Volume  II

                                APPENDIXES

                                    to

                        DRAFT ENVIRONMENTAL STATEMENT

                        SALEM UTILITY DISTRICT NO. 2

                          Kenosha County, Wisconsin

                               June 30,  1979
                                                       905R79002
                       Environmental Protection Agency
                                 Region V
                             Chicago, Illinois
 Prepared by:
                              WAPORA, Inc.
                          6900 Wisconsin Avenue
                         Chevy Chase, MD  20015

 Approved:
/r
l/w
 ohn L. Menke, Director
Washington Regional -Office
 Gerald 0.  Peters, Jr.
 Project Advisor
                                            Eric M.  Hediger
                                            Project  Manager

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                              APPENDIXES
     SEWAGE AND SOIL PROBLEMS

     A-l   Documented Sewage Problems within the Study Area
     A-2   Soil Factors that Affect On-Site Wastewater Disposal
     ATMOSPHERE

     B-l   Climatological Data
     B-2   National Ambient Air Quality Standards and Local Suspended
           Particulate Data
     WATER QUALITY AND ON-SITE SYSTEMS

     C-l   Standards and Water Quality Management Responsibilities
           Applicable to the Study Area
     C-2   Water Quality Studies:  Salem Utility District No. 2
     C-3   Phosphorus Inputs for Camp/Center Lake and Silver Lake
     C-4   Selected Water Quality Data for Salem Study Area Lakes
     C-5   Seasonal and Long-Term Changes in Lake Water Quality
     C-6   Non-Point Source Model and Lake Eutrophication Models
     C-7   Investigation of Septic Runoff and Leachate Discharges into
           the Salem Lakes, Wisconsin
     C-8   Statistical Analysis of Water Quality Data for the Fox River
           at Wilmot, Wisconsin
     C-9   Septic System Analysis - Salem Utility District No. 2, Wisconsin
     C-10  Rules for Regulating Septic Tank Systems (Excerpts)
     BIOTA

     D-l   Dominant Species of Aquatic Vegetation in Salem Utility
           District No. 2
     D-2   Game, Food, and Rough Fishes of the Lakes of Salem Utility
           District No. 2
     D-3   Description of Peat Lake Scientific Area
     D-4   Lists of Birds and Mammals in the Salem Study Area, Wisconsin
E    POPULATION PROJECTION METHODOLOGY


F    LAKESHORE REGULATORY MEASURES


G    SITES OF HISTORIC OR ARCHITECTURAL SIGNIFICANCE


H    FLOW REDUCTION DEVICES

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Appendixes (Continued)
     COSTS

     1-1   Design and Costing Methodology
     1-2   Itemized and Total Costs for Each Alternative
J    PRELIMINARY SITE EVALUATION OF THE PAASCH LAKE WETLAND [DISCHARGE SITE],
     KENOSHA COUNTY, WISCONSIN
K    MANAGEMENT OF SMALL WASTEWATER SYSTEMS OR DISTRICTS

     K-l   Some Management Agencies for Decentralized Facilities
     K-2   Legislation by States Authorizing Management of Small Waste
           Flow Districts
     K-3   Management Concepts for Small Waste Flow Districts

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       APPENDIX A




SEWAGE AND SOIL PROBLEMS

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                                 APPENDIX A-l
             Camp Lake Oaks
             Lake Front Property Owners
             Vo
             Post Office Box 131
             Camp Lake, Wisconsin  53109
             To whom it may concern:

             On the morning of July 29, flra7,  June Greb  and I,  James
             Ruck, were raking weeds, wh4cn. grow in  the lake,  break
             off, drift into shore and accumulate on the  shore lines
             of our lota,  (As we must do every mortxing. )   This morn-
             ing, however, we noticed lar-ge deposits of  what  appeared
             to be human waste materials diluted by  the lake waters.
             With futher investigation we found simular deposits  along
             the north-east shore line of Camp Lake  joining lots  91-
             100 of Camp Lake Oaks Subdivison,

             Being extremely concerned about  our findings we collected
             several samples for analysis, and notified the area  health
             officals.  On the evening of July 29, Mr,  Hartnell and Mr,
             ฃ(anta from Salem Township inspected the shore line deposits
             and our sample specimens and confirmed  our assumption.

             At Camp Lake the normal prevaling winds range from the
             south-east to- the south-west.  Under these wind conditions
             HO such deposits have ever been  noticed*  But the.days
             preceding July 29, the winds were from  the north  to  north-
             west, indicating that the human  waste materials input
             into the lake MUST originate somewhere  in  the small  North-
             ern third extension of Camp Lake.
                                                                   &
                                                    &'*~rste?  /I s^r^c  .
                                                 Concerned property owners

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 EDWARD S. HOMER, Chairman
'HOWARD K. GEHRKE, Supervisor
 GILBERT HAISMA, Supervisor
ESTELLE BLOSS, Clerk
                 A-J
DOLORES E. TERRY, Treasurer
                                  KENOSHA COUNTY

                           ROLTTE 3. BOX 2708  -:-  SALEM, WIS. 53168

                                 TELEPHONE (414) 843-2313
                                                   December  1,  1975
          Jensen & Johnson, Inc.
          Civil & Sanitary Engineers
          Elkhorn, Wisconsin 53121

          Attention  :  Donald Zenz

          Dear Sir:

          Enclosed herewith are copies of  the sewerage  problems
          in our Township that  have been reported to Mr.  William
          Kavanagh,  Kenosha County Zoning  Administrator,  as per
          our conversation.

                                          Respectfully yours.
                                          Allen J. Kanta,  Adm.
                                          Salem Township
           AJK: jh
           Enc.

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                                                          A-l
                                       June 13,  1975
               SEWERAGE PROBLEMS  TO SE VIEWED BY
               MR, KAV.^NAGH.  COUITTY ZONING ADM.
Parcel ITo.                                        /- T f.  '} ^

 2670F1          John Buxton                SW ?$ Section 15
                 Rt 1 Box 756
                 Trevor,  Wis.  53179
                              Submitted By:
                              Sam Rizzo,  Deputy Health Officer
                              Salem Township
SR: jh

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MAURICE LAKE, Choirmon

RICHARD F. HARTNELL, Supervisor

HOWARD K. GEHRKE. Supervisor
                                        ESTELLE BLOSS, Clerk   A-l

                                        DOLORES  E. TERRY, Treasurer
                                       KENOSHA COUNTY
                                ROUTE 3, BOX 2708 -:- SALEM, WIS. 53168
                                      TELEPHONE (414) 843-2313
                                                               uc*. 17, 1974
                                  SEWERAGE  FP.CPLEKS VIEWED BY
                                KR. EAVAUAG1 COUTJTY 7flEEVi AIM.
         PARCEL STJK2EH
         ?fi8?-P
      OV/TIEH
 LOCATTOII
 John A.  Htephen i Wf.
 Lot 12 Plk.  2
 lot Addition to
 Center Lake  Maror
         f941-P-l-A
 r-j    - o   
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MAURICE LAKE, Chairman

RICHARD F. HARTNELL. Supervisor

HOWARD K GEHRKE. Supervisor
                                        ESTELLE BLOSS. Clerk A-i

                                        DOLORES E. TERRY.  Trcosur
                                       KENOSHA COUNTY

                                ROUTE 3, BOX 2708 -:- SALEM, WIS. 53168
                                      TELEPHONE (414) 843-2313
                                                           August 13, 1974
             PARCEL KCMBE5

               2765-7-6
               2765-F-7
                                           E PROBLEMS VT?T.a> 3Y
                                   r-:sป  KAVA:;ACH caiwrr ZONING AIM.
	OWKR5	

 Assemblies of Sod, Inc.
 The Teen  rh
                                    LOCATION
                                Sou+h Side  Silver Lake
             ?904-F
             5711-F
                                  Richr?.^: 0. V7right
        Kป*ticral "or
342 N. Wetor St.
          ,  Wsc.
Federal N-ition?l TT
34? K. afatrr L'tr*<*t,
Tito J.  Petr!tis
Can:p Like,  Wirconcin
                                                                  Lc-:.  1? Pl!r. 1C
                                                                  Camp Lake -Icrdens
                                OnJcvood Knolls
                                                                  Lot -1  Elk. 4
                                                                  Orter Lake Manor
                                                                  1st Addition
                                 Lot 5 Blk.  4
                                 Center Ln.kc T-Tanor
                                 1st Addition
                                                                  Northenst Shore
                                                                  Cairp Lake

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RICHARD F. HARTNELL. Supervisor

HOWARD K. GEHRKE, Supervisor
                                        DOLORES E. TERRY. Treosi


                                                A-l
                                KENOSHA COUNTY

                          ROUTE 3. BOX 270 8 -:- SALEM, WIS. 53163
                              TELEPHONE (414) 843-2313
                                           September 16,  1974
      PARCEL NO.
      6157F
                      SEWERAGE  PROBLEMS TO BE VIEWED BY
                      MR. KAVANAGH, COUNTY ZONING ADM,
               OWNER

Elburn C.  & Marily L. Buck
Rt 4 Box 392
Antioch, Illinois 60002
   LOCATION

Lot 36 Block 9
Cepek's Cross Lake Sub.
      6159F
Roy A. Anderson
Rt 4 Box 387
Antioch, Illinois 60002
Lot 2 Block 10
Cepek's  Cross Lake Sub.
       6386F
Harold Walsh
Rt 4 Box 364
Antioch,  Illinois 60002
Lot 19 Block 15
Cepek's  Cross Lake Sub
       6424F
Lloyd Stuart
Rt 4
Antioch,  Illinois 60002
Lot 17  Block 16
Cepek's Cross Lake Sub
                                            Submitted By:
                                            Allen J. Kant a, Bldg.  Insp.
                                            Richard F. Hartnell, Health Of:
                                            Salem Township
       AJK: jh

-------
    ...  HARTNELL, Supervisor

HO-.VA.-D K. GEHRKE. Supervisor
                                                                        cr
                                      DOLORES ฃ. TERRY, Tre

                                              A-l
                                KENOSHA COUNTY

                          ROUTE 3. BOX 270B -:- SALEM, WIS. 53168

                               TELEPHONE (4] 4) 843-2313
                                                August 19,  1974
      PARCEL NO.
      2938F
                       SEWERAGE PROBLEMS VIEWED BY
                       MR. KAVANAGH.  COUNTY ZONING ADM.
            OWNER

 Emerson A.Davis
2615 N. Seminary Ave.
Chicago , Illinois 60614
       LOCATION
Lot 20 Center Lake Manor
      3490F
                       SEWERAGE PROBLEMS TO BE VIEWED BY
                       MR. KAVANAGH,  COUNTY ZONING ADM.
 Philip Koob
 1620 Columbia Ave.
 Chicago,  Illinois  60626
Lot 142 Sunset Oaks Manoi
      7575F
 Arthur Wesinger & Wf.
 Rt 1
 Trevor, Wisconsin 53179
Lot 12 Block 13
Camp Lake  Gardens
       7577F
 Lynette  J.  Klein
 Rt 1
 Trevor,  Wisconsin 53179
Lot 14 Block 13
Camp Lake  Gardens
       7495F
 Curtis Barthel II
 Rt 1 Box 49A
 Trevor,  Wisconsin 53179
Lot 14 Block 9
Camp Lake  Gardens
                                         Submitted by:
                                         Allen'J. Kanta,  Bldg, Insp.
                                         Richard F. Hartnell,  Health Office:
                                         Salem Township
       AJK:jh

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                                                             A-l
                                   January 10, 1975
   PARCEL NO.

   6739P



   7607F
                    SEWERAGE PROBLEMS TO BE VIEWED BY
                    MR. KAVANAGH. COUHTY ZONING ADM.
            OWNER

Fred Taylor
Rt. 4
Antioch, 111. 60002

Robert W. strum
326 Lyndon
Wilaette, 111. 60091
         LOCATION

 Lot 1 Block 2
 Lake Shangri-la  Woodlands
 Lot 23 Block 14
4 Camp LrOc^ Gardens
                                Respectfully yours.
                                Allen J. Kanta, Bldg. Insp.
                                Richard Hartnell, Health Officer
AJK:jh

-------
     ICE LAKE, Chairman

 RiCHARD F. HARTNELL, Supervisor

' HOWARD K. GEHRKE. Supervisor
                                                     A—
                                     DOLORES E. TERRY. Treasure!
                                  KENOSHA COUNTY

                            ROUTE 3, BOX 2708 -:- SALEM, WIS. 53168

                                TELEPHONE (414) 843-2313
                                                March 10, 1975
                            SEWERAGE PROBLEMS TO BE VIEWED  BY
                            MR. KAVANAGH, COUNTY ZONING ADM.
       PARCEL NO.
        3562F
        3705F
          OWNER

Edward Mulick
Rt 1 Box 181B1
Trevor,  Wis. 53179

Bobby  D. Leech
Box 234
Camp Lake,  Wis. 53109
     LOCATION ^

Lot 214 Sunset Oaks Mane
Hillside Tavern
Hwy. A.H. (Camp Lake Rd.
                                         Submitted By:
                                         Allen J. "Kanta,  Bldg. Insp.
                                         Richard Hartnell,  Health Officer
                                         Salem Township
        AJK:jh

-------
M'AURICE LAKE, Chairman
'RICHARD F. HARTNELL, Supervisor
HOWARD K.  GEHRKE, Supervisor
ESTELLE BLOSS. Clerk   A~l

DOLORES  E. TERRY. Treasurer
                                        KENOSHA COUNTY

                                 ROUTE 3, BOX 2708 -:- SALEM, WIS. 531<58
                                       TELEPHONE (414) 843-2313   •
                                                                  7 3, 1974
                    William Kavsnagh
                    Count;* Zoning Aoninist7~?-tor
                    Ccun-ty CotiT-t  :->use,
                    Kcrosha, Wivrjr

                    Dear Bill:
                           ed in  a  list cf sewerage violrtinns located
                     in •'rhe Town  cf Salem thst  yoi: have vi
                    Ve  feel thet  as ^hpy are in tht Flood! srd and
                    Shorcland arear: these are imdnr your  jurisdiction
                    end should  be hrj-idleil by you.
                      ^nrrpt ncticn wi31 be ."pprnr
                                                                   F. Hartnell
                                                          Hep1th Officer   -

-------
                                                                          APPENDIX

                                                                            A-2-
           SOIL FACTORS THAT AFFECT ON-SITE WASTEWATER DISPOSAL

     Evaluation of soil for on-site wastewater disposal requires an understand-
ing of the various components of wastewater and their interaction with soil.
Wastewater treatment involves:  removing suspended solids; reducing bacteria
and viruses to an acceptable level; reducing or removing undesirable chemicals;
and disposal of the treated water.  For soils to be able to treat wastewater
properly they must have certain characteristics.  How well a septic system
works depends largely on the rate at which effluent moves into and through the
soil, that is, on soil permeability.  But several other soil characteristics
may also affect performance.  Groundwater level, depth of the soil, underlying
material, slope and proximity to streams or lakes are among the other charac-
teristics that need to be considered when determining the location and size
of an on-site wastewater disposal system.

     Soil permeability - Soil permeability is that quality of the soil that
enables water and air to move through it.  It is influenced by the amount of
gravel, sand, silt and clay in the soil, the kind of clay, and other factors.
Water moves faster through sandy and gravelly soils than through clayey soils.

     Some clays expand very little when wet; other kinds are very plastic and
expand so much when wet that the pores of the soil swell shut.  This slows
water movement and reduces the capacity of the soil to absorb septic tank
effluent.

     Groundwater level — In some soils the groundwater level is but a few feet,
perhaps only one foot, below the surface the year around.  In other soils the
groundwater level  is high only in winter and early in spring.  In still others
the water level is high during periods of prolonged rainfall.  A sewage absorp-
tion field will not function properly undeT any of these  conditions.

     If the groundwater level rises  to the subsurface tile or pipe, the satu-
rated soil cannot  absorb effluent.   The effluent remains  near the surface or
rises to the  surface,  and the absorption field becomes a  foul-smelling,
unhealthful bog.

     Depth to  rock, sand or gravel - At least  4  feet  of soil material between
the bottom of the  trenches  or seepage bed  and  any  rock  formations  is necessary
for absorption,  filtration,  and  purification of  septic  tank effluent.   In areas
where the water supply comes  from wells and the  underlying rock is  limestone,
more  than  4  feet of soil may be  needed  to  prevent  unfiltered  effluent  from
seeping  through the cracks  and  crevices  that are common in limestone.

      Different kinds  of soil - In some  places  the  soil  changes  within a dis-
tance of a few feet.   The  presence of  different kinds of  soil in an absorption
field is not significant if the different  soils have about  the same absorption
capacity,  but it may  be significant if  the soils differ greatly.   Where this
is so,   serial distribution of  effluent is recommended so that each kind  of
 soil can absorb and filter effluent according to its capability.

      Slope - Slopes of less than 15% do not usually create serious problems
 in either construction or maintenance of an absorption field provided the
 soils are otherwise satisfactory.

-------
                                                                           A-2
     On sloping soils the trenches -must be dug on the contour so that the
effluent flows slowly through the tile or pipe and disperses properly over the
absorption field.  Serial distribution is advised for a trench system on
sloping ground.

     On steeper slopes, trench absorption fields are more difficult to lay out
and construct, and seepage beds are not practical.  Furthermore, controlling
the downhill flow of the effluent may be a serious problem.  Improperly fil-
tered effluent may reach the surface at the base of the slope, and wet,
contaminated seepage spots may result.

     If there is a layer of dense clay, rock or other impervious material near
the surface of a steep slope and especially if the soil above the clay or rock
is sandy, the effluent will flow above the impervious layer to the surface and
run unfiltered down the slope.

     Prosdmlty to streams or other water bodies - Local regulations generally
do not allow absorption fields within at least 50 feet of a stream, open
ditch, lake, or other watercourse into which unfiltered effluent could escape.

     The floodplain of a stream should not be used for an absorption field.
Occasional flooding will impair the efficiency of the absorption field; fre-
quent flooding will destroy its effectiveness.

     Soil maps show the location of streams, open ditches, lakes and ponds,
and of alluvial soils that are subject to flooding.  Soil surveys usually give
the probability of flooding for alluvial soils.

     Soil conditions required for proper on-site wastewater disposal are sum-
marized in the Appendix A-3.
Source:  Bender, William H.  1971.  Soils and Septic Tanks.  Agriculture Infor-
         mation Bulletin 349, SCS, USDA.

-------
APPENDIX B




ATMOSPHERE

-------
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           APPENDIX C




WATER QUALITY AND ON-SITE SYSTEMS

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                             APPENDIX C-l
                    Surface Water Use Standards,  as Adopted in 1973.


      Water Quality Parameters      Recreational Use and Fish and Aquatic
                                                   Life
      Temperature (ฐF )                             —1
      Total Dissolved Solids (mg/1)                 —
      Dissolved Oxygen Gag/1)                       5.0 min.
      pH (units)                                   6.0 - 9.0
      Fecal Coliforms CMFFCC/1QO ml)               200 and 400

 There shall he no temperature changes that may adversely affect aquatic
life. Natural, daily and seasonal temperature fluctuations shall be main-
tained.  The •ma-r-tmnf temperature rise at the edge of the mixing zone above
the existing natural temperature shall not exceed 5ฐF for streams and
3ฐF for lakes.  The temperature shall not exceed 89ฐF for warm water fish.
There shall be no significant artificial increases in temperature where
natural trout reproduction is to be protected.
2
 Shall not exceed a monthly geometric mean of 200 per 100 ml based on not
less than five samples per month nor a monthly geometric mean of 400 per
100 ml in more than 10 percent of all samples during any month.

Source:  SEWRPC, February, 1974.

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                                                                        APPENDIX
                                                                          C-l
                           WATER QUALITY MANAGEMENT
                   FEDERAL, STATE AND LOCAL RESPONSIBILITIES
The Clean Water Act

     Water quality is the responsibility of the United States Environmental
Protection Agency (EPA) in coordination with the appropriate State agency,
in this case the Wisconsin Department of Natural Resources (DNR).   However,
the Clean Water Act instructed all Federal agencies to safeguard water
quality standards in carrying out their respective missions.  As the lead
agency, EPA coordinates the national effort, sets standards, and reviews
the work of other agencies, some of which are assigned responsibilities in
line with their traditional missions.  For example, the Army Corps of
Engineers retains jurisdiction over dredging permits in commercially navi-
gable waters and their adjacent wetlands and in coastal waters but now must
also consider water quality.  The Coast Guard keeps jurisdiction over oil
spill cleanup.  Certain other agencies are drawn into the water pollution
control effort:  for example, Federal cost-sharing is authorized in agricul-
tural projects designed to improve water quality by controlling farm runoff.
In some cases, e.g., the Soil Conservation Service (SCS), these added respon-
sibilities may dovetail with programs to reduce soil erosion, or to construct
headwaters impoundments for flood control.

     In delineating the responsibilities of the various levels of government
for water quality, Congress recognized the rights of the States with regard
to their waters.  It authorized funding for development of State plans for
control of pollution and State water quality standards, plus research.  If
a State meets certain criteria, it is certified by EPA as the entity respon-
sible for administration of the activity in question.  The EPA may deny
certification, and in all cases it retains power of enforcement of established
standards, State or Federal.  The State of Wisconsin has been granted certi-
fication by EPA.

     Among the goals and deadlines set in the Clean Water Act are these:

          "it is the national goal that the discharge of pollutants
          into the navigable waters be eliminated by 1985 —

          "an interim goal of water quality which provides for  the
          protection and propagation of fish, shellfish, and wild-
          life and provides for recreation in and on the water
          [is to] be achieved by July 1, 1983".

     The legislation requires that publicly owned treatment works discharging
effluent to surface waters must at least provide secondary treatment, i.e.,
biological oxidation of organic wastes.  Municipalities must provide the
"best available technology" by 1983 and localities must address both the
control of all major sources of stream pollution (including combined sewer
overflows and agricultural, street and other surface runoff) and the cost
effectiveness of various control measures.  The use of unconventional tech-
nologies must also be considered.

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                                                                          C-l
     The key provisions on water quality planning stipulate that to receive
aid a State must provide a continuing planning process.   Part of Section 208
requires the States to inventory all the sources of pollution of surface and
ground waters, both point* and non-point*, and to establish priorities for
the correction of substantial water quality problems within a given area.
The 208 plans are intended to provide an areawide and, taken together, a
statewide framework for the more local decisions on treatment facilities.

     Section 201 of the Act (under which Salem Utility District No. 2 applied
for funds) authorizes EPA to make grants to localities toward the improvement
or construction of facilities for treatment of existing water quality problems.
EPA may determine whether an Environmental Impact Statement is required on a
proposed project (see Section I.B), and even where the State has been certified
and assumes responsibility for water quality, EPA retains authority to approve
or reject applications for construction funds for treatment facilities.

     Local political jurisdictions, traditionally responsible for meeting the
wastewater treatment needs of the community, now have the benefit of Federal
and State assistance in meeting water quality standards and goals.

Federal Agency Responsibilities for Study Area Waters

     ป   EPA

               Administers the Clean Water Act
               Sets Federal water quality standards

     ป   EPA Region V

          -    Administers the grant program described above for the
               Great Lakes Region.

          -    Provides partial funding for preparation of the  Salem Utility
               District No.  2 Facility Plan.  Region  V's general and  specific
               responsibilities in  this program are discussed in Section I.B.

     •   US Army  Corps of Engineers

          -    Grants or  denies permits required  for  dredging,  filling,  or
               construction  activities  in navigable waters of the  US,  includ-
               ing the Fox River  in the Study Area  (by phone, Mr.  Gordon
               Garcia, Corps of Engineers, Chicago,  27 June  1979),  their
               100-year floodplains and adjacent  wetlands.

           -   The Corps  is  studying flooding  problems on  the Fox  River in
               Wisconsin  and Illinois and connecting lakes under  three
                resolutions of the House Public  Works  Committee  passed
                6 July 1949,  7 June 1961,  and  11 April 1974;  and will  be
                reviewing  and updating the "Comprehensive Plan for  the Fox
               River Watershed" prepared  by  SEWRPC (see below)  (by phone,
               Ms. Linda  Blake, Corps of  Engineers,  Chicago,  27 June  1979).
                Recreational use of these  waters will be  studied insofar as
                it is related to flooding.

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                                                                         C-l
     ป    US Department  of Agriculture

               Under the Rural  Clean Water  Program will  provide cost  sharing
               for soil  conservation practices  designed  to  improve water
               quality.   (This  program will probably be  assigned to SCS;  it
               has not yet been funded.)

     *•    Soil Conservation  Service (SCS)

               Agency's  mission is to control wind and water erosion,  to
               sustain the soil resource base and to reduce deposition of
               soil and  related pollutants  into the water system.

               Conducts  soil surveys.  Works  with farmers and other land
               users on  erosion and sedimentation problems.  Drew up  guide-
               lines for inventorying prime or  unique  agricultural lands.
               Gathers information at the county level as part of program
               of study  and  research to determine new  methods of eliminating
               pollution from agricultural  sources.

               In the Study  Area has:  inventoried land  resources; inventor-
               ied prime agricultural land; and completed and published a
               soil survey  (by  telephone, Mr. Jim Lesley, Assistant State
               Conservationist, SCS, 25 June  1979).

     •    Fish and Wildlife  Service

          -    Provides  technical assistance  in development of 208 plans.

     *    US  Geological  Survey

               Monitors  surface water flows at  the outlet of Silver Lake.

          -    Has been  maintaining streamflow  records at the Wilmot  Dam
               since 1939.

          -    Has studied  and  reported on  the  geologic  and hydrologic
               resources of  Kenosha County.

State Responsibilities in the Study Area

     *    Pertinent Wisconsin Laws

          -    Shoreland and Floodplain  Zoning  Act.   See Appendix F for
               description  of Wisconsin  Shoreland Management Program.

               Wisconsin Wetlands Act.  Provides legal tools for control of
               development  on wetlands.

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                                                                          C-l
State Agencies

     *    Department of Natural Resources (DNR)

               Responsible for all water management functions in Wisconsin.
               Sets water quality standards for surface waters under
               Wisconsin Statutes Chapter 144.  Classifies stream segments
               according to water quality.  Has authority to issue permits
               to discharge pollutants into surface waters under the National
               Pollutant Discharge Elimination System (NPDES).  Under NPDES,
               specifies effluent limitations (waste treatment standards) and
               monitoring requirements for every municipal and industrial
               wastewater discharge.  Disposal of treated wastewater to the
               land is also regulated under NPDES.  DNR has published guide-
               lines for land disposal systems (1976), specifying actual
               minimum requirements for sizing, testing, and monitoring in
               accordance with Wisconsin Natural Resources Code 214*  Requires
               information on depth to groundwater and soil conditions.

               The Department considers interconnection of sewered areas to a
               central treatment plant preferable to a proliferation of smaller
               plants, and as a matter of policy, encourages only those sewage
               treatment plants it considers- absolutely necessary (by tele-
               phone:  Mark Stokstad, Wisconsin DNR, 7 November 1977; Herb
               Sims, Conservation Technician, SCS, Kenosha County, 26 June 1979).

               DNR conducts water quality planning for the Fox River watershed
               in conjunction with the Southeastern Wisconsin Regional Planning
               Commission.  DNR has designated the Study Area segment of the
               Fox River as "Effluent Limited," that is, the water quality
               meets, and will continue to meet, applicable water quality
               standards provided there is compliance with effluent limits
               for discharge to that river.

               In 1972, DNR published a report entitled "The Fox  (Illinois)
               River—An Implementation Schedule for Meeting Water Quality
               Objectives and Waste Treatment Requirements."  This report,
               containing a plan and a timetable for implementing waste
               treatment and disposal requirements in the Fox River Basin
               was revised by  the  SEWKPC.

      •    Wisconsin Department of Health  and Social Services, Plumbing Division

          -    Enforces the Uniform State Plumbing Code, which  regulates  sizing,
               location, and other  aspects of  septic  tanks, but which contains
               no provisions regarding maintenance.

      Two  other State  programs  that  bear  on water  quality  are:   the  Inland
 Lakes Program, organized  to study  and correct water  quality problems other
 than sewer-  or septic-related  problems  (by telephone, Mr. Oliver  Williams,
 DNR, 26 June 1979);  and the "Wisconsin Fund." The latter will, each year,
 assist  five  watershed areas in the State to  survey and  deal with  non-point
 sources (by  telephone,  Mr. Arthur  Kurtz,  DNR,  25  June 1979).

-------
                                                                          C-l
Regional and Local Responsibilities

     ••    Southeastern Wisconsin Regional Planning Commission (SEWKPC)

          -    An advisory body composed of representatives of Kenosha,
               Milwaukee, Ozaukee, Racine, Walworth, Washington, and
               Waukesha Counties.  SEWRPCfs mission is the preparation of
               long-range comprehensive plans for the physical development
               of the seven-county region.  Participation in the Commission
               by local units of government is voluntary.

               SEWRPC is the designated 208 planning agency, and a modifi-
               cation of its "Regional Sanitary Sewerage System Plan" (1974)
               for 7 counties within the Fox River watershed, together with
               supplemental information supplied by DNR, constitutes the 208
               Plan for the Southeastern Wisconsin Region.

               SEWRPC has also prepared and adopted a "Comprehensive Plan
               for the Fox River Watershed" that has been adopted by Kenosha
               County and the Soil and Water Conservation District as well.

     *    Kenosha County

          -    Administers a permit system for individual septic tanks under
               the State Uniform Plumbing Code.  Administers the Kenosha
               County Shoreland Zoning Ordinance (No. 64).

     *    Township of Salem

          -    Administers the Township"of Salem Zoning Ordinance.

     •    Salem Utility District No. 2

          —    Would own and operate municipal wastewater treatment plants.

-------
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-------
                                                                             APPENDIX

                                                                               C-5
           SEASONAL AND LONG-TEEM CHANGES IN LAKE WATER QUALITY


     Seasonal changes of temperature and density in lakes are best described
using as an example a lake in the temperate zone which freezes over  in
winter.  When ice coats the surface of a lake, cold water at 0ฐC lies in
contact with ice above warmer and denser water between 0ฐ and 4 C.

     With the coming of spring, ice melts and the waters are mixed by wind.
Shortly, the lake is in full circulation, and temperatures are approximately
uniform throughout (close to 4ฐC).  With further heating from the sun and
mixing by the wind, the typical pattern of summer stratification develops.
That is, three characteristic layers are present:  (1) a surface layer of
warm water in which temperature is more or less uniform throughout;  (2) an
intermediate layer in which temperature declines rapidly with depth; and
(3) a bottom layer of cold water throughout which temperature is again
more or less uniform.  These three layers are termed  epilimnion, metalim-
nion (or thermocline), and hypolimnion, respectively.  The  thermocline
usually serves as a barrier that eliminates or reduces mixing between the
surface water and the bottom water.

     In late summer and early fall, as the lake cools in sympathy with.its
surroundings, convectioa currents of cold water formed at night sink to  find
their appropriate temperature level, mixing with warmer water on their way
down.  With further cooling, and turbulence created by wind, the thermocline
moves deeper and deeper.  The temperature of  the epilimnion gradually
approaches that of the hypolimnion.  Finally, the density gradient associated
with the thermocline becomes so weak that it  ceases to be an effective barrier
to downward-moving currents.  The lake then becomes uniform in temperature
indicating it is again well mixed.  With still further cooling, ice  forms
at the surface to complete the annual cycle.

     The physical phenomenon described above  has significant bearing on
biological and chemical activities in lakes on a seasonal basis.   In
general, growth of algae, which are plants, in the epilimnion produces
dissolved oxygen and  takes up nutrients such  as nitrogen and phosphorus
during the summer months.  Algal growth  in the hypolimnion._is limited
mainly because  sunlight is  insufficient.  As dead algae "settle gradually
from the epilimnion into the hypolimnion, decomposition of dead algae
depletes a significant amount of dissolved oxygen  in  the bottom water.   At
the same time, stratification limits oxygen supply from the surface  water
to the bottom water.  As a result, the hypolimnion shows a  lower  level of
dissolved oxygen while accumulating a large amount of nutrients by the
end of summer.  Then  comes the fall overturn  to provide a new supply of
dissolved oxygen and  to redistribute the nutrients via complete mixing.

     Over each annual cycle, sedimentation builds  up  progressively at  the
bottom of the lake.   As a result,  this  slow  process of deposition of
sediments reduces  lake depth.  Because major  nutrients enter  the  lake
along with the  sediments, nutrient concentrations  in  the  lake  increase
over a long  period  of time.  This  aging  process  is a  natural  phenomenon
and is measured in  hundreds or thousands of  years, depending  on specific
lake and watershed  characteristics.

-------
                                                                               C-5
     Human activities,  however,  have accelerated this schedule considerably.
By populating the shoreline, disturbing soils in the watershed, and altering
hydrologic flow patterns, man has increased the rate of nutrient and sediment
loading to lakes.  As a result,  many of our lakes are now characterized by
a state of eutrophication that would not have occurred under  natural
conditions for many generations.  This cultural eutrophication can in some
instances be beneficial, for example by increasing both the rate of growth
of individual fish and overall fishery production.  In most cases, however,
the effects of this accelerated process are detrimental to the desired uses
of the lake.

     The eutrophication process  of lakes is classified according to a relative
scale based on parameters such as productivity, nutrient levels, dissolved
oxygen, and turbidity  in the lake water.  Lakes with low nutrient inputs
and low productivity are termed oligotrophic.  Dissolved oxygen levels in
the hypolimmion of these lakes remain relatively high throughout the year.
Lakes with greater productivity are termed mesotrophic and generally have
larger nutrient inputs  than oligotrophic lakes.  Lakes with very high pro-
ductivity are termed eutrophic  and usually have high nutrient  inputs.
Aquatic plants and algae grow excessively in  the  latter lakes,  and algal
blooms are common.  Dissolved oxygen may be depleted in the hypolimnion of
eutrophic lakes during  the summer months.

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                                                                       APPENDIX

                                                                         C-6
             NON-POINT SOURCE MODEL  AND LAKE EUTROPHICATION MODELS

I.   Non-Point Source Model:   Omernik's Model

     Because so little  data  was available on non-point source runoff in
the Study Area, which is largely rural,  empirical models or statistical
methods  have  been  used to  derive  nutrient  loadings  from  non-point
sources.  A  review of the literature led to  the  selection of the model
proposed by Omernik  (1977).  Omernik's regression model provides a quick
method of determining nitrogen and phosphorus concentrations and loading
based  on  use  of  the  land.   The   relationship  between land  use  and
nutrient  load  was  developed  from  data  collected during  the National
Eutrophication  Survey  on a set of 928  non-point  source  watersheds.

     Omernik's  data  indicated  that  the  extent  of  agricultural  and
residential/urban  land  vs.   forested  land  was   the  most  significant
parameter  affecting the influx of  nutrient  from  non-point sources.   In
the US,  little or no correlation was found  between nutrient levels and
the percentage of  land  in wetlands, or range or  cleared unproductive
land.   This  is probably due to the masking  effects of agricultural and
forested land.

     Use  of a model  which  relates urban/residential  and agricultural
land use  to nutrient levels seems  appropriate where  agricultural and/or
forest make  up the main  land-use types.

     The  regression  models  for  the eastern  region of  the US are as
follows:

     Log P = 1.8364  + 0.00971A + op Log  1.85                      (1)

     Log If = 0.08557 -i- 0.00716A - 0.00227B •ป• Ojj Lot 1.51          (2)

     where:

     P  = Total phosphorus  concentration  - mg/1 as P

     N  = Total nitrogen  concentration -  mg/1  as N

     A  = Percent of  watershed with  agricultural plus  urban land  use

     B  = Percent of  watershed with  forest land use

    op  =  Total phosphorus  residuals expressed  in  standard deviation
         units from the log mean residuals  of Equation (1).  Determined
         from  Omernik (1977), Figure 25.

    CT.J  = Total nitrogen  residuals  expressed  in standard  deviation units
         from  the log mean  residuals  of Equation (2).   Determined  from
         Omernik  (1977), Figure 27.

   1.85  = f,  multiplicative standard error for Equation  1.

-------
                                                                         C-6
  1.51 = f, multiplicative standard error for Equation (2).

     The  67% confidence  interval  around  the  estimated  phosphorus  or
nitrogen consideration can be calculated as shown below:

     Log PL = Log P + Log 1.85    (3)

     Log KL = Log H + Log 1.51    (4)

     where:

     P,. = Upper and lower values of the 67% phosphorus confidence limit -
          mg/1 as P

     The  67%  confidence  limit  around  the  estimated  phosphorus  or
nitrogen  concentrations indicates  that the  model  should be  used for
purposes of  gross  estimations only.  The model does not account for any
macro-watershed* features peculiar to the Study Area,

-------
                                                                          C-6
II.   Lake Eutrophication Models

Introduction

     Two  basic  approaches to  the  analysis of  lake  eutrophication have
evolved:

     1)   A   complex   lake/reservoir   model   which   simulates   the
          interactions occurring within ecological systems; and

     2)   the more  simplistic nutrient loading model  which relates the
          loading or  concentration  of phosphorus  in a  body of water to
          its physical properties.

     From a scientific standpoint,  the better approach is the complex
model;  with  adequate  data  such  models  can be  used to  accurately
represent complex interactions of  aquatic organisms  and water quality
constituents.   Practically speaking, however,  the  ability to represent
these complex interactions is limited because some interactions have not
been  identified  and  some  that are  known cannot be  readily measured.
EPAECO  is an example of  a  complex  reservoir model currently in use.  A
detailed  description of  this  model has  been given by Water Resources
Engineers (1975).

     In contrast  to the complex reservoir models, the empirical nutrient
budget  models  for phosphorus can be simply derived and can be used with
a  minimum of field measurement.  Nutrient budget models,  first derived
by  Vollenweider (1968)  and later expanded upon by him  (1975), by Dillon
(1975a  and 1975b)  and  by Larsen  - Mercier  (1975  and 1976), are based
upon the total phosphorus mass balance.  There has been a  proliferation
of  simplistic  models  in eutrophication  literature  in  recent  years
(Bachmann and Jones,  1974;  Reckhow, 1978).  The Dillon model has been
demonstrated  to work  reasonably  well  for  a broad  range  of lakes with
easily  obtainable data.   The validity of  the  model has  been demonstrated
by  comparing results with  data from the National Eutrophication Survey
(1975).   The models  developed by Dillon  and by  Larsen and Mercier fit
the data developed by the NES  for  23 lakes  located in the northeastern
and northcentral  United States  (Gakstatter et al  1975)  and  for 66 bodies
of  water in the southeastern US (Gakstatter and Allum  1975).  The Dillon
model   (1975b)  has  been  selected  for   estimation  of  eutrophication
potential for  Crystal Lake and Betsie Lake in this study.

Historical Development

     Volleuweider  (1968)  made one  of the  earliest  efforts to  relate
external  nutrient  loadsปto  eutrophication.   He plotted  annual  total
phosphorus loadings  (g/m /yr)  against lake  mean depth  and  empirically
determined  the   transition  between   oligotrophic,   raesotrophic  and
eutrophic loadings.   Vollenweider later modified  his simple loading mean
depth  relationship to  include the mean  residence  time of the water  so
that unusually high or low  flushing rates could be taken  into  account.

-------
                                                                          C-6
Dillon  (1975)  further  modified the  model  to  relate  mean depth  to a
factor  that  incorporates  the  effect  of hydraulic  retention  time  on
nutrient retention.

     The  resulting  equation,   used  to  develop the  model  for trophic
status,  relates  hydraulic  flushing  time,  the phosphorus  loading, the
phosphorus   retention  ratio,   the   mean  depth   and   the  phosphorus
concentration of the water body as follows:
                                    2
where:  L = phosphorus loading (gm/m /yr.)
        R = fraction of phosphorus retained
        p = hydraulic flushing rate (per yr.)
        z = mean depth (m)
        P = phosphorus concentration (mg/1)

     The  graphical solution, shown  in Figure     -a,  is presented as a
log-log plot of L  (1-R) versus z.
                    P

     The  Larsen-Mercier  relationship  incorporates the same variables  as
the Dillon relationship.

     In  relating  phosphorus loadings  to  the  lake  trophic  condition,
Vollenweider  (1968), Dillon and Rigler  (1975) and  Larsen and Mercier
(1975,  1976)  examined  many lakes  in  the  United  States,  Canada and
Europe.   They established  tolerance limits of 20/ug/l  phosphorus  above
which  a  lake is considered  eutrophic and  10  mg/1  phosphorus  above  which
a  lake is considered mesotrophic.

Assumptions  and Limitations

     The  Vollenweider-Dillon model  assumes  a  steady state,  completely
mixed  system, implying  that the  rate  of  supply  of phosphorus and  the
flushing  rate are constant  with  respect  to time.  These assumptions  are
not  totally  true  for all lakes.   Some  lakes are stratified in the  summer
so that the  water column is not mixed  during that time.   Complete  steady
 state  conditions  are  rarely  realized  in lakes.   Nutrient  inputs  are
 likely to be quite  different during periods  when stream flow is minimal
or when  non-point source  runoff is minimal.   In addition,  incomplete
mixing of the water may result  in localized eutrophication  problems  in
 the  vicinity of a discharge.

      Another problem in the Vollenweider-Dillon  model is  the inherent
 uncertainty  when   extrapolating  a  knowledge   of   present  retention
 coefficients to  the study  of future  loading effects.  That  is to say,
 due  to chemical  and biological interactions,  the retention coefficient
may itself be dependent on the  nutrient loading.

      The  Vollenweider/Dillon model  or simplified plots of loading rate
 versus lake geometry and flushing rates can be very useful in describing
 the general trends of  eutrophication in lakes  during the preliminary

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                 FIGURE
                                                        C-6
         I   I   I  I  I  l  I l
I    I  XI  I  I  I
EUTROPHIC
                                   OUGOTROPHIC
        I    I   I  I  I  I !  I
I    I   I  I  I  I I
                       IOO
              MEAN DEPTH (METERS)

 L= AREAL PHOSPHORUS INPUT (q/m^yr)
 R= PHOSPHORUS RETENTION COEFFICIENT (DIMENS10NLESS)
 P= HYDRAULIC FLUSHING RATE (yrH)
               100.0

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                                                                             C-6
planning process.  However,  if a significant expenditure  of  monies for
nutrient  control  is  at stake,  a detailed  analysis  to   calculate  the
expected  phytoplankton biomass  must  be performed  to provide a  firmer
basis for decision making.

-------
                                           APPENDIX
                                             C-7
INVESTIGATION OP SEPTIC RUNOFF AND

     IEACHATE DISCHARGES INTO

    THE SALEM LAKES, WISCONSIN

          February, 1979
           Prepared for

           VAPORA, Inc.
         Washington, D.C<
           Prepared by

       K-7 Associates, Inc.
      Falmouth, Massachusetts
            April, 1979

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                      TABLE OP CONTENTS

                                                            Page
Introduction*.......................	.  1
   Flume Types.......... ^.........	  6
      Groundwater Plumes	  6
      Bunoff Plumes	  7
Methodology - Sampling and Analysis	  3
Plume Locations	 12
Nutrient Analyses............	 23
Nutrient Relationships	29
   Groundwater Plumes	29
   Surface Runoff Plumes	31
   Assumed Wastewater Characteristics..	 32
Coliform Levels in Surface Waters	 33
Conclusions	36
References	 38

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                                                                  c-;
                         IUTBODUCTION

     In porous soils* groundwater inflows frequently convey
vastewaters from nearshore septic units through bottom sediments
and into lake waters, causing attached algae growth and algal
blooms.  The lake shoreline is a particularly sensitive area
since:  1) the groundwater depth is shallow, encouraging soil
water saturation and anearobic conditions: 2) septic units and
leaching fields are frequently located close to the water's
edge, allowing only a short distance for bacterial degradation
and soil adsorption of potential contaminants: and 3) the
recreational attractiveness of the lakeshore often induces
temporary overcrowding of homes leading to hydraulic ally
overloaded septic units.  Bather than a passive release from
lakeshore bottoms, groundwater plumes from nearby on-site
treatment units actively emerge along shorelines, raising
sediment nutrient levels and creating local elevated concen-
trations of nutrients (Kerfoot and Brainard, 1978).  The
contribution of nutrients from subsurface discharges of shoreline
septic units has been estimated at 30 to 60 percent of the total
nutrient load in certain New Hampshire lakes (LHPG, 1977).
     Wastewater effluent contains a mixture of near UV fluorescent
organics derived from whiteners, surfactants and natural
degradation products which are persistent under the combined
conditions of low oxygen and limited microbial activity.
                             -1-

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                             -2-
                                TANK
                           VERFLOW
yGROUNDWATER
                    SEPTIC LEACHATE-^
       Figure 1,  Excessive loading of septic systems
                  causes  the development of plumes of
                  poorly-treated effluent which may
                  1) enter nearby waterways through
                  surface runoff or which may 2) move
                  laterally with groundwater flow and
                  discharge near the  shoreline of
                  nearby  lakes.

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                              -3-
                                                                  C-7
Figure 2 shows two samples of sand-filtered effluent from the
Otis Air Force Base sewage treatment plant.  One was analyzed
immediately and the other after having sat in a darkened bottle
for six months at 20ฐC.  Note that little change in fluorescence
was apparent, although during the aging process some narrowing
or the fluorescent region did occur-  The aged effluent
percolating through sandy loam soil under anaerobic conditions
reaches a stable ratio between the organic content and chlorides
which are highly mobile anions.  The stable ratio (cojoint
signal) between fluorescence and conductivity allows ready
detection of leachate plumes by their conservative tracers as
an early warning of potential nutrient breakthrough or public
health problems.
     Surveys for shoreline wastewater discharges were conducted
with a modified septic leachate detector.  The septic leachate
detector (MDBCO Type 2100 "Septic Snooper") consists of the
subsurface probe, the water intake system, the analyzer control
unit, and the graphic recorder (Figure 3)ป  Initially the unit
is calibrated against stepwise increases of wastewater effluent,
of the type to be detected, added to the background lake water.
The probe of the unit is then placed in the lake water along the
shoreline.  Groundwater seeping through the shoreline bottom is
drawn into the subsurface intake of the probe and travels upwards
to the analyzer unit.  As it passes through the analyzer, separate
conductivity and specific fluorescence signals are generated and
sent to a signal processor which registers the separate signals

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       EXCITATION SCAN

       SAND FILTERED SECONDARILY-TREATED

       WASTE WATER  EFFLUENT
  80-
 70-
                                   NEWLY SAND FILTERED
                                   OTIS EFFLUENT
  60-
UJ
u
z
UJ
I

u.
Ul
LU
CC
  30-
  20-
  10-
AGEO
SAND FILTERED
EFFLUENT (6mo.}
             300           400          500

                          WAVELENGTH (nm)


           FIGURE2 .  Sand-filtered Effluent  Produces a

                    Fluorescent Signature,  Here Shown

                           a n iH
  Stable
  Before

-------
    If
  OlSCHAPGS
                        r
            BOTTLE
                            PUMP
              DUAL CHANNEL
              STRIP CHART
               RECORDER
                        cONCucnvrrr	
                          METER     r\~  "I
                        FLUORESCENCE
                           METES
    INTAKE
     t
COMPUTEH
                                                                   EFFLUENT
                                                                    IM7EX
                                                                    METER
      ENDECO* SEPTIC LEACHATE DETECTOR  (SEPTIC SNOOPER'") SYSTEM DIAGRAM
FIGURE 3.  The Type 2100  "SEPTIC SNOOPER™" Consists of Combined Fluorometer/
           Conductivity Units  Whose Signal is Adjusted to  Fingerprint Effluent.
           The Unit is MnuntoH in 3 Rna-r anrl PilntPrl Alnnn fhc

-------
                              -6-
on a strip chart recorder as theboat moves forward.   The analyzed
water is continuously discharged from the unit back  into the
receiving water.  A portable unit obtained from MDECO was used
during the field studies, but was modified to operate under the
conductance conditions encountered in the field.

                           Plume Types
     The capillary-like structure of sandy porous soils and
horizontal groundwater movement induces a fairly narrow plume
from malfunctioning septic units*  The point of discharge along
the shoreline is often through a small area of lake  bottom,
commonly forming an oval-shaped area several meters  wide when
the septic unit is close to the shoreline.  In denser subdivisions
containing several overloaded units the discharges may overlap,
forming a broader increase.
Groundwater Plumes.
     Three different types of grcundwater-related wastewa-ter
plumes are commonly encountered during a septic leachate survey:
1) erupting plumes, 2) passive plumes, and 3) stream source
plumes.  As thesoil becomes saturated with dissolved solids
and organics during the aging process of a leaching on-lot
septic system, a breakthrough of organics occurs first, followed
by inorganic penetration (principally chlorides, sodium, and
other salts).  The active emerging of the combined organic and
inorganic residues into the shoreline lake water describes an
erupting plume.  In seasonal dwellings where wastewater loads
vary in time, a plume may be apparent during late summer when

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                                                                   C-7
                              -7-
slioreline cottages sustain heavy use,  but retreat during winter
during low flow conditions.  Residual  organics from the waste-
water often still remain attached to soil particles in the
vicinity of the previous erupting plume, slowly releasing into
the shoreline waters.  This dormant plume indicates a previous
breakthrough, but sufficient treatment of the plume exists
under current conditions so that no inorganic discharge is
apparent*  Stream source plumes refer  to either groundwater
1cachings or nearstream septic leaching fields which enter
into streams which then empty into the lake.
Runoff Plumes.
     Traditional failures of septic systemsoccur in tight soil
conditions when the rate of inflow into the unit is greater than
the soil percolation can accomodate.  Often leakage occurs
around the septic tank or leaching unit covers, creating standing
pools of poorly-treated effluent.  If  'sufficient drainage is
present, the effluent may flow laterally across the surface into
nearby waterways.  In addition, rainfall or snow melt may also
create an excess of surface water which can wash the standing
effluent into water courses.  In either case, the poorly-treated
effluent frequently contains elevated  fecal coliform bacteria,
indicative of the presence of pathogenic bacteria and, if
sufficiently high, must be considered  a threat to public health.

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                              -a-
            2.0  METHODOLOGY - SAMPLING AND ANALYSIS

     Water sampling for nutrient concentrations  along the
shoreline is coordinated with the septic leachate testing to
identify the sources of effluent.  The  shoreline of the Salem
Unitility District No,  2 in Kenosha County, Wisconsin consists
predominantly of silty clay soils andsubsoils  which have low
percolation rates*  The survey was conducted under winter condi-
tions using special procedures for ice-covered shorelines.   Field
work preceded throughout the month of February and into early
March.  With daytime temperatures ranging from oฐ to 35ฐPป  the
3-foot thick ice was frequently covered with snow or slush
layers.
     Silver Lake and Camp Lake were the first  to be probed,
during the coldest period of outdoor weather.   Zero to 25ฐ?
temperature made impractical the exposed use of the detector
instrument out on the ice to process real time liquid samples.
As a workable approach, a snowmobile was used for transportation;
a gasoline-powered ice auger, with three-foot long, five-inch
diameter drill was used to bore through the ice; and bright
orange marker flags marked hole locations.  One person was then
able to travel rapidly over the ice and snow cover, drill ten
holes at a time on approximate 100-foot intervals, record the
locations against a shoreline map, and insert a marker flag in
each hole.  Upon returning to each hole, he would lower a small,

-------
                              -9-
12-volt battery-operated centrifugal pump with five feet of hose
and flush out a fresh water sample specimen from beneath the ice.
Holes were offset from shore from 10 to 200 feet, depending upon
bottom depth contours, so as to allow for 3 to 10 inches of clear
water beneath the bottom of the ice.
     Lake water samples were retained in 250 ml clean plastic
sample bottles marked to correspond with hole numbers and kept
at near-freezing temperature prior to injection into the lesenate
detector instrument.  As each set of 10 samples was returned to the
equipment van for processing, the operator would present fresh
bottles to the snowmobile crewman along with instructions for
retrieving groundwater samples based upon results of samples
just analyzed.
     The equipment van sheltered the leachate detector from wind
and severe cold.  Ambient inside temperature was held at about
35ฐ5>-  A 40 ml sample was introduced to the instrument detection
chamber by disposable syringe.  Conductance and fluorescence
levels were recorded, the device having been periodically cali-
brated against background water from a center-of-lake sample
and a 1056 solution of local Salem Lake treatment plant effluent.
     Groundwater samples were drawn from the sandy or mucky
bottom sediments of those holes displaying a high relative
fluorescence signal.  A 7-foot long well-point of stainless steel
tubing was driven, into the lake bottom substrate to a depth of
18 inches.  Interstitial water samples were extracted by hand
vacuum pump into a collection flask.  These samples were likewise

-------
                               -10-
preserved in 250 ml plastic bottles and frozen for later
laboratory analysis.  In most cases, great difficulty was
encountered in extracting free water from the mucky soil bottom
sediments.
     Of the lake water samples only specific background samples,
center samples, or likely effluent plume samples were retained
and frozen for subsequent nutrient analysis.
                                                                 \
     While this somewhat involved sample procedure was successful
in allowing a rate of one mile per day, later warmer temperatures
allowed operation of a mobile detector system on the ice surface.
In this mode, the snowmobile was eliminated.  The team moved
smoothly on foot, one individual drilling holes, monitoring ice
depth and free water clearance with a depth probe.  The instrument
operator followed towing a large lightweight polyethylene sled, a
portable fish by "Snoboat" Co., laden with instrument, battery,
pumps, bottles, and groundwater e^rtraction equipment.  This
technique facilitated pumping a continuous flow of lake water
through the leachate detector at each hole, yielding more reliable
data over a larger sample volume.  Retained samples were easily
taken from the hose discharge, as required.  The groundwater
sample could also be rapidly retrieved on the spot.  All data and
observations were carefully recorded in a bound laboratory book.
With both team members on the ice, any uncertainty as to position
and hole numbering was eliminated.  Relative effluent plume
potential could be  assessed at each hole without delay.

-------
                                                                    c-
                              -11-
     Bacterial samples were drawn from every observable surface
inflow or outflow,  as well as selected high level plume locations
under the ice.  Such samples were collected in sterilized 250 ml
plastic containers  and transported to the Kenosha County Public
Health, Office for analysis within 6 hours of sampling.  Analyses
were performed for  fecal coliform by the membrane filter method.
     Water samples  taken in the vicinity of the peak of plumes
were analyzed by EPA, Standard Methods for the following chemical
constituents:
          Conductivity (cond.)
          Ammonia-nitregen (NH^
          Nitrate-nitrogen (NO*
          Total phosphorus (TP?
          Orthophosphate phosphorus (PO^-P)
A total of 400 small volume (50 ml) water samples were obtained
at locations of sample- holes and 120 samples at selected plumes
and background stations for analysis.  The samples were placed
in polyethylene containers, chilled, and frozen for transport
and storage.  Conductivity was determined by a Beckman (Model
RC-19) conductivity bridge, ammonium-nitrogen by. phenolate method,
nitrate-nitrogen by the brucine sulfate procedure, and ortho-
phosphate-phosphorus and total, phosphorus by the single reagent
procedures following standard methods (EPAt 1975)•

-------
                              -12-
                     3*0  PLUME LOCATIONS

     The Salem Lakes study area included the southern shore of
Silver Lake, Camp Lake,  Center Lake,  Shangrila/Benet Lake, and
Voltz Lake.  The lakes in the Salem district are of glacial
origin; Center and Voltz Lakes are  kettle lakes formed by
depressions left from melting ice blocks*  Silver Lake is bordered
on the south by a sandy moraine forming a ridge between it and
Center Lake.  Poorly drained lowlands surrounding Center Lake and
Camp Lake and oriented in a northeast to southwest axis may have
originated as a glacial trough.
     Both Center Lak? and Camp Lake have been extensively
channelized.  The canals have nearly doubled the length of Camp
Lake's original mucky and marsh-edged shoreline.  Development
has occurred only along certain of  the channels, since marsh
areas and poor soils have limited building capacity.  The
southern canals are principally for natural resource management.
     A total of 56 plumes were observed along the shorelines
surveyed (Figures 4-8).  Of these,  only two were found to be of
groundwater origin; the others represent overland runoff or bog
drainage inflows.  Solid circles indicate locations of probable
groundwater leachate sources, with plumes emerging from porous
bottom sediments into the lake.  Solid squares represent loca-
tions  of suspected surface discharges resulting from overflowing
septic systems  as sources*  A line is drawn from each

-------
                             -13-
symbol to the  location of the ice hole  sampled where the plume
was encountered.   Spectral analysis  separated the discharges
from bogs (32) from wastewater inflows  (23+).  Substantial
shoreline regions in Camp: Lake and Shangrila/Benet lakes were
found to contain  effluent concentrations,  often accompanied by
elevated fecal bacterial contents.
     The predominance of runoff plumes  corresponds to the
observed soil  conditions.  Silty clay loams of glacial origin
dominate the soils in the Salem Utility District, forming im-
permeable bottom  sediments which severely  limit groundwater
flow into the  lakes*  The portable well-point sampler required
vacuums in excess of 20 in. Eg to withdraw bottom interstitial
samples, indicating tight soil conditions  at almost; all transect
shoreline locations.  Approximately  65# of the soils in the
Salem District No.2 have severe limitation for onsite (land)
disposal systems  due to shallow depth over groundwater, poor
internal drainage of subsoils or both.   Horley silt loams, with
a slow permeability of 0.2 inches per hour and moderately high
shrink-swell potentials, dominate the southeastern portion of
the study area that includes Shangrila/Benet Lake and Voltz
Lake (WAPORA,  1979).  The land to the east of Center and Camp
Lake is Aztalan loam, characterized  by  slow internal drainage
and a high seasonal water table of one  to  three feet (Link and
Demo, 1970).

-------
                             -14-
             to Symbols Used on. Sampling Location Maps
,,  ice hole location
S4 bacterial sample location
o  dormant groundwater plume
•  exuoting groundwater plume
D  organic surface water plume without dissolved solids load
a  organic surface water plume with dissolved solids load

-------
                             -15-
                                                                   c-
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o
                                  LJ
                                  or
                                  LU
                                  CO
                                                           7
                                                           to
s
o
o
                                                              o
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                                                              o
Figure 4.  Sampling locations, plumes, and bacterial sample

           locations on Silver Lake.

-------
                                CAS
                                    • to Center Lake
                                           CA4
               CAMP  LAKE
CA3
        fish kill noted
Figure 5-  Sampling locations, plumes,  and bacterial sample
          locations on Camp Lake.

-------
                             -17-
         \
          CE4

        outflow into Camp Lake
Figure 6.  Sampling locations,  plumes,  and bacterial  sample

           locations on Center  Lake.

-------
                            -18-
                                                 2  near
                                                  tavern outfall
                                                      S3
                               SHAN6R1LA LAKE
Figure ?•  Sampling locations, plumes, and bacterial sample
           locations on  Shangrila/Benet Lake.

-------
                          -19-
               .  *  •      r •
               VOLTZ LAKE
Figure 8.  Sampling locations, plumes,  and bacterial sample
          locations on Voltz Lake.

-------
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                                    -21-
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                             -23-                                  c-
                    4-.0  NUTHIENT ANALYSES

     Completed analyses of the chemical content of 31 samples
taken along the Salem Lakes shorelines are presented in Table 1.
The sample letters refer to the locations given in Figure 4-.
The symbol "S* refers to surface water sample and the symbol "Gff
to groundwater sample.  Practically all groundwater samples
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ments and not free flowing intruding waters.
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(umhos/cm) is given in the second column.  The nutrient analyses
for orthophosphorus (PO^-P), total phosphorus (TP), ammonium-
nitrogen (HH^-N), and nitrate-nitrogen (NOz-ff) are presented in
the next four columns in parts-per-million (ppm — mg/1).

-------




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                              -29-
                   5.0  NUTBIEN!!? BELATIONSHIPS
      Two types of waste-water discharges were observed along the
shoreline of the Salem Lakes:  groundwater seepage and surface
runoff.  The two sources are -treated differently in evaluating
their loading contributions.
5ป1  Groundwater Plumes
      By the use of a few calculations, the characteristics of
the wastewater plumes can be described.  Firstly, a general
groundwater background concentration for conductance and nutrients
is determined.  The concentration of nutrients found in the plume
is then compared to the background and to wastewater effluent
from the lake region to determine the percent breakthrough of
phosphorus and nitrogen to the lake water.  Because the well-
point sampler does not always intercept the center of the plume,
the nutrient content of the plume is always partially diluted
by surrounding ambient background groundwater or seeping lake-
water concentrations.  To correct for the uncertainty of location
of withdrawal of the groundwater plume sample, the nutrient
concentrations above background values found with the groundwater
plume are corrected to the assumed undiluted concentration
anticipated in local standard sand-filtered effluent (assuming
100# of conductance should pass through) and then divided by the
net nutrient content of raw effluent over municipal water.
Computational formulae can be expressed:

-------
                        -30-
for the difference between background (C ) and
observed (C.) values:
        - CQ = &CL      conductance
         - TP  * ATP   total phosphorus
             Q
     TN. - TN  ป aiu   total nitrogen (here, sum of
                          -N and
for attenuation during soil passage:

           /ACeA  &TP
     100 x {  r  }  -.p    ป % breakthrough of phosphorus
           /-AC f\
     100 x (^ — •)  T  —  * % breakthrough of nitrogen
              X
where:  C    ป conductance of background groundwater (umhos/cm

        C^^   ป conductance of observed plume groundwater
               C umhos/cm)

             * conduc-tance of sand-filtered effluent minus
               the background conductance of municipal
               source water (umhos/cm)

        IP0  - total phosphorus in background groundwater
               (ppm-mg/1)

        .TP.  ป total phosphorus of observed plume ground-
               water (ppm-mg/1)

        TP - ป total phosphorus concentration of standard
          61   effluent

        TN   ป total nitrogen content of background ground-
               water, here calculated as NO,-N +

        TN.  ป total nitrogen content of observed plume
               groundwater. here calculated as NO^-N + NH^
               Cppm - mg/1)

                     nitrogen content of standard effluent

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                             -31-
5.2  Surface Runoff Plumes
     A number of locations were found where surface runoff under
the snow entered the shoreline lake waters.  The inflow was
treated similarly to stream inflow carrying? wastewater loads.
Bach inflow rivulet carries a certain dissolved solids load
possessing its own peculiar nutrient concentration of phosphorus
(TP) and nitrogen (TN).  The percent effluent was characterized
in the surface water, based on a comparison with a Salem effluent
standard.  The fraction of phosphorus (TP) and nitrogen (TN)
expected in a diluted sample of effluent with lake water was
then compared to the background-corrected solids load and
observed nutrient concentrations.  The fraction of phosphorus
and nitrogen accounted for by the observed dilution wastewater
load is given as percent nutrient residual.  If the amount of
effluent-related nutrients is only a small percentage of the
observed loading, other sources  must be contributing, presumably
due to road runoff, agricultural runoff, or other non-point
sources.
     The computational formulae can be expressed:
     ?2 ป fluorescent units observed in water sample
     P-n * fluorescent units corresponding to background lake
          surface water
     FS * fluorescent units corresponding to 100# standard
          effluent from nearby treatment plant
            — P
           B  B = fraction of effluent observed in shoreline water
     100 x &P ป % E .ป percentage of effluent observed in shoreline
                       water

-------
     for fraction  of  nutrients  accounted for by effluent fraction
          100  x A-p  ,   mp    ป  observed phosphorus  as  % of
                         ef    expected effluent fraction in
                               shoreline water
          100  x  ?  a   -p    ป observed nitrogen as  % Qฃ expected
               AJT  •   ฑ*eฃ    effluent fraction in  shoreline
                               water
5ป3  Assumed Vastewater Characteristics
     Local samples of  effluent were obtained  at the  Salem
sewage treatment plant and Silver Lake  treatment plant near the
study area. Whereas the conductance and phosphorus  contents
were comparable, the nitrogen content of the  effluent samples
varied greatly.  A conductance ;  total  phosphorus :  total nitrogen
ratio of 1130:4.6:23 was obtained.  Subtracting the  background
lake water concentration of 350 umhos/cm gives a AC:&!ฃF:ATN
ratio of 780:4.6:23 representing  the change in concentration to
source water by household use in  the Salem Lakes study region.

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                             -33-
            6.0  COLIFOEM LEVELS IN SUBPACE WAIEBS

     A series of water samples were analyzed at each, lake for
fecal coliform content to confirm the presence of surface runoff
from malfunctioning systems.  Previous field survey of the study
.region during December, 1977 documented malfunctioning on-site
wastewater treatment systems (WAPORA, 1978).  Water quality
sampling from Center Lake has previously indicated a fairly high
pollution hazard index based upon chemical concentrations of
sodium, potassium, chloride, and sulfate, indicating effluent
contributions (WDNE, 1969).  Both Camp and Center Lakes were
found to have bacterial levels in excess of that allowed by
current Wisconsin water quality standards for recreation/fish
and aquatic life.  Wisconsin water quality standards specify that
fecal coliform numbers not exceed a geometric mean of 200 organisms
per 100 ml of water based upon five samples per month or 400
organisms per 100 ml of water in more than 1056 of all samples
during any month for recreational use and aquatic life.
     While no detectable fecal coliform indicators were observed
in samples from Silver Lake, the other water bodies of Camp Lake,
Shangrila/Benet and Center Lakes exhibited fecal contamination.
No bacterial sampling was performed on Voltz Lake since the
survey was conducted during the weekend when samples could not
be analyzed.  The principal sources of bacterial contamination
appeared to be outflow from canal regions, streams, outfall pipes,

-------
                             -34-
and snowmelt rivulets  which drained into the lake under the ice.
On Shangrila/Benett  two  samoled outfall pipe locations showed
considerable fecal bacteria content.   The outflows originated
from a tavern on the north side of Shangrila Lake and from the
abbey on Benet Lake

-------
                              -35-
                                                                 c-,
Table 2.  Bacterial Content of Shoreline Samples.
Water Body

Silver- Lake
Camp Lake
Center Lake
Shangrila/Ben et
 CB-l
 CE-2
 CE-3
 CB-5
 CB-6
 CB-7

  S-l
  S-2
  S-5
                      B-l
                      B-2
                      B-3
                                      <3
Coli.form Content  (#/100 ml)
Station     Fecal Conform
 SI-1
 SI-2
 SI-3
 SI-4-
 ai-5

 CA-1
 CA-2
 CA-3
 CA-4*
 CA-5
 CA-6
 CA-7
                                      360  (canal)
                                       9
                                      520  (stream)
                                       17
                                       3
                                       22
                                       12
                                      110  (tavern)
                                       2
                                       3
                  540  (abbey)

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                       7.0  CONCLUSIONS

     Deteriorating water quality due to sewage loading has
previously been documented for Silver Lake (VDNR,  1968),  Camp
Lake (WDNR, 1969), Center Lake (WDNR, 1969),  and Voltz Lake
(WDNB, 1970)..  Analysis of selected ions (sodium,  potassium,
chloride, and sulfate)  indicating pollution for domestic  wastes
have shown a fairly high hazard index for Center,  Camp, and
Voltz Lakes.  Numerous  incidents of malfunctioning septic units
have been documented along the lake shorelines of  Center  and
Camp Lakes (Terry, 1978;  WAPORA, 1978).  Fecal bacterial  contam-
ination has been found in samples from Silver Lake, Camp, Center,
and Voltz Lakes (WAFORA, 1978)ป
     The septic leachate survey confirmed the previously  documente
impacts of domestic wastewater on the lakes.   Even though the
survey was conducted during winterr sources of high fecal contam-
ination could be located discharging into the lakes through
canal drainage, surface runoff from snow melt, wetlands drainage,
or outfall piping.  Tight soils throughout the study region
virtually eliminated groundwater inflows, except perhaps  in
Silver Lake.  Analysis of the characteristics of the discharges
revealed the following conclusions:
     1.  A substantial public health threat exists from the
volume of septic discharges entering Camp and Center Lakes.
Inflows  containing waters as high as 6.7% effluent were observed
with  fecal coliform contents as high as 520 counts/100 ml.

-------
                             -37-
     2.  A substantial portion (1/3) of the shoreline of Camp
Lake was found to  contain identifiable traces of effluent.  The
nutrient loadings  from the runoff from the malfunctioning systems
are sufficient to  encourage development of emergent vegetation
and to stimulate marshland development along shorelines.
     3.  The frequent coincidence of bog and effluent discharges,
often with elevated nutrients, indicated that wastewater discharges
were likely stimulating wetlands development along numerous
areas of the shoreline of Camp, Center, Shangrilla, and Benet
Lakes.
     4.  Wastewater discharges are infrequent along the southern
shoreline of Silver Lake.  The most noticeable discharge occurs
in a shallow valley region which drains a series of dense resi-
dential structures.  The intrusion probably occurs as groundwater
inflow during dry  periods and is combined with runoff during
wet periods.
     5.  Outfall flows were observed at two locations along the
shoreline of Shangrila/Benet Lakes.  In both cases, even though
some treatment of  the wastewater apparently was occurring, fecal
bacterial contamination was present and phosphorus concentrations
equivalent to wastewater effluent or laundry wastes were observed.

-------
                                                                                                                                      APPENDIX
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                                                                        APPENDIX
                                                                           C-9
        SEPTIC SYSTEM ANALYSIS - SALEM UTILITY DISTRICT NO. 2, WISCONSIN

     An analysis was done in the Salem Utility District No. 2, Wisconsin Study
Area to identify and locate individual home sewage disposal systems exhibiting
signs of failure utilizing aerial imagery flown on May 5, 1978.  The two types
of film used in the aeria-1 survey included normal color (Ektachrome 2448) and
color infrared (Ektachrome 2443), flow at a scale of 1:10,000.

     Failure of septic tank systems can usually be attributed to one or more
of the following cases:  1) the soil used in the absorption field has too slow
a percolation rate to allow for adequate assimilation, filtration, and bio-
degradation of sewage effluent flowing into it, 2) the septic system is in-
stalled too close to an underlying impervious layer, 3) the soil used in the
adsorption field has too high a percolation rate for effective attentuation
of sewage effluent prior to its reaching underlying groundwater, 4) mechanical
malfunctions, or breakage, in the septic tank, distribution box, and/or drain-
age lines have occurred, 5) caustic, toxic, or otherwise harmful substances
which could kill bacteria in the septic tank and/or absorption field, and
cause subsequent clogging, have been flushed into the system, and 6) all or
part of the system has been improperly installed.  Other potential aauses for
on-lot disposal system malfunctions which are noticeable on the surface can be
detected on aerial imagery.  Those failures which are related to sewage backing
up into the home, or too rapid transport through the soil into the groundwater
cannot be detected via remote sensing.  In instances where the latter is occur-
ring, the use of a soil lysimeter or similar apparatus may be necessary to
determine the existence of a problem.

     Based upon work undertaken to date, it has been determined that the pri-
mary surface manifestations associated with failing septic tanks and/or
absorption fields are:  1) conspicuously lush vegetation, 2) dead vegetation
(specifically grass), 3) standing wastewater or seepage, and 4) dark soil
where excess organic matter has accumulated.  All of the above are a result
of the upward movement of partially treated or untreated wastewater to the
soil surface, and usually appear either directly above or adjacent to one or
more components of the septic system (i.e., septic tank, distribution box,
and/or absorption field).  More often than not, two or more of these manifes-
tations will occur simultaneously at any given homesite.  In some cases,
depending upon the soil's makeup of the particular area, the outline of the
drainage line(s) of a properly functioning septic system can be distinguished
on aerial photography.  This peculiarity points up the need for tailoring
"photo interpretation keys" to specific geographical areas.

     Using the above signatures as photo interpretation keys, 125 homesites
in the Study Area were chosen for ground inspection.  Of these 42 were
determined to have failing septic tanks or absorption fields at the time of
the inspection, and 57 were judged to be marginally failing systems (.see
large-scale map).  The marginally failing systems were those that exhibited
signs  of having failed in the past, or having the potential for malfunction-
ing during periods of excessive use or moderate to heavy rainfall.

     The overestimation of suspect sites is attributed primarily to the simi-
larity in signatures of failing septic systems and unrelated ground phenomena.
This problem was especially apparent when analyzing the homesites immediately
adjacent to water in the Study Area.  Most of these homes are situated on

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                                                                            C-9
sandy soil which exhibited a wide range of signatures Ce.g. varying soil colors
and tones, and "patchy" vegetative cover), thus making it difficult to dis-
criminate between natural phenomena and septic tank, system failures.  Many
"suspect" sites were identified around the lake in the photo analysis, but not
many surface-related failures in this area were found in the subsequent ground
inspection.

     The high percentage of tree cover, particularly near the water, also pre-
sented problems during the photo analysis.  It is possible that some failures
may have been missed because they were obscured by foliage and/or shadows cast
by trees and/or large shrubs.

     Thus, based upon the photo analysis and the subsequent ground inspection,
it was concluded that most, if not all, of the septic systems in the study
area exhibiting surface failures were identified and located.  Because of the
difficulty experienced in detecting failures in sandy soils and under vegeta-
tion canopies, it is possible that some malfunctioning systems may not have
been detected.  As mentioned above, however, this assumption was not supported
by findings of the ground inspection.
Source:  Commonwealth of Pennsylvania, Department of Environmental Resources,
         Technical Manual for Sewage Enforcement Officers, May 1975.

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                                                                           APPENDIX
                                                                             C-10
                  RULES FOR REGULATING SEPTIC TANK SYSTEMS (EXCERPTS)


     The Wisconsin Department of Health and Social Services has established
rules for regulating septic tank systems in the Plumbing Code, Wisconsin
Administrative Code, Chapters H61 and H62 (1976).   The following clauses of
Section H62.20 are of relevance:

     o    Soil maps.  When a parcel of land consists entirely of soils having
          very severe of severe limitations for on-site liquid waste disposal
          as determined by use of a detailed soil map and interpretive data,
          that map and interpretive data may be used as a basis for denial
          for an on-site waste disposal system.  Nevertheless, in all cases
          the property owner shall be permitted to present evidence consist-
          ing of soil percolation test data, bore hole data and topographic
          survey data to support the contention that a suitable site for an
          on-site liquid waste disposal system does exist.

     o    Septic tank location.  No tank shall be located within 5 feet of
          any building or its appendage, 2 feet of any lot line, 10 feet of
          any cistern, 25 feet of any well, reservoir, below ground swimming
          pool or the high water mark of any lake, stream, pond or flowage.
          Note:  Septic tanks should be located to provide accessibility for
          pumping and service vehicles.

     o    Soil absorption site.  Location.  The surface grade of all soil
          absorption disposal systems shall be located at a point lower than
          the surface grade of any nearby water well or reservoir on the same
          or adjoining property, except that when this is not possible, the
          site shall be so located that surface water drainage from the site
          is not directly toward a well or reservoir and will bypass the well
          or reservoir site by several feet.  The soil absorption system shall
          be located not less than 5 feet from any lot line; 10 feet from a
          water service, or an uninhabited slab constructed building; 15 feet
          from an aboveground swimming pool; 25 feet from any occupied or
          habitable building or dwelling, building with below grade founda-
          tion, public water main, below grade swimming pool or cistern; 50
          feet from any water well or reservoir and 50 feet from the high
          water mark of any lake, stream or other watercourse.  Effluent
          disposal systems in compacted areas such as parking lots and drive-
          ways are prohibited.  Surface waters shall be diverted away from
          the soil absorption site.

     o    Percolation rate—trench or bed.  A subsurface soil absorption
          system of the trench or bed type shall not be installed where the
          percolation rate for any one of the 3 tests is slower than 60
          minutes for water to fall one inch.  The slowest percolation rate
          shall be used to determine the absorption area.

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Percolation rate—seepage pit.   For a seepage pit, percolation tests
shall be made in each stratum penetrated below the inlet pipe.  Soil
strate in which the percolation rates are slower than 30 minutes per
inch shall not be included in computing the absorption area.  The
slowest percolation rate shall be used to determine the absorption
area.

Floodplain.  A soil absorption system shall not be installed in a
floodway.  Soil absorption systems in areas considered floodplains
excluding the floodway shall not be installed unless written approval
is received from the department.  The department shall receive writ-
ten approval is received from the department.  The department shall
receive written local government approval for construction in and
filling of the floodplain area prior to reviewing plans.

Slope.  The soil absorption system shall be constructed on that
portion of the lot which does not exceed the slope here specified
for the class.  In addition, the soil absorption system shall be
located at least 20 feet from the crown of any slope that is greater
than the specified slope in its class.
Class of Slope

      1
      2
      3
Minutes Required for Water
	to Fall One Inch	

          Under 3
          3 to 45
         45 to 60
20%
15%
10%
Groundwater, bedrock or slowly permeable soils.  Soil having a
percolation rate of 60 minutes per inch or faster shall exist for
at least 3 feet below the proposed bottom of the soil absorption
system.  There shall be at least 5 feet of soil over bedrock and
above the high groundwater level.

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APPENDIX D




   BIOTA

-------
                                                                      APPENDIX
                                                                        D-l
               DOMINANT  SPECIES OF AQUATIC VEGETATION IN
SALEM UTILITY

Lake Scientific Name
CAMP LAKE Ruppia maritima
Nuphar advena

Myriophyllum sp.
Typha angustifolia
Potamogeton '
amplifolius
P . crispus

Elodea sp.
CENTER Chara sp.
LAKE
Najas marina
Typha
Nymphaea
DISTRICT NO. 2

Common Name
Widgeon grass
Yellow pond
lily
Water milfold
Narrow-leaf
cattail
Large-leaf
pondweed
Curly-leaf
pondweed
Waterweed
Chara
Spiny Naiad
Common Cattail
White water
lily

Growth Character
Submerged
Floating
Submerged
Emergent
Submerged-
floating
Submerged
Submerged
Submerged mats
Submerged mats
Emergent
Floating

Extent in Basin
Abundant to 13 :
Abundant scattei
Common scatterec
Abundant , shore
Scattered patch
Common near sho
Common near sho
Entire basin to
5 ft.
Entire basin to
5 ft.
Western shoreli
Patches along
shoreline
CROSS
LAKE
Nuphar


Ceratophyllum sp,


Chara sp.


Myriophyllum sp.


Nuphar sp.
                                    Yellow water
                                    lily            Floating
Coontail
                                    Chara
Submergent
                Submergent
                                    Water Milfoil   Submergent
                                    Yellow water    Floating
                                    Lily
Patches along
shoreline

Abundant in
deeper water

Abundant in
shallow water

Abundant in
deeper water

Abundant in
SW corner
                                                                      (cont'd.)

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           D-l
Lake
CROSS
LAKE
(Cont'd)



SILVER
LAKE


VOLTZ
LAKE



Scientific Name
Nymphaea sp.
Potamogeton
illinoensis
P . pectinatus

P. sp.
Scirpus validus

Typha sp.
Chara sp-
P . pectinatus

Nitella sp.
Vallisneria sp.
Najas marina
P. crispus

Potamogeton crispus
Elodea sp.
Ceratophyllum sp.
Nymphaea sp.
Typha latifolia
Common Name
White water
lily
Illinois
pond weed
Sago pondweed
Broadleaf
pondweed
Bulrush
Cattail sp .
Muskgrass
Sago pond-
weed
Nitella
Eel grass
Spiny Naiad
Curly-leaf
pondweed
Curly-leaf
pondweed
Elodea
Coontail
White water
lily
Common cattail
Growth Character
Floating
Sub-floating
Submergent
Sub-floating
Emergent
Emergent
Dense mats -
submerged
Submerged -
silamentous
Submerged mats
Submerged
Submerged mats
Submerged
Submergent
Submergent
Submergent
Floating
Emergent
Extent in Basin
Abundant SW conu
Abundant entire
basin
Abundant entire
basin
Abundant entire
basin
Scattered entire
shoreline
SW corner-small
stand
Abundant 5-9 ft.
Abundant 8-12 ft
Dense 12-15 ft.
Scattered 0-5 ft
Common 9-15 ft.
Scattered, shall
Abundant in shal
Dense in mats
Dense mats
Abundant in
shallows
Common along
wet shores
     Ccont'd.)

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         D-l
Lake
BENET
LAKE/LAKE
SHANGRILA1






PEAT
LAKE





ROCK2
LAKE

Scientific Name
Cerato phyllum sp.
Typha
Potamogeton
pectinatus
P . crispus

Myriophyllum
Heterophyllum
Chara
Nuphar advena

Linmea minor
Nymphaea tuverosa

Nuphar
Nymphaea sp.
Utricularia vulgaris

Myriophyllum sp.
Potamogeton
pectinatus
P. illinoense

Pontederia cordata
Scirpus validus
Nymphaea sp.
Myriophyllum sp
Common Name
Coontail
Common cattail
Sago pond-
weed
Curly-leaf
pondweed
Water milfoil
Muskgrass
Yellow pond
lily
Duck weed
White water
lily
Yellow water
lily
White water
lily
Common bladder-
wort
Water milfoil
Pondweed
Illinois pond-
weed
Pickeralweed
Bulrush
White water
lily
Water milfoil
Growth Character
Submergent
Emergent
Submergent
Submergent
Submergent
Submergent
Floating
Floating
Floating
Floating
Floating
Floating
Submergent
Submergent
Sub-floating
Emergent
Emergent
Floating
Submergent
Extent in Basin
Unknown
Unknown
Unknown
Unknown
Unknown
Unknown
Unknown
Unknown
Unknown
Unknown
Unknown
Unknown
Unknown
Unknown
Unknown
Unknown
Abundant entin
shoreline
Unknown
Unknown
(cont'd.)

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                                                                    D-l
Lake
ROCK
LAKE
(Cont'd)


Scientific Name
Elodea sp.

C era tophy Hum sp.
Spirogyra
Potamogeton crispus

Common. Name
Elodea
Coontail
Algae
Curly-leaf
pondweed
Growth Character
Submergent
Submergent
Submergent
Submergent
Extent in Basin
Unknown
Unknown
Unknown
Unknown
SOURCE:  WISCONSIN DEPARTMENT OF NATURAL RESOURCES (DNR),  1967.




1.  Source:  By telephone, Jeff Bode, Wisconsin DNR, September 11, 1978.




2.  Source:  Ron Piening, Wisconsin DNR, July 1977.

-------
                  GAME, FOOD, AND ROUGH FISHES  OF  THE  LAKES
                       OF SALEM UTILITY DISTRICT NO.  2
                                                      M
                                                      ta
                                                      o
                                                                        APPENDIX
                                                                           D-2
GAME FISHES
     OT
W    CO


1    1
p5    ^J
                                                 W
                                                 H
                                                       en
                                                           H
                                                           g
                                                                 w
Rainbow Trout
(Salmo gaivdnevi)

Brown Trout
(Salmo trutta)

Rock Bass
(Ambloplites rupestris)

White Bass
(Movone okrysops)

Largemouth Bass
(Mtevopterus salmoides)

Smallmouth Bass
             dolomieui)
Wannouth
 (Lepcm-Ls  gulosus)

Channel Catfish
 Clatalurus punatatus)

Black Bullhead
 (Ictdlums melaa)
                                            XXX
                                  X    X3   X    X    X    X    X
                                       X    X    X    X
                                            X    X
                                                      XXX
 Brown  Bullhead
 Clctalurus nebulasus)
                                            X    X
                          X    X
Yellow Bullhead
            natalis)
                                       XXX
Grass Pickerel
CEsox
                  •oevrrrieu.latus)
 Northern Pike
 (Esox lucius)
                                   X    X    X    X    X
                                       X3    X    X    X2'3 X    X2

-------
GRILA
                                                                               D-2
GAME FISHES  (Cont'd.)

Yellow Perch
 (Perca flavescens)

Walleye
 (Stizostedian vitreum)

Bluegill
 (Lepomis maaroehims )

Pumpkinseed
 (Lepcmis gibbosus)

Green Suufish
 (Lepomis cyanellus)

Black Crappie
 (Pomoxis nigromaculatus)

White Crappie
 (Pomoxis armulccris)

FOOD FISHES  (MINNOWS)

Golden. Shiner
 (Notemigonus crysoleucas)

Emerald Shiner
 (Notvopis  athevinoides)

Blackchinned Shiner
 (Notvopis  heterodon)

Common Shiner
 (Notropia  aovnutus)

Blacknose  Shiner
 (Notropis  heterolepis)

Pugnose Shiner
 (Notropis  anogenus)
     en
X    en
o    o
o    ปs
pa    o

          0
en

&
5
ซ
                    X
          X    X
XXX
                         H
                         1
                                                                 pa
                                                                 ca
M
cn
          X
X    X    X    X    X    X    X
               X    X
          X    X    X3   X    X
                                                                      1

-------
                                                       CS!
                                                       o
                                                                                   D-2
FOOD FISHES  (MINNOWS)  (Cont'd.)

Mimic Shiner
(Notropis volucellus)

Mud Minnow
(Umbra  llmi)

Bluntnose Minnow
(Pimephales  notatus)

Pugnose Minnow
(Notvop-is emUiae)

Fathead Minnow
(Pimephales  pramelas)

Johnny Darter
CEtheostama  nigvum)

Fantail Darter
(Etheostama  fldbetlc&e)

Logperch
CPerci,na  oapvodes)

Banded  Killifish
(Fundultis diaphanus)

Lake  Chub sucker
(Erimyzon sueetta)

Brook Silversides
(Ldb-idesthes siaaulits)

ROUGH FISHES
 Carp
 (Cyprinus
 Long-nosed Gar
 (Lepisosteus osseus)
I
en
CO
3
CJ
                                                  tn
                                                  w
XXX
ET-SI
B
            "
      XXX
      XXX
                    N
                    i
SILVER
                          X
                          X
                         X
                                                                      I
                          X     X

-------
                                                                                D-2
                                                      ri
ROUGH FISHES (Cont'd.)

Bowfin
(Amia calva)

White Sucker
(Catostcmus oarmersoni)

en
CO
ง
o
     X
     X
                                                 (A
                                                 W
                                                 H
X
          H
          I
w
S
CO
1
X - Present

W - "Watch status"

E - Endangered status

1 - Stocked annually

2 - Stocked occasionaly by DNR (In the past)

3 - Stocked privately by permit (In the past)


NOTE:  All blank spaces indicate N/A (not applicable).

SOURCE:  By letter, ron Piening, Wisconsin DNR, February 10, 1978.
         By telephone, Mr. Tills, Wisconsin DNR, June 21, 1978.
     1.  According to the 1978 Wisconsin Fishing Regulations, a gamefish  is
         defined as any fish that is not categorized as a rough fish  (by
         telephone, Don Tills, Wisconsin DNR, June 21, 1978).

     2.  Those species not prized for game purposes or for eating  (gars,
         suckers, etc.).  Many are more tolerant of changing environmental
         conditions than game species.

-------
       .  •_-••-                                                  Scientific Area No.    106
                                         APPENDIX n-3
                     Wisconsin Scientific Areas Preservation  Council
                             Scientific or Natural Area  Report


     -f ;.rซa     Peat Lake	Inspection Date  Spring,  197 It

         ~"_ County   Kenosha	^sp.  HI  Range  20ฃ  Sections    32	
   -  -.riซs  and acreage of  S 1/2 E 1/2 E 1/2 SW lA,  (20 acres);  W 1/2 SE lA SW lA,
      >: cr established    UP acres); N5 l/k ST.'T l/a,  139 acres?j'w 1/2 SS 1A and
 ..- .  ---.I buffer            -part of _N2 1/U SS I.A.  (92. acres,).  .Total .acreage r  171 acres,
                           including buffer.  See map.on.reverse  for area of_buffer zone,
                           labelled "Zone 3."
 • :-.•ป-  to area  Access across, private land from C.T.H. "B".through Gauger farm on vest side
               _of area - permission required.  A legal easement  also  makes  access,possible
                through Illinois.   Primitive boardwalk to the  lake edge is located on the
                west side.	

7c-:ription of area:  Outstanding features, primary  and secondary biotic communities,
  :--.inants, understory and rare species, topography, soils,  geology and archeology.

*•••>*.  Lake is a shallow, somewhat alkaline lake vith about 12 acres of  open water and has no
 :ป-v"'lcrr'.ent.  The lake is situated in the ground moraine and contains  a vide belt of sedge
~'-2;."'-' an^ cattail marsh.  Among the few undeveloped  lakes in  Kenosha  Coumrf isolated from
rcM3 and houses, this area is a nesting and feeding  refuge for rails, redwings, wrens,
te-vl, great blue herons and various ducks.  Bullfrogs  are knovm to inhabit the lake.  Carp_
exist, in the lake and may be a factor in the paucity  of submerged aquatic plants found.
f'"ill,  the lake contains yellow and white vater lilies, comaon bladder-wore (Utricularia
  Lr.qris), vater milfoil (Myriophyllun), pondyeeds (Potaiao^eton pectinatus,  P. iliinoense,
etc.^j-nd pickerel veed (Pontederia cordata).  Cattail and soft-stem bulrush (Scirpus
v-iilus) predoninate the shoreline.  The lake bottom  is deep muck vith occasional marl
r.c-.ir.ds; reported greatest depth is 5 feet.	
5'istcrr of land use  and Uniting factors:   __Lands. around  the  lake including the sedge
ri--.T..:cv r.arRins hav_e been grazed through 1972.^ One  duck blind  is  located on the lake.  A
•"r-v.-"I road .runs across the north side of the, lake  into the sedge, meadow.

Adrlr.istrative information:  Landowner and  administrator,  existing and proposed management,
  d-2<-ree of scientific, educational  and recreational use of area, adjacent lands and
  -crtpatibility.   Managed by the _3ureau of Game  Management as a. wildlife area deeded to
the l':.'R_ for scientific, educational  and aesthetic use;  closed  to hunting by administrative
c~-.ปr.  Originally_a_^ift by the James R. Anderson, family  to the Mature Conservancy, sub-
s_ti-:-.o".tlv deeded to  the DIIR with reverter provisions.   Managenent of "Zone A" (see map;
rr-.-ary scientific area) is to be minimum management area  to allow natural processes.  "Zone
~-'_' -^.r.-^qT.ent r.ay_utili_ze standard wildlife management  techniques to enhance habitat.	

Peference information:  person recommending area, references,  quadrangle  and other publica-
  tions and date of  action taken tovard  designation of area. Recommended by Al Krarmert,
T::ฐ "iture Conservancy  project leader for this  area.  See  "Surface ^fater Resources of	
Xc-.-.--:•.-. County" D.'IR,  1961.  ".uadranrle:  Silver Lake 7.3'  (1971 photorevised).  Gift fron
•'••'^"-cr.  f^nily to The ."fiture Conservancy,  Decenber, 19T2; The Ilature Conservancy transfer  _
  j r::n, ",irch, 197J;_ designated  state scientific  area #106, "ay 11 j, 19T3.


      Report by:  	    Robert H.  Read	Date:       December  2, 197^	    _

-------


-------
                              APPENDIX D-4
        Birds Found in Kenosha County and the Salem Area, Wisconsin
Common loon
Pied-billed grebe*
Canada goose
Mallard*
Pintail
Gadwall
American wigeon
Northern shoveller
Blue-winged teal*
Wood duck*
Canvasback
Ring-necked duck
Greater scaup
Ruddy duck
Common merganser
Marsh  hawk*
Red-tailed hawk*
Broad-winged hawk*
American kestrel*
Ferruginous
Hungarian partridge*
Ring-necked pheasant*
Great blue heron*
Green heron*
Least bittern*
Virginia  rail
Sora
Common  gallinule
American  coot*
Black-bellied plover
Piping plover
Killdeer
Upland sandpiper*
Lesser yellowlegs
Solitary sandpiper
Spotted sandpiper
Ruddy turnstone
Dunlin
Sanderling
Least sandpiper
American woodcock*
Common snipe*
Herring  gull
Ring-billed gull
Bonaparte's gull
Common tern
Forster's tern
Caspian tern
Black tern
Rock dove
Mourning dove
Black-billed  cuckoo
Screech owl*
Great horned owl*
Common nighthawk
Chimney swift
Ruby-throated hummingbird

-------
                                                                              D-4
Monk parakeet
Belted kingfisher*
Common flicker*
Red-bellied woodpecker
Red-headed  woodpecker
Hairy woodpecker
Downy woodpecker
Eastern kingbird
Great-crested flycatcher
Eastern phoebe
Yellow-bellied flycatcher
Willow flycatcher
Least flycatcher
Eastern pewee
Horned  lark*
Barn  swallow*
Cliff swallow
Tree swallow
Bank  swallow
Rough-winged swallow-
Purple martin
Blue jay*
Common crow*
Black-capped chickadee
White-breasted nuthatch.
Red-breasted nuthatch
House wren
Bewick's wren
Long-billed marsh wren*
Gray catbird*
Brown  thrasher*
American robin*
Wood thrush
Hermit thrush
Swainson's thrush
Gray-cheecked thrush
Veery
Eastern bluebird*
Blue-gray gnatcatcher
Golden-crowned kinglet
Ruby-crowned kinglet
Cedar waxwing*
Loggerhead shrike
Starling*
Yellow-throated vireo
Red-eyed vireo
Philadelphia vireo
Solitary vireo
Warbling vireo
Black-and-white warbler
Golden-winged warbler
Blue-winged warbler
Tennessee  warbler
Orange-crowned warbler
Nashville warbler
Northern parula
Yellow warbler
Magnolia  warbler
Cape  May warbler
Yellow-rumped warbler
Black-throated green warbler
Cerulean warbler

-------
                                                                                 D-4
Blackburaian  warbler
Chestnut-sided warbler
Bay-breasted warbler
Blackpoll warbler
Pine warbler
Palm warbler
Ovenbird
Northern waterthrush
Yellowthroat*
Connecticut warbler
Wilson's warbler
Canada warbler
American redstart
House sparrow
Bobolink*
Eastern meadowlark*
Yellow-headed blackbird
Red-winged blackbird
Rusty blackbird
Common grackle*
Brown-headed cowbird*
Orchard oriole
Northern  oriole
Brewer's oriole
Scarlet tanager
Cardinal*
     Birds  found in the area of   Salem Utility District No.  2.
     By telephone,  Don  Reed,  SEWRPC,  May 1,  1978).
Rose-breasted grosbeak*
Indigo bunting
Purple  finch
American goldfinch*
Rufous-sided towhee
Savannah sparrow*
Grasshopper sparrow
Vesper sparrow
Lark sparrow
Tree sparrow
Chipping sparrow*
Field sparrow
White-crowned sparrow
White-throated sparrow
Fox sparrow*
Lincoln's sparrow
Swamp sparrow
Song sparrow
                         CSource:
 SOURCE:   Hoy Nature Club,  Inc.   May Bird Counts  in Kenosha County.   May
          14, 1977.

-------
                                                                                 D-4
                              APPENDIX D-4
                 LIST OF MAMMALS IN THE SALEM AREA
COMMON NAME

Virginia opossum
Short-tailed shrew
Eastern mole
Eastern cottontail
Eastern chipmunk
Woodchuck
Thirteen-lined ground squirrel
Franklin's ground squirrel
Gray squirrel
Fox squirrel
White-footed mouse
Meadow vole
Muskrat
Norway rat
House mouse
Coyote
Red fox
Gray fox
Raccoon
Long-tailed weasel
Mink
Badger
Striped skunk
White-tailed deer
SCIENTIFIC NAME

Didelphis virginiana
Blarina brevicauda
Scalopus aquaticus
Sylvilagus floridanus
Tamuas striatus
Marmota monax
Spermophilus tridecemlineatus
Spermophilus franklinii
Sciurus carolinensis
Sciums niger
Peromyscus levcopus
Microtua pennsylvanicus
Ondatra zibethicus
Rattus norvegicus
Mus musculus
Canis latrans
Vulpes vulpes
Vrocyon cinereoargenteus
Rocyon lotor
Mustela frenata
Mustila vison
Taxidea taxus
Mephitis mephitis
Odocoileus virginianus
Source:  Hurt and Grossenheider, 1964.

-------
           APPENDIX E




POPULATION PROJECTION METHODOLOGY

-------
                                 APPENDIX E

            METHODOLOGY FOR PROJECTING PROPOSED EIS SERVICE AREA
             PERMANENT AND SEASONAL POPULATIONS, 1975 and 2000
1971 Population Estimate

     The 1975 population estimate for:the Salem EIS Service Area was
based on an analysis of aerial photography, an."examination of property
tax rolls for the District, and an extensive telephone survey of local post
offices and other locally knowledgeable information sources (SEWRPC, Jensen
and Johnson, Inc., local utilities, realtors, business establishments).
The following information was obtained from these analyses and surveys:

     *    Dwelling unit count by subarea and by segments (see Figure E-l
          and Table E-l)

     ป    Permanent and seasonal resident percentage breakdowns (see
          Table E-2)

     •    Permanent and seasonal dwelling unit occupancy rates (persons
          per household) (see Table E-2).

Table E-l presents the results of the dwelling unit count with the permanent
and seasonal resident percentage breakdowns applied to them.  Table E-2
indicates the permanent/seasonal percentage breakdowns as well as the occu-
pancy rates.  Based on these figures, a  seasonal and permanent population
total for 1975 was derived by multiplying the seasonal and permanent dwell-
ing units for each segment by their respective occupancy rates.  The totals,
by segment, were then summed for each subarea.  Table E-3 indicates the 1975
permanent and seasonal populations by subarea.

     An additional population consideration for the Proposed Service Area
was Camp Wonderland and Silver Lake Park.  These two areas were singled out
because of  their size and their small permanent and large seasonal popula-
tions.  These factors prevented their being analyzed by the method used for
the other segments.  As a result, discussions with the representatives of
the Camp and the Park were held to determine existing and future levels of
permanent and seasonal populations.  Table E-3 summarizes the 1975 popula-
tion levels for.these two areas.  These  estimates were added to Camp
Lake and Center Lake subarea to develop  the total in-summer population
for the proposed Service Area as indicated in Table E-3.

2000 Population Projections

     The year 2000 permanent and seasonal baseline population projections
considered  the  three growth factors influencing future population levels in
the Salem Proposed Service Area:   (1) the  rate of growth or decline of
the permanent population;  (2) the rate of  growth or decline of the  seasonal
population; and  (3) the potential conversion of seasonal to permanent  dwell-
ing units.  The best available information regarding each of these  factors
was utilized and resulted in the following assumptions:

-------
     •    The rate of permanent population growth in each of the Salem
          EIS Service Area subareas will be equivalent to the rate of
          growth indicated by the SEWRPC population projections.  These
          rates are 28.6% for Camp Lake/Center Lake, 50.0% for Cross Lake,
          116.7% for Rock Lake, and 60.0% for Wilmot.

     •    Existing seasonal dwelling units will convert co permanent
          dwelling units at a rate of approximately 1.0% per year or
          20.0% during the planning period.

     ••    The total seasonal population will remain relatively stable in   :
          size, with new seasonal units largely replacing those lost to
          conversion.  The percentage of total population represented by
          seasonal population will decline by approximately 25% during
          the planning period in keeping with the general trend toward a
          decreasing seasonal population.

Based on these assumptions, the population projections and dwellings-unit
equivalents for the year 2000 were developed for each subarea as indicated
in Table E-4.  As in the 1975 population estimates, the population figures for
Camp Wonderland and Silver Lake Park were added to the Camp Lake/Center
Lake subarea.  As indicated in Table E-4, Camp Wonderland remained stable while
Silver Lake Park representatives projected an average visitor rate of 800
people per day and no permanent staff at the Park.  The resultant total
iii-summer population for the Proposed Service Area is projected to be
10,925 people consisting of 7,913 (72.4%) permanent residents and 3,012 (27.6%)
seasonal residents.

Comparison of EIS Populations with Previously Prepared Projections

     The Facility Plan population total of 8,354 people is 11.6% higher than
the WAPORA, Inc. estimate of 7,488 people.  The Facility Plan estimate includes
a 1975 Silver Lake Park population (whereas the Park was not in operation
in 1975) and an overestimation of the population at Camp Wonderland  (based on
a comparison with the Camp Commandant's figures) which resulted in a highly
inflated seasonal population total.

     The SEWRPC permanent population estimate of 4,600 people differs by
nearly 13% from the WAPORA, Inc. estimate of 5,276 people.  The major reason
for this difference is that the WAPORA estimate of the percentage of total
population accounted for by seasonal residents in each of the four subareas
yielded a much lower figure (30%) than that implied by the Facility Plan
and SEWRPC numbers  (45% to 50%).  The WAPORA estimate of seasonal population
is based on an extensive examination of the tax rolls and a survey of post
offices, public utilities, local newspapers and resorts  (see Table E-5) which
allowed the use of  subarea specific seasonal percentages and of seasonal
permanent and seasonal occupancy rates common to all four subareas.  Conse-
quently, the WAPORA estimate of total seasonal population is based on
locally documented  information which does not support a  50% seasonal population
figure.

-------
Comparison, of 2000 Population Projections

     The SEWRPC rate of growth for permanent population in the four subareas
was found to be indicative of future conditions and-applied to the WAPORA
1975 population estimates.  For the reasons noted above, the WAPORA estimate
for 1975 was higher than the SEWRPC estimate of permanent population.  When the
same growth rates were applied to each estimate, the WAPORA, Inc. projection
of permanent population in the year 2000 was nearly 15% higher than the
SEWRPC projections.

     The 27% difference between the Facility Plan and WAPORA, Inc. total
population proejctions for 2000 results largely from the difference in seasonal
population totals.  Whereas the Facility Plan projects that 50% of the total
population will be seasonal, WAPORA projects that only 27.6% of the total
population will be seasonal residents.  Table E-6 indicates the 1975 estimates
and 2000 projections from each source.

-------
             FIGURE E-l
                                    N
 SALEM  UTILITY DISTRICT
      NUMBER 2
SEGMENT  LOCATION MAP
                              SCALE : 1 = 62f5OO -

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                                    Table E-5

     TELEPHONE CONTACTS CONCERNING THE RATIO OF SUMMER TO WINTER POPULATION
                         IN SALEM UTILITY DISTRICT NO. 2
Agency Contacted
  Date
             Summary of Comments
Camp Lake Post Office    4/26/78
Antioch Post Office
4/27/78
Trevor Post Office
4/27/78
Bristol Post Office
4/27/78
Salem Post Office
4/24/78
Wilmot Post Office
4/24/78
Kenosha News
Wilmot Stage Stop
4/25/78
4/25/78
Located in the Camp Lake Cash & Carry
Grocery; no deliveries, but boxes are
rented; 7 or 8 more boxes rented in
summer than in winter.

Deliveries to S. shore, Rock Lake (about
20 houses) estimated 90% or higher are
permanent residences.  Deliveries to S..
part of Shangrila, including the peninsula;
Cross Lake, except the abbey; all of Voltz;
and Rte. 83 up to Rte. JF.  Estimated 90-95%
or higher are permanent residences.

774 mail deliveries in July; 650 in Decem-
ber (20% increase in summer population).
These additional families stay from April
to Nov.  This route includes the S, E, &
NE portions of Camp, all of Center, and
N. shore of Rock Lake.  Seasonal population
(boarded-up homes) concentrated from
Center Lake Woods & Camp Lake Gardens.

Route includes Lake Shangrila Island, the
NE shore of 120th St., and the NW shore to
224 Av.  95% are year-round, permanent
residences; this is increasing.

The #3 route includes Timberlane subdivi-
sion, S. shore of Silver Lake, Hi Woods,
Hooker Lake, Paddock Lake south of Rte. 50,
Montgomery Lake, and the open areas between.
Seasonal population range 15-25%

No rural delivery; boxes.  Jurisdictional
area extends from the landing strip to  the
Fox, but since Trevor's, rural delivery only
extends to Rte. B intersection with C, rest
of residents cross the Fox to pick up their
mail.  The estimated 250 dwelling units are
permanent, year-round dwellings.

Rough estimate of the difference between
permanent and seasonal is 20%.

Business almost constant all year; slight
increase in summer.

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         APPENDIX F




LAKESHORE REGULATORY MEASURES

-------
                                APPENDIX F

                        LAKESHORE REGULATORY MEASURES
     The Wisconsin Shoreland Management Program requires counties to adopt
shoreland management ordinances to control development along the shores of
their streams and lakes.  In addition, the ordinance requires a minimum
building setback of 75 feet from the shores of all public lakes in the
state.  This applies to all lakes in the Study Area.

     Kenosha^County has adopted a Shoreland Zoning Ordinance, but has not
yet adopted an official map.  Until such time as a map is adopted, develop-
ment around the lakes in Salem Utility District No. 2 will comply with the
requirements of the State ordinance and with Salem Township's land division
and zoning ordinances.

     The Township of Salem Zoning Ordinance provides for the division of
land uses into six districts.  The shoreland along the eight lakes and the
Fox River has been classified into three of these districts:  Residential "B",
Commercial., and Recreational  (see Table 1).  All eight lakes and  the Fox
River have shoreland classified as Residential "B".  The Fox River and Center
Lake also have some limited shoreland zoned for commercial use.  In addition,
the Fox River, Camp Lake, and Rock take have several major areas designated as
Recreational Districts.

                                  Table 1

                            -ZONING DESIGNATIONS
  Resource

Fox River*


Silver Lake*

Camp Lake
Center Lake

Rock Lake

Cross Lake*

Voltz Lake

Benet/Shangrila Lake*
   District Designations

Residential "B", Commercial,
   Recreational

Residential "B"

Residential "B"

Residential "B"

Residential "B"
,  Recreational

,  Commerical

,  Recreational
Residential "B"

Residential "B"

Residential "B"
*0nly a portion of the resource is included in Salem Utility District No. 2.
SOURCE:  Town of Salem Zoning Ordinance.

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     A Residential "B" District is defined as that area which is suitable for
single and multiple dwelling residential purposes, but not serviced by public
sewer.  Over 75 percent of the shoreland along the lakes and river is classi-
fied for such use.  Mj.n-tnq.im lot sizes and corresponding maximum development
densities established under provisions for this district are outlined in
Table 2.

                                 Table 2
                    RESIDENTIAL DEVELOPMENT RESTRICTIONS

                                                                  Minimum
                          M-in-fiimm Lot           Maximum         Setback From
                            __Size         Development Density    Lakeshore

Single Family Housing    14,000 sq. ft.       3 dwellings         100 ft.

Multiple Family Housing   7,000 sq. ft.       6 units             100 ft.
                          per unit
SOURCE:  Town of Salem Zoning Ordinance.

     A Commercial District is defined as that area allowing any use in which
either services or merchandise are sold or offered for sale, except those
uses apt to become public nuisances.  No restrictions are placed on height,
area, rear yard or side yard; but setbacks are restricted according to code.

     A Recreational District is defined as that territory in or on which
only the following uses are permitted:  fishing, boating, water sports,
hunting, and general recreation.  No house, building or structure may be
erected on this land, and any commercial enterprise such as buoy rental,
house boats, camping, camps, gasoline pumps, or food sale, is prohibited.

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                  APPENDIX G




SITES OF HISTORIC OR ARCHITECTURAL SIGNIFICANCE

-------
                                 APPENDIX  G

               Sites of Historic or Architectural Significance
          Within the Study Area Listed With the Wisconsin Inventory
                             of Historic Places
Town 1 North, Range 20 East

     Section 10, SW 1/4 of the SE 1/4—Frame Italianate house at the
       Northeast corner of 252nd Avenue and 83rd Place.

     Section 10, SE 1/4—Frame house with carved ornament located at the
       Northwest corner of 251st Avenue and 83rd Place.

     Section 16, NW 1/4—Late Picturesque house on Highway F.

     Section 35, NE 1/4 of the NW 1/4—Frame Italianate house on
       County Trunk Highway "JF."

     Section 36, SE 1/4 of the SW 1/4—Stone house (circa 1920) located
       in Cross Lake.
In the Village of Wilmot;

     The Carey House  (1898) on Fox River Road
     The Wright House on Fox River Road
     The Old Drug Store on Fox River Road
     A house surrounding a log cabin on Fox River Road
     A Victorian House at the Northeast corner of Fox River Road  and
       lllth Street.
     Salem Lodge 1.0.0.F. (1878) located at the Northwest  corner  of
       Fox River Road and 114th Street.
     The Wilmot Stage Stop  (1848) located on Fox River Road and
       113th Street.
     The Sorenson Brothers Tailor Shop, also at Fox River  Road and
       113th Street.
 SOURCE:   State  Historical  Society  of Wisconsin,  1977,  Letter to WAPORA,  Inc.

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             APPENDIX H




FLOW REDUCTION DEVICES AND FINANCING

-------
                                                                        APPENDIX
                                                                           H
                      RESIDENTIAL FLOW REDUCTION DEVICES
     A variety of devices are available to control the consumption of water
in residences.  Some of these, especially some alternative toilets, also
reduce the quantities of impurities discharged to wastewater facilities.
These devices differ in cost and in effectiveness for reducing flows.
Table 1 lists a number of these devices and, where sufficient data are
available, their costs and water savings are listed.  Water savings are
expressed as daily conservation in gallons for a "standard household" of
four persons using a total of 255 gallons per day without water conservation
devices (Bailey et al.  1969).  Nationwide, and especially in rural areas,
per capita residential water use is lower than the 64 gallons per capita per
day (gpcd) for the "standard household" so that daily household conservation
estimates in Table 1 may be somewhat high.

     Justification for use of flow reduction devices depends in part on the
type of sewer service available.  In areas provided or expected to be pro-
vided with centralized collection and treatment, the justification is pri-
marily economic except where water supplies are limited.  Two types of
devices which yield the greatest reduction in sewage flow for their cost
are:

     •    Dual-flush toilets  in all new residences and in existing residences
          when replacement is required because existing toilets have worn out
          or plumbing systems require rehabilitation;

     •    Dual-flush toilets were developed in Britian where their use  is
          mandatory in some areas.  The capability of selecting different
          flush volumes depending on the  type of waste plus a shallow trap
          seal result in considerable volume reduction.  Compared to standard
          U.S. toilet flush volumes of 5  to 6 gallons and shallow-tray  toilet
          flush volume of 3.5 gallons, the dual cycle toilet uses 2.5 gallons
          (U.S.)  for the solid wastes cycle or 1.25 gallons for the urine
          cycles  Bailey et al.  (1969) provide a more detailed discussion of
          this device and note "that this design may not meet the require-
          ments of the plumbing codes in  some U.S.  localities."  However,
          Bailey  et al. also  cite a source which states that "There would be
          no  difficulty in designing a syphon closet, suitable for the
          American bottom outlet requirements, which will also work  effi-
          ciently with a 2 gallon  (Imperial; 2.5 gallons U.S.) flush."

     •    Flow restriction devices  for shower heads and for kitchen  and
          bathroom faucets.   These  flow  restriction devices include  both
          in-line valves which can be added  to existing plumbing and  replace-
          ment shower and  faucet fixtures.   Either  allows a maximum  flow  rate
          that is considerably  less than that allowed by  standard  shower  heads
          and faucets.

     The  flow reduction  estimated  for use of  these  devices  is  16  gpcd.  Design
 flows  in  primarily  residential  sections  of  the  Study Area can be  reduced  from
 60 gpcd  to  44 gpcd when  these devices  are used.

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                                                                            H
     Some situations may require greater reductions in sewage generation.
An example would be existing residences for which holding tanks are required
because on-site soils are not suitable for subsurface wastewater disposal and
centralized or other alternative disposal methods are not available.  Also,
where rehabilitation of existing on-lot systems may by itself be less than
totally effective in remedying failures, heroic measures to reduce wastewater
volume may be justified to improve the systems' effectiveness.  In such in-
stances, the per capita rate could be reduced to a range of 15 to 30 gpcd by
combination of the following methods:

     ••    Elimination of water-carried toilet wastes by use of in-house
          composting toilets.

     *    Recycling of bath and laundry wastewaters for toilet flushing.
          Filtering and disinfection of bath and laundry wastes for this
          purpose has been shown to be feasible and aesthetically acceptable
          in pilot studies (Cohen and Wallman 1974; Mclaughlin 1968).  This
          is an alternative to in-house composting toilets that could achieve
          the same level of wastewater flow reduction.

     •    Replacement of standard toilets with dual cycle or other low
          volume toilets to help assure that bath and laundry wastewater
          will meet toilet flushing demand.

     *    Application of surplus recycled bath and laundry wastewaters for
          lawn sprinkling in summer.  The feasibility of this method would
          have to be evaluated on a trial basis in a Study Area, since its
          general applicability has not been demonstrated.

     •    Reduction of lavatory water usage by installation of spray tap
          faucets.

     •    Reduction of shower water usage by installation of thermostatic
          mixing valves along with flow controlling shower heads.  Personal
          bathing habits should include maximum use of  showers instead of
          baths because of a large difference in water  consumption.

     •    Replacement of standard clothes washing machines with machines
          equipped for water level control or with front-loading machines.

     The benefits of the flow and waste reduction devices listed in Table  1,
when used with small scale technologies, are strongly dependent on local
conditions of soil suitability for effluent disposal, housing density, ground-
water conditions and family water consumption patterns.  The reader should be
aware that such devices are available and that they have the potential for
improving the reliability and, perhaps, the economics of small waste flow
technologies that are dependent on soil disposal.

     The economic benefits of all residential flow reduction devices can
also be examined from a broader perspective than just wastewater treatment
economics.  Actual acceptance and use of any of  these devices will depend
on the homeowner's motivations.  His economic motivation for using  flow
reduction devices includes reductions in water supply and water heating

-------
                                                                            H
costs in addition to wastewater treatment costs.   Examined from the homeowner's
economic perspective, many flow reduction devices, especially those that con-
serve heated water, are very attractive.  To quantify possible annual homeowner
savings for various devices, local costs for water supply and water heating plus
expected wastewater treatment costs for the least expensive, centralized region-
al alternative evaluated in this EIS (see Section IV.D.>  have been  estimated.
These costs are:

     •    Water Supply at $0.02 per 1,000 gallons for private, on-lot wells.
          Only the cost of electricity for pump operation is incorporated.

     *    Water Heating at $7.50 per 1,000 gallons heated.

     •    Electric water heater, temperature rise of 100ฐP and $0.03/kilowatt-
          hour are assumed.

     •    Wastewater Treatment at $2.23 per 1,000 gallons including payback
          of capital costs and operational costs of the least expensive
          centralized alternative.

     Using these costs, data presented in Table 1, and assumptions about the
"standard household" (Bailey 1969), the annual homeowner savings of several
devices are calculated to be:
Shower flow control insert device
Dual cycle toilet
Toilet damming device
Shallow trap toilet3
Dual flush adapter for toilets
Improved ballcock assembly for toilets
Spray tap faucet
Faucet flow control device
Faucet aerator
First Year
Savings (or
Cost)
$46.46
24.28
18.89
17.14
14.45
11.76
(63.43)
6.45
1.44
Annual Savings
After First
Year
$48.46
44.28
22.14
22.14
18.45
14.76
13.77
9.45
3.94
   First year expenditure assumed to be  difference in capital cost
   between flow-saving toilet and a standard toilet costing $75.

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Agency Contacted
  Date
             Summary of Comments
WI  So. Gas Co.
WI Elec. Power Co.
4/25/78
4/25/78
Gas service in this area.1% seasonality,
with many so-called "permanent" residents
living in District only on weekends.

"Minimum billing policy"—a flat monthly
rate, Town of Salem electricity sewage
rates:  June-July 1977:  1.7-2.5 million
kilowatt hrs/mo?Jan-Feb 1978: 1.9-2.3
million kilowatthrs/mo.
Camp Lake Cash. &
  Carry Grocery
4/26/78
Vito's Lake  Side Resort  5/1/78
Grocery business can be as much as 50%
better in the summer.

Restaurant and tavern business last year;
May, June, July, Aug. 25% higher than
Nov., Dec., Jan., and Feb.
Salem Utility District   4/25/78
  Number #11
               Marvin Schwenn, operator:  "Estimated
               seasonal population is 30%.

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                                   Table E-6

             COMPARISON OF POPULATION AND DWELLING UNIT ESTIMATES
                                 1975 AND 2000

          ]_975 	    Total  Permanent  Seasonal  Total  Permanent  Seasonal

Salem Utility District #2
   Facility Plan           8,354    4,200     4,154    2,387
   WAPORA, Inc.            7,488    5,276     2,212    2,195    1,649       546
   SEWRPC                           4,600

Camp Lake/Center Lake
   WAPORA, Inc.                     2,850
   SEWRPC                           2,100

Cross Lake
   WAPORA, Inc.                     1,452
   SEWRPC                           1,400

Rock. Lake
   WAPORA, Inc.                       522
   SEWRPC                             600

Wilmot
   WAPORA, Inc.                       442
   SEWRPC                             500

Salem Utility District #2
   Facility Plan  .        15,000    7,500     7,500
   WAPORA, Inc.            10,925     7,913      3,012     3,390    2,637       753
   SEWRPC                           6,900

Camp /Center Lakes
   WAPORA, Inc.                      3.,&21
   SEWRPC                           2,700

Cross Lake
   WAPORA, Inc.                      2,232
   SEWRPC                           2,100

Rock Lake
   WAPORA, Inc.                      1,149
   SEWRPC                           1,300

Wilmot
   WAPORA, Inc.                        711
   SEWRPC                              300

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APPENDIX I




   COSTS

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                                                                       APPENDIX
                                                                         1-1
                       DESIGN AND COSTING ASSUMPTIONS
TREATMENT

Activated Sludge:

    ป    The Conventional Activated Sludge treatment system for the Salem
         area alternatives is of the same design as that presented in the
         Facility Plan.

    •    Polymer was assumed to be added along with alum to aid in settling.

    ป    The operation and maintenance cost for contract sludge handling
         was determined by assuming 2,700 gallons of sludge would be pro-
         duced per million gallon of sewerage per day (Wastewater Engineering,
         Metcalf and Eddy).

    ป    Mixed media filtration was added in Alternatives 2 and 5.  The
         effluent generated from these alternatives would be of a higher
         quality than the requirements of BOD 30 mg/1, Suspended Solids
         30 mg/1, and Phosphorus 1.0 mg/1.

Land Application - Spray Irrigation:

    •    The application technique for crop production is spray irrigation.
         This is an advantageous method of applying effluent because the
         areas are predominantly flat and are prime agricultural lands.
         With this type of application there is also the added benefit of
         income from crop revenues which defrays part of the yearly opera-
         tion and maintenance expense.

    ป    An application rate of 1.6 in./wk was determined after comparing
         the hydraulic and nitrogen loading rate for corn and alfalfa.

    ป    Alfalfa was the chosen crop since alfalfa allows a higher appli-
         cation rate and' because it is a perenial crop with its growing
         season limited solely by climatic factors.  Higher loading rates
         may produce poor crop growth and could easily result in contamina-
         tion of the groundwater since the underlying soil of the area is
         classified in the very rapid permeability range and the depth to
         groundwater at times during the year may be as high as 5 feet.

    •    An application rate of 6 in./year was used for application by
         "agronomic rate".  According to  the University of Wisconsin
         Agricultural  Extension Office, this rate was considered  conserva-
         tive over a 20-year design period.

    •    The  storage period  is based primarily on  climatic  factors.   The
         EPA manual  "Land  Treatment of Municipal Wastewater", October 1977
         recommends  a  120-day  storage period or approximately 17  weeks.
         EPA  assumed a 20-week storage period allowing  for  periodic  har-
         vesting of  the alfalfa.

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                                                                          1-1
    •    A 200-foot buffer zone was included around application areas.

    •    Crop revenue was estimated for alfalfa according to the following:

              2.5 tons/acre
              $66/ton.

Land Application - Overland Flow:

    *    An application rate of 4 in./wk was assumed.  Biological activity,
         rather than soil permeability determines the application rate in
         an overland flow treatment scheme.  4 in./wk will easily match the
         biological activity according to "Land Treatment of Municipal
         Wastewater".

    •    The storage period is the same as for spray irrigation.

    •    Renovated water that was collected and discharged to the wetlands
         area was chlorinated (prior to discharge).

    •    Wisconsin DNR effluent limitations for wetlands discharge include:

              BOD5 - 20 mg/1
              Suspended Solids =ป 20 mg/1.

    •    A 200-foot buffer zone was included around application areas.

Land Application - Rapid Infiltration:

    •    An application rate of 12 in./wk was used according to "Land
         Treatment of Municipal Wastewater".

    •    Since rapid infiltration can be used year-round, no storage
         facility was considered.

    •    Renovated water that was collected and discharged to the Fox
         River was chlorinated prior to discharge.

    •    A 200-foot buffer zone was included around application areas.

Collection:

    •    All sewer lines are to be placed at or below 6 feet of depth, due
         to frost penetration in the Salem area.  Gravity lines are assumed
         to be placed at an average depth of 12 feet.

    *    The determination of the percent shoring of gravity collection
         lines was performed on a segment basis.  Ten percent less shoring
         is required for force mains and low pressure sewers due to their
         shallower average depth.

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                                                                        1-1
   •    All pressure sewer lines and force mains 8 inches in diameter or
        less will be PVC SDR26, with a pressure rating of 160 psi.  Those
        force mains larger than 8 inches in diameter will be constructed
        of, ductile iron with mechanical joints.

   •    A  minimum velocity of 2 fps will be maintained in all pressure
        sewer lines and force mains to provide for scouring.

   *    Gleanouts in the pressure sewer system will be placed at the
        beginning of each line, and one every 500 feet of pipe  in line.
        Cleanout valve boxes will contain shut-off valves to provide for
        isolation of various sections of line for maintenance and/or
        repairs.

   •    The pumping units investigated for the pressure  sewer system
        utilized effluent and grinder pumps.  Both units include a  2- by
        8-foot basin with discharge at 6 feet, control panel, visual alarm,
        mercury float level controls, valves, rail system for removal of
        pump, antifloatation device, and the pump itself.   The  grinder  pump
        is a 2 hp pump with a total dynamic head of  90 feet.  The effluent
        pump is manufactured in a 1, 1% or 2 hp pump.  For  the  Salem area,
        the 1 hp pump proved to be impractical as its total dynamic head
        is only 60 feet, and insufficient for long runs  of  pressure lines.
        The 1% and 2 hp pumps reach a total dynamic  head of 80  and  120
        feet respectively.

   *   On-site and  effluent pumping units  (STEP) require the use of  septic
        tanks.  Due  to undersize and faulty units, a 50  percent replacement
        of all septic tanks was assumed.  All units  are  to  be  1,000 gallon
        concrete  septic tanks.

   *   An even distribution of population was primarily assumed along
        collection  lines  for all alternatives  indicated.

   *   A peaking factor  for design  flows of  the various systems investi-
         gated was based on  the  Ten  State  Standards  in concurrence with  the
         Salem Facility Plan.

Cost-Effectiveness Analysis:

    ป    Quoted costs are  in 1978  dollars.

    •    EPA Sewage Treatment  Plant  (STP)  Index of  135 (4th Quarter 1977),
         and  Engineering News  Record Index of 2693  (1 March 1978) were used
         for updating costs.

    •    i, interest rate - 6  5/8%
         Planning period - 20  years
         Life of facilities,  structures - 50 years
         Mechanical components - 20 years.

    •    Straight line depreciation assumed.

    •    Land for land application sites valued at $1900/acre (except in EIS
         Alternative 6, where land would be secured at no cost, under
         cooperative agreement.

-------
                                                              APPENDIX
                                                                1-2
            ITEMIZED AND TOTAL COSTS
              FOR EACH ALTERNATIVE
          FACILITY PLAN PROPOSED ACTION

              EIS ALTERNATIVES 1-8
Note:  Costs are shown to nearest $100.  This should
       not be interpreted as meaning that estimates
       are accurate to that level.  Most cost esti-
       mates are accurate within + 10%.

-------
                                                                              1-2
                                                 FACILITY PLAN
                                                 PROPOSED ACTION
                              SALEM TREATMENT
                                COST ESTIMATE
                         CONVENTIONAL ACTIVATED SLUDGE
    0.73 MGD
                            Costs  in.1978 Dollars
PROCESS
Preliminary Treatment
Influent Pumping
Primary Sedimentation
Activated Sludge
Final Clarification
Chemical Addition
(Alum & Polymer)
Chlorination
Lab/Maint. Bldg.
Anaerobic Digestion
Effluent Pumping
Effluent Outfall
Yard Piping
Mobilization
Sitework
Excavation
Electrical
HVAC

Controls & Instrument.
Sub-Total
Non-Cons true tion
Cost G2264)
CAPITAL
$ COST
45,650
115,500
53,900
192,500
88,000
31,900

41,250
137,500
88,000
24,200
57,200
80,300
34,650
91,300
115,500
110,000
23,650

39,600
$1,370,600
310,300

0 & M
$ COSTS
4,500
2,250
5,100
5,650
5,100
5,400

2,700
6,700
11,800
1,700
100






Sludge
Hauling 21,550
Yardwk. 1,700
Admin. 4,900

SALVAGE
20,550
34,650
32,350
0
52,800
0

16,100
61,900
39,600
0 . .
34,300
48,200
0
54,800
0
0
0

0
$395,250
79,050

TOTAL
$1,680,900
$79,150    $474,300

-------
                                              FACILITY PLAN
                                              PROPOSED ACTION
                                SALEM - COLLECTION

                                  COST ESTIMATE
                                                      Cost in 1978 Dollars
                                                           x $1,000
                                                                              1-2
SERVICE AREA
CAPITAL COST    O&M COSTS   SALVAGE VALUE
1980
Service Area
On-Site:
Silver Lake Park

25% Engineering Contingencies

9,088.55

229.64
9,318.19*
2,329.55

40.25

.08
40.33


4,186.53

28.24
4,214.77
842.95
Total
11,647.74
40.33
5,057.72
1990
  Segment AA
   275.83
 1.57
  151.04
1980-2000
  Future Hook-Ups
    60.50/yr
*Includes costs for private sewer service line connections

-------
                                                                             1-2
                                                  ALTERNATIVE
                               SALEM TREATMENT
                                 COST ESTIMATE
                          CONVENTIONAL ACTIVATED SLUDGE
    0.73 MGD
                             Costs  in 1978 Dollars
PROCESS
Preliminary Treatment
Influent Pumping
Primary Sedimentation
Activated Sludge
Final Clarification
Chemical Addition
(Alum & Polymer)
Chlorination
Lab/Maint. Bldg.
Anaerobic Digestion
Effluent Pumping
Effluent Outfall
Yard Piping
Mobilization
Sitework
Excavation
Electrical
HVAC

Controls & Instrument.
Sub-Total
Non-Construction
Cost C-2264)
CAPITAL
$ COST
. 45,650
115,500
53,900
192,500
88,000
31,900

41,250
137,500
88,000
24,200
57,200
80,300
34,650
91,300
115,500
110,000
23,650

39,600
$1,370,600
310,300

0 & M
$ COST
4,500
2,250
5,100
5,650
5,100
5,400

2,700
6,700
11,800
1,700
100






Sludge
Hauling 21,550
Yardwk. 1,700
Admin. 4,900

SALVAGE
20,550
34,650
32,350
0
52,800
0

16,100
61,900
39,600
0
34,300
48,200
0
54,800
0
0
0

0
$395,250
79,050

TOTAL
$1,680,900
$79,150    $474,300

-------
                                                                              1-2
                                              ALTERNATIVE #1
                              SALEM - COLLECTION

                                 COST ESTIMATE
                                              Costs in 1978 Dollars
                                                     x $1,000
SERVICE AREA
1980
Service Area
On-Site:
Silver Lake Park
25% Engineering Contingencies
Total
CAPITAL COST
8,927.88
229.64
9,157.52*
2,289.38
11,446.90
O&M COSTS
43.45
.08
43.53

43.53
SALVAGE VALUE
4,041.11
28.24
4,069.35
813.87
4,883.22
1990
  Segment AA
275.83
1.57
151.04
1980-2000
  Future Hook-Ups
 75.70
 .49**
183.41
 *Includes costs for private sewer service line connections.
**Gradient per year over 20 years.

-------
                                                                              1-2
                                                 ALTERNATIVE #2
                           SALEM TREATMENT
                            COST ESTIMATE
                    CONVENTIONAL ACTIVATED SLUDGE
    .073 MGD
                          Costs in 1978  Dollars
PROCESS
CAPITAL
$ COSTS
0 & M
$ COSTS
SALVAGE
Preliminary Treatment         45,650
Influent Pumping             115,500
Primary Sedimentation         53,900
Activated Sludge             192,500
Final Clarification           88,000
Mixed Media Filtration       148,500
Chemical Addition             31,900
  (Alum & Polymer)
Chlorination                  41,250
Lafa/Maint. Bldg.             137,500
Anaerobic Digestion           88,000
Effluent Pumping              24,200
Effluent Outfall              57,200
Yard Piping                   80,300
Mobilization                  34,650
Sitework                      91,300
Excavation                   115,500
Electrical                   110,000
HVAC                          23,650

Controls & Instrument         39,600

Sub-Total                 $1,519,100

Non-Construction             343,900
  Cost (.2264)
                        4,500
                        2,250
                        5,100
                        5,650
                        5,100
                        4,100
                        5,400

                        2,700
                        6,700
                       11,800
                        1,700
                          100
               Sludge
               Hauling 21,550

               Yardwk.  1,700

               Admin.   4,900
              20,550
              34,650
              32,350
                0
              52,800
              44,550
                0

              16,100
              61,900
              39,600
                0
              34,300
              48,200
                0
              54,800
                0
                0
                0
             395,250

              79,050
TOTAL
$1,863,000
$83,250
$518,850

-------
                                                                              1-2
                                             ALTERNATIVE #2
                            SALEM - COLLECTION

                              COST ESTIMATE
                                             Costs in 1978 Dollars
                                                 x $1,000
SERVICE AREA
1980
Service Area
On-Site:
Silver Lake Park
25% Engineering Contingencies
Total
CAPITAL COST
8,927.88
229.64
9,157.52*
2,289.38
11, 446. 90
O&M COSTS
43.45
.08
43.53

43.53
SALVAGE VALUE
4,041.11
28.24
4.069.35
813.87
4.883.22
1990
  Segment AA
275.83
1.57
151.04
1980-2000
  Future Hook-Ups
 75.70
 .49**
183.41
 *Includes costs for private sewer service line connections.
**Gradient per year over 20 years.

-------
                                                                             1-2
                                                 ALTERNATIVE #3
                               SALEM TREATMENT

                                 COST ESTIMATE

                           LAND TREATMENT - CENTRAL
    0.73 MGD
                      Costs in 1978 Dollars
PROCESS
Preliminary Treatment
Storage Lagoon (91 MG)
Fully Lined
Transmission-Pipe
Force Mains
Land 294 Acres
CAPITAL
$ COSTS
57,750
534,600
50,800
558,600
0 & M
$ COSTS
4,500
2,500
100

SALVAGE
VALUE
26,000
320,750
30,480
1,008,832
  $1900/Acre

Application-Spray
  Irrigation
  Q Effective - 1.18 MGD
   756,000
 42,600
113,400
Crop Revenues
                -29,040
TOTALS
$1,957,750
$20,660   $1,499,462

-------
                                                                              1-2
                                              ALTERNATIVE #3
                             SALEM - COLLECTION

                               COST ESTIMATE
                                               Costs in 1978 Dollars
                                                     x $1,000
SERVICE AREA
CAPITAL COST    O&M COSTS   SALVAGE VALUE
1980
Service Area
On-Site:
Silver Lake
Park
Conveyance to Land Application
Total
25% Engineering
Contingencies
8,927.88
229.64
685.88
9,843.40*
2,460.85
43.45
.08
1.34
44.87

4,041.11
28.24
386.09
4,455.44
891.09
                                12,304.25
                44.87
            5346.53
1990
  Segment AA
   239.83
44.00
127.07
1980-2000
  Future Hook-tlps
    75.70/yr.
  .49**
183.41
 *Includes costs for private sewer service line connections.
**Gradient per year over 20 years.

-------
                                                                             1-2
Q = 0.70 MGD
                                            ALTERNATIVE #4
                              SALEM TREATMENT

                               COST ESTIMATE

                          LAND TREATMENT - CENTRAL
                   Costs in 1978 Dollars
PROCESS
Preliminary Treatment
Storage Lagoon (87 MG>
CAPITAL
$ COSTS
53,600
519,750
0 & M
$ COSTS
4,250
2,500
SALVAGE
VALUE
24,100
311,850
   Fully Lines
Transmission-Pipe
  Force Mains

Land  286 Acres
  $1900/Acre

Application-Spray
  Irrigation
  Q Effective ป 1.13 MGD
Crop Revenues
    50,100



   543,400


   745,000
                                                     70
            30,060
           981,38Q


42,000     111,750
                -27,720
TOTALS
$1,911,850      $21,100   $1,459,140

-------
                                                                             1-2
                                                     ALTERNATIVE #4
                          SALEM - COLLECTION

                            COST ESTIMATE
                                                 Costs ia 1978 Dollars
                                                        x $1,000
SERVICE AREA
1980
Service Area
On- Site:
Silver Lake Park
Segment A and B
Cluster:
Segment E
Conveyance to Land Application
Total
25% Engineering Contingencies
CAPITAL COST
8,307.21
229.64
• 7.38
253.61
685.88
9,483.72*
2,370.93
11,854.65
O&M COSTS
38.03
.08
.08
1.78
1.34
41.31

41.00
SALVAGE VALUE
3,796.96
28.24
.80
98.67
386.09
4,310.76
862.15
5,172.91
199Q
  Segment AA
275.83
42.50
151.04
1980-2000
  Future Hook-tips
  On-Site
 70.9.3
  3.32
                                    74.25/yr.
  .41**
  .03**

  .44**
154.83
  9.54

164.37
 *Includes costs for private sewer service line connections.
**Gradient per year over 20 years.

-------
                                                                             1-2
                                                   ALTERNATIVE  #5
                           SALEM TREATMENT




                             COST ESTIMATE




                    CONVENTIONAL ACTIVATED  SLUDGE
    0.70 MGD
                      Costs  in 1978 Dollars
PROCESS
Preliminary Treatment
Influent Pumping
Primary Sedimentation
Activated Sludge
Final Clarification
Mixed Media Filtration
Chemical Addition
(Alum & Polymer)
Chlorination
Lab/Maint. Bldg.
Anaerobic Digestion
Effluent Pumping
Effluent Outfall
Yard Piping
Mobilization
Sitework
Excavation
Electrical
HVAC

Controls & Instrument.
Sub-Total
Non-Construction
Cost (.2264)
CAPITAL
$ COST
42,900
110,000
51,700
181,500
84,700
143,000
29,700

40,700
132,000
85,250
23,650
52,800
77,000
33,000
88,000
110,000
106,700
23,100

37,400
$1,453,100
329,000

0 & M
$ COST
4,250
2,250
5,000
5,300
5,000
3,900
5,200

2,600
6,650
11,450
1,700
100






Sludge
Hauling 20,550
Yardwk. 1,650
Admin. 4,750

SALVAGE
19,300
33,000
31,000
0
50,800
42,900
0

15,850
59,400
38,350
0
31,700
46,200
0
52,800
0
0
0

0
$378,400
75,700

TOTAL
$1,782,100
$80,350
$497,000

-------
                                                                           1-2
                                           ALTERNATIVE #5
                            SALEM - COLLECTION

                              COST ESTIMATE
                                             Costs in 1978 Dollars
                                                 x $1,000
SERVICE AREA
1980
Service Area
flu-Site:
Silver Lake Park
Segment A and B
Cluster :
Segment E
25% Engineering Contingencies
Total
1990
Segment AA
1980-2000
Future Hook-Ups
On- Site
CAPITAL COST
8,307.21
229.64
7.38
253.61
8,797.84*
2,199.46
10,997.30
275.83
70.93
3.32
74.25/yr.
O&M COSTS
38.03
.08
.08
1.78
39.97
39.97
1.57
.41**
.03**
.44**
SALVAGE VALUE
3,796.96
28.24
.80
98.67
3,924.75
784.95
4,709.70
151.04
154.83
9.54
164.37
 *Includes costs for private sewer service line connections.
**Gradient per year over 20 years.

-------
                                                                            1-2
    0.70 MGD
                      ALTERNATIVE #6

     SALEM TREATMENT

  LAND TREATMENT - CENTRAL

AGRONOMIC APPLICATION RATES

   NO LAND PURCHASE COST

                           Costs in 1978 Dollars
PROCESS
Preliminary Treatment
Storage Lagoon (87 MG)
Fully Lined
On-Site Pipe
Land l-,54-7 Acres
CAPITAL
$ COST
53,600
519 , 750
105,000
-0-
0 & M
$ COST
4,250
2,500
150

SALVAGE
24,100
311,850
63,000
-0-
Application-Spray
  Irrigation
  Q Effective -1.13 MGD
  Center Pivot

Crop Revenues
   2,175,000
  102,273


 -221,595
 326,250
  TOTALS
  $2,853,350
$-112,422
$725,200

-------
                                                                           1-2
                                                    ALTERNATIVE #6
                               COST ESTIMATE

                             SALEM - COLLECTION
                                                  Costs in 1978 Dollars
                                                         x $1,000
SERVICE AREA
1980
Service Area
On-Site:
Silver Lake Park
Segment A and B
Cluster:
Segment E
Conveyance to Land
Application
TOTAL
25% Engineering
and Contingencies
1990
Segment AA
1980-2000
Future Hook-Ups
On-Site
CAPITAL COST
8,307.21
229.64
7.38
253.61
685.90
9,483.74
2,370.93
11,854.67
275,83
70.93
3.32
74.25/Yr.
O&M COSTS
38.03
.08
.08
1.78
1.00
40.97

40.97
1.57
.41*
.03*
0.44*
SALVAGE VALUE
3,796.96
28.24
.80
98.67
386.10
4,310.77
862.15
5,172.92
151.04
154.83
9.54
164.37
*Gradient per year over 20 years.

-------
                                                                           1-2
                                                      ALTERNATIVE 7
                                  SALEM

                              COST ESTIMATE

                       RAPID INFILTRATION - CENTRAL
    0.70 MGD
                             Cost in 1978 Dollars
PROCESS
CAPITAL COST($)    O&M COSTS($)
  TOTAL

Engineering & Contingency
  (25%)
 1,546,250
   386.563

 1,932,813
                SALVAGE VALUE($)
Preliminary Treatment
Stabilization Pond
Chlorination
Rapid Infiltration
Basin (Including Laboratory)
Mobilization
Sitework (Incl. Excv.)
Electrical
Yard Piping
HVAC
Controls and Instrumentation
Land (94 Ac.)
Ad-minis trat ion
Laboratory
53,600
616,000
48,950
253,100

33,000
121,000
107,800
77,000
22,000
35,200
178,600
0
0
4,250
15,330
3,500
15,330

0
0
0
0
0
0
0
4,400
4,000
24,100
369,600
19,100
151,900

0
72,600
0
46,200
0
0
322,600
0
0
46,810           1,006,100


   —      @ 20%   201.220

46,810           1,207,320

-------
                                                                            1-2
                                                       ALTERNATIVE #7
                               COST ESTIMATE

                               SALEM - COLLECTION
                                                   Costs in 1978 Dollars
                                                           x $1,000
SERVICE AREA
                           CAPITAL COST C$)  O&M COSTS ($)    SALVAGE VALUE C$)
1980
Service Area

On-Site:
  Silver Lake Park

  Segment A and B

Cluster:
  Segment E
                             8,307.21


                               229.64

                                 7.38
                               253.61

Conveyance to Rapid Infilt.  1,025.10

Effluent to Point of Disc.     428.05

  TOTAL
25% Engineering
  and Contingencies
                            10,250.99
                             2,562.75
                            12,813.74
38.03


  .08

  .08


 1.78

 1.91

 2.21

44.09
3,796.96


   28.24

     .80


   98.67

  564.18

  226.59

4,715.44
             @ 20%   943.09
                   5,658.53
1990
Segment AA

1980-2000
Future Hook-Ups
  On-Site
                               275.83
                                70.93
                                 3.32

                                74.25/Yr.
 1.57
  .41*
  .03*

 0.44*
  151.04
  154.83
    9.54

  164.37
*Gradient per year over 20 years.

-------
                                                                           1-2
                                              ALTERNATIVE #8
                         SALEM TREATMENT

                          COST ESTIMATE

                   CONVENTIONAL ACTIVATED SLUDGE
    0.45 MGD
                       Costs in 1978 Dollars
PROCESS
CAPITAL
$ COST
0 & M
$ COST
SALVAGE
Preliminary Treatment          25,850
Influent Pumping               71,500
Primary Sedimentation          32,450
Activated Sludge              126,500
Final Clarification            55,000
Mixed Media Filtration         55,000
Chemical Addition              13,600
  (Alum & Polymer)
Chlorination                   26,400
Lab/Maint. Bldg.               88,000
Anaerobic Digestion            52,800
Effluent Pumping               13,750
Effluent Outfall               29,150
Yard Piping                    49,500
Mobilization                   19,800
Sitework                       59,400
Excavation                     72,600
Electrical                     70,400
HVAC                           13,200

Controls & Instrument.         23,100

Sub-Total                  $  898,000

Non-Construction              203,300
  Cost  C.2264)
                       3,450
                       1,900
                       4,200
                       4,200
                       4,200
                       2,500
                       4,700

                       2,350
                       5,700
                       9,600
                       1,450
                         100
              Sludge
              Hauling 13,250

              Yardwk.  1,250

              Admin.   3,700
              11,650
              21,450
              19,450
                 0
              33,000
              16,500
                 0

              10,300
              39,600
              23,750
                 0
              17,500
              29,700
                 0
              35,650
                 0
                 0
                 0
             242,050

              48,400
TOTAL
$1,101,300
$62,550
$306,950

-------
                                                                           1-2
                                               ALTERNATIVE #8
                             SALEM TREATMENT

                               COST ESTIMATE

                            LAND TREATMENT - CENTRAL

                                    WILMOT
    .05 MGD
                Costs in 1978 Dollars
PROCESS
Preliminary Treatment
Storage Lagoon
CAPITAL
$ COSTS
22,500
148,500
0 & M
$ COSTS
1,200
500
SALVAGE
VALUE
10,100
89,100
  20 weeks storage
  Fully Lined

Transmission-Pipe
  Force Mains

Land 40 Acres
   $1900/Acre

Application-Spray
  Irrigation
  Q Effective = .084 MGD
 12,000


 76,000


217,500
   15
5,500
  7,200
           137 ,"250
 32,630
Crop Revenues
               -2.180
TOTALS
476,500
5,035
276,280

-------
                         SALEM - COLLECTION

                          COST ESTIMATE
                                                ALTERNATIVE #8
                                                  Costs in 1978 Dollars
                                                        x $1,000
                                                                             1-2
SERVICE AREA
CAPITAL COST    O&M COSTS   SALVAGE VALUE
1980



Service Area
On-Site:
Silver
Segmem

Lake
Us A,


Park
B,
T and S

5,366.

229.
11.

45

64
81

21.07

.08
.13

2,376

28
1

.86

.24
.28
_ Land Application:
    Segment U

  Overland Flow with.
  Wetlands Discharge:
   614.23
5.64
Total
                                10,699.56
                 42.54
275.54
Segments V, W, X, Y and Z
Cluster :
Segment E
!% Engineering Contingencies
2,083.91
253.61
8:, 559. 65*
2,139.91
13.84
1.78
42.54
988.15
98.67
3,768.74
753.75
           4,522.49
1990
  Segment AA
   275.83
1.57
151.04
 1980-2000
  Future Hook-Ups
  On-Site
    70.13
     5.32
                                    75.45
  .41**
  .41**
154.83
154.83
 *Includes costs for private sewer service line connections.
**Gradient per year for 20 years.

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                                                                             1-2
                                                ALTERNATIVE #8


                            SALEM TREATMENT

                              COST ESTIMATE

  LAND TREATMENT - CENTRAL OVERLAND FLOW AND WETLANDS DISCHARGE
    .18 MO)
                          Costs in 1978 Dollars
PROCESS

prpH™-,™ TrAซrt.AT,ซ.
Storage Lagoon
Fully Lined
Oxidation Ponds
CAPITAL
$ COSTS
54,000
200,500
222,750
0 & M '
COSTS
2,150
1,250
1,250
SALVAGE
VALUE
24,300
120,300
133,650
Chlorination - included
  in overland flow

Overland Flow                   371,250

Transmission
Gravity   1 ml.                 118,800

Land   85 Acres @  $1900/Ac.      161,500
                   13,300
                      400
             167,050


              71,300

             291,700
TOTALS
$1,128,800
$18,350     $808,300

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                    APPENDIX J

PRELIMINARY SITE EVALUATION:  PAASCH LAKE WETLAND,
             KENOSHA COUNTY, WISCONSIN

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                                             APPENDIX
                                                 J
           PRELIMINARY

         SITE EVALUATION
       Paasch Lake Wetland

    Kenosh*County, Wisconsin



            May 1978
        Robert H. Kadlec

        Donald L. Tilton
Wetland Ecosystem Research Group
     University of Michigan
      Ann Arbor, Michigan

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                            -1-
                          SUMMARY





     The purpose of this report is to present an initial



evaluation of the Paasch Lake wetland in Kenosha County,



Wisconsin with respect to its tertiary wastewater treatment



potential.  The upper half of the wetland currently is



acting as a nutrient and sediment trap for runoff waters.



It discharges at the midpoint to Paasch Lake/ a small,



multifunctional recreational lake.  The discharge from



Paasch Lake moves through a channel in the lower half of



the wetland out across Co. Rd. JS.  The upper half of the



wetland is marginally sized for the anticipated discharge.



No deleterious effects on flora and fauna would be likely,



but the quality and use patterns of Paasch Lake would



likely be altered by the discharge.-  -The fence row channels



in the wetland are presently carrying the moving surface



waters, thus any design would require effective surface



distribution of the added treated wastewater.

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                            -2-
1.  Water Budget and Water Flows



     The estimated annual water budget for the wetland is



given in Table I.  Precipitation values are averages for



Milwaukee, as reported by NOAA (U.S. Weather Bureau).



Evapotranspiration is calculated from solar radiation and



average temperature, according to the Thornthwaite method,



which has proven accurate in other wetland situations.



Total annual precipitation (731 mm) exceeds total annual



evapotranspiration  (607 mm), the balance occurring as net



runoff  (124 mm) .  Actual runoff occurs in a peak during



springtime; the pattern used here is:  March 20%, April 50%,



May 20%, June 10%.  This corresponds to both Thornthwaite's



recommendation and our field experience at a similar site



at Houghton Lake, Michigan.  Runoff during late summer and



winter  is probably not appreciable.  Run-in presumably



follows the same pattern, but must be less by the difference



between precipitation and evapotranspiration.



     Actual runoff was measured, in mid-May 1978, to be



240 mm/mo  (2450 m /d on 75 acres above Paasch Lake).



Storage was measured at the same time  (13 data points on



depths) and found to be 138 mm  (5.4 inches).  Thus, using



estimated precipitation, evapotranspiration, run-in and



run-off; coupled with this inventory number in mid-May,



the entire storage-time pattern can be estimated.  The



results are given in Table I.



     The drainage mechanism for the wetland appears to be



primarily channel flow along fence-row channels.  These

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collect water and deliver it to Paasch Lake after a



residence  time of about 17 days for the mid-May condition.



Flow in the axial fence row channel was measured at 1.0 ฑ0.2



cfs; and the outlfow to Paasch Lake was also 1.0 ฑ0.2 cfs.



Drainage out of the remainder of the lake-wetland system



at Co. Rd. JS was measured as 0.9ฑ 0.2 cfs.



     If the wetland were not channelled by the fence row, we



would expect a drainage rate of about 600 m /d.  This is



based on a surface hydraulic conductivity of 50 cm/sec  (from



out Houghton Lake results for the 5.4 inch water depth), a



gradient of 1.36 ft/mile (from our May 1978 survey) and an



approximate width of 400 meters.  The observed outflow



(2450 m /d) is considerably higher than the expected 600 m /d;



which lends support to the concept of channel flow along



fence rows.



     No data are available on possible subsurface flows.



However, soil probing indicates clay and/or marl underlays



the wetland.  This indicates a minimal communication and



flow between the surface waters and shallow subsurface



aquifers.

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                            -4-
2-  Water Quality



     Water samples were taken at selected wetland stations,



and analyzed for conductivity, pH, NH."1", N0~, PO4= (TDP) ,



Cl  and suspended solids.  Stations JS, 0, 1, 5 and 9 in



Figure 2 were sampled; the results are given in Table III.



Interior wetland points show relatively high nitrogen,



phosphorus, chloride and conductivity7 surface discharge



points into Paasch Lake and across Co. Rd. JS show lower



values.  This indicates that the wetland is currently



receiving a nutrient load from some external source,



probably agricultural runoff, and is doing an effective job



of nutrient removal.



     Suspended solids were present in trace amounts at all



locations; however our sample size was too small to determine



accurate numbers.  All were in the range 20-50 mg/S,, as



would be expected based on other comparable wetland situations.



     High readings on chloride and conductivity at interior



wetland points could be due to groundwater sources, or to



runoff from surrounding fields.  The later appears more



likely.  Nitrogen and phosphorus discharges from the wetland



are low, as would be expected for this type of wetland.



Values of pH are high for this type of wetland, indicating



the influence of runoff waters which have not yet equilibrated



to the usual slightly acid condition.  No nitrate was found;



this is the expected springtime condition.

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3.   Soil Processes



     A soil map is shown in Figure 3.  The central area of the



wetland area is Houghton muck with an organic matter accumula-



tion of 2.5-3.0 m in the middle and 10-20 cm at the edges.



Marl underlies the peat in the central region while clay



underlies the peat at the edges.  Cation exchange capacity of



this peat is known to be high (> 100 meq/100 g soil).  This



type of soil and depth of organic matter accumulation are



suitable for tertiary' stage wastewater treatment.  Permeability



of the Houghton muck and Palms muck is estimated to be 5.0-



16.0 cm/hour.  The impermeable soil and underlying clay



profile suggest that water movement is predominantly over



the surface and into Paasch Lake.

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                            -6-
4.  Flora



     The wetland west of Pausch Lake consists of two cover



types.  The majority of the area is sedge (Carex sp.)



with scattered cattail (Typha sp.)  areas of lesser extent.



Marsh marigold (Caltha palustris)  and currant (Ribes sp.)



are scattered about the wetland.  No rare or endangered



plant species were observed in the area.



     The distribution of sedges was clumped with 50% of the



sedge areas in open water.  Filamentous algae were prevalent



in these open water areas and algal populations will flourish



in these channels during wastewater application.

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                            -7-
5.   Use Patterns
     No sign of muskrat activity was observed although the
smaller cattail areas could support a small population.
Beaver were not present in the area.  Waterfowl were not
observed, although the area is probably a nesting site as
well as a feeding area for several waterfowl.  Although pike
(Ssox lucius) spawning was not observed, it seems likely that
such activity occurs in this wetland especially since pike
are caught from Paasch Lake.
     Human use of the wetland seems minimal.  At one time,
cattle were probably grazed on the land but no recent grazing
seems to have occurred.  The area has been fenced along
property lines, but the fences are in need of repair.
     Compared to the wetland, Paasch Lake has considerably
more recreational use.  Local residents fish the lake (winter
and summer) and some residents use the lake for swimming and
recreational boating.  There may be limited waterfowl hunting
during the fall.  The use of this area by the public,
especially for  swimming, detracts from its usefulness as a
wastewater treatment area.

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                            -8-
6.   Treatment Potential



     Applicable data on the amount and type of effluent



under consideration are included in the appendix.  The amount



of wastewater is 95,000 gpcd, increasing to 143,000 gpcd



in the year 2000.  Based on a four month irrigation season,



this means the 164 acre wetland/21 acre lake must be capable



of treating 429,000 gpd for a summer discharge.  Further,



a "winter" storage pond of capacity 4.65 x 10  ft  (ca. 18



acres at 6' working depth) would be required.



     A surface distribution piping system would be required



- presumably a gravity-fed system of 6-8 inch gated aluminum



irrigation piping.  Existence of fence row ditches would



require careful planning of water release to avoid excessive



channeling.



     Irrigation could be conducted after spring runoff has



ended, until early fall when low temperatures, plant senescence



and frost would limit treatment potential.



     In view of the focussing of the upper drainage basin



 (ca. 75 acres) on Paasch Lake, before further wetland



portions are encountered, only this upper area can be



regarded as the  "treatment" site.  The balance of the acreage,



as well as Paasch Lake itself, would probably provide some



lesser level of treatment.  The discharge would thus amount



to 1.5 inches per week on 75 acres during June-September.



Alternatively, the loading would be 28 people/acre.  This



is at the upper  limit of loading based on other experiences



with wetland treatment.



     At the current population level  (1976 data), the  loading

-------
would be 0.93 inches per week,  or 17 people/acre.   This



should  provide adequate rennovation of the wastewater -



if it is properly distributed.   Based on other experiences,



we would expect BODj. to be marsh background at the wetland



outflow point.  Entering suspended solids would be retained



in major part, but a discharge of natural suspended solids



would continue.  Nitrogen and phosphorus should be dramatically



reduced, probably by 90+ %.



     Chlorination is not recommended because of the adverse



effects of residual chlorine on wetland plants and microbes~



Summer dissolved oxygen should average at an acceptable



level, based on Houghton Lake, Michigan data.



     Effects of the added treated wastewater would be



minimal as far as wetland flora and fauna are concerned.



The more aquatic species, such as cattails, would encouraged,



at the expense of the more terrestrial species such as



currant.  It  is clear, however, that the use patterns of



Paasch Lake would be altered.  Fishing and swimming would



no longer be  recommended activities.  Further eutrophication



of the lake would occur over some time span.

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J

-------
-11-
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-------
                                                                  -14-
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                      -15-
                 Table II

Measured Soil Elevations and Water Depths,
       Paasch Lake Wetland May, 1978

     [Stations are keyed to Figure 2]
Station
Number
0
1
2
3
4
5A
5B
5C
5D
5E
5F
5G
6
7
Distance from
Paasch Lake
Spillway
(m)
0
20
100
150
200
260
260
260
260
260
260
260
300
400
Relative
Soil
Elevation
(m)
•
0.219
0.323
0.323
0.442
0.433
0.454
0.430
0.500
0.509
0.491
0.491
0.466
0.475
Water
Depth
(cm)
40.5
29.0
30.6
30.6
7.6
20.4
12.8
10.1
10.1
5.2
5.2
2.4
7.6
7.6

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                       -16-
                  Table III

'  Water Chemistry at Selected Points in the
        Paasch Lake Wetland May 1978
ition
9
5
1
0
JS
: Conductivity
umho/cm
1020
1010
850
650
820
PH
7.6"
8.2
7.9
8.5
8.7
mg/ฃ
120
165
58
43
76
mg/i
0.22
0.62
0.04
0.04
0.04
NO3
mg/JZ.
0
0
0
0
0
TOP
mg/i
0.35
0.45
0.045
0.11
0.09

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                                      -17-                                  J
                                  APPENDIX

                            WAPORA  PROJECT  662

                         PROPOSED WETLANDS DISCHARGE
                          KENOSHA COUNTY, WISCONSIN


I.   GENERAL INFORMATION

    A.   Proposed Wetlands Discharge  Site

        1.   Location:   northeast of  Lake Shangrila in sections  30 and 29  of
            "Paddock Lake" quadrangle (see accompanying USGS  topographic  maps,
            xeroxed copy and aerial  photograph of proposed wetlands  discharge
            site).

        2.   Area:  total area of wetlands (colored green on xeroxed topographic
            sap) approx. 164 acres;  area of  Paasch Lake approx. 21 acres,

        3.   Soils:   see attached SCS soil map.

        4.   Zoning: Kenosha County  Zoning Office has stated  that most of
            section 30 is zoned Agricultural; the NW 1/4 of the northern  half
            of section 30 (north of  County Road JS)   is zoned "A" Residential.

        5.   Current land use:  (based on Southeastern Wisconsin Regional  Plan-
            ning Commission [SEWRPC] data)

            a.  Sections 30 and 29  are largely managed as woodlands, svaaip-
                land or cropland (crop and rotation pasture); low density
                residential development is located NW of County Road JS.

            b.  There currently exists no public land on or near the proposed
                wetlands discharge site; no  land is expected to be publicly
                acquired within the 20 year planning period.

            c.  The Kenosha County Zoning Office identified some 26 landowners
                in section 30.  Inquiries may be made of the Kenosha County
                Tax Assessor's Office (414-656-6544) for names and addresses
                of homeowners in this area.

        6.  Air Quality:  The following data on prevailing direction and mean
            speed of wind over the proposed wetlands discharge site were ob-
            tained from the Climatic Atlas of the United States, U.S. Depart-
            ment of Commerce, 1977:

                      Prevailing direction    Approximate mean speed  Qnph)

            Jan.            E-SE                            12
            Feb.            E-SE                            12
            Mar.            W-SW                            11
            Apr.            E-SE                            11
            May            W-SW                            11
            June           N-NE                              9

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July
Aug.
Sep.
Oct.
Oct.
Nov.
Dec.
Annual
N-NE
N-NE
N-NE
N-NE
N-NE
E-SE
E-SE
E-SE
                                  -18-
                  Prevailing direction    Approximate mean speed (raph)

                                                       10
                                                       10
                                                       11
                                                       11
                                                       12
                                                       11
                                                       11
                                           '            11
B.  Population to be Served

    1.  Location:  residential area surrounding Cross Lake (Wisconsin.
        side only), Voltz Lake, Lake Shangrila, and Benet Lake.

    2.  Population:

        a.  ^1300 residents in 1976.
            ^2100 residents in 2000 (design year population),

        b.  estimated current seasonality approx- 5-10%.
C.  Wastewater Characteristics

    1.  'Type and pre-treatinent:  purely domestic wastewater to receive
        secondary treatment via oxidation ponds (at least two, with 6
        months storage capacity),

    2.  Effluent quantity

        a.  1976: ^1300 population x 60 gal/cap/day = 73,000 gal/day
                      + allowance for infiltration  =ป 16,777
                                            Total   - 94,777 gal/day

        b.  2000, design year:
                  ^2100 population x 60 gal/cap/day= 126,000 gal/day
                      -f- allowance for infiltration  =  16,777 gal/day
                                             Total  =142,777 gal/day

    3.  Effluent quality following pre-treatinent:  Based on a. review of
        the literature, the character of the effluent (prior to proposed
        overland flow treatment) is expected to be as follows:
                       Parameter              mg/1
                                               30
                     Total suspended solids    90
                     Dissolved oxygen          2-4
                     Total Phosphorus          10
                     Total Nitrogen           M.2

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                                  -19-
D.   Wisconsin Effluent Limitations for Wetlands Discharge

    1.  Regulations:  Wisconsin NR 104.02  (3)(b)3.  States that effluent
        discharged to wetland ("marginal surface water") shall meet the
        following limitations on both a weekly and monthly basis:
Parameter Monthly Avg.
(rag/1)
BOD5 20
Total suspended
solids 20
Weekly Avg.
Ong/1)
30 -
30
Other
(rag/1)
._
        Dissolved Oxygen. —             —            4 (min.)
        Total Residual
          Chlorine       —             —    •        0.50 (max.)

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              APPENDIX K

MANAGEMENT OF SMALL WASTEWATER SYSTEMS
             OR DISTRICTS

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                                                                       APPENDIX
                                                                          K-l
             SOME MANAGEMENT AGENCIES FOR DECENTRALIZED FACILITIES
     Central management entities that administer non-central systems with
various degrees of authority have been established in several States.
Although many of these entities are quasi-public, few of them both own and
operate each component of the facility.  The list of small waste flow
management agencies that follows is not comprehensive.  Rather, it presents a
sampling of what is currently being accomplished.  Many of these entities
are located in California, which has been in the vanguard of the movement
away from conventional centralized systems to centrally managed decentralized
systems to serve rural areas (State of California, Office of Appropriate
Technology, 1977).

                  Westboro  (Wisconsin Town Sanitary District)

     Sanitary District No.  1 of the Town of Westboro represents the public
ownership and management of septic tanks located on private property.  In
1974  the unincorporated community of Westboro was selected as a demonstra-
tion site by the Small Scale Waste Management Project (SSWMP) at the
University of Wisconsin to  determine whether a cost-effective alternative
to central sewage for small communities could be developed utilizing on-site
disposal techniques.  Westboro was thought to be typical of hundreds of
small rural communities in  the Midwest which are~iir need of improved
wastewater treatment and disposal facilities but are unable to afford
conventional sewerage.

     From background environmental data such as  soils and engineering
studies and groundwater sampling, it was determined that the most economical
alternative would be small  diameter gravity sewers  that would collect
effluents from individual septic tanks and transport  them to a common  soil
absorption field.  The District assumed responsibility for all operation
and maintenance of the entire facility commencing at  the inlet of the  septic
tank.  Easements were obtained  to allow permanent legal access to properties
for purposes of installation, operation, and maintenance.  Groundwater was
sampled and analyzed during both the  construction and operation phases.
Monthly charges were collected  from homeowners.  The  system, now  in operation,
will continue  to be observed by the SSWMP to assess the success of  its
mechanical performance and  management capabilities.

                                Washington State

     Management systems  have been mandated  in  certain situations  in the
State  of  Washington  to assist  in  implementing  the small waste  flow  manage-
ment concept.   In 1974  the State's Department  of Social and  Health  Services
established  a requirement for the management of on-site systems:  an
approved  management  system would be  responsible for the maintenance of
sewage disposal systems  when subdivisions have gross densities greater
 than  3.5  housing units  or 12 people  per acre  (American Society of Agricultural
Engineers 1977).   It is  anticipated that this  concept will soon be  applied
 to all on-site systems.

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                                                                         K-l
      Georgetown Divide (California) Public Utility District (GDPUD)

     The GDPUD employs a full-time geologist and registered sanitarian who
manage all the individual wastewater sytems in the District.  Although it
does not own individual systems this district has nearly complete central
management responsibility for centralized systems.  The Board of Directors
of the GDPTJD passed an ordinance forming a special sewer improvement district
within the District to allow the new 1800-lot Auburn Lake Trails subdivision
to receive central management services from the GDPUD.  The GDPUD performs
feasibility studies on lots within the subdivision to evaluate the potential
for the use of individual on-site systems, designs appropriate on-site
systems, monitors their construction and installation, inspects and maintains
them, and monitors water quality to determine their effects upon water leaving
the subdivision.  If a septic tank needs pumping, GDPUD issues a repair order
to the homeowner.  Service charges are collected annually.

     Santa Cruz County (California) Septic Tank Maintenance District

     This district was established in 1973 when the Board of Supervisors
adopted ordinance No. 1927, "Ordinance Amending the Santa Cruz County Code,
Chapter 8.03 Septic Tank System Maintenance District."  Its primary function
is the inspection and pumping of all septic tanks within the District.  To
date 104 residences in two subdivisions are in the district, which collects a
one-time set-up fee plus monthly charges.  Tanks are pumped every three years
and inspected annually.  The County Board of Supervisors is required to
contract for these services.  In that the District does not have the authority
to own systems, does not perform soil studies on individual sites, or offer
individual designs, its powers are limited.

      Bolinas Community (California) Public Utility District (BCPUD)

     Bolinas, California is an older community that faced an expensive public
sewer proposal.  Local residents organized to study the feasibility of
retaining many of their on-site systems, and in 1974 the BCPUD Sewage Disposal
and Drainage Ordinance was passed.  The BCPUD serves 400 on-site systems and
operates conventional sewerage facilities for 160 homes.  The District employs
a wastewater treatment plant operator who performs inspections and monitors
water quality.  The County health administration is authorized to design and
build new septic systems.

                   Kern County (California) Public Works

     In 1973 the Board of Supervisors of Kern County, California, passed an
ordinance amending the County Code  to provide special regulations for water
quality control.  County Service Area No. 40, including 800 developed lots
of a 2,900-lot subdivision, was the first Kern County Service Area  (CSA) to
arrange for management of on-site disposal systems.  Inspections of install-
ations are made by the County Building Department.  Ongoing CSA responsibilities
are handled by the Public Works Department.  System design  is provided in an
Operation and Maintenance Manual.

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                                                                        K-l
                           Marln County ^California)

     In 1971 the Marin County Board of Supervisors adopted a regulation,
"Individual Sewage Disposal Systems," creating an inspection program for
all new installations (Marin County Code Chapter 18.06).  The Department
of Environmental Health is responsible for the inspection program.  The
Department: collects a charge from the homeowner and inspects septic tanks
twice a year.  The homeowner is responsible for pumping.  The Department
also inspects new installations and reviews engineered systems.

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                                                                            APPENDIX
                                                                               K-2
                LEGISLATION BY STATES  AUTHORIZING MANAGEMENT
                       OF SMALL WASTE  FLOW DISTRICTS
     In a recent act,  the California legislature noted  that  then-
existing California law authorized local governments to construct  and maintain
sanitary sewerage systems  but did not  authorize them to manage small waste
flow systems.  The new act,  California Statutes Chapter 1125  of  1977,  empowers
certain public agencies to form on-site wastewater disposal zones  to collect,
treat, and dispose of wastewater without building  sanitary sewers  or sewage
systems.  Administrators of such on-site wastewater disposal zones are to be
responsible for the achievement of water quality objectives set by regional
water quality control boards, protection of existing and future beneficial
uses, protection of public health, and abatement of nuisances.

     The California act authorizes an assessment by the public agency upon
real property in the zone in addition to other charges, assessments, or taxes
levied on property in the zone.  The Act assigns the following functions to
an on-site wastewater disposal zone authority:

     o    To collect, treat, reclaim,  or dispose of wastewater without
          the use of sanitary sewers or community sewage systems;

     o    To acquire, design, own, construct, install,  operate, monitor,
          inspect, and maintain on-site wastewater disposal systems in a
          manner which will promote water quality, prevent the pollution,
          waste, and contamination of water, and abate nuisances;

     o    To conduct investigations, make analyses, and monitor conditions
          with regard to water quality within the zone;. and

     o    To adopt and enforce reasonable rules and regulations necessary
          to Implement the purposes of the zone.

     To monitor compliance with Federal, State and local requirements an
authorized representative of the zone must have the right of entry to any
premises on which a source of water pollution, waste, or contamination in-
cluding but not limited to septic tanks, is located.  He may inspect the
source and take samples of discharges.

     The State of Illinois recently passed a similar act.  Public Act 80-1371
approved in 1978 also provides for the creation of municipal on-site waste-
water disposal zones.  The authorities of any municipality (city,  village, or
incorporated town) are given the power to form on-site wastewater disposal
zones to "protect the public health, to prevent and abate nuisances, and to
protect existing and further beneficial water use."  Bonds may be issued to
finance the disposal system and be retired by taxation of property in the
zone.

     A representative of the zone is to be authorized  to enter at all reason-
able  times any premise in which a source of water pollution, waste, or con-
tamination (e.g., septic tank) is located, for the purposes of inspection,
rehabilitation and maintenance, and to take samples from discharges.  The

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municipality is to be responsible for routinely inspecting the entire system
at least once every 3 years.  The municipality must also remove and dispose
of sludge, its designated representatives may enter private property and, if
necessary, respond to emergencies that present a hazard to health.

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                                                                      APPENDIX
                                                                         K-3
              MANAGEMENT CONCEPTS FOR SMALL WASTE FLOW DISTRICTS

     Several authors have discussed management concepts applicable to
decentralized technologies.  Leaning and Hermason suggested that management
of on-site systems should provide the necessary controls throughout the
entire lifecycle of a system from site evaluations through system usage.
They stressed that all segments of the cycle should be included to ensure
proper system performance (American Society of Agricultural Engineers 1977).

     Stewart stated that for on-site systems a three-phase regulatory
program would be necessary (1976).  Such a program would include:  1) a
mechanism to ensure proper siting and design installation and to ensure
that the location of the system is known by establishing a filing and
retrieval system; 2) controls to ensure that each system will be period-
ically inspected and maintained; and 3) a. mechanism to guarantee that
failures will be detected and necessary repair actions taken.

     Winneberger and Burgel suggested a total management concept, similar
to a sewer utility, in which a centralized management entity is responsible
for design, installation, maintenance, and operation of decentralized systems
(American Society of Agricultural Engineers 1977).  This responsibility
includes keeping necessary records, monitoring ground and surface water
supplies and maintaining the financial solvency of the entity.

     Otis and Stewart (1976) have identified various powers and authorities
necessary to perform the functions of a management entity:

     o    To acquire by purchase, gift, grant, lease, or rent both real
          and personal property;

     o    To enter into contracts, undertake debt obligations either by
          borrowing and/or by issuing bonds, sue and be sued.  These powers
          enable a district to acquire the property, equipment, supplies
          and services necessary to construct and operate small flow
          systems;

     o    To declare and abate nuisances;

     o    To require correction or private systems;

     o    To recommend correction procedures;

     o    To enter onto property, correct malfunctions, and bill the owner
          if he fails to repair the system;

     o    To raise revenue by fixing and collecting user charges and
          levying special assessments and taxes;

     o    To plan and control how and when wastewater facilities will be
          extended to those within its jurisdiction;

     o    To meet the eligibility requirements for loans and grants  from
          the State and Federal  government.

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