island, Sturgeon and Little Island Lakes using a plexiglass piston corer
with a 11.25 cm inside diameter. One core was extruded in the field in 2
cm sections for determination of sedimentation rates using Cesium-137
dating (Eberline Laboratories, Inc., West Chicago, IL). The other core was
sectioned into 3 cm sections for determination of organic matter, chloro-
phyll degradation products, diatom composition and phosphorus fractions.
The samples were stored in sealed plastic bags and frozen until analyzed.
Percent moisture was determined by measuring weight loss of sediment
after at least 24 hours of dessication at 105° C. Organic matter was
determined after weight loss on ignition at 550° C for one hour. Pigment
analysis for algal degradation products was performed on wet sediment using
the procedure of Vallentyne (1955). Pigments were extracted with 90%
acetone containing 0.5% dimethylanaline as suggested by Manny et^ al. (1978)
and reported as sedimentary pigment degradation unit (SPDU)/gram dry
weight. The sediment phosphorus fractions of apatite phosphorus,
nonapatite phosphorus, and organic phosphorus were determined following the
methods outlined by Williams e_t^ ai^. (1976a). All concentrations have been
reported on a dry sediment basis. The diatom preparation, identification,
and enumeration was conducted following the methods of Bradbury &
Waddington (1973).
L-8
-------
RESULTS AND DISCUSSION
Sedimentation Rates
Counting the activity of radioactive Cesium (Cesium-137) in lake
sediments can be used to determine recent lake sedimentation rates. Ce-
sium-137 is found in lake sediments as a result of nuclear weapons testing
and subsequent atmospheric contamination by the isotope. Testing first
began on a small scale in 1946 but increased in 1957 with the peak activity
occurring in 1963-1964. Because a 6 to 12 month delay typically occurs
between deposition of Cesium-137 in the watershed and delivery to the lake,
the maximum peak recorded in lake sediments is assumed to be 1965 (Ritchie
ejt al., 1973).
The recent sedimentation rate in both Sturgeon Lake and Island Lake is
estimated to be approximately 0.41 cm year (Fig. 2). A 1 cm segment
would represent about 2.5 years. The sedimentation rate is not as easily
defined in Little Island Lake, but because of the nature of the increase of
Cesium-137 activity at 5 cm (Fig. 2), the sedimentation rate is estimated
to be 0.29 cm per year (Dr. J. B. McHenry, personal comm.). A 1 cm segment
would represent about 3.45 years. Extrapolating sedimentation rates to the
bottom of the core represents a time period of around 1832 for Island and
Sturgeon Lakes, and around 1775 for Little Island Lake.
Although the sedimentation rate varies within a lake basin, Davis and
Ford (1982) found sediment arriving in the deep basin of a lake is well
mixed due to resuspension and redeposition and qualitatively representative
L- 9
-------
of much of the basin. The sediment cores collected in this study were from
the deepest part of the lake basins. The Island and Little Island Lake
watersheds are located in clayey glacial till. The northern half of
Sturgeon Lake's watershed is in the same clayey glacial till association as
Island and Little Island Lakes' watersheds, while the southern half is in
glacial outwash sand. The cores from Sturgeon Lake were taken in the
clayey glacial till to stay consistent with the sedimentary characteristics
of the sediment cores taken from the other two lakes. The location of the
lake sediment cores and the boundary of the glacial outwash sands and
clayey glacial till is shown in Fig. 1.
Organic Matter and Chlorophyll Degradation Products
In the Sturgeon Lake core, organic matter (Fig. 3) and sedimentary
chlorophyll degradation product (Fig. 4) profiles showed little change with
time. Organic matter ranged from 19 to 23 percent while chlorophyll ranged
from 6 to 12 SPDU/gram dry weight. Organic matter was relatively unchanged
in the lower part of the core although there was a slight increase from the
12-15 cm (1948) segment up to the 3-6 cm segment (1971). Chlorophyll
degradation products increased slightly above the 6-9 cm segment (1963).
In the Island Lake core, the % organic matter ranged from 20 to 30
percent and tends to decline slightly from the bottom to the top of the
core (Fig. 3). Since the 1950s (above 12 cm) the % organic matter in the
cores from Island and Sturgeon Lakes is similar, although in the surficial
segment (0-3 cm), % organic matter in Island Lake slightly increased.
L- 10
-------
Sedimentary chlorophyll degradation products in the Island Lake core ranged
from 14 to 30 SPDU/gram dry wt and are greater than levels found in the
Sturgeon Lake core. The highest value was at the bottom of the core. From
30 cm to 12 cm (1910-1948) chlorophyll degradation products decreased.
Since about 1948 (12-15 cm segment) chlorophyll degradation products have
increased (especially in the top surficial segment) but have not exceeded
levels observed in the middle of the core.
In the Little Island Lake core, organic matter (Fig. 3) and sedimen-
tary chlorophyll degradation product (Fig. 4) values are generally greater
than either Sturgeon or Island Lakes values. The organic matter profile
shows a declining trend from the bottom to the top of the core and values
range from 30 to 41 percent. The chlorophyll degradation products were
unusually low in the 18-21 cm segment (1910-1920). In 1918, the Moose Lake
Forest Fire burned much of the lake's watershed and may have had an impact
on the chlorophyll values. Prior to 1918, chlorophyll values were declin-
ing. The next core segment after 1918 (15-18 cm) shows chlorophyll values
returning to pre-1918 levels. Chlorophyll in the surficial core segment
increased dramatically compared to the underlying 3-6 cm segment, but is
comparable to values at the bottom of the core.
Although chlorophyll degradation product concentrations increase for
both Sturgeon and Island Lakes in the surficial sediments, the increase is
also found in Little Island Lake. Because the increase has occurred in all
three lakes, it can not be attributed entirely to onsite systems. Little
Island Lake has no onsite systems on its shoreline. The increase in chlo-
rophyll degradation product concentrations in the surficial segment may
represent, in addition to degradation products, relatively undegraded
chlorophyll from the previous summer season.
L- 11
-------
Diatoms
Changes in the diatom community throughout the length of the sediment
core have been interpreted on a qualitative basis with indicator species
assigned to one of three categories; eutrophic, mesotrophic, or "other".
The "other" category includes species associated with benthic habitats or
species that have no specific trophic affiliation. Assignments to any of
the categories were made with the assumptions and limitations that have
been expressed by other authors (Bradbury, 1975; 1978; Kalff & Knoechel,
1978; Harris & Vollenweider, 1982).
In Sturgeon Lake, the highest percentage of eutrophic indicator dia-
toms is found between 1862-1892 (Fig. 5). Two increases in eutrophic
diatoms have occurred since 1915. The second increase, starting after 1960
is still less than what was found in segments representing the late 1800s
(Fig. 5). A total of 97 diatom taxa were identified in the Sturgeon Lake
core. Melosira ambigua, a planktonic diatom and a mesotrophic indicator
(Davis & Larson, 1976), and Fragilaria construens v. venter , a diatom
which commonly resides in or near the littoral zone of small lakes or in
slightly deeper waters of larger lakes; Bradbury, 1975), were dominant
species. From 60 cm up to 37 cm (1832 - 1890), JF. construens v. venter
represented 20 to 40 percent of the diatom community. At 37 cm (1890),
coinciding with a decline in the logging industry and an increase in
farming in the region (Pine County, 1949), _F. construens v. venter strongly
declined and M. ambigua increased. This change could indicate a rise in
water level or decrease in water clarity thus reducing the size of the
littoral zone.
L-12
-------
Between 17 cm and 7 cm (1940 - 1965) the percentage of littoral species
increased (especially Achnanthes spp., Eunotia pectinalis, and _E. incisa)
while M. ambigua declined. While diatoms indicative of eutrophic
conditions (e.g. F. Crotonensis, M. granulata, and Cocconeis placentula)
have shown slight increases starting in the 1960s, the continued presence
of Cyclotella bodanica (a mesotrophic indicator) and the high level of
Melosira ambigua indicate the lake's trophic status has not changed
drastically during the time period covered by the sediment core.
In Island Lake the mesotrophic indicator species comprise a majority
of the diatom community percentage (Fig. 5). Of a total of 118 diatom taxa
identified, the dominant species (Melosira ambigua, M. italica, and
Tabelaria fenestrata) are representative of mesotrophic-type conditions
(Davis & Larson 1976). Island Lake has shown an increase in eutrophic
indicators starting in the late 1930s - early 1940s (15-18 cm segment). At
about this time M. italica dramatically decreases in percent composition,
while three eutrophic-type taxa either first appear or increase in
abundance. The three species were Cocconeis placentula, Melosira
granulata, and Fragilaria crotonensis. However, the influence of onsite
systems effecting the diatom composition is expected to be minor because
onsite systems probably were not contributing a significant nutrient load
in the early 1940s. Electricity was just becoming available in the area
and it was not until the mid-1940s that most cabins installed indoor
plumbing (Don Classen, City clerk, Moose Lake, MN, pers. comm.). Until the
1940s, nearly all lakeshore residences were seasonal and used privies for
waste treatment. Because of the minimal water use in residences that have
privies and because the privy pit is usually in unsaturated soils, there
L- 13
-------
was probably little nutrient input from the seasonally used privies. Coin-
ciding with the increase in eutrophic indicators for Island Lake in the
late 1930s was a peak in agricultural land .use intensity (U.S. Depart.
Commerce Census records) and a severe drought lasting several years which
lowered both groundwater levels and lake levels (Mr. D. Ford, MDNR, pers.
comm.) The effects of the drought would enhance eutrophic conditions in
the lake whether onsite systems or agricultural land use were the impetus
for an increase in eutrophic diatom indicators. But, based on literature
values for phosphorus export rates (USEPA, 1980) and on land use character-
istics in the watersheds, the agricultural component would contribute a
much higher phosphorus load than onsite systems.
Little Island Lake has the most diverse diatom community of the three
lakes (based on average Shannon-Weiner values for the length of the sedi-
ment core). Although Little Island Lake had the highest percentage of
eutrophic indicators, it also had the highest percentage of littoral or
benthic species which are included in the "other" category (Fig. 5).
Although no single species dominates the community like Melosira ambigua
does in Island and Sturgeon Lakes, Fragilaria construens v. venter and
Melosira binderana were common. A total of 107 diatom taxa were identified
with diatom stratigraphy showing few changes throughout the core. Starting
at about 20 cm (1913) there was a gradual but definite increase in the
abundance of Achnanthes lancelata, Cocconeis placentula, Fragilaria
capucina, and Navicula cryptocephala. All four species have been found in
eutrophic lakes or ponds (Jorgensen, 1948; Stormer & Yang, 1970). The
consistency of the eutrophic indicator species as well as the benthic and
littoral species in the core indicates Little Island Lake has been shallow
L- 14
-------
and productive for the last 200 years, probably predating the earliest
sediment core date of 1775.
Phosphorus
Phosphorus in the sediment cores was fractioned into three categories;
apatite phosphorus (A-P), nonapatite inorganic phosphorus (NAI-P), and
organic phosphorus (Org-P). Apatite phosphorus represents phosphate pre-
sent in the crystal lattices of apatite grains and generally is of detrital
origin (Williams et al., 1976a). Nonapatitic inorganic phosphorus consists
of phosphorus not associated with A-P or Org-P, and originates naturally,
(i.e. by chemical weathering in the watershed) or from anthropogenic sour-
ces (i.e. fertilizers, septic tank drainfields, etc). Organic phosphorus
includes all phosphorus associated with organic molecules or more speci-
fically with carbon atoms by C-O-P or C-P bonds and may be an indicator of
lake productivity.
In Sturgeon Lake, apatite-P levels are relatively constant throughout
the length of the core except for slight increases above 45 cm (1870) and
above 30 cm (1907) (Fig. 6). NAI-P increases above 15 cm (1945) but
decreases at 5 cm (1970). Org-P is also fairly constant throughout the
length of the core with a slight increase in the surficial segment. Of the
3 lakes, Sturgeon Lake has the highest total phosphorus concentration in
surficial sediments. An increase in sedimentary phosphorus concentrations
in Sturgeon Lake beginning in the 1950s coincides with increased housing
development and the number of onsite systems. However, if these phosphorus
trends were related to onsite system use, a phosphorus decline in the top
surficial segment of the sediment core would not be expected. An
alternative explanation for the sedimentary phosphorus
-------
dynamics may be related to a fannsite located on the northeast shoreline
which includes a 25 ha pasture (estimated) sloping to the lake. The
current owner of the property purchased the farm acreage in 1947 and
Immediately expanded dairy and crop operations. The owner has stated that
prior to 1947 there was not much fanning activity on this acreage. The
owner retired in 1970 and since that time there has been little active
farming or dairying. The phosphorus increase and decrease in the sediment
core correlates with the changes in this farming operation. In a small
watershed, without other significant nutrient inputs, this phosphorus
source could be important. In addition, the location of our sediment core
site is in an area of the lake basin that would probably accumulate
sediments carried in by overland runoff from this farmsite. Most of the
phosphorus increase in the 15 cm to 3 cm segment is in the NAI-P fraction.
Since org-P and chlorophyll degradation products in this segment (15-3 cm)
did not show comparable increases the NAI-P may be agriculturally derived.
This phosphorus input apparently only increased phytoplankton productivity
slightly, as reflected in the % organic matter and chlorophyll degradation
product increases. The percent of eutrophic diatom indicators also in-
creased slightly.
In Island Lake, total phosphorus was highest at the bottom of the core
and declined until about the 42-45 cm segment (1875) (Fig. 6). It was
somewhat steady from 42 cm to 33 cm and then increased to a peak of about
1.25 mg/g near the middle of the core, the 27 to 30 cm segment, (circa
1910). NAI-P makes up the largest percentage of the three phosphorus
fractions and starts the last increase above the 6-9 cm segment (1963).
The rapid conversion of forested land to agricultural use in the Island
L- 16
-------
Lake watershed may have been responsible for the phosphorus increases
starting an the 1890s. The Hinckley Forest Fire of 1894 which burned much
of the region apparently did not burn Island Lake's watershed, but did
hasten the conversion of the lumbering economy to aa agricultural economy
in the area. Farmlands continued to extend to the lake until at least the
early 1920s, when the land was subdivided for development. Initial
development started out slowly but increased rapidly in the 1950s and 1960s
(Table 2).
A phosphorus peak found in the 9-12 cm segment (circa 1956) of Island
Lake may represent the beginning of the housing boom. A portion of the 9-
12 cm peak is due to an increase in the A-P fraction. A-P is sometimes
associated with sediments arriving in the lake basin from the watershed
(Engstrom & Wright, in press). This A-P increase may be associated with the
start of serious home and road construction around the lake periphery
possibly resulting in an erosional sediment influx to the lake basin. At
the start of rapid residential growth only 35 lakeside buildings were
recorded (MDNR, 1955) but by the next survey date (1967) 110 buildings were
recorded (Table 2). Assuming lake and sediment redox conditions have not
seriously affected sediment phosphorus concentrations, the NAI-P and Org-P
fractions might have been expected to increase because of an increasing
number of onsite systems. But in the next segment (6-9 cm; 1967-1974)
phosphorus concentrations were lower. This would not be expected if onsite
systems were contributing a significant phosphorus input. Although NAI-P
increases in the top two segments, the concentrations are not higher than
what was found in some of the earlier dated segments.
A phosphorus increase in the NAI-P and Org-P fractions was recorded in
the surficial segment (0-3 cm) in the Island Lake core. Three different
L- 17
-------
explanations for the increase may be; phosphorus migration upward in the
sediments, phosphorus influx from onsite systems, or an increase in
planktivorous fish. Williams et al. (1976b) discussed the possibility of
orthophosphate migrating up the core from a reduced zone to an oxidized
microzone layer found at the sediment-water interface resulting in
artificially high phosphorus concentrations. Although NAI-P slightly
increases in the surficial segment of Little Island Lake, a decrease in
NAI-P is found in Sturgeon Lake (Fig. 6). Still it is possible upward
migration and the resulting phosphorus increase occurred in Island and
Little Island Lakes, and was not as obvious in Sturgeon Lake. If the NAI-P
increase in Island Lake was due to onsite systems we might expect an
increase in the other developed lake, Sturgeon Lake, but the phosphorus
concentration decreases. Alternatively, we would not expect a phosphorus
increase in the undeveloped lake, Little Island Lake, but there is a slight
increase. An abrupt increase in planktivorous fish could have an indirect
impact on increasing Org-P by reducing the zooplankton population, allowing
an increase in the phytoplankton population, and resulting in an increase
in Org-P deposition to the sediments. In the 1970s, fishing contests were
held in both Island and Sturgeon Lakes resulting in heavy fishing pressure
on the larger game fish (Mr, E. Dahlen, pers. comm.). A decrease in game
fish could result in an increase in their prey, which is often plankti-
vorous fish. MDNR fishery records show an increase in planktivorous fish
in Island Lake and a smaller increase in Sturgeon Lake in the late 1970s
(Table 3). Information is not available for Little Island Lake but because
Island and Little Island Lakes are connected, planktivorous fish probably
pass between both lakes and Little Island Lake may have high planktivore
populations as well. Hypothetically, the end result would be Org-P
L-J8
-------
Increases in Island and Little Island Lakes with only a slight increase in
Sturgeon Lake. These changes are found in the surficial segments. But
reasons for the NAI-P increase in the surficial segment of Island Lake is
not clear.
Little Island Lake has had historically high total phosphorus values
in the sediments except for the period of 1910-1920 (18-21 cm segment)
(Fig. 6). Otherwise the three phosphorus fractions are relatively con-
stant, increasing only slightly since the 1940s. The organic phosphorus
levels are higher than the other two lakes indicating Little Island may be
more productive. The sharp phosphorus decline in the 18-21 cm segment is
followed by a recovery in the very next segment, 15-18 cm. A similar
change in chlorophyll degradation products was also observed in this
segment. Extrapolating from the Cesium-137 derived sedimentation rate,
this segment of lowest phosphorus and chlorophyll concentration was dated
1910-1920, and corresponds to the time of the Moose Lake Fire (1918). A
1918 U.S. Forest Service map (cited in Moose Lake Gazette, Moose Lake,
Minnesota, 7 Oct. 1982) indicated that most of Little Island Lake's
watershed burned, while a small portion of Island Lake's watershed burned,
and none of Sturgeon Lake's watershed burned in this fire. The high total
phosphorus and high Org-P fractions indicate Little Island Lake has always
been productive. The primary vestibule of productivity probably has been
macrophytes. The bottom sediments through out the core are of a peaty
composition with a high organic matter content.
Addressing the Hypothesis
Because the changes in parameters used as trophic indicators in the
sediment core in Sturgeon and Island Lakes are not readily correlated with
L-19
-------
an increasing number of onsite systems (beginning in the mid-1950s), onsite
systems do not appear to be the predominate cause of nutrient enrichment in
Island or Sturgeon Lakes. The results from the sediment core analysis
somewhat support the alternative hypothesis that trends in the sediment
core profiles from all three lakes may be explained by factors other than
onsite waste treatment systems. All three lakes are limnologically and
morphologically distinct; however, trends in all three lakes reflect the
Impact of land use in the watershed. If onsite systems had an impact on
the lakes through nutrient enrichment, the effects were masked by contribu-
tions from other sources.
Analysis of the sediment core from Shagawa Lake, Minnesota shows that
distinct changes in trophic status after onset of iron ore mining and
increased residential development could be attributable to wastewater
discharges from a centralized wastewater treatment operation in Ely,
Minnesota (Bradbury, 1975; 1978). Our study found changes associated with
forest fires and the onset of farming and construction; but we did not
find strong evidence for changes correlated with wastewater flows from an
increasing number of onsite systems. In addition, unpublished MDNR fishery
records, (1938; 1955; 1967; 1970; 1975; 1979) covering the period when
development was rapidly increasing around Sturgeon and Island Lakes,
indicate Secchi disk depth readings have flucuated only slightly over the
years, and an increasing or decreasing trend is not obvious for either lake
(Table 4).
In this specific case, because onsite systems do not appear to be the
causal factor for lake eutrophication, the effectiveness of implementing an
L-20
-------
alternative wastewater treatment system to abate the nutrient inputs from
onsite systems should be carefully evaluated. For example, if a
centralized sewer collection system was installed to remove the nutrient
input associated with onsite systems, the eutrophication process for these
two developed lakes would not necessarily be reversed. Additional
extensive nutrient abatement measures would probably have to be implemented
to realize an improvement in lake water quality.
Acknowledgements
We thank M. Brookfield for performing the diatom analysis and E.
Dahlen, R. Kubb, and R. Wedepohl for field assistance. We appreciate the
review and comments made by J. Kratzmeyer and J. Lenssen. We thank Mrs. D.
Jackson-Hope for typing the manuscript and P. Woods for help with the
graphics. A complete list of diatom species and percent composition is
available upon request from S.R.M. This project was funded by USEPA under
contract II 68-01-5989.
L-21
-------
REFERENCES
Brandes, M., Chowdhry, N.A., & Cheng, W.W. (1975) Experimental study on
removal of pollutants from domestic sewage by underdrained soil filters.
National Home Sewage Disposal Symp. American Society of Agricultural
Engineers, St. Joseph, Michigan, pp. 29-36.
Bradbury J.P. (1975) Diatom stratigraphy and human settlement in
Minnesota. U.S. Geol. Surv., Special Paper 171.
Bradbury J.P. (1978) A paleolimnological comparison of Burntside
and Shagawa Lakes, northeastern Minnesota. EPA Ecol. Res. Series,
EPA-600/3-78-004.
Bradbury J.P. & Waddington J.C.B. (1973) The impact of European
settlement on Shagawa Lake, northeastern Minnesota. In, Quaternary plant
ecology (Edited by Bisks H.J.B. & West R.G.), pp.289-307. Blackwells,
Oxford.
Davis G.E. & Larsen G.L. (1976) Sediment characteristics and the trophic
status of four Oregon lakes. Wat. Resour. Res. Instit. Oregon State
Univ. WRRI-46.
Davis M.B. & Ford M.S. (1982) Sediment focusing in Mirror Lake, New
Hampshire. Limnol. Oceanogr. 27:137-150.
Dillon P.J. & Kirchner W.B. (1975) The effects of geology and land
use on the export of phosphorus from watersheds. Water Res. 9,
135-148.
Dillon P.J. & Rigler F.H. (1975) A simple method for predicting the capacity
of a lake for development based on lake trophic status. J. Fish. Res.
Bd. Can. 32, 1519-1531.
Edmondson W.T. (1974) The sedimentary record of the eutrophication
of Lake Washington. Proc. Natl. Acad. Sci. 71, 5093-5095.
L- 22
-------
Engstrom D.R. & Wright H.E. Jr. (la press) Chemical stratigraphy of lake
sediments as a record of environmental change. In Studies in
Palaeolimnology and Palaeoecology, Essays in Honour of Winifred
Pennington (Edited by Birks, H.J.B. & Haworth E.Y.) University of
Leicester.
Hansel M.J. & Machmeier R.E. (1980) On-site wastewater treatment on problem
soils. J. Wat. Poll. Cont. Fed. 52, 548-558.
Harris G.P. & Vollenweider R.A. (1982) Paleolimnological evidence
of early eutrophication in Lake Erie. Can. J. Fish. Aquat. Sci.
39:618-626.
Hill D.E. & Sawhney B.L. (1981) Removal of phosphorus from waste water
by soil under aerobic and anaerobic conditions. J. Environ. Qual. 10,
401-405.
Jones R.A. & Lee G.F. (1977) Septic tank disposal systems as phosphorus
sources for surface waters. EPA 600/3-77-129. Robert S. Kerr Environ.
Res. Lab., Ada, Oklahoma.
Jorgensen E.G. (1948) Diatm communities in some Danish lakes and ponds.
Kangelige Dansk Videnska bernes Selskab, Biologiske Skrifter, Bind V,
Nr. 2.
Kalff J. & Knoechel R. (1978) Phytoplankton and their dynamics in
oligotrophic and eutrophic lakes. Ann. Rev. Ecol. Syst. 9, 475-495.
Kerfoot W.B. & Skinner Jr, S.M. (1981) Septic leachate surveys for
lakeside sewer needs evaluation. J. Water Poll. Cont. Fed. 53,
1717-1725.
Laak R. (1980) Wastewater engineering design for unsewered areas. Ann Arbor
Science, Ann Arbor, Michigan.
L-23
-------
Lee D.R. (1976) The role of groundwater in eutrophication of a lake
in glacial outwash terrain. Intern. J. Speleol. 8, 117-126.
Lee D.R. (1977) A device for measuring" seepage flux in lakes and
estuaries. Limnol. Oceanogr. 22, 140-147.
Louden T.L. & Fay L. (1982) Water quality from drains around septic systems
American Society of Agricultural Engineers, 1982 Winter Meeting. Paper
No. 82-2558. Amer. Soc. Agric. Engin., St. Joseph, Michigan.
Manny B.A., Wetzel R.G., & Bailey R.E. (1978) Paleolimnological sedimentation
of organic carbon, nitrogen, phosphorus, fossil pigments, pollen, and
diatoms in a hypereutrophic, hardwater lake: a case history of
eutrophication. Pol. Arch. Hydrobiol. 25, 243-267.
Minnesota Depart. Nat. Resources (1938; 1955; 1967; 1975; 1979) Fisheries
lake surveys of Sturgeon Lake, Pine County, MN, unpublished.
Minnesota Depart. Nat. Resources (1954; 1967; 1970; 1979) Fisheries lake
surveys of Island Lake, Pine County, MN, unpublished.
Minnesota Depart. Nat. Resources (1967) Fisheries lake survey of unnamed
lake, 58-61, Pine County, MN, unpublished.
Neel J.K., Peterson S.A., and Smith W.L. (1973) Weed harvest and lake nutrient
dynamics. USEPA Ecol. Res. Ser., EPA 660/3-73-001.
Oloya T.O. & Logan T.J. (1980) Phosphate desorption from soils and sediments
with varying levels of extractable phosphate. J. Environ. Qual. 9,
526-531.
Pine County Historical Society (1949) One hundred years in Pine County.
Reissued 1977. (Edited by Mill, J.P) Pine County Historical Society,
Sandston, Minnesota.
Ritchie J.C., McHenry J.R., & Gill A.C. (1973) Dating recent reservoir
sediments. Limnol. Oceanogr. 18, 254-263.
L- 24
-------
Shapiro J., Edmondson W.T. & Allison D.E. (L971) Changes in the
chemical composition of sediments of Lake Washington, 1958-1970.
Limnol. Oceanogr. 16, 437-452.
Stormer E.F. & Yang J.J. (1970) Distribution and relative abundance of
plankton diatoms in Lake Michigan. Great Lakes Res. Div. Pub. 16, Univ.
Mich., Ann Arbor, Michigan.
U.S. Depart. Commerce (1929; 1934; 1939; 1949; 1969; 1978) State and county
data, Minnesota census of agriculture. Washington, D.C.
U.S. EPA (1975) National eutrophication survey working paper on Higgins Lake.
USEPA Environ. Res. Lab., Corvallis, Oregon.
U.S. EPA (1979a) Alternative waste treatment systems for rural lake projects.
Case study number 1, Crystal Lake area sewage disposal authority, Benzie
County, Michigan. Draft Environ. Impact Statement, Chicago, Illinois.
U.S. EPA (1979b) Alternative waste treatment systems for rural lake projects.
Case study number 2, Green Lake sanitary sewer and water district,
Kandiyohi County, Minnesota. Draft Environ. Impact Statement,
Chicago, Illinois.
U.S. EPA (1979c) Alternative waste treatment systems for rural lake projects.
Case study number 3, Springvale-Bear Creek sewage disposal authority,
Emmet County, Michigan. Draft Environ. Impact Statement, Chicago,
Illinois.
U.S. EPA (1979d) Alternative waste treatment systems for rural lake projects.
Case study number 4, Steuben Lakes regional waste district, Steuben
County, Indiana. Draft Environ. Impact Statement, Chicago, Illinois.
U.S. EPA (1979e) Alternative waste treatment systems for rural lake projects.
Case study number 5, Ottertail County Board of Commissioners, Ottertail
County, Minnesota. Draft Environ. Impact Statement, Chicago, Illinois.
L-25
-------
U.S. EPA (1980) Modeling phosphorus loading and lake response under
uncertainty: a manual and compilation of export coefficients.
EPA 440/5-80-011. Office of water Reg. and Stand., Washington, D.C.
U.S. EPA (1981) Alternative waste treatment systems for rural lake projects.
Case study number 6, Williams County Commissioners, Nettle Lake area,
Williams County, Ohio. Draft Environ. Impact Statement, Chicago, .
Illinois.
U.S. EPA (1982) Indian Lake/Sisters Lakes wastewater treatment facilities;
Berrien, Cass, and VanBuren Counties, Michigan. Draft Environ. Impact
Statement. Chicago, Illinois.
U.S. EPA (1983a) Wastewater management in rural lake areas. Final Generic
Environ. Impact Statement. Chicago, Illinois.
U.S. EPA (1983b) Moose Lake-Windemere sanitary district wastewater treatment
facilities; Pine and Carlton Counties, Minnesota. Draft Environ. Impact
Statement, Chicago, Illinois.
U.S. Geological Survey (1979) Bruno and Moose Lake, Minnesota quadrangles. 15
minute series (topographical) Depart, of Interior, Washington, D.C.
Vallentyne J.R. (1955) Sedimentary chlorophyll determination as a paleobotan-
ical method. Can. J. Bot. 33, 304-313.
Viraraghavan T. & Warnock R.G. (1976) Groundwater quality adjacent
to a septic tank system. J. Am. Water Works Assn. 68, 611-614.
Williams J.D.H., Jaquet J.-M., & Thomas R.L. (1976a) Forms of phosphorus
in the surficial sediments of Lake Erie. J. Fish. Res. Board Can.
33, 413-429.
Williams J.D.H., Murphy T.P. & Mayer T. (1976b) Rates of
accumulation of phosphorus forms in Lake Erie sediments. J. Fish.
Res. Board Can. 33, 430-439.
L-26
-------
Table Headings
Table 1. Lake and watershed parameters for Sturgeon, Island and Little
Island Lakes. Information was obtained from recent lake surveys
conducted by USEPA (1983b) and MDNR (unpublished).
Table 2. House counts made by MDNR (unpublished).
Table 3. Average number of planktivorous fish caught per set by gillnets
and trapnets. Planktivorous fish include yellow perch, black and
white crappie, and bluegill and pumpkinseed sunfish.
Table 4. Summary of Secchi disk measurements made by MDNR and USEPA (1982
only)
L-27
-------
TABLE 1.
Number of onsite systems
Length of shoreline (km)
Ratio onsite systems/
km of lake shoreline
Watershed area (ha)
Lake surface area (ha)
Ratio watershed /lake surface
Mean depth (m)
Mean Secchi disk (m)
Chlorophyll a (ug g )
Total phosphorus, winter
values (rag 1 )
Estimated .phosphorus budget
(kg yr )
Estimated phos. contribution
from onsite systems (kg yr )
Estimated phos. contribution
from onsite systems (%)
Current lake trophic status
Sturgeon
197
12.9
15
560
686
0.8
6.9
2.4 (n=16)
8 (n=24)
0.02(n=4)
1934
179
9
meso-eutrop.
Island Little Island
151
10.1
15
1151
211
5.5
3.4
1.4 (n=24)
29 (n=35)
0.04(n=4)
1090
141
13
eutrophic
0
1.7
0
294
17
17.3
1.6
0.9
NA
0.03(n=2)
226
0
0
eutrophic
-------
TABLE 2
House Counts
Date
1979-80
1975
1970
1967
1954-55
Sturgeon
208
170
—
120
81
Island
169
—
128
110
35
-------
TABLE 3
Planktivorous Fish
Date
1979-80
1975
1970
1967
1954-55
Sturgeon
57
18
—
47
30
Island
189
—
20
57
37
-------
TABLE 4
Secchi Disc
Measurement (m)
Date
1982
1979-80
1975
1970
1967
1955
1938
Sturgeon
2.4
2.3
2.4
—
2.9
—
2.4
Island
1.4
1.3
2.0
1.4
1.7
1.1
—
-------
Figure Legends
Figure 1. Sampling site locations. Topographical watershed boundries are
outlined by the black line. Hatched area represents glacial
outwash sand. The remainder of the soils in the lake's watersheds
are clayey glacial till.
Figure 2. Stratigraphic profiles of Cesium-137 radioactivity in lake
sediment cores.
Figure 3. Organic matter Stratigraphic profiles.
Figure 4. Chlorophyll degradation product Stratigraphic profiles.
Figure 5. Diatom Stratigraphic profiles. Diatom species have been put into
one of three categories; eutrophic, mesotrophic, or other based on
their trophic affiliation.
Figure 6. Stratigraphic profiles for three phosphorus fractions.
-------
FIGURE 1.
Little Island
Lake
0 1km
\\\\\S\\N\\\\\\\\\\\\\\\^^
-------
FIGURE 2.
CESIUM-137 (pico Curies/g)
o
a.
LLJ
Q
UJ
DC
O
o
01 2 3 4 56 78 9 10 11 12 13 14
Sturgeon
Island
Little Island
-------
3
X
a.
LU
DC
8 46
60 .
FIGURE 3
% ORGANIC MATTER
10
1945
1907
1870
20
30
40
V—1930
~
-f
1879
* 1827
STURGEON ISLAND
LITTLE
ISLAND
-------
FIGURE 4
£ 15
o
Q_
LU 30
O
LU
DC
8 «
60 J
1945
1907
1870
CHLOROPHYLL
(SPDU/g dry wt.)
10
STURGEON
20
30
40
1930
^ 1879
y—1827
I
i
•
•
I
ISLAND
LITTLE
ISLAND
-------
E
o
16
30
45
60
FIGURE 5
STURGEON LAKE
Eutrophic
20 40 60 80 %
Mesotrophic
20 40 60 80 %
1832
ISLAND LAKE
Eutrophic
20 40 60 80 %
Mesotrophic
20 40 60 80 %
Other
20 40 %
1946
1907
1870
1832
LITTLE ISLAND LAKE
Eutrophic
20 40 60 80 %
Mesotrophic
20 40 60 80 %
Other
20 40 %
1930
1879
1827
1775
-------
FIGURE 6
PHOSPHORUS (mg/g dry wt.)
Sturgeon
0 0.8 1.6
1970
Apatite-P
NAI-P
Organic-P
Island
0 0.8 1.6
1870 45
Little Island
0 0.8 1.6
1970
1965
DC
111
1827
-------
-Supplemental Information-
^Range and means of sediment parameters from
sediment cores.
Little
CaCO
(%)
Organic Matter
%
Chlorophyll
(SPDU/g. org. matt.)
Total Phosphorus
(mg/g dry wt . )
Organic Phosphorus
(mg/g dry wt . )
Inorganic Phosphorus
(mg/g dry wt . )
Apatite Phosphorus
(mg/g dry wt . )
Nonapatite Inorganic P.
(mg/g dry wt . )
Island Lake
0.7-3.3
1.7
20.8-29.4
25.6
57.4-102.0
79.4
0.80-1.72
1.07
0.21-0.52
0.34
0.44-1.20
0.73
0.08-0.24
0.15
0.29-1.05
0.58
Sturgeon Lake
0.7-1.9
1.3
19.0-22.9
20.4
32.6-54.8
40.7
0.80-1.50
0.95
0.15-0.40
0.27
0.39-1.18
0.68
0.22-0.37
0.27
0.15-0.92
0.41
Island
0.8-1.
1.2
29.8-41
36. 8
31.0-11
83.3
0.54-1
1.12
0.26-0
0.51
0.28-0
0.61
0.04-0
O.OS
0.24-C
0.52
Lake
8
.1
2.3
.32
.64
.72
.14
.63
aNote that chlorophyll breakdown products are presented herein on
a gram of dry organic matter basis.
-------
Traffic Data
Figure M-l. 1979 average annual daily traffic in northwestern Pine
County (MOOT). Traffic volume on the state highway is
for 1978.
Q
O
0)
p
H
I
s
Figure M-1.
I
5!
M-l
-------
Energy Data
Figure N-l.Unit price for residental energy during the period from April 1980
to March 1981 (Minnesota Energy Agency 1981).
Fuel Type
Location
Region 3
Region 7E
Minnesota
Use
Space heating
Non-space heating
Space heating
Non-space heating
Space heating
Non-space heating
Natural Gas
(per 1,000
cubic feet)
$3.70
4.42
3.33
3.85
3.51
4.10
Electricity
(per Kelo
watt hour)
4.72C
5.46
4.70
5.53
3.64
5.21
Fuel Oil
(per gallon)
$1.22
1.17
1.16
LP Gas
(per gallon)
71. 1C
74.7
69.8
The basis for heating values of the fuels are:
Natural gas: 1,000 BTU per cubic feet
Electricity: 3,412 BTU per KW hour
Distillate
Composite (fuel oil): 138,690 BTU per gallon
Propane: 91,500 BTU per gallon
ctf
Q
bO
Vj
0)
c
w
I
53
w
FU
(X,
N-l
-------
Appendix 0
Letters of Comment
CO
1-1
v
•u
4-1
-------
United States
ri. Department of
-*•' Agriculture
Soil
Conservation
Service
200 Federal Building
316 North Robert St.
St. Paul, MN 55101
June 10, 1983
Mr. Harlan D. Hirt, Chief
Environmental Impact Section
Environmental Protection Agency
Regi on V
230 South Dearborn Street
Chicago, IL 60604
Dear Mr. Hirt:
We have reviewed the draft appendicies to the Environmental
Impact Statement for the Moose Lake - Windemere Sanitary
District Waste Water Treatment System, Pine and Carlton
Counties, Minnesota.
The material in the report is satisfactorily presented and
needs no further comment. We appreciated the opportunity to
review this report.
Sincerely,
Donald G. Ferren
State Conservationist
cc: Peter C. Myers, Chief, SCS, Washington, D.C.
0-1
The Soil Conservation Service
is an agency of the
Department of Agriculture
SCS-AS-1
10-79
-------
DEPARTMENT OF THE ARMY
ST. PAUL DISTRICT. CORPS OF ENGINEERS
1135 U. S. POST OFFICE & CUSTOM HOUSE
ST. PAUL. MINNESOTA 551O1
REPLY TO June 9, 1983
ATTENTION OF:
Construction-Operations
Regulatory Functions (C30077)
Mr. Harlan D. Hirt, Chief
Environmental Impact Section
U.S. Environmental Protection Agency
Region V
230 South Dearborn Street
Chicago, Illinois 60604
Dear Mr. Hirt:
Thank you for giving us the opportunity to review the draft
Environmental Impact Statement (EIS) for the Moose Lake Windemere
Sanitary Wastewater Treatment System (your reference number 5WFI-
12). After examining the various alternatives discussed, we have
made the following determinations:
1. No alternative will affect any existing or planned St.
Paul District project.
2. No Department of the Army permit would be required to
carry out alternative 2, which has been recommended as the selected
project alternative.
3. If any one of alternatives 3 through 7 were chosen, author-
ization from the Corps might be required under Section 404 of the
Clean Water Act. More detailed construction information would be
required to make a definite jurisdictional determination.
If you have questions, please write or call Mr. Henrik Strandskov
of this office at (612)725-7775.
Sincerely,
Dennis E. Gin
Chief, Regulatory Functions Branch
Construction-Operations Division
0-2
-------
United States Department of the Interior
OFFICE OF THE SECRETARY
NORTH CENTRAL REGION
175 WEST JACKSON BOULEVARD
CHICAGO, ILLINOIS 60604
June 20, 1983
ER-83/613
Mr. Valdas V. Adankus
Regional Administrator
U.S. Environmental Protection Agency
230 South Dearborn Street
Chicago, Illinois 60604
Dear Mr. Adamkus:
The Department of Interior has reviewed the draft Environmental
Impact Statement (EIS) for the wastewater treatment system for Moose
Lake-Windemere Sanitary District in Pine and Carlton Counties,
Minnesota. The following comments are provided for your
consideration.
The alternative selected by the U.S. Environmental Protection
Agency recommends on-site system upgrading for the entire service
area and would only affect residential yards during construction of
proposed improvements. In addition, this alternative eliminates any
phosphorus/nitrate contribution to adjacent lakes originating from
falling on-slte systems and will have little or no impact on fish and
wildlife resources.
Although threatened and endangered species were not identified in the
EIS, both the bald eagle and gray wolf occur in the aforementioned
counties. However, considering the location and types of activities
proposed, this project should have no effect on the above listed
species. This precludes the need for further action on this project
as required by the Endangered Species Act of 1973, as amended.
Should new information become available that indicates listed or
proposed species may be affected, consultation with the Regional
Director, U.S. Fish and Wildlife Service, Federal Building, Fort
Snelling, Twin Cities, Minnesota 55111, should be reinitiated.
It is indicated on pages 3-82 and 3-83 of the draft that preliminary
coordination with the Minnesota State Historic Preservation Officer
(SHPO) to identify cultural resources in the proposed project area
0-3
-------
has been accomplished. The final statement should evidence approval
by the SHPO of completed compliance with mandates pertaining to the
identification and protection of cultural resources.
Sincerely yours,
Sheila Minor Huff
Regional Environmental Officer
0-4
-------
U.S. DEPARTMENT OF TRANSPORTATION
FEDERAL HIGHWAY ADMINISTRATION
REGION 5
18209 DIXIE HIGHWAY
HOMEWOOD, ILLINOIS 0O43O
June 2, 1983
IN REPLY REFER TOi
HEP -05
Mr. Harlan D. Hirt, Chief
Environmental Impact Section
U.S. Environmental Protection Agency
Region V
230 South Dearborn Street
Chicago, Illinois 60604
Dear Mr. Hirt:
The draft environmental impact statement for the Moose Lake-Windmere
Sanitary District Wastewater Treatment System, Pine and Carlton Counties,
Minnesota has been reviewed. The recommended project alternative of
on-site system upgrades would have no effect on the Federal-aid highway
system. The discussion of the other alternatives also recognizes impacts
to the highway system in the' area. Therefore, we have no comments to
offer on the draft EIS.
Sincerely yours,
tonel H. Wood, Director
Office of Environmental Programs
cc: HEV-11
Sec. Rep.
P-37
EPA W/0 (5 copies)
Minnesota D/0
0-5
-------
East Central Regional Development Commission
Serving Local Governments in Chisago, Isanti, Kanabec, Mille Lacs and Pine Counties
May 26, 1983
Full Commission
Chisago County
Sig E. Stene, Sec. Treas.
Sheldon Porter
Loren Jennings
Barry Blomquist
Isanti County
Ray Stoeckel, Vice-Chmn.
Lynn Becklin
Glenn E. Johnson
Laurence Collin
David Dahlquist
Kanabec County
Lucille Schultz
Merlin Smith
Robert H. Anderson
Bill Miller
Mille Lacs County
Gloria Habeck, Chrm.
Phyllis Christiansen
Andrew Holzemer
Owen Baas
Pine County
James Youngbauer
James Tuttle
Larry Hansen
Wayne White
Chet Erickson
Executive Director
Michael Sobota
Environmental Protection Agency
Region V
230 So. Dearborn St.
Chicago, Illinois 60604
Dear Sir/Madam:
The East Central Regional Development Commission reviewed the
Moose Lake - Windemere Sanitary Sewer District Wastewater
Treatment System Environmental Impact Statement at its regular
meeting of May 23, 1983. Upon reviewing the EIS, the EC RDC
concurs with the EIS recommendation that the on-site treatment
alternative (Alternative #1) is the most cost-effective and is the
most feasible treatment alternative for this area.
In previous reviews of the Step I grant application and Step I
plan, the EC RDC has expressed concerns regarding the potential
serious secondary growth impacts to this relatively undeveloped
area. The EC RDC hopes that this recommendation and comment
are taken into consideration when EPA takes action on this EIS.
Sincerely,
Michael Sobota
Executive Director
MS: da
0-6
119 South Lake Street, Mora, Minnesota 55051-1596 (612) 679-4065
-------
STATE OF
DEPARTMENT OF NATURAL RESOURCES
BOX , CENTENNIAL OFFICE BUILDING • ST. PAUL. MINNESOTA • 55155
DNR INFORMATION
(612)296-6157 June 21, 1983 FILENO._
Mr. Harlan D. Hirt, Chief
Environmental Impact Section
U.S. Environmental Protection Agency
Region V
230 South Dearborn Street
Chicago, Illinois 60604
RE: Draft EIS for Moose Lake-Hindemere Sanitary
District Wastewater Treatment System, Minnesota
Dear Mr. Hirt:
The Department of Natural Resources (DNR) has reviewed the
above-referenced document and offers the following comments for your
consideration.
We foresee no major problems resulting from the project if the recommended
alternative is selected.
However, based on the conclusions in the document which state that
"evaluation of the existing data on the natural and man-made environment in
the project area indicates that water quality impacts due to onsite systems
are inconsequential in the context of other manageable and unmanageable
nutrient sources, and that none of the action alternatives will significantly
improve the quality of the lakes or the groundwater," it seems difficult to
justify the expenditure of over $1 million to upgrade onsite systems. From
the alternatives presented, it would appear prudent only to select the
no-action alternative. However, the data presented in the document seem to
indicate that the nutrient loads entering the subject lakes are from
non-wastewater sources (agricultural, lawn fertilization, etc.) and any
effective solution would have to address these problems, which were not
covered in the DEIS.
*
Thank you for the opportunity to comment.
Sincerely,
Thomas W. Balcom
Environmental Review Coordinator
TWB:pje
3618E
cc: Dick Carlson
Earl Huber
Ron Harnack
AN EQUAL OPPORTUNITY EMPLOYER
-------
Minnesota Pollution Control Agency
flUB 0 8 1933
Mr. Charles Quinlan
Environmental Impact Section
U. S. Environmental Protection Agency
Region V
230 South Dearborn Street
Chicago, Illinois 60604
Dear Mr. Quinlan:
Re: Moose Lake - V7indemere Sanitary District, Minnesota
Draft Environmental Impact Statement
EPA Project No. C271301-01
In follow-up to our phone conversation, the following comments
are submitted on behalf of the Minnesota Pollution Control
Agency (MPCA) review of the Draft Moose Lake-Windemere
Environmental Impact Statement.
1. The discussion of algal toxicity as related to Island Lake
is confusing (p. 2-58}. The distinction between those
species associated with toxic conditions and other
non-toxic species of the same general is blurred. The
statement that "there is a potential public health problem
associated with blue-green algae in Island Lake," appears
to be an exaggeration which could unintentionally mislead
the public on an at times emotional issue. In our opinion,
it should be stated clearly that available information
indicates that the algal communities observed in Island
Lake do not pose a threat to public health.
2. The opinion (p. 2-57) that average phosphorus levels of .02
mg/1 and .04 mg/1 in Sturgen and Island Lakes,
respectively, are similar is not shared by our technical
staff. Further, the advisability of using the March, 1982
sampling results for Island and Sturgen lakes to detect
Phone:
1935 West County Road B2. Roseviile, Minnesota 551 13-2785
Regional Offices • Duluth'Brainerd/Detroit Lakes/Maisha!l;Rochester
Equal Opportunity Employer
-------
Mr. Charles Quinlan
Page 2
AUG 0 8 1983
system failure must be questioned based on the limited
number of samples, the lack of analytical sensitivity and
absence of an adequate scientific rationale for a study of
this type.
3. The land runoff phosphorus export coefficients used to
estimate external phosphorus supplies to the study appear
to be excessive (cf. Table 3-6, page 3-24). In general,
the export values which were used appears to be from
individual test plots, some as small as .009 mg/1 (roughly,
30 ft. x 30 ft.), whose applicability to the study area
watersheds has not been demonstrated. We are especially
concerned with the high values used to estimate phosphorus
export from cultivated land, pasture and lawns. Ground
water impacts of nutrients and water have been largely
ignored.
4. We are also concerned about what might seem to some readers
to be a tendency to diminish the overall importance of
phosphorus control in the "Documentation of Need for
Improved Wastewater Management" section on pp. 2-60 and
2-61. One should not lose site of the fact that phosphorus
control is a desirable goal and the principal means of
improving or protecting the water quality of inland fresh
water lakes. In this context, all phosphorus sources are
important and should be considered candidates for control.
While expensive phosphorus control options (e.g.,
collection system or treatment works) may be difficult to
justify, one should guard against creating the impression
that better control over on-site waste disposal should not
be vigorously pursued though other means, particularly in
light of the possibility that our non-point sources of
phosphorus may be much more difficult to control.
5. The chosen alternative is on-site upgrade for all the areas
involved. From Dr. Finney's description of the soils,
there are problem soils in the area all with severe ratings
for soil absorption systems. Therefore, how did they
decide who would get mounds and who would get drainfield?
There should be a discussion of this documented. It may be
that everyone located on the Duluth soils were given mounds
and those on Omega were given the drainfields.
6. Was there any further investigation to show that
conventional and mound systems could be built according to
WPC-40? The Duluth soils have up to 48% clay in them with
estimated permeabilities as low as .06"/hr. which translate
to >300 mip as a perc rate. According to WPC-40,
0-9
-------
Mr. Charles Quinlan
Page 3
P.US fl 8 1983
individual mounds could not be constructed on soils with a
perc rate slower than 120 mpi without a variance. This is
not to say something couldn't be designed on the slow
rates,'but, it would require a much larger area and may not
be reflected in the costs.
On the other end of the spectrum are the Omega soils - very
coarse. These soils may perc too fast for conventional
trench systems, therefore trench liners would have to be
added to costs. If these problems have not been
considered, the feasibility and costing may not be truly
reflective of actual needs.
7. Even though they were not chosen, the alternatives for
cluster systems and the bog system should not be considered
feasible alternatives at this time. To say the least,
extensive soil and hydrological work would have to be done
for the clusters and peat analysis would have to be done to
show the bog system would work.
8. What will happen with the septage from the on-site system?
On pg. 2-72, septage for the Moose Lake area is said to go
to the Moose Lake System. What would this include? Is the
pond surface area designed for this extra BOD loading?
Estimates were given up to 4500 gpd of septage introduced
to the system in the spring and fall. On pg. 2-81, it
states septage in the Moose Lake Area is treated in
anaerobic lagoons. What is the estimate of septage to be
produced for Alt. #2?
9. There was considerable discussion on ground water
contamination to wells and the conclusion was (pg. 2-50)
that no problems were documented for any in areas having a
high potential for water well contamination. Since none of
the wells were samples in the critical areas (p. 2-43) how
was this conclusion arrived at?
10. Nitrates will not be eliminated from being introduced to
the ground water system even if the system is functioning
properly. This was alluded to on pg. 15.
11. Population - Were the housing unit projections compared to
available lakefront lots (developable ones)? It is not
clear what rate of increase was applied to present housing
stock figures to obtain the projected year - 2000 housing
stock. In general, this portion of the EIS might
appropriately be routed thru State Demographers Office for
their comment.
0-10
-------
Mr. Charles Quinlan
Page 4
12. Historical sites - unless archaeological survey work is
completed during the EIS, there is high probability it will
not be .completed during Step 1. When the selected
alternative is arrived at by WAPORA, EPA, the State
Historical Preservation Officer (SHPO) be contacted to
determine location of needed surveys, and that these
surveys be performed prior to finalization of EIS.
Alternatively, the SHPO could be contacted to indicate
which sites need surveys among all the alternatives.
13. Ground Water Impacts - Have ground water impacts of the
final alternative been evaluated by ground water dispersion
modeling techniques. This recommendation would not
necessarily apply to individual upgrades, but would
certainly in the case of group or community drainfields.
14. The planning map on page 2-9 did not include the City of
Barnum nor the coridor between. We realize these two areas
were dismissed as part of the final evaluation area in the
Phase 1 EIS report; however, it should be noted they were
part of the original planning area.
15. On Island Lake it was estimated that 64 residents were
permanent and on Sturgen that 42% were permanent. How were
these estimates made.
16. The windy weather during the Sturgen Lake Septic Leachate
Survey may have caused some minor plumes to be missed.
What effort went into that area to assure all failures were
found?
17. The Hogan Area did not have a lot of detail survey
information on the Septic System.
18. Average size of on-site systems were used for cost
evaluation purpose. We would like to emphasize that,
during a plan and specification development, individual SAS
would be sized according to lot conditions and house size.
In summary we concur with the findings of the report and that
the most cost-effective alternative has been proposed in the
EIS.
0-11
-------
Mr. Charles Quinlan
Page 5
RUS 0 8 1983
If you have any questions regarding these comments, please
contact Lawrence S. Zdon at (612)296-7733.
Sincerely, .
Gordon E. Wegwart/P.E.
Chief, Technical Review Section
Division of Water Quality
GEW/LSZ:cmc
cc: Mr. John Laumer, WAPORA, Chicago, Illinois
0-12
-------
Moose Lake - Windemere Sewer District
604 West Road Moose Lake , Minnesota 55767 Phone 218/485-8276
June 21, 1983
Mr. Charles Quinlan
U. S. Environmental Protection Agency
Region V
230 South Dearborn St.
Chicago, Illinois 60604
Dear Sir:
As per our phone conversation we will expect to
receive a transcript from you when ready.
We have some new members on our board of directors
and as there is obvious disagreement between the
District and the study by Wapora and E.P.A. we will
withhold comments and judgement on the Draft until
after we have received the transcript.
Sincerely,
Executive Director
HW/js
0-13
-------
1410 Brainerd Avenue
Duluth MN 55811
1 June 83
Harlan D. Hirt, Chief
Environmental Impact Section
USEPA Region V
230 South Dearborn Street
Chicago IL 60604
Dear Sir:
This letter is written as a public comment on the Draft
Environmental Impact Statement for the Moose Lake-tfindemere
Sanitary tfastewater Treatment System for Pine and Carlton
Counties, Minnesota. It is written on behalf of my three
brothers (Edward, Dale, Burleigh) and myself, owners of
approximately 200 acres on Passenger and Big Slough lakes in
Windemere township.
The draft Environment Impact Statement appears to be well done
and accurate in its assessment. It is our position that of the
action alternatives, alternative #2, upgrade on-site systems,
is the one that is the most fair, most economically justifiable,
and is fully able to protect the aquatic environment without
unnecessary expenditures.
We are unable to attend the 10 June 83 hearings in Moose Lake
and we desire to be informed if any alternatives other than
numbers 1 or 2 are being seriously considered.
Sincerely,
George Rapp, Jr.
cc: Chairman, Windemere
Township Counci1
0-14
-------
Rte. 2, Box 139-A
Sturgeon Lake, Minnesota
55783
June 21, 1983
Mr. Harlan D» Hirt
Chief Environmental Impact Section
U.S. Environmental Protection Agency
Region V
230 South Dearborn St.
Chicago, Illinois cOoOs-
Dear Mr. Hirt:
I am writing concerning the E.I.S. report on sewage disposal
around Island Lake, Windemere Township, Pine County, I.Iinnesota.
I have been a property owner on Island Lake since 19^-6. The
proposed sewer pipeline would impose a financial hardship on
me as I am retired and live on a small fixed income. I do not
want the disruption caused by the digging of a pipeline through
my property.
I oppose the establishment of a sewer pipeline and support the
upgrading of on site disposal systems.
Sincerely,
Ethel Spell
0-15
-------
Rte. 2, Box 1^-0-B
Sturgeon Lake, Minnesota
55783
June 21, 1983
Mr. Harlan D. Hirt
Chief Environmental Impact Section
U.S. Environmental Protection Agency
Region V
230 South Dearborn St.
Chicago, Illinois 6060^
Dear Llr. Hirt:
We are responding to the E.I.S. on sewage disposal around Island
Lake, Windemere Township, Pine County, Minnesota. We are pro-
perty owners on Island Lake.
After reviewing the available studies we have come to the con-
clusion that we oppose the construction of a sewer pipe line
around Island Lake. We favor federal assistance in upgrading or
establishing on site sewage disposal systems.
We favor putting the issue to an official closed ballot held in
the Windemere Town Hall under proper legal voting procedures.
Minnesota and Pine County Shoreline Ordinances if enforced would
have negated the need for these studies and saved the taxpayers
money.
As a member of the Citizens Advisory Committee I was not mailed
copies of the E.I.S., informed of the public hearing, or see any
real intercourse between the Committee and the E.P.A..
We would like to see the Soil Conservation Service and Agricul-
tural Stabilization Conservation Service come up with a project
to reduce barnyard nutrients and soil erosion from entering island
Lake. This would be similiar to the Red Clay Project in Carltor.
County, with increased rates of cost-sharing to landowners.
Windemere Township lakes are a precious resource to be passed on
to future generations.
Sine
>(/ Johnson
Kirsti H. Johnson
0-16
-------
8126 Grafton Ave
Cottage Grove,MN 55016
June 13, 1983
U. S. E. PA., Region V
230 South Dearborn Street
Chicago, Illinois 60604
To Whom it May Concern:
I am against the proposed construction of sewers around Island and Sturgeon
Lakes.
I own a small piece of property on Island Lake, which has a small cabin on it.
Running the sewer line across the property would force me to sell out. With
the spiral ing cost of living these days and having 2 places to maintain, being
a single parent with 4 dependent children, this increased expense would wipe
out our being able to retreat to this small unpretentious cabin and the only
pleasures the .kids and I have.
I cannot understand why it is needed when there is no threat to the lakes. I
did not attend the local hearing so I can only go by what I have heard other
residents conveyed to me, which is hearsay .1 did read a bit about the
proposal, and have come to the conclusion, that it is not necessary to put the
sewer in this area.
Sincerely,
Marica N. Cavanaugh
RECEIVED
PROGRAM MANAGEMENT SECTION
JUN201983
USEPA
0-17
-------
0-18
-------
JL-rftXJCt,
0-19
-------
0-20
-------
/*
0
0-21
-------
Y&^t>
V- >
------- |