EIS-75-3835D
METROPOLITAN SANITARY DISTRICT
GREATER CHICAGO
ENVIRONMENTAf IMPACT STATEMENT
Prepared by:
US ENVIRONMENTAL PROTECTION A<3ENCY
REGION V
Chicago, Illinois
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DRAFT ENVIRONMENTAL IMPACT STATEMENT
•^o
FOR THE
">
METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
DES PLAINES - O'HARE WATER RECLAMATION PLANT
AND SOLIDS PIPELINE
PREPARED BY THE
UNITED STATES ENVIRONMETNAL PROTECTION AGENCY
REGION V
CHICAGO, ILLINOIS
APPRO/ED BY:
/
VALDAS V. ADAMKUS
DEPUTY REGIONAL/ADMINISTRATOR
MARCH 1975
230 L;
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SUMMARY SIIKKT
(Chock On.e)
• J.'u.i' s i r-it . vo Ac! ion (X)
'• -" i i -, 1:'. 1.1 j-s -\i ' ; on ( )
-'• : ?. ies'f ; ' '>t i Y»N of action indicating -what States (and Conn tits)
, r .>•»•«•! !(.•!>';'i fy affected.
...• ,'i VIM .<• • ••! O Mare Water RerJ amat ion Plant (WRP) is designed as a
(-,''/-' f: • "i. .-:•••) In which carbouacoous biochemical oxygen demand (BOO)
tn.n:.ii:f - -i'i ,. rrmcii are removed JD two separate sols of aeration and
•*••••->, ' o;i i n!-. modules. irinnl effluent polishing and disinfect ion
i'-' (< ^ -,".-: ooip i. i ~hed 1>« dual mecisa ! i i i ers and in jor.t ion of sosiium
'in ' ' • .' .-,' aeraLion is to In- employed to raise (.he dissolved
'•>'!'-IM •"•.' (he plant pfflueni [>rior to discharge to Miggins (Irec.'k.
~( .-• -i M ci'i ,:';<•, !;iing would he transported via a pipeline to the MSDIX!
% - : '.'I-T <\;' further treatment.
i - . t-p ; •»! W-ater ReclamaL ii)n Plant will receive sanitary and com-
•• • ••.',-5j;«.> }J(-.,»& via a deep tunnel conveyance system (see the K1S on tlie
i.-i>-,rs'' ''le'.i? Conveyance System) from the following communities:
;i-,<•.!•! 'k !>;iti>. Bjffalo Grove, Des Plaines, Elk drove Village, Mount
•' f5Ti\s,j • ! i'efghts, Rolling Meadows, and Wlioeling, fllinois. The
,-• .>_:'-.;! •-.-• A.'"a -*s located in Cook County, Illinois.
'MM;,'I'.J * y 01 PI: ^iroument al impact and adverse environmental effects.
'' r-"- ! i >,-!"»MOTI Iriipacta
> ! !'• 1,' ijndl Ity
Dust, r-'.st iling from construction activities will he mi ri imi x,ed
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by UK Inn hard paved surlace-; and dust control incasui c ; .
2) Operation of construction equipment powered l>y internal
combustion engines will temporarily add to (hi- iir pollutant
loading. It is not anticipated that this would result in a
significant temporary change in ambient air quality.
3) Water Quality and Quartily
Increased siltation aid temporary flow interruption may occur
during relocation and channelization of Higgin:; Creek.
4) Noise and Vibration
Heavy machinery, trucks and other vehicles will be operated
during hours which cause minimum disturbance to resident i .j J
area.
B. Operational Impacts
1) Air Quality
a) Occasional odors may be detected from the proposed
WRP. These are expected to l>e infrequent due to
odor control measures and the absence of sludge
processing facilities.
b) The Water Reclamation processing facilities, especially
the activated sludge aeration tanks will generate a
limited quantity aerosols containing bacteria and virus
particles. The present state of knowledge indicates that
there is no demonstratable health hazard associated vith
these aerosols. (See Chapters 4, 5 and the Appendices
for detailed discussion) .
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2) Water Quality and Quanlilv Imparts
a) Tho proposed WRP Is designed to d i scli.i rge a lilj'.h
quality effluent of IH)l)r) (4 mg/l)SS(r> nig/I) and
NH3-N (1.5 mg/1). The effluent flow In the
design year is projected to be 72MGD.
b) Combined sewage overflows to Weller's Creek and
Feehanville Ditch will be reduced from approximately
80 to 6 flows a year. This will result in a 92% BOD
reduction and 75% flow reduction in combined sewage
waste overflows. The high percentage of BOD reduction
Is achieved through capture of the "first flush" of
storm flows.
4. Alternatives Considered
A. Nine site locations for the WRP
B. Underground, at grade, and at grade covered facilities.
C. Sewage treatment processes
D. Initial Design Capacity of 48, 60 and 72MGD and staging
additional modules of 24 and 12MGD versus initial design
of 72MGD.
E. Sludge processes and disposal alternatives
5. The following Federal State and local agencies are being requested
to comment on this Draft Environmental Impact Statement:
Council on Environmental Quality
Department of Agriculture
Soil Conservation Service
U.S. Army Corps of Engineers
North Central Division
Chicago District
Department of Health, Education and Welfare
Department of Housing and Urban Development
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Department of the Interior
Bureau of Outdoor Recreation
Fish and Wildlife Service
Geological Survey
Department of Transportation
Federal Aviation Administration
Energy Research and Development Administration
Argonne National Laboratory
Governor of Illinois
Illinois Institute for Environmental Quality
Illinois Environmental Protection Agency
Illinois Division of Waterways
Illinois Department of Conservation
Illinois Department of Public Health
Northeastern Illinois Planning Commission
Cook County Department of Environmental Control
Metropolitan Sanitary District of Greater Chicago
City of Des Plaines
Village of Elk Grove
Village of Arlington Heights
Village of Mount Prospect
Village of Palatine
Village of Wheeling
Others
6. Irreversible and Irretrievable commitment of resources.
Labor and energy expended in construction of the proposed
facilities.
Acknowledgement
Portions of this Environmental Impact Statement were taken directly
from the Environment Assessment prepared by the MSDGC (November, 1974),
and the "Facilities Planning Study - MSDGC Overview Report" and "O'Hare
Facility Area" (January, 1975) also prepared by the MSDGC.
iv
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TABI.K OK CONTENTS
Summary Sheet .......................... .
Acknowledgement . , . . ........... ..... ..... , iv
1 ., BACKGROUND ... ........ .
A. Identification of Grant Applicant ..... ....,
B. Description of the Proposed Action ....... „ .
C, General and Specific Location of the Proposed Action
D. Water Quality and Quantity Problems . . ......
E. Other Water Quality and Quantity Objectives
F. Costs and Financing ................
G. History of the Application ..... .
2. THE ENVIRONMENT WITHOUT THE PROPOSED ACTION
A. General .
I'.. Detai led Description
3. ALTERNATIVES
A. Capacity of the Proposed WRP
B. Location of Treatment System
C. Other Facility Alternatives . ,
D. Process Alternatives
E. Solids Handling Alternatives
4, DESCRIPTION OF THE PROPOSED ACTION
A. Treatment Facilities . . . . .
B. Effluent Disposal System . . .
C. Solids Disposal System . . . ,
5. ENVIRONMENTAL IMPACT OF THE PROPOSED ACTION ..........
A. Water ",~"i
B. Air Quality . . . , ,
C, Land . . , . ly-?',
D. Biology i>-''>•":
E. Environmentally Sensitive Areas ...... . .
F. Aesthetics , . . ,
G, Operating Personnel ..... .........
H. Impacts of Solids Processing ......
I. Findings , .
6. FEDERAL/STATE AGENCY COMMENTS AND PUBLIC PARTICIPATION . , , ,
7, SELECTED REFERENCES
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CHAPTER 1
BACKGROUND
A. Identification of Grant Applicant and Planners
The grant applicant for the proposed Upper Des Plaines Water
Reclamation Plant and Solids Pipeline is the Metropolitan Sanitary
District of Greater Chicago. The Facilities Planning Report for the
Metropolitan Sanitary District of Greater Chicago is comprised of
eight separate reports. These reports consist of an overview report
and individual reports for the seven facilities areas.
B. Description of the Proposed Action
The proposed O'Hare Water Reclamation Plant will be designed as a
two stage activated sludge process. Carbonaceous matter will be
removed in the first stage followed by biological oxidation of
ammonia to nitrite and nitrate in the second stage. Final effluent
polishing and disinfection prior to discharge into the re-routed
Higgins Creek will be accomplished by dual media filters and sodium
hypochlorite, respectively. The O'Hare WRP will also provide complete
treatment for combined sewer overflows entrapped and stored by the
O'Hare Tunnel Conveyance System. All of the waste activated sludge
generated in this plant will be pumped via force main to the John E.
Egan WRP (Salt Creek) for treatment and disposal. The projected
average dry weather flow by the year 2000 is 72 MGD.
C. General and Specific Location of the Proposed Action
The Upper Des Plaines Basin Covers an area of 58.2 square miles
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(37,250 acres) in the northwest portion of the Metropolitan Sanitary
District, shown in Figures 1-1 and 1-2. This area is predominantly
residential in character. Growth of the area has been stimulated by
several factors. Among the more significant of these is the proximity
of O'Hare Airport, the Northwest Tollway, the Tri-State Tollway, and
the Chicago and North Western Railway's tracks which bisect the basin
in a northwesterly direction.
The area includes the communities of Arlington Heights, Mount
Prospect, Prospect Heights, Wheeling, and a part of the City of
Des Plaines as well as newer urban developments such as Elk Grove
Village, Rolling Meadows and Buffalo Grove. As illustrated in
Figure 1-1, the boundaries encompass an area which lies generally
west of the Des Plaines River. Several major drainage courses traverse
the basin in a generally east-west direction and empty into the
Des Plaines River. Two of the waterways are of concern, since they
receive combined sewer overflows even during low intensity storms.
They are the Weller's Creek and Feehanville Ditch areas. No other
waterways within the Upper Des Plaines River Basin receive combined
overflows.
D. Water Quality and Water Quantity Problems in the Area
1. Sources of Water Supply in the Service Area
There are three water supply sources to the service area:
a. Groundwater from shallow glacial-till Silurian aquifer.
The well records indicate that the majority of wells in the
shallow aquifer are private domestic service with pumpout
rates between 5 to 50 gpm.
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r"
r,r .-,-=.'..$ L-...JJ J- \-..i \
•"•;'- ' -•-•' / ••'?, --"' ,-HJPPER DES PLAINES
"V ,,::'Y«ryt.__/ DRAINAGE BASIN \
~I' ^: ~::~«5«nEb;:*^""'W!!^«|!^n-Tr--TTTr:n:r^~:—r-rsn-A
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.-,'•- ;.-. 1,,^^: ^-Jx- V ^r V-v;i
' 7 --. .'. - -y ', " *i* !/- \1 '•-'I J\,j'<—
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T
Chicago
"p-i l"-s- ^--rv-- i^ !""'• i !l tv •!"
r^--, ,1 ( " V-j> " _ !U L'5
LEGEND ^ ,-'J s§
M.S.D.G.C. COMBINED-SEWER SERVICE AREA L..
C, 1, ::i ^—«x: :i ^:: .:> .
""::: ;' "r^-Ly '"* ? ::i. ^ -•! :ii"
FIGURE 1-1
METROPOLITAN SANITARY DISTRICT OF
GREATER CHICAGO GENERAL SERVICE AREA
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1-4
FIGURE 1-2
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b. Groundwater from the deeper Cambrian-OrdlvLcian aquiFer.
The pumpage rate in the region of the project has reportedly
exceeded the sustained yield of the Cambrian-Ordivician
acquifer which has resulted in a decline of the piezometric
head averaging about 10-15 feet/year in the project area.
The municipal and industrial pumpate appears to be from the
deep aquifer which estimated on population, may have amounted
to 20 to 25 MGD for 1970 in the project area.
c. Surface water from Lake Michigan. It is anticipated that
larger quantities of Lake Michigan water will be made avail-
able to municipalities outside of Chicago in the future to
limit the pumpage rates to the practical sustained yield in
the project area. Des Plaines presently obtains 70 percent
of its water from Lake Michigan through the City of Chicago
System.
For a more detailed discussion of water supply issues, see REGIONAL
WATER SUPPLY REPORT #8, Northeasternlllinois Planning Commission,
September, 1974.
2. Sanitary and Combined Sewers
Approximately 5,000 acres of the 37,250 acres in the Upper
Des Plaines Basin are expected to remain undeveloped and unsewered.
This 5,000 acre area consists of special use land such as the Ned
Brown Forest Preserve, cemeteries and the U.S. Military Reservations,
Of the remaining 32,360 acres, 26,298 acres are presently (or will
be in the near future) serviced by separate sanitary and storm
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sewers, and 5,952 acres are serviced by combined sewers. In
addition, there are 1,370 acres of separate sewered areas that
connect directly to the combined sewer systems in such a way that
the flows cannot be physically separated except through extensive
and costly construction. Figure 1-3 illustrates the area contrib-
uting combined overflows to the Upper Des Plaines project. Those
areas indicated are: 1) the combined sewered area, 2) the separated
sewer area contributing to the project, and 3) the boundaries of
all sewered areas contributing to Weller's Creek and Feehanville
Ditch. There are about 5,448 acres within the boundary of the
sewered area contributing to Weller's Creek and Feehanville Ditch
that are served by separate sewer systems. The storm flows from
these areas will continue to discharge directly into Weller's Creek
and Feehanville Ditch and are not a part of the proposed project.
At present all sanitary sewage, and the combined sewage in the
O'Hare Service Area, except for overflows, is finding its way into
Metropolitan Sanitary District interceptors through regulated
control structures, and is diverted through existing interceptors
to the MSDGC's North Side Sewage Treatment Works for treatment.
During wet weather, the North Side sewage treatment plant is
presently overloaded and existing interceptors are approaching
capacity. In addition, there is frequent discharge (average: 80
per year) of combined sewage to Weller's Creek and Feehanville
Ditch creating an unsightly, odorous condition, as well as a
potential health hazard. This untreated sewage then flows into
the Des Plaines River. Weller's Creek serves as the main conveyance
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*> \~~\\J '" " V>U
^ J.™J»s~.U^ —. )..'.-. 'C-
SEWERED AREA
CONTRIBUTING
TO WELLER'S CREEK
SEWERED AREA
ONTRIBUTING TO
FEEHANVILLE DITCH
.- SEPARATED AREAS
'ff CONTRIBUTING TO SYSTEM
Illllllll COMBINED SEWERED AREA
FIGURE 1-3
COMBINED-SEWER SERVICE AREA
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facility for the discharge from combined sewers serving the
watershed. Backup in the combined sewers is the; primary cause
for basement flooding. Some homes are affected in this manner
from almost all rainfalls in the watershed. Combined backup
will flood approximately 100 basements for the 5 to 10-year storm
event. Street flooding will begin to appear for this same storm
event.
Overbank flooding does not occur until the 25-30-year storm
event occurs.
The water quality standards that determine the effluent para-
meters for the proposed Wastewater Reclamation Plant are found in
the WATER POLLUTION REGULATIONS OF ILLINOIS.
E. Water Quality & Water Quantity Objectives in the Area Other Than
Solution of Preceding Problems
The following programs are relevant:
1. The Federal Water Pollution Control Act Amendments of 1972 (Public
Law 92-500) require:
a. Secondary treatment of wastes for municipal sewage and best
practicable treatment for industrial discharges by July 1, 1977.
b. Best practicable waste treatment technology for municipal
wastes and best available treatment for industrial wastes by
July 1, 1983.
c. All point-source discharges require a permit under the NPDES
program (National Pollutant Discharge Elimination System).
The NPDES permit states the allowable waste loading and flow
volume that can be discharged to a receiving stream, lake or
ocean.
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2. The National Flood Insurance Act of 1968 requires the designation
of flood-prone areas in the United States and participation by
the appropriate communities and homeowners to quality for national
flood insurance protection. The flood-prone areas in the O'Hare
service are have been determined for the 100-year storm event and
these maps, except for the Arlington Heights quadrangle, are
available from the Northeastern Illinois Planning Commission (NIPC).
3. The Flood Control Activities planned by MSDGC for the O'Hare Service
Area are discussed in Appendix A.
4. The MSDGC Tunnel and Reservoir Plan (TARP) for control of flood
and pollution problems due to combined sewer discharges in the
general service area of the MSDGC is described in Appendix B.
The U.S. Senate Committee on Public Works (93rd Congress, 1st
session) directed the Army Corps of Engineers to determine the
Federal interest in participating in the TARP program. Since the
Corps viewed any potential Federal participation to be a signifi-
cant Federal action, they determined that part of their response
in determining Federal interest should be the preparation of an
Environment Impact Statement (EIS). Prior to the issuance of a
draft EIS in November 1972 an Environmental Assessment (EA) on
the TARP program was prepared. USEPA participated in discussions
during the preparation of that EA and made suggestions with
respect to potential environmental impacts to be addressed. A
public hearing on the TARP EA was held July 26, 1973, and discussion
was presented. The O'Hare Service Area, since it contains some
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combined sewers, was considered in all alternative TARP plans.
In some TARP alternatives, UK- 0Miare service area was sewered
by tunnels only, with wastewater treatment occurring at the MSI)
North Side STP or WSW (Stickney) STP. Although this alternative
was considered, it was not supported in other engineering studies
for the (VHare Service Area. These reports support a WRP for
the OMiare Service Area and are discussed in Appendix C.
USEPA has determined that the OMlare Service Area can be
separated from the TARP program with respect to building the
treatment plant and the conveyance system to it. No determination
has been made with respect to building a combined sewage overflow
reservoir or interconnecting the proposed conveyance system to
the lower Des Plaines TARP system.
F. Costs and Financing
The preliminary cost for the first stage of construction (72 MGD)
estimated in July 1974 is $95 million for a Chicago ENR Index of 2290.
Of this total 25 percent, $23,750,000, would be financed by MSDGC
and 75 percent, $71,250,000, would come from Federal grants.
G. History of the Application
Most MSDGC projects proposed for the OMlare Service Basin have
i
been given a priority ranking of 31 by the Illinois Environmental
Protection Agency (IEPA). The following is a chronological listing
of major steps and events in the processing of the MSDGC grant
applications.
March 24, 1971 - Letter of Intent to apply for grant funds sent to
NIPC and the State Clearinghouse.
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March 5, 1973 - IEPA acknowledges receipt of applications.
April 12, 1973 - Environmental Assessment Statement (EAS) sent to IEPA.
September 21, 1973 - Application to USEPA for Demonstration Grant for
Engineering and Subsurface Exploration for an Underground Alternate
for the O'Hare Plant.
November 20, 1973 - NIPC found proposed Demonstration project to be
consistent with comprehensive regional planning.
November 26, 1973 - Meeting held in Washington, D.C. on the Demonstra-
tion Grant Application. Outcome was to deny MSDGC a demonstration
grant and recommended the MSDGC pursue a conventional construction grant.
December 13, 1973 - MSDGC formally withdrew pending Demonstration Grant
Application.
January 7, 1973 - USEPA acknowledges withdrawal of Demonstration Grant
Application.
January 11, 1974 - Step 2 grant application sent to IEPA supplementing
August 20, 1971 application.
January 31, 1974 - Required Infiltration/Inflow (I/I) Analysis for the
O'Hare Basin sent to IEPA.
March 6, 1974 - Receipt of I/I Analysis acknowedged by IEPA.
April 29, 1974 - MSDGC Facilities Plan sent to IEPA and the USEPA.
September 10, 1974 - Received status of grant application from IEPA.
December 1, 1974 - Draft of Environmental Assessment received by USEPA.
December 19, 1974 - MSDGC Public Hearing on the Des Plaines O'Hare
projects.
December 23, 1974 - Letter from USEPA to IEPA detailing supplemental
information which would need to be provided to complete the environ-
mental assessment.
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January 9, 1975 - Draft of MSDGC revised Facilities Planning
Study received by the USEPA.
January 13, 1975 - USEPA issued Notices of Intent to prepare draft
environmental impact statements for the O'Hare Water Reclamation
Plant and its related conveyance system.
February 6, 1975 - USEPA received Revised Environmental Assessment
and Responses of the MSDGC to Public Comments.
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CHAPTER 2
THE ENVIRONMENT WITHOUT THE PROPOSED ACTION
A. General
The Upper Des Plaines Area Service Basin, under the jursidiction of the
Metropolitan Sanitary District of Greater Chicago (MSDGC), is located in
Northern Cook County, Illinois, within the Chicago SMSA (Standard Metropolitan
Statistical Area) .
The service area Is a 58.2 square mile area in the northwest region of
the MSDGC 's total jurisdiction of 860 square miles within the County.
The service area has experienced rapid population growth during the last
15 years. The population for Northeastern Illinois increased 12.2% from 1960
to 1970. The following figures for communities to be served by the proposed
water reclamation plant (WRP) and tunnel system indicate this growth.
Community 1960 1970 % change
Arlington Heights 27,878 64,884 132.7
Buffalo Grove 1,492 11,799 690.8
Des Plaines 34,886 57,239 64.1
Elk Grove Village 6,608 21,866 231
Mount Prospect 18,906 34,995 85.1
Prospect Heights ... 13,333
Rolling Meadows 10,879 19,178 76.3
Wheeling 7,169 14,746 105.7
(All figures from U.S. Dept. of Commerce, Bureau of the Census, publication
Figure 1-2 indicates the service area and location of the communities.
The service area is predominantly residential in character. The area is 60%
developed and construction of light industrial facilities and residential
units (both single family and multi-family) is ongoing to date. The 1970
population for the area was 223,000. Growth in the area has been encouraged
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by several factors including the presence of O'Hare Airport, Northwest
Tollwny, Trl-Stnte Tollwny and the North Western Railroad Line.
The economic condition of the area's population is above the Chicago
SMSA median family income of $11,841 and State of Illinois Median family
income of $10,959.
1970 census figures indicate the following Median family incomes:
Arlington Heights $17,034
Buffalo Grove $14,833
Des Plaines $14,056
Elk Grove Village $14,155
Mount Prospect $16,503
Prospect Heights $15,992
Rolling Meadows $13,343
Wheeling $13,398
These figures indicate a healthy economic situation within the service area.
Few environmentally sensitive areas are within the service area. A
small portion of the Cook County Forest Preserve District's Ned Brown
Preserve of 3,600 acres occupies the western portion of the area. The Forest
Preserve District's holdings along the Des Plaines River are located in the
eastern portion of the area.
B. Detailed Description
1. Climate
The continental climate of the service area has relatively warm summers
and cold winters, with frequent short fluctuations in temperature, humidity,
cloudiness, and wind direction. Temperatures of 96° or greater occur in about
half of the summers while about half of the winters may have low extremes of
-15°. The mean annual temperature is 49°. Precipitation averages 33 inches
per year, with about 10% of this occurring as snow. Summer rainfall is
unevenly distributed in intense local showers while precipitation in the fall,
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winter, and spring tends to be more uniform over large areas. Winds are
most commonly from the southwest and the northwest, on an annual basis. An
annual windrose is presented in Figure 2-1. Monthly windrose charts are
presented in Appendix D, pages D-10 to D-21.
Tornadoes occur in Northern Illinois and are most prevalent in March,
April, May, and June. Other periodic hazards include severe thunderstorms,
hail, and ice storms. Fog is infrequent in the Chicago area.
Climatological data are available from O'Hare International Airport,
at the south of the study area.
2. Topography
The proposed plant site lies within the drainage basin of the Des Plaines
River. Tributaries to the Des Plaines include: Higgins Creek and the
Feehanville Ditch. The service area is 58.2 square miles, sloping from about
700 feet above sea level at the western boundry to about 625 feet above sea
level at the Des Plaines River, 6 1/2 miles to the east. Landforms are
gently rolling, with slight vertical relief. Most of the study area has
undergone the transition from a region of small towns and farm land to an
extensive suburban area of single family homes, apartments, and commercial
and industrial development.
3. Geology
The potential WRP sites are underlain by three geologic systems. The
stratigraphic sequence is the Quarternary System, the Silurian System and
the Ordovician System. (See Figures 2-2 and 2-3.)
The Quaternary System is composed soley of material from the Pleistocene
series. The formations contained within the series are the Wadsworth and
Wedron. The main constituents of both are clayey silts with sand lenses
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HOURLY WIND ROSE
w
NW
CHICAGO, ILLINOIS
O'HARE
ANNUAL
1956-1960
3.6% Calm
FIGURE 2-1
Concentric Circles Represent Composite
Percent Frequencies
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System
QUATERNARY
!
SILURIAN
(
ORDOVICIAN
Series
s t
/ Pleistocene 8
i
Ni ago ran
Alexandrian
Cincmnatian
Formation/Member
WADSWORTH
MEMBER
WEDRON
FORMATION
RACINE
(O -30O')
(WAUKESHA)
(O-t
' JOLIET
(40-70')
?0)
Romeo
Morkgraf
Brandon
Bridge
KANKAKEE
(20-50')
(EDGE WOOD)
(0-IOO'i
NEDA
(0-15')
& BRAINARD
c, SHALE
\ (O-IOO'I
Base
Column
:«\
Mi*y
"/tot
/
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desert
Description
Till and outwash deposits. Clayey silt with
sand lenses. (Gravel lenses possible but not
probable - described in soils report )
Bouldtry till, clayey silt with sand lenses,
grovel, boulders common near base and at
unconformity. (Described in soils report.)
Gray- brown, argillaceous, fine grained,
thin bedded dolomite containing reefs
of pure, gray, massive, vuggy, dolomite.
Gray, fine groined, silty dolomite.
(Generally absent in northern area )
Light gray, pure, porous dolomite.
Light gray, silty,very fine grained dolomite
Red or greenish gray dolomite and
mterbedded shale
Light brown, fine grained dolomite with
prominent wavy clay partings.
Brown to gray sholey dolomite.
(Cherty near top. Not recognized in
project area )
— Oolite and red shaleiGenerol ly^abxrif )
Oolite and red shale. (Generally absent)
Green to brown fossil iferous mud stone
bed
FIGURE 2- 2
STRATIGRAPHIC SEQUENCE
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ROCK TUNNELS
Surfoct
EARTH TUNNELS
-Surfact
+60_
+52
+ 5O
ESTIMATED
PIEZOMETRIC
HEAD UNDER
MAXIMUM
SURCHARGED
CONDITIONS
^
OVERBURDEN-
PREDOMINANTLY ^
CLAYS AND SILTS
> RANGE OF PREVAILING
GROUND WATER LEVELS
AT TIME OF SUi-SURFACE
INVESTI8ATION
CONC, LINING
PROPOSED 5'
TUNNELS EARTH
-4RAINARD
-SHALE
FIGURE 2-3
GENERALIZED STRATIGRAPHIC SECTIONS
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originating from glacial deposits.
The Silurian System lies under the Quaternary System and contains
material originating from the Niagaran and Alexandrian series. The Niagaran
series contains the Racine, Waukesha and Joliet formations. The Racine and
Waukesha formations are composed of argillaceous fine grained dolomite while
the Joliet formation is a lighter gray dolomite. The Kankakee and Edgewood
formations comprise the Alexandrian Series. Dolomite is also the major
portion of these formations ranging from fine to shaly in texture.
The final system is the Ordovician, composed of the Cincinnation series
which has two formations; the NEDA and Brainard Shale Red shale and fossil-
iferous mudstone comprise the majority of these formations.
The above discussion encompases approximately the first eight hundred
feet of earth. There are two main aquifers contained in the above mentioned
geologic structures. They lie in the Silurian and Ordivician Systems.
The Silurian aquifer has an average depth of 108 to 205 feet. It is
composed mainly of glacial till material. The uppermost material, in the
area of access tunnels and work shafts is slightly more porous than that
surrounding the rock tunnel. The coefficient of permeability (C ) of the
glacial till is 10 to 10~^ cm/sec. Because of the low C there will be no
significant release of water to the tunnel through seepage. Any seepage that
will occur results from openings primarily in the form of cracks and joints
in the rock. The location of inflows in this case can easily be located
after excavation, particularly within the machine bored section of the tunnel
and may be appropriately grouted. Another source of inflow may occur during the
boring of work shafts or access tunnels. The inflow will originate from
ground water seepage, to the upper portions of the shaft and tunnels. This
2-7
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seepage may also be arrested by the use of grouting techniques. Within
the formation there exists sand and gravel pockets which hold limited
amounts of water. Tf they are encountered by construct ion, the wntor may be
released to the tunnel. These quantities of water appear to be extremely
limited and are not known to be used as potable water supply sources.
As an overall view it is anticipated that the drawdown of the water
supply aquifier during operation of the facility will be virtually zero.
It is expected that grouting will reduce the groundwater flow into the
tunnels to less than 300 gpm over the total length of tunnels based on
the results obtained from previous projects. Tunnel lining which is planned,
will further reduce inflows.
Since the tunneling lies within the glacial till-Silurian system and
concurrently within the Silurian aquifier area, a discussion of the
Ordivician aquifer will be left to the water supply section of this statement.
Ground water and surface water recharge of the aquafiers will also be
addressed in that section. A more complete discussion of the bedrock geology
can be found in Appendix E.
4. Soils
The soils of the study area have developed from glacial parent materials,
under prairie and transitional (prairie to woodland) vegetation. Alluvial
soils have developed along stream flood plains. Most soils generally have
fairly slow permeabilites and high seasonal water tables, resulting in poor
drainage. Despite the slow drainage and flat topography erosion control is
desirable to avoid soil loss and the sedimentation of streams.
The proposed plant site is overlain by fill material of variable depth
consisting predominantly of silty clay to clayey silt with variable amounts
2-8
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of sand, gravel, organic matter, paper, wood, brick fragments, glass.
The depth of the fill varies from only several feet to as much as 25 feet.
In general, the average depth of fill is 10 to 15 feet. The enginnering
characteristics of the fill such as consistency, relative density, unconfined
compressive strength, dry unit weight, moisture content and textural
composition are extremely variable.
The two areas not overlain by fill, the northwest portion of the site
and the area south and west of Higgins Creek, are typically overlain by a
thin mantle of dark brown to black organic clayey silt.
Underlying the topsoil and fill material over the major portion of the
site are cohesive soils consisting of clayey silts and silty clays. These
cohesive soils contain variable percentages of sand and gravel with occasional
sand and/or silt seams or lenses. Pockets and lenses of sand and silt are
also incorporated in the soil mass. The engineering characteristics of the
cohesive soils vary within a normal range of typical cohesive glacial deposits.
Within the cohesive soils are numerous small and several larger pockets
or lenses of silt with variable percentages of clay, sand and gravel. These
deposits vary in thickness up to approximately 15 feet. The engineering
characteristics vary within a normal range.
Numerous small and several large pockets or lenses of granular soils
consisting predominantly of sand with variable percentages of clay, silt and
gravel are incorporated within the mass of the cohesive soils. These granular
deposits are more numerous in the eastern half of the site and vary in
thickness up to approximately 20 feet and are medium dense as indicated by
the standard penetration tests.
At the western portion of the site, limestone bedrock has been encountered
at about 85 feet below the ground surface.
2-9
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5. Hydrology
a. Surface Water
The study area is located in the drainage basin of the Des Plaines River.
Several small streams originate in the study area and flow eastward to join
the Des Plaines River. The streams and their drainage basins have been and
are being modified as the area develops. Named tributaries of the project
area include: Buffalo Creek and Wheeling Drainage Ditch; McDonald Creek;
Weller's Creek and Weller's Drainage Ditch; Higgins and Willow Creek; and
Feehanville Ditch. All of these watercourses have a 7-day once in 10-year
low flow of zero. The natural drainage boundaries for Weller's Creek and
Feehanville Ditch are indicated in Figure 2-4.
Weller's Creek, which has a total length of approximately 6.5 miles, is
joined by a number of smaller tributaries and drains an area of approximately
10,780 acres. Portions of this stream have been relocated, some areas have
been channelized and other areas are in underground conduits. Modifications
of dendritic extremities has been most extensive as many have been eliminated
by developments and other portions are underground. The vast majority of
this drainage basin has been urbanized.
Feehanville Ditch extends for approximately 2.5 miles and drains an area
of approximately 1,990 acres. This watercourse and its drainage basin have
been substantially modified by urbanization. The headwaters of Feehanville
Ditch are underground as is a portion north of Maryville Academy, and a large
portion of the stream has been channelized.
Higgins Creek is about five miles in length and drains approximately
5,000 acres before joining Willow Creek at a point approximately three to
three-an a half miles upstream from the Des Plaines River. The majority of
the Higgins Creek area is highly urbanized with some industrial and
2-10
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FEWHANVIL.LE
DITCH
FIGURE 2-4
NATURAL DRAINAGE BOUNDARIES
WELLER'S CREEK AND FEEHANVILLE DITCH
2-11
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agricultural uses. Higgins Creek has been filled, relocated and channelized
in several places.
The flow rates of Weller's Creek at Golf Road have been monitored by
the United States Geological Survey. The rates of flow are as follows:
two-year flood - 520 cfs; five-year flood - 900 cfs; ten-year flood - 1,200 cfs;
25-year flood - 1,600 cfs; 100-year flood - 2,400 cfs. No data are available
for the smaller drainage basin of Feehanville Ditch.
The water quality of Weller's Creek and Feehanville Ditch has drastically
deteriorated with the increasing urbanization of the respective drainage
basins. In the 21 years of record, as compiled and computed by the City of
Chicago, Department of Public Works, 1949 through 1969, approximately 7
million pounds of suspended solids and 1 million pounds of biochemical
oxygen demand have been deposited yearly into Weller's Creek and the Feehanville
Ditch during combined sewer overflow.
Grab samples of Higgins Creek at the proposed site after a prolonged
rainfall gave the following data:
pH - 7.5 Total Solids - 506
COD - 44 Total Coliform - 1,300,000
BOD - 8 Fecal Coliform - 250,000
Suspended Solids - 41 Fecal Strep - 9,000
The United States Geological Survey estimated the 10, 50, 100 and 500-year
flow rate of Higgins Creek at Mount Prospect Road to be 840, 1,250, 1,650
and 2,180 cfs respectively. The water quality in Higgins Creek is poor and
is probably below State standards. Existing urban activities contribute
polluted stormwater runoff to the natural flow of Higgins Creek probably
adding significant quantities of inorganic and organic pollutants.
The State Environmental Protection Agency sampled Weller's Creek during
1971. Table 2-1 compares many parameters of water quality with State standards.
2-12
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The water quality of Weller's Creek is below State standards for the following
parameters: dissolved oxygen, total dissolved solids, total phosphate,
ammonia, phenols and fecal coliforms. The water quality of FeehanvLlle
Ditch probably approaches the same magnitude of degradation as presently
exists in Weller's Creek.
b. Groundwater Aquifers in the Service Area
The Silurian bedrocks of the study area are overlain by 45 to 100 feet
of glacial material. The textural composition of material, which is often
interbedded, ranges from clay to clayed silt, and usually contains varying
amounts of sand, gravel and boulders. Waterbearing sand layers are common to
this glacial deposit. Analysis of drilling data indicates the water tables
of this area vary from 20 to 25 feet in the summer to around 40 feet in the
winter.
The shallow aquifers of this glacial drift are hydraulically connected
with the underlying Silurian rocks. Groundwater in the Silurian and Ordovician
rocks occurs in joints, fissures, solution cavities and other openings. The
water-yielding openings are irregularly distributed both vertically and hori-
zontally. Available geohydrologic data indicate that the rocks contain
numerous openings which extend for considerable distances and are interconnected
on an areal basis.
Large quantities of groundwater are withdrawn from wells in shallow
dolomite aquifers of Silurian and Ordovician age in northern Illinois. The
Niagaran and Alexandrian Series of Silurian age yield moderate to large
quantities of groundwater.
2-13
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Table 2-1
WATER QUALITY DATA OF WELLER'S CREEK*
COMPARED TO STATK STANDARDS**
Weller's Creek
Unit
State Standards
Water
Temperature (F°)
Number of Analyses 10
Maximum Value 75
Minimum Value 36
Average Value 55
Field Dissolved Oxygen (mg/1)
Number of Analyses 8
Maximum Value 8. 5
Minimum Value 0.0
Average Value 2.9
Turbidity (JTU)
Number of Analyses 10
Maximum Value 800
Minimum Value 17
Average Value 102
Total Solids (Dissolved) (mg/1)
Number of Analyses 10
Maximum Value 1,309
Minimum Value 234
Average Value 701
Biochemical Oxygen Demand (mg/1)
Number of Analyses
Maximum Value
Minimum Value
Average Value
1
5
5
5
The maximum temperature
rise above natural temperature
shall not exceed 5°F.
January 60° F. maximum
August 90° F. maximum
Not less than 6.0 mg/1 during
at least 16 hours of any 24
hour period, nor less than
5.0 mg/1 at any time.
No State standards
Waters slial] be free from unnatural
sludge or bottom deposits, floating
debris, visible oil, odor, unnatural
plant or algal growth, or unnatural
odor or turbidit}^.
1,000 mg/1
No State standards
State of Illinois
Water Quality Network, 1971, Summary of Data, Volume 2.
Environmental Protection Agency.
Illinois Pollution Control Board, Rules and Regulations, Chapter 3, Water
Pollution. July 1973.
2-14
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Table 2-1 (continued)
WATKR QUALITY DATA OF WELLER'S CREEK
COMPARED TO STATK STANDARDS
Weller's Creek Unit
PH
Number of Analyses 10
Maximum of Value 8.3
Minimum of Value 7.3
Average Value 7.7
Total Phosphate (mg/1 of PO^)
Number of Analyses 10
Maximum Value 4.2
Minimum Value 0.3
Average Value 1.7
Ammonia (mg/1 of N)
Number of Analyses 5
Maximum Value 3.8
Minimum Value 0.6
Average Value 2.1
Chloride (mg/1)
Number of Analyses 10
Maximum Value 395
Minimum Value 70
Average Value 181
Fluoride (mg/1)
Number of Analyses 7
Maximum Value 0.6
Minimum Value 0.3
Average Value 0.4
Iron (Total) (mg/1)
Number of Analyses 1
Maximum Value 0.1
Minimum Value 0.1
Average Value 0.1
State Standards
Shall be within the range of
6.5-9.0.
Phosporus as P shall not
exceed 0.05 mg/1.
Shall not exceed 1.5 mg/1.
Shall not exceed 500 mg/1.
Shall not exceed 1.4 mg/1.
Shall not exceed 1.0 mg/1.
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Table 2-1 (continued)
WATER QUALITY DATA OF WELLER'S CREEK
COMPARED TO STATE STANDARDS
Waller's Creek Unit
Phenols (mg/1)
Number of Analyses 7
Maximum Value 0. 6
Minimum Value 0.3
Average Value 0.4
Sulfate (mg/1)
Number of Analyses 10
Maximum Value 215
Minimum Value 42
Average Value 99
Fecal Coliforms (per 100 ml)
Number of Analyses
Maximum Value
Minimum Value
Average Value
10
80,000
400
18,180
Fecal Streptococcus (/100 ml)
Number of Analyses
Maximum Value
Minimum Value
Average Value
Coliform (/100 ml)
3
37,000
270
15,090
Number of Analyses 5
Maximum Value 700,000
Minimum Value 13,000
Average Value 188,600
Chemical Oxygen Demand (mg/1)
Number of Analyses 10
Maximum Value 120
Minimum Value 22
Average Value 49
State Standards
Shall not exceed 0.1 mg/1,
Shall not exceed 500 mg/1,
Based on a minimum of 5 samples
taken over not more than a 30 day
period, shall not exceed a geometric
mean of 200/100 ml nor shall more
than 10% of the samples during any
30-day period, exceed 400/ml.
No State standards
No State standards
No State standards
2-16
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Most water-yielding openings occur in the upper one-third of the shallow
dolomite aquifers. A good relationship exists between glacial drift and the
upper part of the shallow dolomite aquifers. Highest yielding wells are found
in areas where the glacial drift Immediately overlying the shallow dolomite
aquifers is composed of sand and gravel.
Probable ranges in yields of shallow d ^omite wells can be estimated from
specific-capacity frequency graphs, aquifer thickness and areal geology maps,
and water-level data. On the basis of these data, potential wells of the
project area could yield up to 40 to 60 gpm (gallons per minutes).
Recharge of the upper glacial drift-Silurian aquifer appears to occur
from local precipitation, but the low permeability of the overburden soils
may be reason to suspect some horizontal movement from the west.
The lower Cambrian Ordovician aquifer reportedly receives water from
horizontal movement in recharge areas in North-Central Illinois and Southern
Wisconsin; and vertical leakage through the overlying Maquoketa formation.
In 1958 this leakage was estimated to be approximately 11 percent of the total
water pumped from deep sandstone wells In the Chicago region. The vertical
leakage through the Maquoketa shale is generally due to the large differential
head between the aquifers (and locally may be facilitated by faults in the
rock).
According to Walton (Future Water Level Declines in Deep Sandstone Wells
in Chicago Region, 111. State Water Survey-Reprint Series No. 36, 1974)
the practical sustained yield of the deep aquifers in the Chicago region is
60 MGD which is less than the actual pumpage. It is anticipated that Lake
Michigan water may be made available to municipalities in the future to limit
the pumpage rates to the practical sustained yield in the project area.
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Regionally, the shallow groundwater aquifer system reportedly has a
supply in excess of pumpage and any lowering of the groundwater elevations
is not anticipated except for seasonal fluctuations and local variations
due to pumpage.
The pumpage rate and the pumpage subdivided by use over the whole basin
from this aquifer has not been establish^ !, but available well records indicate
that the majority of wells in the shallow aquifer art private domestic service
with pumpout rates between 5 to 50 GPM. Municipal -tno industrial pumpage
appears to be from the deep aquifer which estimated or population, may have
amounted to approximately 20 to 25 MOD for 1970, in the project area. (Average
per capita consumption 115 gpd) of which approximately 3 MOD (11%) infiltrated
from the shallow Silurian aquifer.
Regional groundwater quality and quanir.y data for Cook, Dupage, Lake
McHenry, Kane and Will counties are presented in Appendix F, This material
is available in Technical Report //8 - Regional Water Supply Report,
September 1974, by the Northeastern Illinois Planning Commission.
c. Water Quality & Quantity Problems
The sewage of the O'Hare Drainage Basin is presently conveyed to the
North Side Sewage Treatment Works. The capacity of the conveying interceptor
is 40 MGD. The present dry weather flow from the Basin is approaching that
limit. Combined sewers presently overflow to Weller's Creek and Feehanville
Ditch, both of which are tributaries of the Des Plaines River, during low
intensity storms. The problem is compounded in the Welier's Creek Basin by
domestic and industrial wastes discharged to the creek as combined overflows.
Basement flooding is common as are the unpleasant and unsanitary deposits of
waste along banks of the creek. Flooded street intersections are also an
2-18
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Inconvenience and hazard to health following moderately heavy rainfalls.
Four commercial or industrial waste treatment plant effluents are discharged
into Higgins Creek upstream of the proposed site. None Ls In violation of
the Industrial Waste Ordinance of the MSDGC but surveillance is necessary.
Additionally, water conservation measures are described in the Regional
Water Supply Report and are included in Appendix G.
d. Water Quality Management
Section 208 of the 1972 Federal Water Pollution Control Amendments Act
of 1972 provides for areawide planning for waste treatment management in large
urban - industrial areas of the nation which have severe and complex water
quality problems. The northeastern Illinois counties of which the service
area is a part have been identified as having such water quality problems.
The Northeastern Illinois Planning Commission is currently organizing a 208
planning effort with local governmental units. With the support of local
governments, the Governor of Illinois may designate an areawide waste
treatment management planning area (208 area) and may designate the North-
eastern Illinois Planning Commission (NIPC) as the official "responsible
planning agency" for 208 planning.
At this writing, the following service area governmental units have
supported through resolution, the designation of the six-county area and
NIPC as the 208 planning agency:
Arlington Heights
Mount Prospect
Des Plaines
Cook County
Buffalo Grove
MSDGC has prepared a proposal as to their participation within the 208
planning process.
2-19
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The Northeastern Illinois Planning Commission has also completed a
Regional Wastewater Plan (1971), which will be a major component of the 208
study.
The Illinois Environmental Protection Agency has the responsibility
for Section 303 of the 1972 Amendments whereby water quality problems are
identified and overall pollution abatement strategies are established
for all major river basins in the state.
e. Water Usage
With the exception of that part of the O'Hare Drainage Basin lying
within the City of Des Plaines, all potable and industrial water supplies
are obtained from groundwater sources. Des Plaines presently obtains about
70 percent of its water from Lake Michigan through the City of Chicago
system, with the remainder coming from groundwater sources.
Average daily pumpage by municipal systems in the O'Hare Drainage Basin
in 1966 and 1971, expressed in millions of gallons per day, was as follows:
1966 1971
Elk Grove Twp. 4.39 6.92
Wheeling Twp. 7.21 11.25
Maine Twp. 6.25 3.59
The increase in Arlington Heights in the five year period was about
2.0 MGD.
f. Flood Hazards
The United States Geological Survey (USGS) flood hazard maps indicate
the flood crest of 1957 as the maximum historical occurance. The flood crest
at the plant site proposed by MSDGC was approximately 656 feet above sea
level and overbank flooding occurred on portions of the site. The flood-prone
areas in the O'Hare service area have been mapped for the 100 year recurring
2-20
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flood event. These maps are available in 7.5 minute series (topographic)
from the Northeastern Illinois Planning Commission. Figure 2-5 indicates
the 100 year flood potential for the nine sites which have been suggested
for placement of the O'Hare WRP. Channelization of Higgins Creek is part of
the Willow-Higgins Creek Watershed plan illustrated in Figure 2-6. This
plan consists of locating storm reservoirs along Willow Higgins Creek and
channelizing various sections to protect against the 100 year flood. A
summary of the O'Hare area flood control activities is found in Appendix A.
Any grant award made to the MSDCC for a WRP will require that flood insurance
under the National Flood Insurance Act of 1968 is acquired and maintained.
6. Biology
Most of the study area has become urbanized, with the original prairie
vegetation and oak-hickory deciduous forests being replaced by agricultural
lands, yards, parks, and urban areas.
Principal remaining natural areas occur along the Des Plaines River and
its tributary streams, and in the Ned Brown Forest Preserve. A variety of
birds and small mammals inhabit the service area. Agricultural and urban
runoff have polluted streams and affected the original composition of stream
plants and animals. No endangered or rare species from State and Federal
lists are known to be present in this area.
Numerous rabbits have been observed at the proposed treatment plant site.
Vegetation at the site has been disturbed by man's past activities. It
consists largely of grasses and other herbaceous plants and some small trees.
7. Air Quality
In order to evaluate the existing air quality in the vicinity of the
proposed projects, air quality data was gathered from several sources. These
2-21
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-------
t/t
O
2-23
FIGURE 2-6
-------
included the Illinois Environmental Protection Agency, the Cook County
Department of Environmental Control , the City of Chicago Department of
Environmental Control, and an "Airport Vicinity Air Pollution Study"
conducted by the Energy and Environmental Systems Division of Argonne
National Laboratory.
a. Particulate Matter
The greatest amount of data available is the result of particulate matter
sampling. Data from the Argonne study indicate that for sampling stations
west of O'Hare levels vary from 46 jug/m-^ in upwind conditions to 66 ^ig/m for
downwind conditions. On the other hand, levels at stations east of O'Hare
3 o
vary from 112 jug /m in upwind conditions, to 66jug/m in downwind conditions.
The increase in particulate values when winds are from the west suggests that
the airport does make a measureable contribution to the particulate loading
downwind of the airport.
The primary national ambient nir quality standard is an annual average
no greater than 75 ^g/m-^ and a 24-hour maximum no greater than 260 /ig/m .
Samples taken on airport property show that 100% of the 24-hour values were
240 ^ig/tn-' or less while 100% of the 24-hour samples outside the airport were
180 ig/m-^ or less.
At a Cook County sampling station southeast of O'Hare (Franklin Park)
3
the annual mean concentration of particulate matter in 1974 was 74 jug/m .
At another station northeast of O'Hare (and downwind), the annual mean
concentration for 1974 was 67 _ug/m3. While both of these stations met the
primary standard for particulate matter, they were in violation of the
secondary standard of 60 ^ig/m . Data from a City of Chicago sampling station
east of O'Hare (Taft High School) from January, 1966 to December , 1974
2-24
-------
o
shows an average annual mean concentration of 89 jag/m . Obviously, it is
very difficult to draw any conclusions from this data because of the variability
of wind direction and the effects of surrounding area emissions. It does
appear however, that samples taken close to airport sources generally violate
standards, but that the concentrations of particulate matter decrease with
increasing distance from the airport.
b. Nitrogen Oxides
Because there is even less data available on this pollutant, it becomes
even more difficult to note any significant trends. National ambient air
quality standards state that, as an annual average, photochemical oxidants
o
should not exceed 160 jug/m nor should they exceed O.OSppm as a one-hour
maximum. While some samples taken during the Argonne study recorded levels
3
as high as 540 jug/m (or 0.262ppm), the variability in samples was extensive
O
with some readings as low as 2.4 yug/m . For example, samples taken along
the northern perimeter of the airport range from 220 ug/m to 540yug/m3.
o
Along the eastern perimeter of the airport values ranged from 52 /ig/m to
n
187 jug/m . Comparisons of samples on airport property and those outside
O'Hare show levels of 209 ^ig/m-^ for the former and 109/ug/m^ for the latter.
Results of samples taken by Cook County show an annual 1974 mean of
O 0 Q
65 /Jg/m with a range from 32 /jg/m to 110 yUg/m . Similar samples taken by
the City of Chicago east of O'Hare (Taft High School) indicate a 1974 annual
average of 0.036ppm. The Argonne study concluded that concentrations of
NO and NO were substantially higher is active mobile source areas of the
X
airport than in the surrounding neighborhood. The highest NO readings
X
were obtained at both the gate areas and near the ends of runways 14R and 14L.
As with particulate matter, it can be seen that monitoring over a long period
2-25
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of time results in annual averages which are well within the standards.
However, it is very common that in certain areas, spot samples will result
in readings which greatly exceed the hourly standard.
c. Total Hydrocarbons
In the case of this pollutant it was found that the background levels
of total hydrocarbons (THC) were so high that it was not possible, in the
case of the Argonne study, to determine the impact of aircraft emissions on
the air quality in the area. The maximum standard for a 3-hour period, which
o
is not to be exceeded more than once a year, is 160 yug/m (or 0.24ppm).
Sampling of the northern perimeter revealed THC levels from 1934 /ug/m to
*3 Q "^
2330 yug/tn with a range from 1700 yug/m to 1950 ^ig/m along the eastern
perimeter. THC levels outside O'Hare in Elk Grove Village (west of Site //I)
ranged from 1535 /Jg/nr to 2100yug/m^. The Argonne study noted that the high
background THC could be largely methane which is relatively stable in the
atmosphere while the contributions coming from aircraft may contain a substantial
fraction of reactive hydrocarbons so that these contributions could be
significant with regard to the production of photochemical smog.
The Argonne study indicated that it was highly questionable whether air-
craft emissions would have a detectable effect at ground levle because of the
interference with ground based emissions. Visual observations of the exhaust
plumes saw them transported to ground level at distances of about one to two
miles from the runway end. The visibility of the exhaust plumes near the
surface within one or two miles of the airport as well as their detectability
at flight levels suggest that at least one type of impact of particulate
emissions is to increase the atmospheric pall in the airport vicinity.
In general, it appears that air quality in the vicinity of the project
2-26
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sites is severely degraded because uf the proximity to O'Hare airport.
While comprehensive sampling indicates that the standards for some pollutants
are not violated, spot sampling would certainly indicate a noticeable
degradation of the air quality in the area.
8. Land Use
According to MSDGC estimates, the ultimate growth of the facility area
will include:
Residential & Commercial land uses 25,000 Acres
Industrial 7,300 Acres
Open Space (includes forest preserve, 9,400 Acres
cemeteries & municipal parks)
The growth trends have shown vacant land developed to residential,
commercial and industrial uses. Residential growth trends indicate multi-
family residential units becoming more prevalent than the past predominantly
single-family home suburban-type development.
Air and water quality may be threatened by the trend in land use
changes which include more people, cars, and construction of homes, offices,
industrial plants and shopping centers. The availability of vacant land is
not the only criteria for future development. Several open space agencies
exist within the service area (for example local Park Districts) which are
authorized to acquire lands for park and recreation purposes. These agencies
contribute to the overall environmental improvement by preserving lands for
recreational and environmental educational uses. The trend toward open space
preservation should be included in land use alternatives considered in the
various plans prepared by local agencies.
Comprehensive planning is the process by which a public planning agency
provides for orderly development of an area and promotes a desirable environment,
2-27
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By this process, physical development is coordinated in accordance with
present and future needs.
Plans and programs usually include a land use plan, a thoroughfare
plan, a common facilities plan and public improvements program. Administrative
and regulative measures to control and guide physical development according
to the plans include a zoning ordinance, an official map and subdivision
regulations.
A land use plan shows the location and extent of lands designated for
various kinds of residential, institutional, commercial, industrial and
public purposes. Current land use planning within the service area is being
carried on by a variety of governmental units.
The "Summary of Local Planning Documents in Illinois," prepared by the
State of Illinois Department of Transportation (1973) lists the following plans:
Arlington Heights Comprehensive Village Plan (revised 1967)
Preliminary Planning Report 1968
Des Plaines Comprehensive Plan 1971, Zoning Ordinance 1971
Elk Grove Village Comprehensive Plan, 1967
Mount Prospect Comprehensive Plan 1968
Rolling Meadows Subdivision Control Ordinance (amended 1964)
Wheeling General Development Plan, 1965
The Cook County Zoning Board of Appeals is currently preparing a new
zoning map and zoning ordinance. Additionally, the county has a traffic
safety study in progress.
9. Sensitive Areas
No properties included in or eligible for inclusion in the National
Register of Historic Places are in the area of the treatment plant and sludge
line. No rare or endangered species, at the State or National level, are
known to occur in this area. The major open space area is in the Ned Brown
Forest Preserve. It is important both as a biological and recreational resource.
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10. Population Projections and Economic Forecasts
The projected population forecast of the Northeastern Illinois Planning
Commission (NIPC) is shown in graphical form in Figure 2-7, and in Table 2-2.
The present population in the O'Hare Service Area is approximately 250,000.
The projected population for the design year of 2000 is 300,000.
Table 2-2. Population forcasts for the O'Hare Service Area. (Source:
Northeastern Illinois Planning Commission)
YEAR Forecast Population
1970 223,000
1980 261,000
1990 277,000
2000 300,000
Economic forecasts available are limited to projections of employment
by townships prepared by NIPC. The three townships principally in the O'Hare
Service Area are Elk Grove, Maine and Wheeling. The employment forecasts
for these townships are shown in Table 2-3.
Table 2-3. Employment forecasts for the O'Hare Service Area (Source:
Northeastern Illinois Planning Commission)
Township
Elk Grove
Maine
Wheeling
TOTAL
1970
37,257
52,767
24,916
114,940
1980
43,400
68,600
31,200
143,200
1990
46,300
74,300
34,300
154,900
2000
47,100
75,800
34,700
157,600
11. Other Programs in the Area
New federal legislation entitled the "Housing & Community Development
Act of 1974" provides the possibility of funding for community development
activities. Within the service area, two communities, Arlington Heights and
Des Plaines have populations greater than 50,000 and thus are eligible for their
own "entitlement" moneys. Cook County would be eligible for funds as an "Urban
County" under this Act. Sewer construction is one eligible activity under the
program. Future growth capacity could be stimulated by this federal program
and ultimately serviced by the MSDGC.
2-29
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POPULATION FORECAST
O'HARE FACILITY AREA
450
200
1970
1980
1990 2000
YEAR
2010
2020
2030
FIGURE 2-7
POPULATION FORECASTS
2-30
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ChapUT 3
ALTERNATIVES
A. Capacity of the Proposed WRP
Three capacities have been considered in sizing the proposed Water
Reclamation Plant. They are 48, 60 and 72 MGD. The ultimate design of
the facility for the O'Hare Service Area is projected at 96 MGD. (See
Appendix H for projection of ultimate size.)
To evaluate the design plant size, the MSDGC prepared a step by .step
derivation of forecasted flows as a Junction of projected residential,
commercial and industrial growth. The MSDGC flow analysis follows:
1. Derivation of Flows
In forecasting wastewater flows to be generated in O'Hare Facility
Area, the following information is required:
*Unit wastewater flow, Gallons Per Capita
Per Day (GPCPD), based on sewer gaging records.
*Projected rate of increase of sewage flow based on
assessment of historical data and future events.
*Projection of industrial flow.
*Quantity of allowable infiltration.
In 1970, flows from the O'Hare Service Area were measured and recorded
at the Rand Road Sewer Gaging Station. These data indicated that average
daily flow was 31.6 MGD.
Total Population in O'Hare Facility in 1970 = 223,000
Sewered Population in O'Hare Facility Area in 1970 = 200,700
Average Dry Weather Flow = 95% (Measured Flow) = 30 MGD
3-1
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liased on these assumptions, Liu- unit wastewater loading in the O'llare
Service Area in L970 was J50 (;]>(;|'n. This value i no hides contributions from
Domestic, Infiltration and Industrial sources.
2. Rate of Increase of Sewage Flow
In designing a sewage treatment facility it is often necessary to
consider the future flows in terms of anticipated increcises in population
and per capita flows. However, it has been suggested by the USEPA staff
that increase in per capita flow may not be valid for the O'Hare Facility
Area. To determine whether this claim was valid, water consumption
records for five communities situated in the O'Hare Facility Area were
analyzed. It was reasoned that historical data would offer the most reliable
information regarding trend and rate, of flow increase for the near future.
Water Consumption in 1966:
(1)
Community Per Capita Consumption
Des Plaines
Mt. Prospect
Arlington Hts.
Elk Grove Village
Wheeling
GPCPD for all Five
126
97
69
148
103
Communities =
15.567
(2)
Population
48,000
28,000
50,000
15,000
11,000
152,000
MGD = 102.43
Flow(MGD)
6.048
2.716
3.450
2.220
1.133
15.567
152,000
Water Consumption in 1970:
Community Per
Des Plaines
Mt. Prospect
Arlington Hts.
Elk Grove Village
Wheeling
(3)
Capita Consumption
138
97
98
131
91
GPCPD for All Five Communities = 22.199 MGD
(4)
Population
57,300
35,000
64,880
24,500
14,600
196,280
= 113.10
Flow (MGD)
7.907
3.395
6.358
3.210
1.329
22,199
196,280
3-2
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References and Bases:
(I) Based on "Report Upon Adequate Water Supply for the Chicago Metropolitan
Area 1969 to 2000", by Alvorcl, Burdic.k & Howson
(2) Estimated population in 1966 based on census data of 1960 and 1970
(3) Based on "Report on Water Supply for Northeastern Illinois 1972-2000",
by Alvord, Burdick and Howson
(4) Estimated population based on 1970 census data.
Therefore, historical data between 1966 and 1970 show that rate of
per capita increase including Domestic, Industrial and Infiltration flow
equalled (113.1 - 102,43)/4 years = 2.667 GPCPD/year.
In addition to historical data, rate of increase of future flow must
also be evaluated in light of such factors as industrial development,
adequacy of water supply, and probable water usage habits of people within
the O'Hare Facility Area. Assessment of these factors must by necessity
be based on incomplete data and opinions. Nevertheless, these factors
and their potential impact on future wastewater flows must be recognized
and accounted for in designing the treatment facility.
MSDGC has assessed the foregoing factors mentioned and concluded the
following:
a. Industrial Development
The O'Hare Facility Area is adjacent to O'Hare Airport and is
served by two major expressways as well as several railroads. Being bounded
by established communities to the east and southeast, the labor market is
excellent both in terms of skilled and unskilled workers. The Facility Area
also has considerable amount of open space which can be used for industrial
purposes. Thus, three key ingredients necessary for industrial development
(transportation, labor market and land) exist in or near the Facility Area.
Therefore, it is assumed that in the near future moderate to intense industrial
development will occur within the O'Hare Facility Area.
3-3
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b. Adequacy of Water Supply
Presently, the City of Des Plaines is the only community served
by the City of Chicago or Lake Michigan supply. Other communities located
in the Facility Area are dependent upon wells which provide a limited but
presently adequate supply. As communities expand, demand for more water
will either force these communities to seek other sources or to curtail
their growth. The most probably "other source" available to the communities
in the west is the Lake Michigan water via the City of Chicago. Several
reports have been prepared to date studying the feasibility of extending
Lake Michigan water to the inland communities. These reports have recommended
extension of Lake Michigan water supply as an action which would be mutually
beneficial to the City of Chicago and the suburbs. Therefore, it is believed
that in the future, an adequate water supply will be available to support
continued growth in the O'Hare Facility Area.
c. Water Usage Habits
The effects of this factor are difficult to assess because it
required subjective evaluation. Water usage habits.reflect the society's
so called lifestyle and is a function of among other elements, attitudes,
economic state (income) and social strata. The MSDGC has addressed these
factors and concluded that per capita flow will continue to increase in
the future.
Based upon the conclusions drawn above, it is assumed that recent per
capita increases as indicated by historical data will continue to occur in
the O'Hare Facility Area. Furthermore, the future increases are assumed
to occur in the following manner:
3-4
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1) Domestic per capita flow will increase almost linearly
reaching near maximum level around year 2000.
2) Industrial flow will increase in the 80's and 90's as result
of intense industrial development during this period.
3) Both unit Domestic and Industrial flows will remain relatively
constant after year 200 as near ultimate development will have
been attained.
3. Industrial Flow
Greeley and Hansen Engineers, in their report entitled "Report on Basic
Data", projected the following unit industrial flow for the MSDGC's
northwest area in gallons per acre per day (GPAPD):
Industrial Flow
(GPAPD)
1960 1985 2015
3200 5500 6400
Brown and Caldwell, in their report for O'Hare WRP, modified Greeley
and Hansen's estimate to the following:
Industrial Flow
(GPAPD)
1960 1985 2015
3200 5200 5200
Camp, Dresser & McKee, in their report for the Egan WRP (formerly
Salt Creek), serving Facility Area adjacent to O'Hare used a value of
6400 GPAPD for unit industrial discharge in 2020.
The MSDGC staff considered all of the above estimates and concluded
that unit industrial wastewater loading of 3200 GPAPD was reasonable. It
3-5
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was also concluded that this value would remain constant due to such factors
as increased recycling and more stringent regulations applying to industrial
discharges.
Based on NIPC Land Use information, the MSDGC staff estimated that
industrial land use will increase from approximately 2000 ac. in 1970 to
7300 ac. by year 2000.
Industrial development and flow is projected as follows:
Year Industrial Acres Flow MSP @ 3200 GPAPD
1970 2000 6.4
1980 5000 16.0
1990 6500 20.8
2000 7300 23.4
2010 7300 23.4
2020 7300 23.4
2030 7300 23.4
4. Infiltration
Maximum allowable infiltration in the O'Hare Combined Sewer Area
equalled 2.93 MGD in 197^^.
Maximum allowable infiltration in the O'Hare Separate Sewer Area
equalled 5.08 MGD in 1974 ^.
Estimated population in O'Hare Facility Area in 1974: Combined
Area = 59,200, Separate Area = 186,000, and Total = 245,200.
Therefore, assuming 100% of population to be connected, allowable
infiltration in 1974 in terms of GPCPD equalled:
Combined Area = (2.93/59.200)=49.5 GPCPD
Separate Sewer Area = (5.08/186,000)=27.4 GPCPD
3-6
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It can be assumed that population in combined sewer area (older
established part of the community) wili remain relatively constant.
Therefore, increase in allowable infiltration will be approximately
proportional to the increase of population in the separate sewered area.
Pop. in Comb. Flow (MGD)
Year Area x 1000 @ 49.5 GPCPD
Pop. in Sep.
Area x 1000
Flow (MGD)
@ 27.4 GPCPD
1970
1980
1990
2000
2010
2020
2030
59.
62.
63.
63.
63.
63.
63.
2
2
7
7
7
7
7
2.93
3.
3.
3.
3.
3.
3.
08
15
15
15
15
15
Projected Allowable
Year
1970
1980
1990
2000
2010
2020
2030
155
198
213
236
251
268
286
.6
.8
.3
.3
.3
.3
.3
Infiltration in Terms of
4.
5.
5.
6.
6.
7.
7.
GPCPD
34
45
84
47
89
35
84
Total All.
Infil.
7
8
8
9
10
10
10
Flow
.27
.53
.99
.62
.04
.50
.99
(MGD)
Pop.
X 1000
223
261
277
300
315
332
350
GP
CPD
33
33
33
32
32
32
31
Footnote:
(1) MSDGC I/I Analysis for O'Hare Service Area
5. Flow Projection
In the preceding sections, the following was established:
a. Measured flow in 1970 = 150 GPCPD (Ave. Dry Weather Flow)
b. Water Pumpage Record in 1970 - 113 GPCPD (Ave. for O'Hare S.A.)
c. Unit Industrial Flow in 1970 = (6.4/223,000)= 29 GPCPD
d. Allowable Infiltration in 1970 = 33 GPCPD
3-7
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Although water pumpage record LH a good indication of per capita
consumption, it usually does not represent the actual amount reaching
the sewer. Leakage within the water distribution system, water used
for gardens and lawns, and other miscellaneous uses account for the
disparity. For the O'Hare Facility Area, it is assumed that 10% of the
recorded consumption does not enter the sewer.
Therefore, unit wastewater flow from Industrial and Domestic sources
in 1970 was (113 - 10%(113))=102 GPCPD. Adding the allowable infiltration
Clow of 33 GPCPD, the total unit wastewater flow in 1970 should have been
102+33=135 GPCPD. The difference between the measured, 150 GPCPD, and
the calculated, 135 GPCPD, is attributed to excessive infiltration.
In summary, 1970 flow can be broken down to the following:
Source GPCPD
Domestic 73
Industrial 29
Allowable Infiltration 33
Excessive Infiltration 15
TOTAL 150
Using 1970 as the base, the O'llnre Facility Area flow is projected as follows:
GALLONS PER CAPITA PER DAY
Infiltration
Year
1970
1980
1990
2000
2010
2020
2030
Pop. (1000)
223(1-)
261
277
300
315
332
350
Domestic
73
80
94
113
116
117
118
Industrial
29
61
75
78
74
70
67
Allow.
33
33
33
32
32
32
31
Exc.
15
0
0
0
0
0
0
Total
150
174
202
223
222
219
216
Flow
(MGD
30
45
56
67
70
73
75
(1) Sewered Pop. in 1970 = 200,700
Design Flow = Calculated Flow x 1.1 (10% Reserve Capacity)
-------
DCS I v,n I1' low
Year
1970 33
1980 50
1990 62
2000 73
2010 77
2020 80
2030 83
While MSB has proposed the initial construction of a 72 MGD facility
as the most cost-effective plant size, USEPA has not yet fully concurred.
We will be further evaluating the cost-effective tradeoffs including
all relevant factors in constructing plant capacities of 48 and 60 MGD with
phased additions of 24 and 12 MGD modules versus initial construction of a
72 MGD facility. A specific capacity and the possibility of phased construction
will be recommended in the final EIS.
B. Location of Treatment System
1. Service Area Determination
After several engineering reports and studies, an MSDGC policy
decision was made for the division of the Northwest Region into four separate
areas for treatment works based on the following natural drainage basins:
Poplar Creek Basin, Upper DuPage River Basin, Upper Salt Creek Basin, and
Upper Des Plaines River Basin (O'Hare). (See Appendix C for a discussion
of these reports) .
Initially, the wastewater from portions of the Northwest Region was
treated at the North Side Sewage Treatment Works, located in the North
Side Service Area, and at the West-Southwest Sewage Treatment Works, located
in the Central Service Area. The North Side Plant is presently approaching
its effective treatment capacity. The volumes of wastewater originating
in the Northwest Region are of sufficient magnitude now to warrant local
wastewater treatment facilities. The Hanover Water Reclamation Plant has
3-9
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been built in the Upper DuPage River Has in. The John E. Egan Water
Reclamation Plant is under construction in the Upper Salt Creek Basin.
An agreement has been made with the Elgin Sanitary District to treat
wastewaters originating in the MSDGC1 s Poplar Creek Basin at the Elgin
Sanitary District's Main Plant.
The purpose of this project is to provide wastewater treatment facilities
for the O'Hare Service Area which is situated in the Upper Des Plaines
River Basin and to provide relief for the existing collection system and
treatment facilities in other basins.
2. Site Selection Criteria
The MSDGC has considered six possible sites and visually inspected
and evaluated the sites as to which suited the intended purpose. Three
additional sites were suggested by concerned citizens.
In selecting a site in 1965 - 1966 MSD applied the following criteria:
*The site must be at least 100 acres
*Least expensive in terms of land acquisition and plant construction
costs.
*The least cost for construction of the intercepting system and
plant outfall.
*Close proximity to a suitable receiving stream.
Since the original purchase of the proposed site by MSD in 1966 the
following changes in the collection system and proposed plant have occurred:
*Sludge treatment processing will occur at the John E. Egan Plant.
*A nonconventional interceptor system of drop shafts and tunnels
(see EIS on the tunnel conveyance system) is planned to transmit
wastewater to the proposed WRP.
3-10
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*The WRP plant has been designed so that it can be accomodated
on a rectangular plot of land of 65 acres approximately.
Because of these changes a re-evaluation of site criteria is warranted.
We believe the following site criteria are revelant.
a. The site must be large enough to accomodate the proposed WRP
with an adequate buffer zone for aesthetic reasons and to allow flexibility
for expansion of facilities to accomodate any new wastewater treatment
technology which may be required. While an exact acreage is difficult to
specificy a desirable total size appears to be in the range of 80 to 100
acres for the proposed facility.
b. The costs of land, construction, operation of the interceptors,
location of outfall and WRP construction should be minimized within the
constraint that environmental impacts are given proper consideration in
the selection process.
USEPA staff have visited all nine sites which are identified in Figure
3-1. A description of each site and a discussion of the availability of
these sites follows.
3. Site Alternatives & Conditions
Site //I (East of Elmhurst Road, South of Oakton Road, North of the
NW Tollway,Vacant, owned by MSB).
This is a 104 acre site that is bounded by industry on the east
and west, the tollway on the south, and residential property across Oakton
Street on the north. It would have direct access to the receiving stream
which would be improved and relocated providing flood relief upstream.
The only disadvantage to this site would be the location of Wille Road
which divides the site.After setting aside land for a buffer zone and road
3-11
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easements the LoLu.1 number of usablr .icrcs to the north and south of WLlle
Road is 65 and 28 acres respectively. This site would require 600 feet
to 700 feet of 7 foot diameter influent sewer tunnel to dewater the 20
foot diameter main rock tunnel of the conveyance system.
Site #2 (South of NW Tollway, west of Elmhurst Road, North (east of
Higgins) 112 acres, Vacant; owned by MSD).
This site is a triangular parcel with the north, light industrial and
utility on the eastern boundary, a developing industrial area to the north
west and west across Higgins Road. Some single family homes are located
west of the industrial development across Higgins Road. A receiving stream
is located on the site. This site would require 500 feet to 1500 feet of
7 foot diameter influent sewer to dewater the 20 foot diameter main tunnel.
Site //3 (O'Hare Maintenance Expansion area. Vacant; owned by city of
Chicago - not known to be in present airport expansion plans;
the availability of this site is questionable).
In 1966 the airport authority said the site was not available. Recently
(with the support of the airport authority) this site has been considered
for a stormwater retention flood reservoir but not for siting a sewage
treatment facility. This site is located in a vacant northern edge of the
O'Hare Airport property. A receiving stream is located on the site and
has had improvements made to it (for airport drainage purposes). A few
residences are to the north within an area that is predominantly industrial
development. This site would require 8,000 feet to 9,000 feet of 7 foot
diameter influent sewer to dewater the 20 foot main tunnel.
Site //4 (East of Elmhurst Road, south of NW Tollway, Unincorporated
Cook County).
The existing land use is a residential - trailer park. Extensive
3-13
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relocation of residences would be necessary, causing time delays increased
project costs and inconvenience to relocatees.
About 900 mobile homes are located on the site with additional mobile
home space under construction in the area vacated by a former Outdoor
Movie Drive-in. A receiving stream is located on the eastern edge of the
site. The tollway forms the northern boundary; Elmhurst Road is the western
boundary of the site. Light industrial development is west of Elmhurst Road.
Petrochemical storage tanks are located southwest of the site. This site
would require 1,000 to 2,000 feet of 7 foot diameter influent sewer to
dewater the 20 foot diameter main tunnel.
Site #5 (East of Bussee, South of Oakton).
This site has an industrial building under construction on it. This
structure divides this large vacant tract which is within Centex Industrial
Park. Higgins Road and Busse Road form the eastern and western boundaries
of the site. A residential development of approximately 30 single family
homes is to the south. A receiving stream is located on the site. This
site would require 3500 feet to 4500 feet of 7 foot diameter influent sewer
to dewater the 20 foot diameter main tunnel. In Des Plaines and unincorporated
Cook County.
Site #6 (West of Mount Prospect Road, south of Touhy).
This site has a few homes and several industrial developments. Old
Higgins Road bisects the proposed site. Extensive relocation of businesses
and residences would be necessary.
This site is fairly developed with industry and a few homes. Railroad
tracks form the western boundary. Old Higgins Road divides the proposed site.
3-14
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Biggins Creek is located on the north end of the site. This site would
require 6,000 feet to 7,000 feet ol 7 loot diameter influent sewer tunnel
to dewater the 20 foot diameter rock tunnel.
Site #7 (Approach area Runway 9L)
This site is located on O'Hare Airport, which owned by the City of
Chicago. Location of a WRP at this site may cause a safety hazard to aircraft
using Runway 9L. A receiving stream is located on the site. Railroad tracks
and Elmhurst-York Road are immediately to the west of the site. This site
is surrounded by industrial land (developed or proposed). This site would
require 13,000 to 14,000 feet of 7 foot diameter influent sewer to dewater
20 foot main diameter rock tunnel.
Site //8 (Vacant parcels south of Devon, west of Eltnhurst Road
One site (off Devon) exists north of the receiving stream,
another alternative, off Elmhurst, would be located south of
the receiving stream.)
Choice of this site might cause time delays due to its location in
another county (DuPage) where MSDGC does not have powers of eminent domain.
These sites are located east and south of the existing Centex Industrial
Park.
Vacant land and industrial development surround these locations.
This site would require 11,000 - 14,000 feet of 7 foot diameter influent
sewer to dewater main rock tunnel.
Site #9 (West of Busse, south of Oakton Unincorporated Cook County)
An industrial building (Halo Light Corp) is located on the site. It
does not appear to have ready access to a receiving stream. The parcel
is part of the Centex Industrial Park. This site would require 11,000 -
14,000 feet of 7 foot diameter influent sewer tunnel plan to dewater the
main rock tunnel.
3-15
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4. Environmental Factors Common to All Alternatives
a. Water Quality
Impact on the water quality will be beneficial and will be felt
on an area wide basis. The quality of the receiving stream will most likely
be enhanced due to the anticipated high quality of O'Hare WRP's effluent.
Other streams within the O'Hare Facility Area which presently receive
combined sewer overflows will also be improved as result of reduction in
such discharges. These improvements will be effected within and outside
the O'Hare Facility Area regardless of the plant location. Therefore,
it can be assumed that one site would be no more or no less advantageous
than another in terms of impact on water quality.
b. Noise
Noise generated by routine plant operation will be attenuated
by use of acoustical building materials and mechanical devices. Noise
will be minimized to the extent that it will not be detectable beyond the
plant limits. Hence, the site selection process is not affected by consideration
of noise as an impact on the environment.
c. Visual Effect on the Surrounding Area
The proposed O'Hare WRP is designed to have an aesthetically
pleasing appearance. The four main buldings will have an earthy brownish
brick facing mixed with glass and precast architectural concrete. Areas
exposed to the public will be architecturally landscaped. In general, the
plant complex will be similar in appearance to many office parks or light
manufacturing buildings found in the surrounding areas. Since all of the
sites considered, except Site No. 3, are within areas zoned for light
3-16
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industry, the plant is visually well suited for placement in any of the
sites considered. Thus, site selection process is not influenced to any
substantial degree by consideration of visual impact on the various sites.
d. Flood Potential
In order to avoid creating flow problems with the plant discharge,
the receiving stream will be improved. A floodplain compensating reservoir
will also be constructed to minimize the potential for flooding.
5. Preliminary Screening of Site Alternatives
a. Site-4, (Residential Trailer Park) Site 5, (Large Industrial
Building), Site 6 (Extensive Industrial Development) and Site 9 (Industrial
Building) are being eliminated, from further consideration since these sites
have physical structures committed to specific land uses. USEPA believes
it would be counterproductive to tear down existing structures and relocate
existing residences and industries when acceptable vacant sites exist within
the service area.
b. Site 7 is being eliminated because it lies in the "clear zone"
approach to runway 9L on O'Hare International Airport.
c. Sites 3 and 8 are being eliminated for the following reasons:
1) The availability of both of these sites is unknown at the
present time. The airport authority appears to be opposed to the construction
of a sewage treatment facility (Site 3) on its land. While Site 8 is
vacant and for sale, it lies in DuPage County and the acceptance by DuPage
County of siting a WRP in that location is undetermined.
2) The construction of the WRP should occur as soon as practical
to alleviate the degradation of Weller's Creek due to combined sewer
overflows and to provide treatment capacity for the O'Hare Service Area.
3-17
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3) The proposed Water Reclamation Plant appears to be adequately
designed and will have a positive environmental impact on the water quality
of the receiving streams in the area including the Des Plaines River.
4) The funding of needed water reclamation plants should not be
unnecessarily delayed. Water reclamation plants are necessary to prevent
severe degradation of water quality and as an economic stimulus to the
local and national economy.
6. Final Selection Process
Both Sites 1 and 2 are owned by the MSDGC. Each site has enough
acreage to allow plant layout that follows sound engineering design
criteria.
Site 1 has commercial and industrial land-use on 2 sides with residential
to the north and a residential area (beyond the tollroad) to the south.
Site 2 has higher percent of commercial and industrial land use around
it and has residential areas to the North West, North East, East, South East
and South West.
The Northeastern Illinois Planning Commission (N1PC) has identified by
24 categories, the acreage of actual land use as of 1970. The NIPC
"Landuse 70" elements by code number are:
1 - Residential - single family
2 - Residential - multi-family
3 - Residential - mobile homes
4 - Manufacturing - except wholesale
5 - Transportation, Communications, Utilities
6 - Railroad right-of-way
7 - Airports
8 - Streets
9 - Trade
10- Services - private
11- Services - institutional
12- Military
13- Cemeteries
3-18
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14- Entertainment assembly
15- Public buildings
16- Public and quasi-public open space
17- Mining and excavations
18- Vacant, Agriculture, Forest
19- Vacant - under development
20- Water - excluding public open space
21- Warehousing - storage structures
22- Shopping centers - including parking
23- Hotels, motels, transient lodging
24- Parking - independent ,
The land uses of the general quarter-sections within which Site 1
and Site 2, are located are given below.
Category Acres
1 - Residential single family 3.6
8 - Streets 28.8
18 - Vacant, agriculture, forest 126.0
Site #2
Category Acres
1 - Residential single family 2.4
4 - Manufacturing 47.1
8 - Streets 50.7
9 - Trade 16.9
18 - Vacant 186.2
21 - Warehousing 4.8
23 - Hotels 6.0
The site selected by the MSDGC for the WRP is site 1. Site 1 however,
is subject to objections by nearby residents. Some of the major concerns
expressed by local residents in the siting of the treatment plant was the
degradation of air quality due to odors being emitted from a sewage treatment
plant and the generation of aerosols during the processing of sewage which
might present a potential health hazard to the adjacent residential communities.
3-19
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In responding to these concerns the MSDGC has prepared position papers
on health effects (Appendix I) and odor problems (Appendix J). The EPA
Office of Research and Development of Region V corresponded with EPA labs
concerning the status of known health hazards. A questionnaire was developed
and distributed to people recommended by (1) USEPA staff, (2) three individuals
suggested by Mr. Richard Ward who represents the City of Des Plaines and
(3) the MSDGC (rfSDGC stated their position paper would represent their
response). The questionnaire, and responses to it can be found in Appendix
D.
During investigations into siting alternatives USEPA looked at the
possibility of maximizing distances to residences by alternate placement
of the WRP, on sites 1 and 2 (all distances are based on map estimations).
The center of the aeration tanks was used as the reference point in
determining distances.
Site 1 - present WRP layout (restricted to North of Wille Road by City
of Des Plaines refusal to vacate) From center of aeration tanks to:
(1) Residential area to North = 530 feet
(2) Residential area to South = 2,380 feet
Site 1 - Alternate layout (Wille Road vacated)
(1) Residential area to North = 1480 feet
(2) Residential area to South = 1480 feet
Site 2 - WRP located to maximize distance from site 1.
(1) Residential area to NE = 3,100 feet
(2) Residential area ESE = 2,640 feet
(3) Residential area SW = 1,840 feet
(4) Residential area NNW - 1,840 feet
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Based on all the information available, it is the conclusion of USEPA
that no demonstrable health hazard has been shown to exist with respect
to the operation of activated sludge facilities, such as the one proposed
for the O'Hare WRP. (Evidence supporting this conclusion is discussed
in detail in Chapter 5) .
In addition, USEPA believes that the odor control measures planned for
the O'Hare Facility will prevent problems from occurring. (See Appendix J
and Chapter 5). Therefore no advantage would be gained by choosing site
2 over site 1 on a basis of distances from residences.
Should it be the case that odor problems occur or that a health hazard
is shown to exist the MSDGC has indicated their willingness to take steps
to mitigate any future problem. In a letter to this agency MSDGC has
indicated that they will take every reasonable and rational action to
safeguard the health of the citizens it serves. (See Appendix K for
complete text of letter).
Since there is no known health hazard associated with the proposed
WRP and no significant odor problems are anticipated, USEPA finds no
significant environmental differences between sites 1 and 2. Since the
MSDGC has favored site 1 for the location of the Water Reclamation Plant,
USEPA concurs that site 1 is acceptable for funding under Public Law
92-500. The present buffer zone (150 feet) available on site 1 is smaller
than MSDGC had planned. In their original design MSDGC had proposed that
the City of Des Plaines would vacate Wille Road in exchange for building
a north-south road on the east end of site 1.
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C. Other Facility Alternatives
The following three subsystems were evaluated by the MSDGC: con-
ventional facility at grade, conventional facility at grade with covered
tanks, and an underground facility. Further discussion concerning various
environmental effects will be covered by a comparative analysis of the
effects caused by the three subsystems.
1. Aesthetics
All three alternate subsystems can be designed in an aestheti-
cally pleasant manner. While the underground facility may have less
than half the number of buildings, the total area of buildings com-
pared to total site area is a small percentage in either subsystem.
The at grade facility will have a moderate increase in the cost of
landscaping to screen the tanks. The covered at grade facility
will have an added increase in cost for aesthetics, aside from the
expense of covering the tanks.
The at grade facility has a low density of buildings and struc-
tures to the total site area. The buildings are designed with ma-
terials and form to be in harmony with the surrounding area. They
are arranged to serve the process and form an aesthetically pleas-
ing complex. Tanks are kept low in profile, with earth bermed up
to them where they do extend above grade. Further, the landscaping
has been designed to provide for both screening purposes and con-
trolled views into the plant site as dictated by aesthetic judgment.
The completely covered at grade facility subsystem presents a
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more difficult problem to design in an aesthetically pleasing man-
ner. The closely spaced geodesic domes which cover the sedimenta-
tion tanks are approximately 160 feet in diameter and 30 feet high
and will require more extensive use of landscaping.
Either the at grade covered facility or the underground faci-
lity will require extensive heating and/or ventilating over and
above that required by the conventional at grade facility. This
increased requirement will substantially affect the electrical
service station and result in an open metal structure some 30 feet
high which would be difficult to screen with landscaping.
2. Land Use
Tn reviewing the three alternate subsystems under consideration,
we find land area requirements to be virtually the same for all
subsystems.
The completely covered at grade facility subsystem would re-
quire a greater percentage of the site to be covered with struc-
tures than the other subsystems because additional building areas
would be needed to house additional air handling systems required
for ventilating the enclosed structures.
The underground subsystem would require four times the space
requirement for the electrical service station and emergency power
generation equipment than required by the at grade facility, but
would reduce the net site coverage by structures from the other
subsystem. The allowable rack removal for the Niagaran formation,
in which the underground facility would be constructed approximates
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25%. The effect is to spread the facilities out and, in fact, cover
an area, underground, similar to that required by the at grade faci-
lity with the 150 foot buffer zone provided. Because numerous air
shafts and vertical exit ways would be necessary for protection of
employees, the surface site area requirements would remain the same.
The areas of land between air intake and exhaust shafts and exit
stairways could be used for park activities, such as bicycle paths,
walks, and so forth, if a local park district would join the Metro-
politan Sanitary District in a joint effort. It is the opinion of
the MSDGC that no permanent structures for non-plant usage could be
constructed within the area of the site.
3. Safety
Normal safety measures are included in the design of the at grade
facility. Life safety requirements in either completely covered
facility would be increased because of ventilation, toxic gases
and explosive gases. The O'Hare Tunnel Conveyance System will con-
trol the level of wastewater in the tunnel by allowing sewer over-
flows at grade when the tunnel storage capacity is reached. This
condition could occur six times per year. If a malfunction should
occur, the possibility of flooding the underground facility does
exist. The requirement of meeting present code regulations for
exiting from a below ground facility would be more expensive and
more difficult. This would require numerous vertical shafts to
grade to meet maximum travel distances.
Many areas of an underground facility would have to be designed
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for explosion-proof construction. An extensive combustible gas
detection system and lack of oxygen detection system would have
to be installed. An extensive intercommunication and emergency
evacuation alarm system would have to be installed.
Redundant electrical systems would have to be provided to in-
sure the utmost in reliability for critical electrical equipment,
such as elevators, sump pumps, and critical ventilation systems.
Considering safety, it is our opinion that the underground fac-
ility is the least desirable alternate subsystem, while the other
two alternate subsystems are about equal.
4. Consumption of Resources
Both the covered at grade facility and the underground facility
will require a significant increase in ventilation as compared to
the conventional at grade facility. Due to the generally lower
temperatures of the surfaces within the underground facility, con-
densation can occur on those surfaces when moist ventilation air
is introduced into the plant operation areas. This situation will
result in wet walkways, fog, dripping ceilings, corrosion of elec-
trical fixtures and controls, and other safety and maintenance pro-
blems. To combat this in the summer time, the air must be mechanically
dehumidified prior to introduction into the underground chambers.
In the winter time the air must be heated before introduction into
the chambers and then mechanically dehumidified and reheated prior
to discharge to avoid the formation of an aesthetically displeasing
cloud at the ground surface. The underground facility would also
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require an increase in available lighting and would require con-
tinuous operation of those facilities.
The combined additional energy requirements for heating, ven-
tilating and lighting of the covered at grade facility over and
above that required for the conventional at grade facility would
be 9,000 KW. The cost of that energy would be approximately $35,000
per month. The combined additional energy requirements for heating,
ventilating and lighting of the underground facility over and above
that required for conventional at grade facility would be 35,000 KW.
The cost of that energy would be approximately $150,000 per month.
Both the covered at grade facility and the underground facility
would require an additional air handling building at grade not re-
quired by the conventional at grade facility. The construction ma-
terial required to cover the at grade facility is an additional
depletion of resources. The underground facility will, at best,
use the same amount of concrete required for the conventional at
grade facility in the areas of the aeration tanks and sedimentation
tanks, because added concrete would be required due to overbreak in
construction against rock and the advantages of common wall con-
struction in aeration tanks and of ring wall construction sedimen-
tation tanks will be lost.
5. Construction and Cost Considerations
The cost for mining of the underground facility is significant.
It could be related to the excavation work required for the con-
ventional at grade facility and the covered at grade facility.
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The volume of rock to ho mined is nl least four times as much as
tho volume of" earth to he excavated. The cost advantage in this
item would go to the two at grade subsystems.
The cost of labor for the building trades when working in a
mined environment performing work normally done in the open air,
is expected to increase approximately 25% over the at grade sub-
system costs. Part of this increase would be due to anticipated
loss of productive time for movement of workers to and from the
actual work stations.
The underground facility has the potential advantage of year-
round work on the project. However, sufficient work on the at
grade plant probably can be put under roof by a contractor to
keep his work force busy through the cold months. The projected
construction schedule of the underground facility is five years,
while the construction schedule of the at grade facility is three
years.
The cost of additional safety equipment, electrical equipment,
heating and ventilating equipment and construction materials is a
disadvantage to the underground facility and the covered at grade
facility.
Comparative Construction and Operation and Maintenance Costs
for the Three Alternate Subsystems are as follows:
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Construction Cost Operation &
$ Million Maintenance Cost
$ Million/Year
Conventional At Grade Facility 95.0 2.85
Covered At Grade Facility 125.4 3.33
Underground Facility 197.2 5.05
From the standpoint of construction and costs the least desirable
subsystem is the underground facility, while the most desirable is
the conventional at grade facility. The initial design of the faci-
lity should be a conventional at grade WRP.
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I). Process Alternatives
The MSIXIC's long range plan lor process and collection facilities
was developed on a total systems approach. Alternative methods of
meeting the needs of each of the MSDGC's sub-areas were evaluated.
The bases for adopting the selected facilities plan for each of the
sub-areas were cost-effectiveness, environmental soundness and com-
patibility with the total system plan.
1. Land Treatment Alternative
The MSDGC modeled their land treatment alternative after the
conceptualized system described in the "Wastewater Management
Study for Chicago - South End of Lake Michigan" (C-SELM)
prepared by the Chicago District Corps of Engineers. MSDGC
evaluated the alternative for a design year of 1990 assuming a
total flow of 2118 MGD and a service population of 5,770,000.
a. Objectives
The primary objective of any wastewater management system
is to economically remove waste constituents from all
wastewaters in an environmentally acceptable way.
Proponents of the Land Treatment system anticipate the
following treatment performance:
Constituents Effluent Concentration (mg/1)
COD 6
BOD 5 day 2
Suspended Solids 0
Dissolved Solids 500
Soluble Phosphorus 0.01
Ammonia NH^ 0
Nitrate & Nitrite 2
Organic N 0
Heat - Temp. (F) 53-78
3-29
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Constituents Effluent Concentration (mg/1)
Oils 0
Phenols 0
Pathogens, Virus Absent
Trace Metals 0
Boron 0.7
Arsenic 0
Cyanide 0
Absent or zero (0) means not detectable by standard testing
methods and current technology.
Inspection of the wastewater qualities for the C-SELM
area and the MSDGC service area indicate that the character-
istics of the two sources are very similar. Therefore, it was
concluded by the C-SELM that the MSDGC flows could be treated
without adjusting for differences in wastewater characteristics.
b. Brief Description of Land Treatment System
1) Treatment System
This system includes the wastewater lift stations
which convey wastewater from land conveyance tunnels to
degritting facilities and biological treatment lagoons.
The effluent from these aerated lagoons is then discharged
to storage facilities when irrigation of the wastewater
is not feasible. The storage lagoon water is chlorinated
prior to irrigation on the land at controlled rates to
coincide with the critical nutrient requirements of
agricultural crops during the growing season. Following
advanced treatment provided by the soil medium, the
percolated water is collected by a drainage system for
conveyance and returned by reuse tunnels to the MSDGC
Service Area.
3-30
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2) Sludge Management System
The treatment of MSDGC wastewater results in two
end-products: the treated effluent and the solids, or
sludge, removed during treatment. The treatment and
disposal of sludge is a major design consideration of
this wastewater management study.
The problem of dealing with the sludge is compli-
cated. The solids content of sludge represents only a
small percentage of its total weight, with the rest
being water, both cell tissue water and supernatant
water.
Land treatment sludges would have a high concen-
tration of decomposable organic matter. Sludge is ex
expected to be 6.0% total solids by weight with the
balance being water. Approximately 0.77 dry tons of
digested sludge would be produced per million gallons
of sewage treated. This yield figure includes grit.
Ultimate disposal of sludge generated as a by-
product of sewage treatment is accomplished by appli-
cation of sludge considered for the MSDGC system is
land reclamation.
The land reclamation approach assumes the application
of biological sludges to strip-mined areas in Illinois
at a controlled rate during a short period of time.
In the land treatment system, the solid wastes are
conveyed with the wastewater to the land treatment sites
3-31
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where, after biological treatment, they are stabilized
by anaerobic digestion on the bottom of the land treatment
storage lagoons. After a period of years, the digested
sludge is dredged from the bottom of the lagoon and
transported to land reclamation sites.
c . Land Treatment Process
1) Aerated Lagoons
It is proposed that the wastewater first be
degritted then treated in the aeration lagoons. The
land treatment modular design is based on provisions
for a 5000-acre surface water storage lagoon to handle
a 265-mgd average daily wastewater flow, and to provide
organic removals equivalent to secondary treatment in
a detention time of three days based on the 265 MGD
average daily flow. The working water depth in these
lagoons is 15 feet and the total area required,
including berms, is about 200 acres. The total
earthwork necessary to construct a three-celled
lagoon for the modular design exceeds three million
cubic yards. Aeration is provided by low—speed
surface mechanical aerator-mixers.
2) Storage Lagoons
The aerated lagoon effluent is conveyed by gravity
flow to the storage facilities to provide solids sepa-
ration and storage of wastewater when irrigation is
not feasible due to wet or freezing weather conditions.
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They are designed for a four-month storage capacity
at 265 MGD, or a total volume of nearly 33 billion
gallons of wastewater. An average water depth of
of 20 feet makes necessary a total surface area,
including berms, of 5,400 acres. A three-foot dead
storage volume is provided for solids accumulation
prior to sludge utilization. The estimated in-place
earthwork requirements for the construction of the
storage berms is 12 million cubic yards. The water
discharged from the storage lagoon would be chlor-
inated prior to land application, requiring facilities
with a capacity of 615 MGD or a peak chemical demand
exceeding ten tons per day, at a dosage of 4 mg/1.
3) Irrigation Facilities
Upon completion of chlorination, the lagoon
effluent is pumped to the irrigation lands for appli-
cation to the soil. The irrigation facilities consist
of pumping stations and a force main transmission
network to convey the water to irrigation machines
for application to the land. The irrigation system
results in a land utilization factor in the range
of 35 to 60 percent by minimizing disruptions to the
present land use. For the modular 265 MGD design,
an irrigation land utilization factor of 40 percent
is used; thus, 2.5 acres of land are required to
provide an acre of irrigated land.
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4) Drainage System
After passage through the soil, the reclaimed
water is collected in a drainage network of pipes and
channels to central access points for discharge to a
recalaimed water tunnel system and subsequent trans-
mission back to the receiving streams. The drainage
capacity is equal to the irrigation application rate
of 6 inches/week or the equivalent 615 MGD for the
modular site. The basic drainage criterion is the
maintenance of a minimum aerobic soil zone five feet
deep to facilitate the chemical, physical and biological
soil treatment processes so that effluent standards
may be attained. Thus, prolonged saturation and
increased salt content of the soils and resultant
crop losses are eliminated.
5) Effluent Characteristics
The Land Treatment Alternative is expected to
produce an effluent equivalent to that produced by
an advanced level of treatment. The equivalent of
primary and secondary treatment is first provided by
the aeration and storage lagoons, while land appli-
cation utilizing the biosystem of both the soil and
the cover crops will produce renovated water suitable
for almost all uses.
6) Sludge Treatment
Land treatment of wastewater produces two end-
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products, the treated effluent and the solids, or
sludge, removed during treatment. The latter is a
biological or organic sludge with a high concentration
of decomposable organic matter that could produce
offensive odors if allowed to decompose in an
unregulated manner. To prevent this, anaerobic
digestion is used to stabilize the organic matter.
This sludge is expected to be 6 percent total solids
by weight. The process is expected to produce 0.77
dry tons of anerobically digested sludge per million
gallons of sewage. As the soil in the strip-mined
areas contains only limited amounts of organic matter
or humus, the application of sludge serves to increase
the humus content and the fertility of the soil,
stimulating the growth of grass or trees for recrea-
tional uses.
d. Land Treatment System - Cost Estimate
The cost estimate for the MSDGC's Land Treatment
Alternative is modeled after the cost methodology used
in the C-SELM Report. Thus, where applicable, unit
process and component cost developed in the C-SELM Report
are used to estimate the cost of an equivalent system for
the MSDGC's Land Treatment Alternative.
In order to make the economic comparison of the various
treatment alternatives valid, all unit costs derived in
the C-SELM Report are adjusted by a factor of 1.3. The
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resulting adjustments reflect the 1975 costs based on an
EM Construction Cost Index (CCI) of 2400.
The capital costs of treatment processes included all
associated construction, field engineering, design, legal,
administrative and contingency costs, but do not include
land or sludge disposal costs. These cost factors are
treated independently.
A summary of the costs for the Land Treatment Alter-
native are given in Tables 3-1 and 3-2. More detailed
costs for the system components are presented in Appendix L.
Table 3-1
SUMMARY OF CAPITAL, REPLACEMENT AND ANNUAL COSTS;
Item
Lift Station &
Grit Removal
Aerated Lagoon
Storage Facilities
Irrigation System
Drainage System
Misc. Land System
Construction
172
155
303
775
429
120
1,954
Cost ($Million)
Present Worth
164
143
222
598
416
75
1,618
Annual
16.42
14.59
22.64
61.00
42.40
7.7
164.75
Capital Present Worth = $1,618 Million
Capital & Replacement - Annual = $164.75 Million
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Table 3-2
SUMMARY OF LAND TREATMENT SYSTEM COST ESTIMATE ($MILLIONS)
Present Worth
CAP.
Treatment $1618
Land 382
Sludge Mngmt 101
Conveyance 355
Reuse Convey 410
Res. Soil &
Rock Mngmt.
Total $2866
M & 0 Total
$15>5 $3143
38?
72 173
30 385
591 1001
48 48
$22(.6 $5132
Annual
CAP.
$165
39
10
36
42
—
$292
M & 0 Total
$156 $321
39
7 17
3 39
60 102
5 5
$231 $523
e. Environmental Impacts
The major Impact of the Land Treatment Alternative would
be on the water quality of the region. Within the area of
the plan, thert would be a measurable increase in dissolved
oxygen. Phosphorus and nitrogen discharges from municipal
and industrial sources would be reduced by 99 percent and,
from the first 2.5 - 2.85 inches of storm water runoff, by
97 percent, thereby reducing tie potential for algal blooms.
The plan would also provide enhanced instream recreational
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usage including fishing and an improved flow regimen.
Possible beneficial effects of the plan on aquatic
life and wildlife are relatively minor, and, therefore,
cannot influence any decision based on environmental
Impacts.
C-SELM Siudy (G-XIII-29, and Tables B-VII-B-1 and
B-VII-B-2) giv>s the following summary of chemical and
primary energy requirements and secondary energy re-
quirements (energy required to manufacture chlorine
used) for the land treatment system:
Resources
Chemicals
Chlorine (Ib/MG) 33
Primary Energy
Electrical (1000 BTU/MG) 22,400
Fuel (1000 BTU/MG) 100
Secondary Energy
Electrical (1000 BTU/MG 180
Natural Gas (1000 BTU/MG)(9,590)
Crop Drying (gas) 1,000
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However, an electrical requirement of about 25 percent
(5,600 BTU) must be added for conveyance, storm water
management and reuse systems. At 3414 BTU/KWH, the electrical
requirements will equal 8254 KWH/MG. At an estimated flow
in 1990 of 2,118 MGD for the MSDGC, the District's share
of the cost of electricity, at 0.025/KWH, would be $451,000/day.
This would represent an appreciable impact on the electricity
generating capacity of the area.
The natural gas credit is given on the basis that the
agricultural use of nitrogen fertilizer, which required the
consumption of a natural gas-equivalent fuel, is relieved to
the extent of the nitrogen applied by the sludge utilization
and wastewater irrigation programs. On the other hand,
consideration should be given to the fact that if reclamation
of strip-mine land is part of the program, the nitrogen
demands of reclamation are also one of the costs of the
program. Although it is proper to give a natural gas credit
for the agricultural program on cultivated land, since normal
cultivation would require nitrogen fertilizer, a credit for
the reclamation program is doubtful. Reclamation itself
should be the only credit.
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The major impact on resources will be on agricultural
land. To carry out the MSDGC's share of the program, it will
require the acquisition or leasing of a minimum of enough
land to construct 8.07 treatment modules (2118 MGD/265 MGD
per module). A module would have the following approximate
area:
Aeration lagoons, acres 200
Storage lagoons, acres 5,400
Irrigated land, acres 66,000
Total acres 71,600
Therefore, the needs of the MSDGC would require a
total of 71,600 x 8.07 = 577,800 acres of agricultural
land. This does not include the land requirements for
sludge disposal, since the latter would be carried out
only on strip-mine land. At 1350 dry tons of sludge
per day, accepting the figure given in the C-SELM Study
of an application rate of 100 dry tons per acre, the land
requirement would be 13.5 acres/day, or 4928 acres per
year.
f. Institutional Aspects
In a November 15, 1973 letter from this Agency to
Colonel James M. Miller, District Engineer, U.S. Army
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Engineer District, Chicago we pointed out the major
impediment in the way of the Land Treatment Alternative.
Briefly, there is no known method of implementation,
certainly none that would meet the necessary time schedule
imposed by PL92-500 or hy Illinois law. Quoting the above
letter, "the institutional arrangements in effect in the
area probably offer more nearly insuperable obstructions
to the achievement of effective urban management than the
technical difficulties". Also, "... a project of (this)
magnitude utilizing primarily good quality farm land does
not appear justifiable at this time". Again, "the public
hearings also emphasized the need to seriously address
the wisdom of converting a significant portion of the
nation's agricultural lands into a restricted land use".
Finally, "the apparently most economical alternative ...
that this study promotes has not been shown to be
environmentally sound or socially acceptable".
The MSDGC does not have the power of eminent domain
outside of its own area. The Land Treatment Alternative
indicates that it would be necessary to purchase 17,200
acres additional (C-SELM Study, Summary Report, Table VII-3)
The experience of the MSDGC indicates that it would be most
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difficult, probably Impossible, to buy or lease land
to the extent necessary to establish such a program.
Without regard to any other considerations, the
institutional objections to the Land Treatment Alternative
would appear to rule out its implementation at any time
in the foreseeable future.
2. RE-USE
a. Groundwater Recharge
The effluent from the O'Hare Plant may be of
acceptable quality for recharging underground aquifers,
however such recharging is not practicable under the present
state of the art.
The deep sandstone aquifers lie from 1,400 to 1,900
feet below the surface, and are overlain with many hundreds
of feet of impervious strata. The coefficients of trans-
missibility of the sandstone are so low that only small
amounts of water could be forced into the aquifer.
Any attempt to recharge the shallow dolomitic aquifer
would probably fail because of the impervious nature of the
rock itself, and the uncertain nature and continuity of the
crevices and solution channels.
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b. Surface Water Supply Enhancement
There are no known users of surface waters in the
O'Hare drainage basin. There are no known water-producing
glacial sand and gravel deposits in the basin.
c. Recreational Use
Water quality in Uiggins Creek will be suitable
for primary and secondary contact use. The size and location
of the stream may significantly limit its recreational value,
however.
3. Treatment and Discharge
The alternatives for the O'Hare treatment system, as
given below, reflect the analyses published in MSDGC planning
and design reports. As assumptions of plant loadings and
acceptable systems have evolved during the planning process,
it is to be noted that the reported loadings and assumptions
are not totally consistent with the final design criteria.
However, as the relative acceptability of the studied
alternative is not influenced by these changes in assumptions,
the reported alternatives are germane.
A 1968 Brown and Cladwell preliminary design report
as a treatment plant for the O'Hare area used the following
effluent standards for preliminary design.
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BOD 4 mg/1
SS 5 mg/1
Ammonia 2.5 mg/1
Dissolved Solids 750 mg/1
Fecal Coliform 1000/1.00 ml
Alternatives for treatment were analyzed by process;
preliminary, primary, secondary, and tertiary treatment. The
recommended processes were as follows:
a. Preliminary Treatment. Removal of gross floatable
mechanically cleaned bar screens with return of ground
screenings to sewage flow.
b. Primary Treatment. Removal of grit in aerated grit tanks
with grit hauled away for offsite disposal. Removal of
floatable material and reduction of suspended solids and
BOD in primary sedimentation tanks with skimmings and
sludge pumped to offsite areas for treatment and disposal.
Design of the primary sedimentation tanks to provide for
maximum efficienty in BOD removal.
c. Secondary Treatment. Reduction of substantially all of
the suspended solids and BOD by the activated sludge process.
Aeration tanks to be designed and operated for maximum
oxidation of carbonaceous matter only. Settling of activated
sludge in secondary sedimentation tanks with waste activated
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sludge pumped along with primary sludge to offsite
areas for treatment and disposal.
d. Tertiary Treatment. Reduction of suspended solids to
a maximum of 5 mg/1 and BOD to a maximum of 4 mg/1 on rapid
sand filters using dual media filter beds. Reduction of
anmonia to less than 2.5 mg/1 by pH adjustment and stripping,
Sludge removed from coagulation and sedimentation tanks to
be pumped along with primary and waste activated sludge to
offsite areas for treatment and disposal.
The ammonia stripping recommendation, however, was
estimated to cost more than an equivalent biological
nitrification - denitrification tertiary alternative. The
cost for ammonia stripping was estimated at $38 per million
gallons, and the cost for a nitrification - denitrification
system was estimated at $36 per million gallons. The
stripping alternative was recommended by the consultant,
Brown and Caldwell because of the following advantages:
1) The process is subject to positive control so that
the effluent nitrogen content can be consistently maintained
at a given level.
2) Conversion of ammonia nitrogen to nitrate nitrogen
is not required. This simplifies operation of the secondary
3-45
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treatment process and leads to the production of a secondary
effluent low in suspended solids and BOD.
3) Ammonia is removed in gaseous form and there are
no solid nitrogenous wastes requiring disposal.
4) Treatment with lime not only provides pH adjustment
but also reduced the phosphorus and dissolved solids in the
effluent at no additional chemical cost.
Two alternate modes of plant operation were given in
the report with regard to ammonia reduction,, as the choice of
the ammonia stripping alternative was not clear cut.
In 1970, the design criteria were revised. This
revision reflected the MSDGC's decision to proceed with a
biological nitrification tertiary system for ammonia removal.
The following factors indicated the selection of biological
nitrification:
1) The Brown and Caldwell ammonia stripping recommendation
was estimated by the consultant to cost more than an equivalent
biological nitrification alternative, $38 per million gallons
versus $36 per million gallons respectively.
2) As denitrification was not required in the immediate
future, the cost comparison was $38 per million gallons for
stripping against $11 per million gallons for biological
nitrification.
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3) It was not certain that a stripping system could be
operated efficiently in a cold climate.
4.0) Significant chemical additions to the flow stream were required
to increase the stream pfl and subsequently lower the pH.
The nitrification process selection was based on the
above discussion, and the conclusions in the Salt Creek Water
Reclamation Plant report. The selected criteria also recognized
that while two stage nitrification reflected the most conservative
approach to ammonia removal, this technology had not been
comprehensively demonstrated on a large scale. As a consequence,
MSDGC decided to design the plant so that it could be operated
as a conventional one stage plant or as a two stage, nitrification
plant.
4. No Action
The no action alternative involves retaining the present
wastewater collection system in the service area, with treatment
at the MSDGC North Side Plant. This arrangement can continue to
accomodate dry weather flows for an undetermined period, but cannot
treat the system overload during storm flows. About 80 storm
overflows would continue to degrade the area's stream annually.
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If no action is taken, the 29 outfalls in the study
area will, after December 1977, be in violntton of the Water
Pollution Regulations adopted by the Illinois Pollution Control
Board in July 1973, and approved by USEPA. These regulations
require that the effluent from existing combined sewers be
given sufficient treatment to prevent pollution or the
violation of applicable water quality standards by December
31, 1977.
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So I ids Hand I i Allernnl ives
1. Solids Stabilization Processes
The principal purposes for solids stabilization are to
render the material less odorous and putrescible and to
reduce the pathogenic organism content. The processes which
were examined included anaerobic and aerobic digestion,
composting, lime treatment and thermal methods.
a) Anaerobic Digestion
There are two general types of anaerobic digestion
processes. They ;ire the widely used heated anaerobic
digestion process and Lhe unheated anaerobic digestion
process. They are well established means of biological
sludge stabilization.
Anaerobic digestion has a low energy requirement. Power
consumption is much less than that required for other
stabilization methods considered. The digester gas
produced during anaerobic digestion has a heating value
of approximately 700 BTU/cubic foot and is used as source
of fuel for the digester processing heating requirements
and/or other plant energy requirements.
Following the anaerobic digestion process, a stabilized
sludge of 4.0% solids is produced containing nutrients of
6% nitrogen (as N) , 2.4% phosphorus (as P) and 0.4%
potassium (as K) on a dry basis. Thus, the sludge is suitable
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as an agricultural forli1fZIT. At present market costs,
the MSDGC's stabilized sludge has a commercial value, based
on nutrients, of $17.28/dry ton. This does not include
the humic content and its economic worth.
b) Aerobic Digestion
The process of aerobically digesting sludge is a modifica-
tion of the activated sludge process. It is based on the
principle that biological cells will use their own cell
material and dead cells present as food in the absence
of an external source of nutrients in the environment.
The process is made viable by the continuous aeration of
the waste sludge so that the sludge is always in the auto-
oxidation phase.
Tests conducted in aerobically digested sludge showed:
(1) a fairly high degree of digestion, (2) no disagreeable
odor, (3) nitrification and (4) improved drainability of the
digested sludge. Also, the supernatant contained a low
biochemical oxygen demand (BOD) and therefore would not
create as great a BOD load increase as an anaerobic digester
supernatant when recycled to the plant for treatment.
Aerobic digestion has the advantage over anaerobic digestion,
in that there is considerable reductions in supernatant BOD.
Significant reduction in ammonia-nitrogen has been observed
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in aerobic digestion.
c) Composting
Composting is a method which converts sludge into a
relatively safe humus-like material suitable for both
land application and landfilling.
Wastewater sludges that do not contain chemicals toxic to
microbial decomposition can be thickened and composted in
combination with relatively dry wastes. Raw sludge alone
may also be amenable to aerobic decomposition in a mechanical
composting unit with forced aeration, but such sludge is
generally gelatinous and has particles too fine for proper
aeration.
Composting may be defined as the aerobic thermophilic
decomposition of organic solid wastes to a relatively stable
fibrous humus-like material called the compost. Decomposition
is accomplished by various microorganisms including bacteria
and fungi.
Composting has been used in Europe and Asia for many centuries.
It is an outgrowth of age-old agricultural process in which
various types of organic matter are used to increase crop
yields and continues to be used in Europe and Asia.
Depending upon the system used, the composting mixture can
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develop temperatures of 120°I'1 or higher within a few hours
to a few days and can be free from pathogens within a period
of one day to several weeks. Successful killing of pathogens
depends upon good turning, mixing and aeration. As com-
posting progresses, the material appears to be increasingly
less capable of supporting pathogenic organisms. In open
air windrowing, curing follows the active digestion period.
For curing, the mass is stored as a large pile herein heating
continues for about a month and the number of pathogens
is reduced to a very low level.
Composting can be done to both digested and undigested
sludges using suitable bulking agents,
Wilson and Walker reported no problems with open air windrowing
of digested sludge with wood chips during mild weather, but
severe rain or below freezing temperatures hampered their
operation. Processed compost was successfully used for
bulking and seeding the compost feed in Los Angeles County.
Compost in this country has had a history of failure as a
commercial venture. Isolated cases of marketing the compost
are reported but this does not necessarily mean that compost
can be sold to support the operation.
d) Lime Stabilization
Raw primary and secondary sludges can be stabilized by adding
lime in a 25% slurry form. The process of lime addition can
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either be a continuous or a batch one. The addition of
lime to the raw sludge increases its pH. Satisfactory
stabilization can be achieved by lime treatment at such a
dosing (approximately 200-300 Ibs/dry ton for primary and
600-1000 Ibs/dry ton for secondary sludge) that the treated
sludge reached a pH value in the range of 12.2 to 12.4. The
pH of the treated sludge must be maintained above 11 for
14 days or more in order to make it acceptable as a fertilizer.
Experience with lime stabilized sludge indicated that it
can be ultimately disposed of on land. However, caution must
be exercised to ensure that no deleterious effects such as
odor generation or pest breeding occurs during or after
application.
e) Thermal Processes
Thermal processes for solids stabilization and solids
reduction are widely used. Included in this category of
thermal processes are heat drying and incineration.
The disadvantages of heat drying are as follows:
1) High energy consumption because 1000 BTU/lb of
water is required for drying the sludge. An
additional energy demand is required to oxidize
odorous organic compounds volatilized in the
drying process.
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2) High efficiency scrubbers are required to conform
to the IEPA particulate emission code.
Incineration and ash disposal are used by many municipalities
for solids reduction and disposal. Incineration oxidizes the
volatiles in the sludge solids and the resultant: ash and operated
incinerator can meet the stringent emission standards.
Of the many types of incinerators, only the multiple hearth
and the fluidized bed incinerators have found wide acceptance for
sludge incineration. Other types of incinerators such as rotary
kilns, atomized suspension, cyclone reactors, flash dryers, and
chain and grate, have operating difficulties because of poor
mixing of the combustibles and air. Also these units have rela-
tively small heat sinks making the operation too dependent on
sludge characteristics, thus making continuous operation
difficult. Therefore, these units are not efficient for sludge
incineration.
One of the major drawbacks of incineration as a means of
solids reduction is the great demand it puts on energy resources.
This is mainly due to the fact that normal dewatering methods
produce a sludge cake with relatively low solids content, often
containing a high portion of chemicals to aid dewatering. There-
fore, incineration consumes fuel to drive off large quantities
of water before the moisture content of the cake is reduced
to the point where combustion becomes self sustaining.
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The present energy shortage makes the energy intensive
incineration system economically unattractive. Coal can be
considered an alernative fuel for incineration, but present
air quality standard for SO^ emissions would necessitate
scrubbing equipment, more relaxed ordinances, or the use of
low sulphur coal. Therefore, the uncertainty over the future
availability of natural gas, oil, or low sulphur coal would
place the incineration process low on a list of possible
solids reduction process alternatives that the MSDGC might
consider at this time.
2. Solids Dewatering
In order to obtain maximum operational flexibility with
respect to the existing solids processing methods and the
proposed alternate methods for final solids disposal, mechanical
solids dewatering processes were investigated by the MSDGC. The
primary objective of any solids dewatering operation is to prepare
the material for the next step of the process, whether it be in-
cineration, landfilling, heat drying, or land application. Solids
dewatering has been achieved, using various mechanical methods,
namely, but not limited to, vacuum filtration, centrifugation,
plate and frame filters, and the belt filter press.
a) Vacuum Filtration
Vacuum filtration is probably the most widely used
mechanical method of dewatering sludge. Its popularity
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accounts for the following advantages: (1) a wide
variety of sludges can be dewatered; (2) filters
occupy a smaller space than sand beds or lagoons and
are unaffected by climate; (3) a relatively dry filter
cake that can be incinerated is produced, which
eliminates the need for digesters; (4) the solids
capture can be good, and (5) plant operations are
improved because filters offer some flexibility in
scheduling so dewatering can be coordinated with other
treatment processes.
From a negative point of view, important disadvantages
of the vacuum filtration are: (1) high operating cost
due mainly to excessive chemical requirements; (2) fre-
quent media binding required shutdowns, washing and a
resultant high labor cost; (3) odors from filtering
raw sludge; (4) the need for more highly trained filter
operators than are required by other dewatering techniques;
(5) lack of scientific control to accommodate fluctuation
in sludge quantity and quality; and (6) the necessity
for additional handling steps because filtration does
not represent ultimate sludge disposal.
b) Centrifugation
The increasing use of centrifuges in the wastewater
treatment field is a result of recent improvements in
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centrifuge design and the availability of reliable
performance data. Its growing popularity counts on
the following advantages:
1) The capital cost is low in comparison
with other mechanical equipments.
2) The operating and maintenance costs are
moderate.
3) The unit is totally enclosed so odors are
minimized.
4) The unit is simple and will fit in a small
space.
5) Chemical conditioning of the sludge is
often not required.
6) The unit Ls flexible in that it can handle
a wide variety of solids and function as a
thickening as well as dewatering device, and
7) Little supervision is required.
Overall, the operating characteristics of the cen-
trifuge was superior to that of the belt filter press
and vacuum filter when analyzed on digested waste
activated sludge.
With respect to chemical costs, an effective dosage
rate of 9 Ibs. polyelectrolyte per ton solids, achieving
solids recovery values of 97.6%, reflects chemical costs
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of $12.63/dry ton solids for chemical addition to the
belt filter press.
The adaptability of centrifugal dewatering of
digested sludge is a suitable compliment to anaerobic
digestion in the application of a dry solids on land
ultimate disposal mode of operation.
c) Belt Filter Press
The unit consists of two endless belts, similar to
conveyor belts, which run between pairs of rollers and
a rotating cylindrical mixing drum in which the sludge
and polymer are mixed prior to deposition on the moving
belts. The rollers are adjusted in a manner which
gradually brings the belts closer and closer together,
thus applying increasing pressure to the sludge that is
carried between them. It is in this pressure zone that
the filter cake is formed. Scraper blades at the
discharge end of the press then remove the cake from the
belts. After passing the blades, spray jets back-
wash both belts to remove any solids trapped in the fabric.
d) Plate and Frame Filter
This technique uses a porous media to separate the
solids from the liquid. The filter consists of alternating
a series of plates and frames with porous media placed
between each plate and frame. After precoating the filter
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media, the sludge is pumped into the press. The rake
which is formed nI so acts as a filter medium. The plate
and frame filter produces the dryest cake and has the
highest solids recovery of any mechanical dewatering
device. The major drawbacks are high capital and
operating costs.
3. Final Solids Disposal
The final solids disposal options available to the MSDGC
are landfill and land application. At the present time, the
MSDGC uses land application as a method of final disposal. How-
ever, for planning purposes, both methods are considered viable
techniques. Therefore, various combinations of solids stabili-
zation processes together with the two final disposal techniques,
taken singularly or together, were evaluated.
a) Land Application
Land application of stabilized sewage solids recycles
the wastes and enhances agricultural production. The
method of sludge disposal utilizes the fertilizer
value for the positive benefit to the environment.
Recycling solids to land for crop production has been
practiced as early as 1895 and is presently utilized
in many municipalities in this country and extensively
in Europe.
The major steps in utilization of wastewater solids
in a land application program are as follows:
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1) Stabilization of the solids.
2) Transportation of the solids to the
application site.
3) Distribution on the application site.
4) Planting and harvesting crops which remove
the nutrients.
5) Continuous monitoring of environmental and
ecological factors.
Studies on application of digested sludge indicate
that nitrogen loading is the controlling factor. Studies
indicate that 2" of liquid fertilizer per acre per
year supplies the necessary nitrogen consumed by non-
leguminous crops. Removal of nitrogen in the fertilizer
increases loading rates. Removal can be accomplished by
lagooning prior to application is the optimum method
of stabilizing the sludge solids.
The practice of land application of stabilized
sewage solids to enhance agricultural production has
advantages as follows:
1) It does not contribute to any environmental
pollution (air or water).
2) It conserves the organic matter for bene-
ficial use.
3) It is economical.
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4) It is permanent, i.e., it completed the
natural cycle.
b. Sanitary Landfill
Sanitary landfilling is a method of disposal
that involves spreading and compacting the solid
wastes into cells and covering them each day with
earth in a manner that poses no threat to the public
health of environment.
The major problems associated with landfills
are the production of leachate which may contaminate
the groundwaL^r and the accumulation of gas which
may catch fire or explode. The disadvantages of
the sanitary landfills for sewage sludge include
determination of a location which is economically
accessible to the plant, the dewatering of digested
sludge to 30% cake dryness to reduce leachate problems,
the collection and treatment of leachate before
discharge to surface waters and the monitoring of
local groundwater conditions to maintain water quality.
4. Environmental Considerations of Solids Stabilization Processes
a) Anaerobic Digestion
Anaerobic digestion converts raw materials, such
as fats, proteins, and pathogenic organisms to more
acceptable or more easily disposable products. Such
stabilization is required when it is to be followed
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by final disposal by landfilling or land application.
Gas produced in the process is captured and, being
principally methane, can be utilized as a fuel
supplement for total energy requirements of the
plant. Occasional was ing of excess gas by flaring
will cause a discharge of non-combustible gases,
such as carbon dioxide and water vapor, posing no
air pollution problem. Energy is consumed by
heating the digester contents and mixing with
recirculation pumps. The consumption is minimized
by using external heat exchangers with high transfer
coefficient, and non-clog centrifugal recirculating
pumps, with supplemental gas compressors for mixing.
Energy consumption is reduced further by the
use of fill material around the digester structure
to reduce process heat losses. The anaerobic
digestion system is self-contained in that it places
no environmental demand or ground and surface waters,
or any ecosystems.
b) Aerobic Digestion
Aerobic digestion produces a biologically
stable end product suitable for subsequent treatment.
Unless denitrification is utilized, the nitrates
will remain in the sludge supernatant eventually
being transported to the final effluent.
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Tin- inabi I iIy to utilize any methane gas from
the stab i I i/.at ion process may result In high operating
costs. The sensitivity of the biological reaction
rates at temperatures below 15 C (59°F), adequate
mixing and dissolved oxygen levels and general unclear
design parameters at present stages of technological
development create environmental risks which would
make this system unsuitable for a favorable environ-
mental evaluation.
c) Composting
Composting of wastewater solids converts the
organic wastes to a humus valuable as a soil condi-
tioner, .mcl nutrient source. Nutrients are then
returned to the soil. A good compost could contain
as much as two percent nitrogen, one percent
phosphoric acid and many trace elements.
The use of raw sludge is preferable because
of its higher nitrogen content. It is environmentally
advantageous to be able to use solid wastes along
with sludge solids. The final produce is non-odorous
and easily handled.
Environmental disadvantages of the process are
mainly the energy requirements for the numerous steps:
transportation of raw materials to the compost site,
dewatering of sludge, trash separation, grinding
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and blending of solids, turning of compost, re-
grinding and further processing for commercial sale.
Aerobic decomposition proceeds generally at a
temperature in excess of 140°F, sufficient to kill
many pathogens, but many strains of Shigella and
Salmonella have been isolated from compost made
with air dried sewage sludge. There is a potential
for public nuisance problems involving odors, insects
and rodents.
d) Lime Stabilization
Lime, in sufficient quantities to maintain
highly alkaline condition, stabilizes sludge and
destroys pathogenic microorganisms.
Lime treated sludge would be disposed of by
land application or sanitary landfill. Essentially
no organic matter is destroyed with lime treatment
and a drop in the pH to near neutrality would cause
a regrowth of microorganisms and resulting noxious
conditions.
Although lime has been demonstrated to be an
effective preconditioner for mechanical dewatering,
its use as an individual process for stabilization
of biological sludges does not appear to have the
environmental reliability of other processes.
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e) Thermal Processes
The heat drying process has a net positive
environmental effect. The dried solids derived
from a waste material is returned to productive use
as a soil conditioner and fertilizer. An adverse
aspect of the heat drying process is its high
energy requirements.
Air pollution is minimized by providing effective
scrubbers and by use of afterburners or integral
high-temperature processing of the gaseous combustion
products. Scrubber water may be plant effluent to
preserve water; it should be returned to the plant
for treatment to remove suspended solids. The sterile
ash may be flushed out of the incinerator outlet to
a settling Ingoon or removed for landfill. Sometimes
ash is recycled as a conditioning agent or filter
aid. Ash containing lime may be returned to the
conditioning step to conserve chemicals.
5. Selection of Solids Stabilization Processes
Based on the survey presented in MSDGC's facilities
planning overview report, the following conclusions were
reached.
a) Heat anaerobic digestion will be utilized because:
1) Costs are well defined and the method is
cost-effective.
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2) MSDGC has design and operating experience.
3) No adverse environmental effects are known to exist.
b) Aerobic digestion will not be utilized because:
1) Preliminary estimate indicates that this process
is not as cost-effe Live as the heated anaerobic
process.
2) Technology is not well developed.
c) Composting will not be considered because:
1) Unreliability of cost data.
2) Possible adverse environmental effect.
3) Pilot plant program is required.
d) Lime treatment will not be considered because:
1) Technology is not well defined.
2) Uncertainty exists in regard to environmental effect.
3) Overall evaluation is that the process merits
pilot study investigation.
e) Incineration for solids reduction will not be
considered because:
1) The high energy requirements of the process.
2) At present, questionable guarantee of producing an
environmentally acceptable air product.
6. Environmental Considerations of Solids Dewatering
Dewatering is a necessary part of the stabilization process
preparatory to final disposal of sludge by landfilling or
incineration, and may also be used to provide a product suitable
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for land application.
Environmental effects are dependent both on the type of
equipment and the feed material. Undigested sludge may cause
local odor problems, primarily within the building housing
the equipment. Centrifuges are totally enclosed and thus
cause no odor problems. When dewatering digested sludge, the
filtrate or centrate, in addition to carrying suspended
solids back to the treatment plant, will return dissolved
BOD, nitrogen compounds and phosphorus compounds. The latter,
nitrogen and phosphorus, will remain in the plant flow.
If the dewatered sludge cake is to be incinerated, the
solids content of the cake will be a factor in determining
the need for fuel energy in the process, as will the chemicals
retained in the cake when it is necessary to use chemical con-
ditioning, and as will the proportion of volatile solids.
Since digestion converts volatile solids to gases or to liquids,
it is environmentally more effective to incinerate undigested
sludge, requiring less fuel energy.
7. Environmental Considerations of Final Solids Disposal
a) Land Application
Application of sludge to the land for conditioning
of soil and fertilization of plans has the environmental
advantage of recycling nutrients to their origin, so
that they may be reused. The purpose is to accomplish
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economical waste disposal in a beneficial manner. Sludge
may be applied to land in three forms, liquid, dewatered
or dried.
Application of sludge in the liquid form is advan-
tageous because of the difficulty in dewatering most
waste sludge, the Improvement in nutrient removal in
the treatment plant because liquid removed from the
sludge is not recycled, the liquid serving as a source
of irrigation water, and the convenience in transporting
and distributing to the land. Disadvantages include the
necessity to handle large volumes of liquid, the energy
requirements for moving such large volumes over great
distances, the difficulty in controlling distribution so
as to minimize aerosol formation and the dissemination
of odors, and the high ammonia nitrogen content of the
liquid. A report, "Environmental Assessments of the Prairie
Plan - Fulton County, Illinois", contains an extensive
discussion of the environmental factors associated with
the application of digested sludge in the liquid form.
b) Sanitary Landfill
Sanitary landfills are used as final disposal sites
for dewatered stabilized sludges or incinerator ash. A
sanitary landfill differs from uncontrolled dumping in
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that the form requires a systematically depositing and
covering with earth to control the environmental impact.
The land costs and dewatering requirements can be
major cost factors in the design of a system. Tn the
vicinity of urban areas, it is becoming difficult to
locate sufficient available land for this purpose. Tf
the distance from the treatment facility to the landfill
site is very great, landfilling can be a relatively ex-
pensive disposal technique and transportation energy
demands would be high. If trucks are required for trans-
portation, the resultant air pollution would be an environ-
mental liability.
8. System Selection
For the ultimate1 disposal of solids, the MSIHIC lias
adopted and is implementing a policy of solids-on-land
disposal which entails the returning of all stabilized
solid waste material back to the land. This method is
deemed most consistent with processes occurring in nature.
An alternative to land application is the disposal of di-
gested and dewatered, or composted, or incinerated sludge
in a properly located and operated sanitary landfill.
The soil absorbs oils and sludges and furnishes an
extended surface for microbial attack on the wastes.
The results of an engineering and econmic analysis
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favored processing Liu- solids generated in the Northwest
Region of the MSDGC at a central facility. The John Egan
Water Reclamation Plant, in the Salt Creek Basin to the
west of this project area, has been chosen as the sludge
processing facility. Here sludge will be thickened and
digested prior to land application.
Solids from the O'Hare plant will be transported by
an 18 inch pipeline to the Egan facility. Three alternate
routes were evaluated for the pipeline:
a) Oakton Street to Arlington Heights Road to
Cosman Road to the Cook County Forest Preserve
to Rohlwing Road to the Salt Creek Water
Reclamation Plant.
b) Oakton Street to Higgins Road to Rohlwing Road
to the Salt Creek Water Reclamation Plant.
c) Oakton Street to Busse Road to Touhy Avenue
to Elk Grove Boulevard to J. F. Kennedy
Boulevard to Biesterfield Road to 1-90 to
Rohlwing Road to the Salt Creek Water Reclama-
tion Plant.
Alternate A included a sub-alternate through the Cook
County Forest Preserve along the Salt Creek outfall sewer.
Alternate C included two sub-alternates, (1) Eisner Road
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from BLesterfiold Kond to Cosman Road and (2) Arlington
Heights Road from Biesterfield Road to the Cook County
Forest Preserve.
After the examination of all incoming utility infor-
mation and contacts with the Cook County Forest Preserve
District, it was determined that Alternate A was the
preferred alignment for the following reasons:
1) 31,365 feet length versus 33,400 feet for
Alternate B and 37,500 feet for Alternate C.
2) Excessive surface restoration connected with
Alternate C due to completely developed
residential areas along John F. Kennedy
Boulevard and Touhy Avenue.
3) Almost unobstructed alignment presented by
the joint use of a planned MSDGC sewer
easement along Oakton Street. This easement
would be along the north property line of
Oakton Street from Wildwood Road to Busse Road.
The sub-alternate through the Cook County Forest
Preserve along the existing Salt Creek Outfall Sewer was
eliminated because the additional investigation by the
MSDGC indicated a problem in acquiring the right-of-way
for the extreme easterly 2,300 foot portion of the heavily
wooded area.
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The existing anaerobic digestion facilities under
construction at the John K. Kgan WRP will have sufficient
capacity to handle projected sludge production quantities
for the year 2000. Following this system, two ultimate
disposal modes were investigated. System 1 was based on
centrifugation of the digested sludge with landfill
disposal within 25 miles of the plant site. System 2 was
based on the same centrifugation assumptions with ultimate
disposal as dry fertilizer. Centrifugation as a means of
mechanical dewatering at the John Egan WRP is based on
pilot studies recently conducted by the MSDGC on alternate
dewatering systems at the Hanover Park WRP,, Appendix M
presents a summary of the cost analyses of the alternative
disposal systems in combination with the sludge stabiliza-
tion system recommended for the John Egan WRP. Final
disposal will be either to a landfill or by hauling and
spreading on land as a fertilizer. No decision has yet
been made with respect to final disposal.
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CHAPTER 4
DESCRIPTION OF THE PROPOSED ACTTON
A. Treatment Facilities
The O'Hare WRP will be designed as n two stage activated sludge process.
Carbonaceous matter will be removed in the first stage followed by biological
oxidation of ammonia to nitrite and nitrate in the second stage. Final
effluent polishing and disinfection prior to discharge into the rerouted
Higgins Creek will be accomplished by dual media filters and sodium
hypochlorite, respectively.
The O'Hare WRP will also provide complete treatment for combined sewer
overflow entrapped and stored by the O'Hare Tunnel System. Capacity for the
treatment of stored combined sewer overflows is inherent in this design as
the design parameters take into consideration peaking requirements and as the
combined sewer overflow elimination system will provide a flow equalization
capacity. As a consequence, the treatment of steady state dewaterLng flows
up to 1.5 times average dry weather flow will be possible within the required
dewatering time ranges.
All of the waste activated sludge generated in this plant will be pumped
via force main to the John E. Kgan WRP for treatment and disposal. The
decision to treat O'Hare WRP sludge at the John E. Egan WRP was based on
economic and engineering feasibility studies which favored a central sludge
processing facility for those two facilities.
The anticipated average dry weather flow by the year 2000 is 72 mgd.
The construction of O'Hare WRP will proceed in two stages. The first stage
of construction is now designed to treat an average dry weather flow of 72 mgd.
The ultimate design capacity is 96 mgd.
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The plant is proposed to be located on a 104 acre site north of North-
west Tollway and east of Elmhurst Road.
Detailed design data is given in Appendix M. Figure 4-1 shows the site
plan for the plant.
B. Effluent Disposal System
The O'Hare WRP will discharge its effluent to the relocated Higgins Creek
on the plant site in the vicinity of the relocated creek and Wille Road via
a concrete culvert system sized for two times the ultimate plant design flow
of 96 mgd.
The discharge from the O'Hare WRP will comply with the Illinois Pollution
Control Board (IPCB) criteria of which the significant regulations are a 5-day
BOD of 4.0 mg/1, a suspended solids content of 5 mg/1, an ammonia-nitrogen
level of 1.5 mg/1, and a fecal coliform concentration of 400 counts/100 ml.
The dissolved oxygen level of the effluent will be sufficiently high to
support warm water biota.
Plans are now being made by the MSDGC to improve Willow and Higgins
Creeks downstream of the O'Hare WRP to provide for the peak plant effluent
and storm flow conditions. The Higgins Creek Channel on the plant site will
be rerouted to aid in the arrangement of treatment units. Willow-Higgins
Creek channel modifications are intended to begin at the east side of the
Lee Street Reservoir (1/2 mile east of Lee Street) and continue to a point
approximately 1/4 mile south of Higgins Road. With the reservoirs in place,
the maximum flow in the improved channel would be limited to approximately
1200 cfs at the end of the improvement. The Creek will be relocated into a
concrete lined channel on the proposed site. About 300 feet of the channel
will be completely enclosed. This channel improvement, in conjunction with
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the reservoirs, will protect for the 100-year storm event. Without the
reservoirs and channel improvements, flooding can be expected at a frequency
of once every two years. The channel Improvement wi11 convey 120 cfs of
flow whereas the peak flow, without any improvement, is in the area of 2S,UO cfs
for the 100-year storm. Flood flows would cover Mannhc im and Higg.n^ Re-ids.
The commercial facilities adjacent to the Creek would be flooded. Residential
areas south of Higgins would be flooded with flows seeking to pass downstream
using the existing streets. Flows cntrr the lower levels of buildings
filling the sanitary sewers with storm flows and flooding other basements
through sewer backups. The Ravenswood Reservoir, Lee Street Reservoir sites,
and the area of Willow-Higgins Creek channel improvements are shown on
Figure 2-5.
A storm water retention basin may be located on the plant site at d would
be integrated with the development of the facility. The retention basin would
entrap and control the increased runoff due to the development of the site
and would provide for the storage lost in the site development.
C. Solids Disposal System
As indicated previously all the waste activated sludge will be pumped via
a pipeline to the John Egan WRP for further processing. The proposed pipeline
route is illustrated in Figure 4-2.
Stabilization of solids will occur in four 110-foot diameter digesters
designed for high rate anaerobic digestion. Mechanical dewatering of the sludge
will be accomplished by centrifugation. The sludge will then be disposed of
either in a landfill operation or spread on land by manure spreaders.
4-4
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CHAPTER 5
ENVIRONMENTAL IMPACTS OF THE PROPOSED ACTION
A. Water
1. Water Quality
There will be a beneficial effect on the waters of Weller's Creek
and Feehanville Ditch by the reduction in the frequency and volume of
the combined sewer overflows to those waterways.
Long term benefits for the waters of Higgins Creek are available
so long as the Water Reclamation Plant is properly operated. A constant
flow from the WRP with 6 mg/1 of dissolved oxygen will provide a swift
moving well aerated stream which will support warm water biota where an
intermittent sluggish stream presently exists.
Using the modified Streeter-Phelps equation found in lEPA's "Guide-
lines for Granting Exemptions from Rule 404(c) and 404(f) Effluent Stand-
ards" (Draft of 10-23-74) the MSDGC calculated dissolved oxygen concen-
trations and prepared a Dissolved Oxygen Profile Graph (Figure 5-1) for
Higgins Creek and the Des Plaines River assuming the following parameters:
Dissolved Oxygen of the Des Plaines River for the Year 2,000
D.O.
NH3-N
BOD5c
B°Dultc -
Flow
6.0 mg/1
1.5 mg/1
10 mg/1
25 mg/1
84 MGD
Theoretical concentrations
Resulting from
Plants in Lake
new treatment
County
Two sets of parameters were considered for effluent from the O'Hare
WRP for the year 2,000.
5-1
-------
I
5-2
FIGURE 5-1
Z&LOt*
-------
The solid lines reflect effluent parameters of:
BOD = 10 mg/1
SS = 12 mg/1
HN -N = 2.5 mg/1
The dashed lines reflect diluent parameters of:
BOD = 4 mg/1
SS = 5 mg/1
NH3-N = 2.5 mg/1
As the Dissolved Oxygen Profile Curve indicates, the effluent of
BOD = 4, SS = 5, NH3-N =2.5 has the most beneficial effect on the receiving
streams.
The effluent standards that will be required for the O'Hare WRP are
BOD = 4rag/l, SS = 5mg/l and NH3-N = 1.5mg/l. Although the D.O. curve was
modeled at NH-i-N = 2,5mg/l, Higgins Creek has a 7 day-10 year low flow of
zero which requires that the stream standards of 1.5 mg/1 of NH -N become
the effluent standard. This will further decrease the nitrogenous oxygen
demand and result in a lesser D.O. sag than indicated by the dashed lines.
The environmental impact of discharging the indicated effluent will
be beneficial on Willow-Higgins Creek and the Des Plaines River. Higgins
Creek has an almost constant D.O. of 6 mg/1 or greater. The Des Plaines
River with O'Hare effluent at about 4 mg/1 BOD,- level would have oxygen
levels from 3 to 6 mg/1. A possible secondary benefit may be the addition
in the future of industrial users of the plant effluent downstream of the
plant.
Most of the buildings and structures of the proposed at grade O'Hare
Water Reclamation Plant will not extend below the Pleistocene glacial
5-3
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deposits. In the O'Hare Drainage Basin, these deposits are intimately
bound with clays and do not act as aquifers. The construction of these
buildings and structures will have only a minimal and very local effect
on ground water in the overburden soils.
The plant site is underlain with Niagaran dolomitic limestone.
Decayed and eroded limestone mixed with clays and some sand are found
about 90 feet below the surface. This layer is about 20 feet thick,
beneath which is the bedrock limestone having a thickness of about 100
feet. The proposed deep pumping structures will penetrate this bedrock.
The proposed construction may have a very local effect on the
water in the dolomite channels. However, nearly all areas adjacent to
the plant site are in Des Plaines, Mount Prospect, or Elk Grove, in
which municipal water supply is available. The O'Hare Oasis on the
Northwest Tollway purchases water from Des Plaines, as will the MSDGC
for use in the O'Hare Water Reclamation Plant.
The plant should not create any significant effect on the area
ground water because the Niagaran dolomite in the O'Hare Drainage Basin
is a poor aquifer and is not used for municipal or industrial use being
relatively thin and with few large crevices and solution channels.
2. Water Quantity
The existing system of intercepting sewers in the O'Hare Service
Area divert sanitary and combined flows out of the Upper Des Plaines
River Drainage Basin to the MSDGC North side Sewage Treatment Plant. (Com-
bined Sewage Overflows discharged to Wellerrs Creek and Feehanville
5-4
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Ditch flows into the Des Plaines River, This flow will be appreciably
diverted to the WRP Plant for processing). The North side Sewage Treat-
ment Plant discharges its treated effluent to the North Shore Channel
of the Chicago River. (See Figure 5-2). This Channel flows into the
Chicago River and then into the Main Channel of the Chicago Sanitary
and Ship Canal which joins the Des Plaines River below Lockport, Illinois.
The proposed Water Reclamation Plant will discharge its treated
flows to Higgins Creek which is Tributary to the Des Plaines River. By
constructing the proposed WRP in the O'Hare Service Area, treated sani-
tary and combined sewage effluent will return some natural flows to the
Des Plaines River.
B. Air Quality
The construction of the O'Hare Reclamation Plant on Site 1 will
have two potentially adverse effects on the air quality of the area. These
are the increased possibility of odor generation and the generation of
aerosols with the potential for health implications. Each of these effects
will be discussed below.
1. Odor Generation
a. Sources of Odors
Occasionaly odors from a conventional wastewater treatment plant
can usually be traced to the following sources: septic raw wastewater,
screening, grit and scum facilities, and sludge treatment facilities.
Odors producing substances in the raw sewage are generally
products of anaerobic decomposition. Extended residence time in sewers
5-5
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N BRANCH PUMP STA
(LAWRENCE AVE.)—
SAN 8 SHIP CANAL
WEST
SOUTHWEST***-
PUMP STA
(39th STREET)
CALUMET STORM PUMP STA —7
^^ (125th STREET ) /CALUMET
TREATMENT
WORKS
CHANNELS CONSTRUCTED TO
REVERSE FLOW AWAY FROM LAKE
I COOK
FIGURE 5-2
5-6
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causes the depletion of dissolved oxygen in the sewage thus creating
an environment conducive to the growth and activity of facultative
and anaerobic bacteria. The product of such an activity is a highly
odorous gas, hydrogen sulfide (t^S) . Also present are such other
odorous compounds as idol, skatol, tnercaptans, disulfides, volatile
fatty acids and ammonia. These compounds usually appear in the pump
station wet well.
Screening and grit consist of the larger solid materials which are
physically removed from the raw sewage at the pretreatment stage. It
is necessary to remove these materials in order to prevent inter-
ference with subsequent plant operations and wear and tear of plant
equipment. Since the organic fraction of these materials can still
undergo decomposition, they constitute a potential source of odors.
Scum accumulates on the water surfaces of the sedimentation tanks,
and is collected by skimming devices. Like the grit and screenings,
the scum also constitutes a potential source of odors. Proper scum
handling is essential in order not to create an unpleasant atmosphere
for the plant personnel and neighboring population.
Sludge is the solids by-product of wastewater treatment plant pro-
cesses. It is composed largely of the substances responsible for the
offensive character of the septic sewage. Sludge characteristics depend
on its origin, the amount of aging that has taken place, and the type
of processing to which it has been subjected. In a conventional bio-
logical treatment plant, the sludge sources are the primary sedimen-
5-7
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tatlon tanks and the final settling tanks. Aged primary sludge has
an offensive odor while the waste activated sludge, under favorable
conditions, has an inoffensive characteristic odor. Most odor com-
plaints are caused by improper operation of the sludge handling faci-
lities which include thickening, digestion, dewatering and drying,
and disposal.
b. Odor Control Technology
The literature and proven experience present several basic means
of odor control. They are ventilation, absorption, washing and
scrubbing, chemical oxidation, counteraction (masking or neutrali-
zation) and combustion. Although these methods can all be capably
employed to control odors, their effective applications require
recognition of the source, the nature of the odors and the degree of
abatement required. In a conventional wastewater treatment plant, the
selection of the odor control method requires familiarity with the
operational treatment procedures and the potential sources of the odors.
In fact, most of the methods available for odors control are presented
in USEPA's Technology Transfer Series. The odor control methods are
summarized in the following sections.
c. Changes in Operational Procedures and New Techniques
Inadequate plant design which results in overloading of the treat-
ment processes, such as sludge concentration tanks, anaerobic digesters,
etc., can cause odor problems. Plant modifications, such as improved
temperature control and efficient mixing of digester contents as well as
the observance of good housekeeping practices can contribute to the eli-
5-8
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mination of unwanted odors.
d. Chemical Treatment
Most odors in wastewater can be destroyed by oxidizing the sub-
stances that produce ':hem. Chlorine ,ind ozone are two commonly used
oxidizing agents in waste treatment. Both serve to accomplish the
same purposes: to retard bLoLogical iction which produces odors and
to react chemically w th odorous sulf tr compounds, oxidizing them to
relatively inert and noffensive sullur forms. Ozone has extremely
high reactivity but b< cause of its high cost, its use is limited.
Chlorination is most
-------
release. Also required is a ventilating system to avoid a high humidity
and possible formation of indoor fog, and to provide; a trouble-free en-
vironment for plant personnel.
The treatment methods usually employed for evacuated gases include
combustion, ozonation and chemical oxidation.
Most odorous gases are combustible and can be destroyed by complete
oxidation. Simple combustion method requires heating the gases to a
temperature of approximately 1300°F to 1400 F. Consideration should be
observed to avoid incomplete combustion which may aggravate an odor
problem. Cost associated with this method is usually dominated by its
high fuel requirement.
Ozon^ is a powerful oxidizing gas that quickly oxidizes volatile
odor producing inorganic and organic compounds such as hydrogen sul-
fide, indol, skatol and mercaptans. In inorganic reactions, only one
atom of ozone usually enters the reaction producing the final oxidized
state of the compound and C^. In organic reactions, it may behave
similarly in utilizing only one atom of its molecule, but usually the
reaction proceeds to form an ozonide wherein all the ozone is completely
coupled with the organic compound. Such reactions are complicated and
are affected by such parameters as accumulation of reaction products,
moisture, and temperature.
The ozone generation process involves the passage of dry air between
electrodes across which an alternating high-voltage potential is main-
tained. To insure optimum conversion of ozygen to ozone, a uniform
5-10
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blue-violet glow discharge is maintained throughout the gas. The glow
discharge is created by inserting a dielectric material between the
electrodes which causes the glow to spread uniformly and prevents
breakdown into brush and arc discharges.
Catalytic combustion oxidizes odorous air at temperatures 500 to
800°F lower than required by simple combustion. Its advantage over
ordinary combustion is the considerable lowering of the firing tempera-
ture, with a resultant saving of energy for heating air, and capital
equipment costs for heating capacity.
f. Odor Control at the O'Hare WRP
One of the major issues expressed by local residents against the
construction of the O'Hare WRP is the potential odor problem.
The design of the proposed water reclamation plant incorporates
several modifications of the conventional wastewater plant to either
eliminate an odor source or control potential odor sources. As a
result of an economic study, discussed in Chapter 3, sludge will be
pumped to the John Egan WRP for treatment and handling. This elimi-
nates the sludge thickening, digestion, and handling facilities which
are the principal sources of possible odors.
The only potential sources of odors at the O'Hare facility will be
the following locations:
a) Raw sewage pump station wet well
b) Screening and grit storage area
c) Scum handling area
The most effective method of odor control is to prevent the escape
of the pollutant to the atmosphere. This is economically accomplished
by eliminating the odor at its source or collecting the odor producing
5-11
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substance and treating it prior to its release to the atmosphere. The
O'Hare WRP has been provided with the following facilities to achieve
the above objective.
1) Pre-Chlorination
A pre-chlorination facility has been provided to chlorinate
the raw sewage as it enters the treatment processes. This accom-
plishes both odor control and increased treatment efficiency.
Chlorine reacts with the odor-producing substances such as tUS
and other sulfur compounds through oxidation which results in
chemical compounds devoid of any unpleasant odor. As a
disinfectant, it kills odor-producing bacteria relieving sub-
sequent treatment units such as the primary and secondary faci-
lities from emitting the noxious gases. Pre-chlorination also
inhibits the corrosive characteristics of the raw sewage, thereby
reducing its detrimental effect on the metallic components of
the facility and helps promote consistent plant efficiency.
Chlorination will be accomplished utilizing a commerical sodium
hypochlorite solution.
2) The proposed treatment plant will contain two packaged ozone
generating units. One unit will be on-line and the other unit
will be on stand-by.
The units are designed to treat exhaust air from the pump
station wet well and from the screenings, grit and scum areas.
The units will be complete with reaction chamber, transformers,
variable voltage controls, compressor air filter, motors, air
5-12
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cooler, air dryer, interconnecting piping, ozone supply piping, ozone
diffusers and controls.
Each unit is designed to treat a maximum of 94,000 cubic feet
per minute of exhaust air. The ozone generator will be capable of
operating with a pressure range of 12 to 15 psig pressure and
producing a minimum of 31.5 pounds of ozone, at 1% concentration,
per day. This represents an ozone dosage of approximately 1.75 ppm
(volumetric) which is within the recommended dosage range of 1 to 2
ppm (volumetric) for effective odor treatment. The ozonated exhaust
air will be discharged through a stack located in the Screen
Building. The top elevation of the stack is approximately 115 feet
CCD. The ozonation system has also been designed so that ozone
concentration in the discharged air will always be zero. Electronic
monitoring and control equipment will be install to detect and con-
trol emission quality. The ozonated exhaust system will be equipped
with an ozone sensor at the discharge. If the ozone concentration
of the exhaust air exceeds zero level (above the minimum detectable
limits of the sensor), the ozone generator is manually adjusted to
reduce ozone production. In this way, ozone concentration is con-
tinuously kept below TOL (Threshold Odor Level, the level at which
its odors can be detected), 0.01 to 0.02 ppm (volumetric). Illinois
Pollution Control Board rules regarding ozone state that "ozone watch"
5-13
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must be called when the average ozone concentrations exceeds
0.007 ppm for two hours and the official weather forecast in-
dicates no substantial improvement in stagnation conditions.
3) Isolation of Odors
Screenings, grit and scum will be collected in such methods
as to prevent the leakage of the noxious gases emanating from
them into the atmosphere. They will be separately enclosed in
areas which will be temperature controlled to inhibit formation
of odors. Exhaust air from these areas will be conducted to the
ozonation chamber to insure complete deodorization. The MSDGC
has also adopted containerization methods wherein these materials
are placed in containers and removed from the plant premises
daily by private scavenging contractors.
The satisfactory performance of a properly designed waste-
water treatment plant is hinged on the reliability of back-up
facilities to sustain the system at its design capacity at all
times. Observations indicate that odor problems, if at all,
occur during plant over-loading or by-passing of essential
treatment processes resulting from mechanical difficulties and
unreliable standby facilities. indifferent maintenance and
operation management may also supplement or aggravate the
problem.
The plants cited by some witnesses at the Public hearing
held on December 19, 1974, have experienced at least one of
the above difficulties to cause an odor problem. MSDGC's
5-14
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North Side and Hanover Park plants do not have odor control
facilities such as proposed at the O'Hare WRP. The O'Hare
Water Reclamation Plant does have adequate back up facilities
to handle overloading and does not have sludge concentration
facilities.
At the present time, it is not possible to judge the
exact extent of the potential odor problems resulting from
the operation of the proposed O'Hare Water Reclamation Plant
at Site 1. Given the extensive control and operational
measures described above, it cannot be assumed that this
plant will experience the odor problems associated with other
MSDGC facilities. If significant odor problems result from
operation of the proposed plant, it would be possible to take
necessary mitigative measures at that time.
2. Aerosol Generation
It should be noted that many previous studies have been made of bac-
teria, virus, and toxic materials originating in sewage treatment pro-
cesses. Any one of these studies taken as a separate isolated situation
might be Interpreted as a potentially alarming problem to someone not
directly involved in the utilization of such information. The Public
Health Service and many medical groups have been carefully scrutinizing
these individual problems for many years for the purpose of avoiding the
development of epidemics or similar catastrophic problems related to the
5-15
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general public. Reliance must be placed in the hands of such Public
Health officials to take these individual pieces of scientific in-
formation for their respective values and to put them into perspective
in terms of public need. For us to attempt to make such an inter-
pretation at this time, is not in the interest of everyone concerned
because of the many areas of this type of research that are presently
uninvestigated. We therefore recommend diligence in the pursuit of this
missing information but also recommend avoiding conclusions that are
not justified based on known facts at this time.
Aerosols have been defined as particles in the size range of 0.01-
50 (microns) suspended in air (Magill, et el., 1956). Much of the re-
ported work with biological aerosols has centered on the study of coliform
bacteria that have been the traditional indicators of domestic fecal
water pollution.
The first study of bacteria emitted to the atmosphere by sewage dis-
posal processes was that by Fair and Wells (1934), who concluded that
respitatory and skin disease organisms could remain airborn and viable
for long periods. In 1955, A. H. Woodcock described "the bubble-jet-
droplet mechanism" of aerosol formation under most atmospheric conditions,
a droplet will evaporate quickly, thus leaving the materials that were
suspended or dissolved in the droplet as a solid particle in the air.
The solid particles left suspended in the air will settle very slowly
because of their small size (usually less than 10 to 15 microns) and
flocculent nature.
Ledbetter and Randall (1965) reported that the number of recovered
coliforms above background increases linearly with wind velocity, when
5-16
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measured at a constant 20-foot distance, and decreases asymototically with
distance downwind, and falls off severely at relative humidity readings
below 55%. Poon (1966) also found E. coli to have an extremely short
life span in aerosol form.
Randall and Ledbetter (1966) showed the bacterial population of air
is significantly increased by passage over an activated sludge waste
treatment unit, from about 8 per cubic foot on the upwind side to 1,170
per cubic foot on the downwind side. Despite a rapid die-off of bacteria
during the first 3 seconds they are airborne, the increase in bacterial
population persisted for a considerable time and distance. The distance
was strongly dependent on the wind velocity.
They also found that pathogenic bacteria of the genus Klebsiella,
formed a large capsule which apparently protects the organism from desic-
cation in flight. The most significant aspect of this observation is
that all species of this genus are known pathogens of the respiratory
tract. This differentiation demonstrates the need for specific testing
of Klebsiella and other specific pathogens in biological aerosols from
wastewater studies in lieu of the more traditional general coliform
group. Spendlove (1957) found production of bacterial aerosols in a
rendering plant process and recovered airborne organisms downwind from
the plant. Bacterial air pollution associated with a sewage treatment
plant utilizing trickling filters for secondary treatment was investigated
by Albrecht (1958). He was able to recover coliforms up to fifty feet
downwind of a high-rate filter. He also found that distance of travel
from the trickling filter source was proportional to wind velocity.
Napolitano and Rowe (1966) reported that the activated sludge process
5-17
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liberates ten times as many airborne coliforms as the trickling filter.
A similar relation was reported by Ladd (1966). Adams and Spendlove
(1970) found coliforms emitted from a trickling-filter sewage treat-
ment plant at a distance 0.8 miles downwind from the source. This was
the largest distance sampled. Higgins (1964) brought the wastewater
bursting bubble phenomenon into the laboratory. He observed that aero-
solization is decreased by detergents, and that many droplets are too
small for the jet droplet mechanism responsible for much bursting bubble
aerosolization. He found a very low recovery of coliforms (no E. coli)
in comparison to Serratia marcescens, Bacillus subtilis, and Streptococcus
spp. He then determined that there occurs within the liquid a migration
of S. marcescens toward the surface, and of coliforms away from the
surface, thus affecting aerosolization rates. This finding should be
borne in mind in considering coliforms as indicators for bursting-bubble-
based air pollution.
A dispersion model was developed to relate airborne bacterial con-
centrations to the rate of bacterial emission by Kenline (1968). He
studied the number and types of bacteria emitted from an activated sludge
sewage treatment plant and two extended aeration treatment plants. The
dispersion model accounted for the depletion of the bacterial cloud by
atmospheric diffusion, deposition, and die-off. The predominant size
range of the bacteria was 3 to 6 microns. The average emission rate of
bacteria from the aeration tank was 440 bacteria/sq.m/second.
In general, it can be concluded that bacterial aerosols remain viable
and travel further with increased wind velocity, increased relative
5-18
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humidity, lower temperatures, and darkness. The fact that aerosols are
generated cannot be disputed. Aside from the environmental factors con-
sidered to this point, a considerable amount of work has been done on
the effect of other environmental factors and their impact on the survival
of bacterial and viral aerosol particles.
Resistance to aerosol stress is highly dependent on species and life
cycle stage. Klebsiella propably owes much of its resistance to its
polysaccharide capsule. Even the effect of varying critical parameters
is not the same. For example, lipid~containing viruses are inactivated
more rapidly at high relative humidities, while lipid-free viruses are
inactivated at low relative humidities (Webb, et. al., 1963). Air
pollutants normally present in varying concerntrations are not without
their effect on aerosol survival. Won and Ross (1969) found that 3 ppm
NCU was bactericidal to airborne Rhizobium, especially at 95% relative
humidity. Five ppm NO. produced a threefold increase in the biological
decay rate of VEE virus. Carbon monoxide, (85 ppm, 15°C) , enhanced the
inactivation of S. marcescens 4- to 7- fold at lower relative humidity
values but was protective under more humid conditions (Lightheart, 1973).
Sarcina lutea also exhibited both a protection and a poisoning phenomenon.
The author hypothesized that CO uncouples energy-requiring death events
as well as maintenance mechanisms. Workers at Porton have reported the
presence of a bactericidal factor in the open rural air (Druett & May,
1968). Open night time air results (May et al.. 1969) in E. coli decay
5-19
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rates of 3 to 10% per minute as opposed to laboratory air values under
0.2%/minute. The E. coli results were paralleled by those for three
viruses: T , vaccinia, and Semliki Forest, and five bacteria: S. mar-
cescens, P. tularensis, Brucella suis, Staph epidermidie, and group C.
Streptococcus, B.S. niger spores and Micrococcus radiodurans were
resistant. This is important when one considers the proximity of man
and animals to sewage effluent. The inhalation of bacteria was studied
and it was determined that adjacent to an activated sludge aeration
plant approximately 40 percent of the biological aerosols penetrated the
lungs and approximately six percent penetrated the alveoli (Randall and
Ledbetter, 1966). These precentages increased to 60 and 13 percent,
respectively, 20 feet downwind from the tank as the droplet size de-
creased due to desiccation.
It is also important to consider the potential protective or lethal
effects of chemicals in sewage on biological aerosols. Zentner (1966)
demonstrated that the presence of both organic and inorganic compounds
of a specific nature prolonged the survival of aerosolized Serratia marr
cescens in air (relative humidity 40 percent). These chemicals evidently
protect or stabilize the organisms against desiccation and oxidation.
Ledbetter (1964) states that in sewage aerosols high evaporation rates
produce nuclei of solid waste which were originally dissolved or sus-
pended in the biological aerosols. It would appear likely that these
solid waste nuclei may surround or coat the microbes within the desic-
cated droplet. Atmospheric bacterial die-off is geometric in nature,
5-20
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with the majority of the organisms dying within three seconds. The re-
maining resistant bacteria, protected by chemical additives which in-
hibit evaporation, continue to die at a decreasing rate with time (Adam
and Spendlove, 1970 ; Randall and Ledbetter, 1966; Poon, 1968). This
observation has a great effect on which methods of analysis and what •
specific bacteria should be determined in assessing the pathogenesis
of biological aerosols.
It is not known if the chemicals in sewage enhance the infectivity
on biological aerosols by synergistic effects. To the contary, it
would seem likely that, if chlorine were present in combined form (e.g.
chloramines), then lethality to micro-organisms might even be enhanced
because of the close and prolonged proximity of the disinfecting species
to the microbes following desiccation.
Even more uncertain are the processes of the infection machanism
once contaminated aerosols are inhaled by humans. Because little is
known of the minimum infecting dose of most organisms, little can be
concluded from a public health standpoint.
The infectious process is indeed complicated and almost in-
numerable variables must be considered. A range of from one to many
thousands of infectious organisms may be required to produce a disease
state. Authorities have observed that sewage effluent is not parti-
cularly hazardous to sewage plant workers or people associated with
sewage irrigation sites (Herzik, 1958 and Wells, 1961). In fact, as
a group, sewage workers may have less sick days than the general pop-
5-21
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ulation. Melnick (1967) suggested that sewage workers were possibly
immunized by their exposure to small amounts of infectious organisms.
Bowling (1966) questions what would happen to our immunity if we
breathed in no micro-organisms over long time periods. He cites the
experience with measles in isolated populations and also poliomye-
litis in advanced countries. Immunization by inhalation of small
quantities of pathogens may protect us from disease. Additional studies
in the United States have demonstrated that local inhabitants of certain
areas with inadequately treated water may have low case rates of gastro-
enteritis, while visitors and newcomers to the area have considerably
higher case rates. This could be due to differences in immunity to
indigenous waterborne microbial populations. A similar situation is
often evident among travelers to foreign countries. Americans often
get gastroenteritis in travels to Latin American countries, where food
and water sanitation is often not as extensive as in the United States.
The permanent populations appear unaffected by the same water and food.
Again the probable difference is that the local populations have re-
ceived prolonged small and even infective immunizing doses (but no
disease-producing) of the organisms that stress the visitors. There-
fore, it is not adequate to compare "sewage workers" to individuals in
the general population who may come into sporadic contact with in-
fectious agents in sewage aerosols or on vegatation and soil. It is
necessary to explore the survival of all pathogenic microbes in raw
or inadequately disinfected but treated sewage, at least until such time
5-22
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as a substantial cpidemiologic study may prove the harmlessness of these
organisms in this context.
In summary, it can be seen that there are innumerable factors which
control the viability and infection potential of micro-organisms commonly
found in wastewater aerosols. To conclude that the presence of these
aerosols will positively result in a public health hazard is not sup-
ported by scientific evidence. Conversely, it has not been proven that
there is no possibility that such aerosols have any public health impact.
There is simply no epidemiological data available, of which we are
aware, that would indicate any public health impacts whatsoever. Given
this tremendous gap in evidence, we cannot, at this time, conclude that
the aerosols generated at the O'Hare Water Reclamation Plant will have
any significant adverse impact. This is by no means a closed case.
Should such evidence become available, we would find it imperative to
require mitigative remedies necessary to eliminate any public health
hazard as well as implement compliance with any law applicable. Because
of the interest in this particular subject, we have also included
MSDGC's position paper with respect to health aspects in Appendix I.
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C. Land
Existing land uses around the WRP and site selection alternatives
for the WRP have been discussed in Chapter 3.
The construction of the WRP at site 1 is planned with improvements
to Higgins Creek and accommodation for the existing floodplain. Regarding
the WRP site, the Des Plaines Comprehensive Plan, prepared in April
1971, states that
"The major problem with the Des Plaines sanitary sewer system
is that most of the system is combined with the storm drainage
system. When flash rains or heavy rainfall comes, this
surcharges the sanitary system with storm water causing back-
up of sanitary wastes and flooding of homes. Three areas that
are particularly plagued with such problems are ... north of
Wille Road, east of Elmhurst."
The use of the proposed site is consistent with the Northeastern
Illinois Planning Commission's (NIPC) Regional Wastcwater Plan, March
1971. The Village of Des Plaines has zoned the site for light industrial
development. The area north of Oakton Road, north of the site, is an
established single-family residential area.
Ultimate land use forecasts by MSDGC indicate development to be:
Residential and Commercial 25,000 acres
Industrial 7,300 acres
Open Spaces 9,400 acres
(includes cemeteries)
Employment and land use forecasts based on recent NIPC population projections
(350,000 in the year 2030) have not yet been determined. This project will
not substantially induce a change in either existing or proposed land use.
The suburban Chicago location, proximity to the airport and location of trans-
portation systems will continue to influence development patterns within
the area. 5-24
-------
The City of Des Plaines has raised several objections
to the location of the WRP at Site 1. Cited as references to
the possible negative environmental, social and economic effects
of the treatment plant at Site 1 are certain U.S. Department of
Housing & Urban Development Handbooks. These handbooks discuss
sewage treatment plant locations in regard to proximity to residential
areas. The handbooks do not provide specific regulations which
must be followed (for example, distance requirements). The sections
I, j, and k from Chapter 1 of HUD Handbook 4135.1, Subdivision
Analysis and Procedures for Home Mortgage Insurance, January 1973 are
included as Appendix N. Section 5.h. from HUD Handbook 4140.1, Land
Planning Principles for Home Mortgage Insurance, May 1973 is also
included in Appendix N.
The possibility of a decrease in the value of the homes
adjacent to the proposed WRP has also been considered. While we
feel that there may be a temporary decrease in market value during
the construction of the WRP, any long-term decrease will be negligible.
Since the proposed site is already zoned for light industry similar
impact on land values whenever the site is developed for the water
reclamation plant or light industry would occur. Once constructed
and landscaped, the site should be aesthetically pleasing in the context
of its surroundings.
5-25
-------
I). IH o logy
Construction of the sewage treatment facility will substantially
remove and alter the site vegetation. This will result in the loss of
most of the site's animal habitat. Increasingly intensive land use has
reduced the number of suitable locations for wildlife in this suburban
area and reduces the opportunity for migration to another site. This
loss would be long term and reversable only with extensive replanting
of a large area. Landscaping will help compensate for the loss incurred
with facility construction, and to many persons will be more attractive
than the present appearance of the site.
The sludge pipeline route passes through rights—of-way along
roads and through Forest Preserve right-of-way. Vegetation removed
during construction can be replaced to mitigate this adverse effect.
Rerouting and enlarging Higgins Creek and construction of a
compensatory flood storage basin will eliminate the natural stream and
flood plain configuration and affect the aquatic and flood plain biota.
Silt from the whole construction site will also erode into the stream,
although this should be greatly reduced by the use of detention ponds.
Upon completion of construction, aquatic plants and animals will
reinhabit the affected stream reach by migration from upstream, if
appropriate habitat is present in the new channel.
5-26
-------
The long term effect of this project will benefit water quality
and the stream biota by greatly reducing combined sewer overflows and
producing a high quality effluent.
E. Environmentally Sensitive Areas
Flood plains at the proposed project site will be greatly altered,
with site grading and the construction of a storm retention reservoir.
A portion of the solids pipe Line will traverse Forest Preserve land.
This right-of-way will have little adverse impact upon park land and
these effects will be corrected upon completion of construction, after
re-vegetation.
F. Aesthetics
The appearance of the sewage treatment facility should be comparable
to other low profile industrial buildings in the O'Hare area and compatible
»
with the site's present industrial zoning. Particular attention must be
paid to grading and landscaping of the site following construction, so as
to maximize the ground level visual screening on the northern and eastern
sides of the site. Gently rolling terrain and the attractive use of trees
and shrubs will enhance the visual qualities of the site, and any adverse
visual impact of the facility itself will be reduced by this vegetative
screen.
5-27
-------
Construction will generate noise and dust and temporary site
disarray from earth moving and building activities. These adverse
effects are short term, ending with the completion of construction.
Similar temporary adverse effects will occur with the sludge pipeline
installation, with the effects mitigated by restorative vegetation.
The noise during the operation of the facility will not be
heard outside of the buildings. The air blower units which are
expected to produce decibel levels from 100 to 110 are being isolated
in individual sound proof cubicles and provided with noise attenuating
devices to protect the operating personnel. Plant service areas and
in-plant vehicle parking will be handled in internal courtyards to
help reduce noise and visual impact. Extensive provisions have been
made in this project for odor control at key odor generating points,
as has been discussed previously.
G. Operating Personnel
The greatest hazard faced by the personnel employed at the O'Hare
Water Reclamation Plant would be any toxic or explosive gases to which
they would be exposed. The main gases in the toxic group include
gasoline vapors, carbon dioxide, and hydrogen sulfide.
Gasoline reaching the sewage plant usually comes from garages
and industrial plants. Though generally not a serious menace to
employee's health, concentration of vapor in the suction chambers of
pumping stations can reach dangerous levels. The odor of gasoline is
perceptible when the air contains 0.03 percent by volume. A concentration
5-28
-------
ot about. 1.0 percent is I ho most a person can tolerate; concent raL i on;-;
varying from 2.0 to 2.4 percent by volume are fatal.
Decomposition of organic materials produces carbon dioxide.
The gas is prevalent in sewers but the concentration rarely exceeds
1.0 to 1.5%. Concentrations of 4 to 6 percent cause considerable
discomfort while concentrations of 7 to 10 percent may be fatal.
Hydrogen sulfide is a by-product of sewage and sludge de-
composition. Parameters that affect the production of this gas
are the sulfate content, the temperature, the age and the strength
of the sewage. Hydrogen sulfide acts both as an irritant and an
asphyxiant, affecting the respiratory and the central nervous system.
Concentrations of 0.01 to 0.015 percent (100 to 150 ppm) cause
slight symptoms of discomfort after several hours of exposure.
Gas levels of 0.1 to 0.3 by volume (1000 to 3000 ppm) are fatal
within a few minutes.
The explosive gases frequently observed at sewage treatment
works are hydrogen sulfide, gasoline vapor and methane. Hydrogen
sulfide is produced in sludge gas in quantities too small - 0.0 to
0.1 percent to cause an explosion. However, it is undesirable in
that it may attack steel with the formation of iron sulfide. When
iron sulfide is oxidized in the presence of air, sufficient heat may
be formed to cause ignition. The ignition temperature of hydrogen
sulfide varies between 346 to 397°C. Flammability limits in air are
5-29
-------
A3 to 46 percent by volume.
The presence of gasoline in sewage can create a serious
explosion hazard primarily in sewers, in the suction wells of
pumping stations and in covered grit chambers and sedimentation
tanks. Gasoline has an ignition temperature of 300 to 500°C and
flammability limits are 1.4 to 6.0 percent by volume in air.
Methane is produced as a result of anaerobic digestion of
sewage solids. Since sludge will not be processed at O'Hare WRP,
methane will be found only in small amounts in the raw sewage
and the sludge pumping station. An air mixture containing 5.0
to 19.0 percent methane or 5.3 to 19.3 percent sludge gas is
explosive. The ignition temperature of methane is 645°C.
Due to numerous variables such as pH, temperature, and
sewage strength, it Ls difficult, if not impossible to calculate
the concentrations and quantities of toxic and explosive gases
which will be generated at O'Hare WRP. However, it may be generally
stated that such gases are normally present in extremely small
concentrations. Consequently, normal safety measures such as
combustible gas detection/alarm and ventilation systems are employed
to eliminate any possible dangers arising from these gases.
5-30
-------
' I- Impacts oF So I Ids Process 111^
The general purpose and ini-Uiods ol sludge disposal 1 nvest Igaled
by the MSDGC have been discussed in previous chapters.
Mechanical dewatering of sludge by centrifugation has been
chosen for the John E. Egan WRP. The sludge can then be disposed
of either in a landfill operation, or hauled as cake and spread on
land by manure spreaders.
The installation and use of centrifuges will not result in
pollution or turbidity of the receiving waterway. No heated or
malodorous gases emitted outside of the building enclosure because
odor control facilities are included in the design of the installation.
There will be no instances of non-compliance with State or Federal
air pollution control regulations. In summary, this process merely
concentrates sludge, which is an unavoidable product of sewage treat-
ment, into an easier to handle less voluminous product.
The ultimate disposal of the sludge will be by either landfill
or application to land as a fertilizer. The use of sludge as a landfill
will not have any detrimental effects on the surrounding area.
The application of stabilized dewatered sludge on land will return
nutrients to soils which have been removed by farm crops. Therefore,
the addition of dewatered sludge to the soil completes the "natural cycle",
When crops are grown, they consume the organic material and the nutrients
5-31
-------
of the soil during their growth. Man consumes these farm products
for his growth and life. Some of these organic materials and
nutrients reappear as human or animal wastes. When applied to the
soil the organic materials and nutrients, consumed in the production
of crops, are returned.
I. Findings
1. Funding the proposed Water Reclamation Plant on site 1 is
acceptable to USEPA.
2. Present knowledge on the potential health hazard aerosol
generation indicates that covering of the proposed Water
Reclamation Plant is unnecessary. Should ongoing or future
research indicate that mitigative measures such as covering
are required for sewage treatment plants of this size and
process, the MSDGC has stated that they will take whatever
measures are necessary to correct any demonstrated problem.
3. While the present buffer zone is adequate, a larger buffer
zone would be desirable for aesthetic purposes and could be
obtained if Wille Road were voluntarily abandoned.
5-32
-------
CHAPTER 6
FEDERAL/STATE AGENCY COMMENTS
AND PUBLIC PARTICIPATION
(This chapter will be completed after circulation of this
Draft EIS and the public hearing. It will be included in
the final EIS).
6-1
-------
C H A P 'I' ', R 7
SKI.ECTKI) RKKKRF.NCKS
Adams, A. P. and J. D. Spendlove, 197'). Coliform Aerosols Emitted by
Sewage Treatment Plants. Science 169:1278
Albrecht, C. R. 1958. Bacterial Air Pollution Associated with the
Sewage Treatment Process. Master's Thesis, University of
Florida.
Alvoro, Budick and Howson, 1969. Report Upon Adequate Water Supply for
the Chicago Metropolitan Area, 1969-2000.
Argonne National Laboratory, Energy and Environmental Systems Division,
1973. Airport Vicinity Air Pollution Study.
Bauer Engineering, Inc. 1973-A. Environmental Assessment, Alternative
Management Plans for Control of Flood and Pollution Problems Due
to Combined-Sewer Discharges in the General Service Area of the
Metropolitan Sanitary District of Greater Chicago.
Bauer Engineering, Inc. 1973-B. Preliminary Draft Environmental Impact
Statement, A Plan for Control of Flood and Pollution Problems
Due to Combined-Sewer Discharges in the General Service Area of
the Metropolitan Sanitary District of Greater Chicago.
Baum and Parker, 1974. Solid Waste Disposal, V.I. Ann Arbor Science
Publishers, Inc.
Bielenberg, D. and T. Hinesl}, 1970. The Basin Plan. Metropolitan
Sanitary District of Greater Chicago.
Brown and Caldwell, 1968. Design Report, O'Hare Reclamation Plant.
Metropolitan Sanitary District o1 Greater Chicago.
Burd, R. S., 1966. A Study of Sludge Handling and Disposal.
Federation of Water Pollution am1 Control.
Burd, R. S., 1968. A Study of Sludge Handling and Disposal, Federation
Water Pollution Control Administration, Pub. WP-20-4.
Camp, Dresser and McKee, Sale Creek R
-------
SELECTED REFERENCES
Consoer, Townsend, and Associates, 1973. Mount Prospect 1973 Flood
Control Report.
Csallany, S. and W. C. Walton, 1963. Yields of Shallow Dolomite Wells
in Northern Illinois, Illinois State Water Survey, Report of
Investigation No. 46.
DeLeuw, Gather, and Co. 1972. Preliminary Plans for O'Hare Collection
Facility, Conventional Intercepting Sewers and Tunnel and Reservoir
Plan.
DeLeuw, Gather and Co., Geotechnic-al Report on Upper Des Plaines Tunnel
and Reservoir Plan, V. 2.
Dowling, H. F. 1966. Airborne Infections - the Past and the Future.
Bact. Rev. 30:485.
Druett, H. A. and K. R. May, 1968. Unstable Germicidal Pollutant in
Rural Air .Nature 220:395.
Fair, G. M. and W. F. Wells, 1934. Measurement of Atmospheric Pollution
and Contamination by Sewage Treatment Works. Proc. 19th Ann. Mtg.
N. Y. Sewer Works Association 1934.
Federation of Sewage Works Association, 1946. Manual of Practice,
Utilization of Sewage Sludge as Fertilizer.
Flood Control Committee, August, 1972. Summary of Technical Reports,
Development of a Flood and Pollution Control Plan for the
Chicagoland Area.
Foundation Sciences, Inc., 1974. Geotechnical Report on Upper Des Plaines
Tunnel and Reservoir Plan, Contracts 73-317-2S, V.I. Bedrock
Geologic Investigation for DeLeuw, Gather, and Company.
Greeley and Hansen, Report on Basic Data.
Herr, G. A., 1973. Odor Destruction - A Case History. Paper presented
at the 66th Annual AICHE Meeting, Philadelphia, Pa., November 13, 1973.
7-2
-------
SELKC'm)
Herr, E and R. L. Potorak, 1974. Program Goal - No Plant Odors. Water
and Sewage Works, October, 1974.
Herzik, G. R. 1958. From Effluent to Alfalfa: Texas Approves Irrigation
of Animal Crops with Sewage Plant Effluents. Wastes Engineering
27:418.
Higgins, F. B. 1964. Bacterial Aerosols from Bursting Bubbles. Doctoral
Dissertation, Georgia Tech.
Hinesly, T. and B. Sosewitz, 1968. Digested Sludge Disposal on Crop
Land. Paper presented at Water Pollution Control Federation
Conference, Chicago, Illinois.
Kenline, P., 1968. The Emission, Identification and Fate of Bacteria
Airborne From Activated Sludge and Extended Aeration Sewage
Treatment Plants. Doctoral Dissertation, University of Cincinnati,
Ohio.
Koenig, L., October 1973. Ultimate Disposal of Advanced - Treatment
Wastes. AWTR - 3.
Ladd, F. C., 1966. Airborne Bacteria from Liquid Waste Treatment Units.
Master's Thesis, Oklahoma State University.
Ledbetter, J. 0., 1964. Air Pollution from Aerobic Waste Treatment.
Water Sewage Works 111 (l):62-63.
Ledbetter, J. 0. and C. W. Randall, 1965. Bacterial Emissions from
Activated Sludge Units. Ind. Med. and Surg. 34 (2):130-133.
Lightheart, B., 1973. Survival of Airborne Bacteria in a High Urban
Concentration of Carbon Monoxide. Appl. Micr. 25(1):86-91.
Magill, P., F. Holden and C. Ackley, 1956. Air Pollution Handbook.
McGraw-Hill, New York.
May, K. R. et .al., 1969. Toxicity of Open Air to a Variety of Micro-
organisms. Nature 221:1140-1147.
Melnick, J. L., 1967. Comment on D. M. McLeans paper, Transmission of
Viral Infections by Recreational Water. In Trans Virus by the Water
Route, ed. G. Berg, Interscience Publisher, New York.
7-3
-------
SELECTED REFERENCES
Metropolitan Sanitary District of Greater Chicago, Engineering Department
1971. Utilization of Liquid Fertilizer.
Metropolitan Sanitary District of Greater Chicago, 1972. The Beneficial
Utilization of Liquid Fertilizer on Land.
Metropolitan Sanitary District of Greater Chicago, 1973-A. Environmental
Assessment of the Prairie Plan-Fulton County, Illinois.
Metropolitan Sanitary District of Greater Chicago, 1973-B. Fortieth
Annual Report.
Metropolitan Sanitary District of Greater Chicago, October, 1974.
Evaluation of Mechanical Dewatering Facility for Project 73-181~2p
at West-Southwest Sewage Treatment Works, Pro Fac, MSDGC.
Metropolitan Sanitary District of Greater Chicago, November, 1974.
Environmental Assessment for Proposed Projects for the Upper Des
Plaines Service Basin, O'Hare Tunnel System.
Metropolitan Sanitary District of Greater Chicago, December, 1974.
Facilities Planning Report. MSDGC Overview Report.
Napolitano, P. J. and D. R. Rowe, 1966. Microbial Content of Air Near
Sewage Treatment Plants. Water and Sewage Works 113:12.
Northeastern Illinois Metropolitan Area Planning Commission, 1966. The
Water Resource in Northeastern Illinois, Planning tts Use. Technical
Report No. 4.
Northeastern Illinois Planning Commission, 1971. Regional Wastewater Plan.
Northeastern Illinois Planning Commission, September, 1974. Regional Water
Supply, Report No. 8.
Peterson, R. J. and Associates, 1973. A Report on Flood Control of
Arlington Heights, Illinois.
Poon, C. P., 1966. Studies on the Instantaneous Death of Airborne
Escherichia coli. Am. J. Epidemiology 84(1):l-9.
Poon, C. P. 1968. Viability of Long-Storage Airborne Bacterial Aerosols.
J. Sanitary Eng. Div. ASCE. 94 (SA6) : 1137-1146 ..
7-4
-------
SKU'XTKI) KKKI'.KI'INCKS
Randall, C. W. and J. 0. Ledbetter, 1966. Bacterial Air Pollution
from Activated Sludge Units. Am. Ind. Hygiene Assoc. J. 27:506-519.
Roy F. Weston, Inc., 1971. Process Design Manual for Upgrading Existing
Wastewater Treatment Plants. EPA Technology Transfer.
Sanitary District of Los Angeles County. Composting Studies at the
County.
Sasman, R. T. eJt.^jL. 1973. Water-Level Decline and Pumpage in Deep Wells
in Northeastern Illinois. Illinois State Water Survey, Circular 113.
Schicht, R. J. and A. Moencli, 1971. Projected Groundwater Deficiencies
In N. E. Illinois, 1980-2020. Illinois State Water Survey,
Circular 101.
Spendlove, S. C-> 1957. Production of Bacterial Aerosols in a Rendering
Plant Process. Public Health Reports 72:176-180.
State of Illinois, Department of Transportation, 1973. Summary of Local
Planning Documents in Illinois.
State of Illinois, Environmental Protection Agency, 1971. Water Quality
Network, Summary of Data, V. 2.
State of Illinois, Environmental Protection Agency, March 7, 1972.
Water Pollution Regulations of Illinois.
State of Illinois, Pollution Control Board, July, 1973. Rules and
Regulations, Chapter 3.
Stone, R., 1974. Sewage Sludge Processing, Transportation, and Disposal.
Paper presented at Am. Soc. of Civil Engineers on Water Resources
Engineering, Jan. 21-25, 1974.
U.S. Army, Corps of Engineers, November, 1973. Draft Environmental
Assessment on Tunnel and Reservoir Plan.
U.S. Army,Corps of Engineers, Chicago District, April, 1974. Summary
Report, Wastewater Management Study for Chicago-South End of Lake
Michigan. (C-SELM).
U.S. Department of Commerce, Bureau of the Census, 1970. Census of
Population, Numbers of Inhabitants, Illinois. Pub. PC(1)A15-I11.
7-5
-------
SELECTED REFERENCES
U.S. Department of Commerce, National Oceanic and Atmospheric Adminis-
tration, Environmental Data Service, 1973. Local Climatological
Data, Chicago, Illinois, O'Hare International Airport.
U.S. Environmental Protection Agency, March, 1974. Alternative Waste
Management Technique for Best Practicable Waste Treatment.
U.S. Environmental Protection Agency, October, 1974. Process Design
Manual for Sludge Treatment and Disposal.
U.S. Environmental Protection Agency Task Force, March, 1972. Sewage
Sludge Incineration. EPA Task Force No. PB211-323.
Walker, John j2t._al_. Sludge Disposal Studies. U.S. Department of
Agriculture, Beltsville, Maryland.
Walton, W. C., 1964. Future Water-Level Declines in Deep Sandstone Wells
in Chicago Region. Illinois State Water Survey. Reprint series No.36,
Wascher, H. L. ejt.al- 1960. Characteris) ics of Soil Associated with
Glacial Tills in Northeastern Illinois. University of Illinois
Agricultural Experiment Station, bu letin 665.
Webb, S. J. .et.al. 1963. The Effects of Relative Humidity and Inositol
on Airborne Viruses. Can. Jour. Micro. 9:87-92.
Wells, W. N. 1961. Irrigation as a Sewage Reuse. Pub. Works 116:118.
Winklepleck, R. G. 1973. Particulate Collection by Scrubbing. Water
and Wastewater Engineering.
Won, R. D. and H. Ross, 1969. Reaction of Airborne Rhizobium meliloti
to Some Environmental Factors. Appl. Micr. 18:555-557.
Woodcock, A. H. 1955. Bursting Bubbles and Air Pollution. Sewage Ind.
Wastes 27:1189.
Zetner, R. J. 1966. Physical and Chemical Stresses of Aerosolization.
Bacterial Review 30(3):551-558.
Metropolitan Sanitary District of Greater Chicago, 1975. Transcript
of Public Hearing, O'Hare Sewage Collection System, plus Additional
Statements and Testimony and Response by the Metropolitan Sanitary
District of Greater Chicago, V.I-I1I.
7-6
-------
SKLECTKI) RKKKKKNCKS
City of Des Plaines, Illinois, 1974. An Ordinance Amending Title VIII
of the City Code by Adding Chapter 15 Entitled "Health and Welfare
Standards for Waste and Sewage Treatment Plants and Works" M-23-74.
Metcalf and Eddy, October, 1974. Process Design Manual for Upgrading
Existing Wastewater Treatment Plants.
Metropolitan Sanitary District of Greater Chicago, Engineering Department.
January, 1974, December, 1974. Infiltration-Inflow Analysis, Upper
Des Plaines Service Basin (O'Hare Water Reclamation Plant).
7-7
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THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
APPENDIX A
O'Hare Area Flood Control Activities
Design Criteria
Wilke-Kirchoff Reservoir, Project 70-407-2F
Heritage Park Reservoir, Project 68-815-2F
.White Pine Ditch Retention Reservoir, Project 72-313-2F
Buffalo Creek Retention Reservoir, Project 67-803-2F
WillowHiggins Retention Reservoir, Project 68-836-2F
Mount Prospect Retention Reservoir, Project 69-308-2F
A-l
-------
THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
WILKE-KtRCHOFF RESERVOIR, PROJECT 70-407-2F
The Wilke-Kirchoff Reservoir is a multi-purpose, excavated flood-
water retarding, pump evacuated reservoir constructed by the Metropoli-
tan Sanitary District of Greater Chicago, in cooperation with the
Village of Arlington Heights, at a cost of $871,000. The reservoir
occupies a 16 acre site, is 12 feet deep, and has a storage capacity of
100 acre-feet. It serves a 717 acre tributary area and is designed to
accommodate a 100 year storm.
The Wilke-Kirchoff Reservoir is located south of Kirchoff Road,
and east of Wilke Road in the Village of Arlington Heights.
The reservoir was designed to serve as a recreational facility, in
addition to its primary function of reducing local flooding. Possible
winter activities include tobogganing and skiing on a large earth mound
in one corner of the reservoir formed with excavated material. Summer
activities can include such things as volleyball, basketball, baseball,
soccer, football, and a general play area. All recreational activities
are supervised by the Arlington Heights Park District.
The reservoir is excavated in a clay soil. The side, slopes are
7:1, providing easy access to the bottom of the reservoir for recrea-
tional usage. The bottom and side slopes are sodded to prevent erosion
and to present an esthetically attractive appearance.
A pumping station, located at the northwest corner of the site con-
tains three variable speed pumps with a capacity of 6.67 cfs to 12 cfs
and two low flow pumps with a capacity of 0.33 cfs. These pumps can
empty a full reservoir in 6 days. Most storms, however, will not fill -
the reservoir completely, and the dewatering time will be less than 6
days. An underdrain system is provided beneath the reservoir floor to
remove the excess ground and storm water and thereby provide maximum
recreational usage of the reservoir bottom.
Storm sewers draining the tributary area carry the runoff into the
reservoir through two inlet structures. At low flows, the runoff drops
through a grate in the inlet structures and is conveyed to the pumping
station through the reservoir dewatering system. The multi-purpose use
of the reservoir is enhanced by use of th.e.low flow bypass system. The
water from the reservoir is pumped through a 30 inch force main to a
storm sewer that discharges into Weller_Creek, the natural drainage out-
let for the reservoir tributary area.
Construction of the reservoir began in August 1972, and was com-
pleted in the fall of 1973. The Metropolitan Sanitary District contri-
buted $736,000 of the construction cost and the Village of Arlington
Heights contributed $135,000. In addition, 'the Village 'of Arlington
A-2
-------
THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
Heights paid $195,000 to acquire the reservoir site and also assumed
the engineering design costs. The Village will be responsible for the
operation and maintenance of the facilities.
A.-3
-------
WILKE - KIRCHOFF RETENTION RESERVOIR
RESERVOIR - PROJECT NO. 70-407-2F
OUTFALL SEWER - PROJECT NO. 71-310-2F
SHEET 1 OF 2
DRAINAGE AREA 717 ACRES
DESIGN STORM 100 YR.
PUMPING STA. CAPACITY 36.7 c.f.s.
CONSTRUCTION COMPLETED
CONSTRUCTION COSTS $ 871.000
LAND AREA 14.6 ACRES
LAND COST $ 232.000
VILLAGE OF ARLINGTON HEIGHTS
<-;
LOCATION MAP
EXISTING STORM
SEWER
METROPOLITAN SANITARY DISTRICT
OF GREATER CHICAGO
FLOOD CONTROL SECTION
JAN. 1973
-------
WILKE - KIRCHOFF RETENTION RESERVOIR
RESERVOIR - PROJECT NO. 70-407-2F
OUTFALL SEWER - PROJECT NO. 71-310-2F
SHEET 2 OF 2
PUMPING STATION
30' GRAVITY
OUTFALL
RESERVOIR LAYOUT
30" R.CP.
6MVITY SEWED
STORM PUMPS #1. #2 & #3
VARIABLE - 3.000 to 5.400 gpm
6.67 to 12.0 cfs • 100 hp
RESERVOIR BASIN. FLOOR (677 5')
SUMP PUMPS #4 & #5
*» it STORAGE IN BASIN • 100 sen ft.
"0 TOTAL STORAGE - 100 acrt ft.
•w
690
MS
NO
OS
n»
•* SEWER'' 10- SEWER-/ 11" ecuicu /
HI IMIM 21 SEWER-" 24" SEWER-
I665.6-
PUMP STATION
PROFJLE
CONSTANT • 150 gpm - 0.33 cfs
7.5 hp
TOTAL PUMP CAPACITY - 16.500 gpm
36.7 cfs
OVERFLOW @ 689.5' elev.
PUMP CONTROLS - SPARLING • FLOAT
665
660
METROPOLITAN SANITARY DISTRICT
OF GREATER CHICAGO
FLOOD CONTROL SECTION
A-5 JAN. 1973
-------
THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
HERITAGE PARK RESERVOIR, PROJECT 68-815-2F
The Heritage Park Reservoir is a multi-purpose flood water reser-
voir constructed at a cost of $270,000 by the Metropolitan Sanitary
District in cooperation with the Village of Wheeling and the Wheeling
Park District. The reservoir is on a 25 acre site and has an average
depth of 5 feet. It has a usable storage volume of 112 acre-feet which
serves a tributary area of 447 acres and is designed to accommodate a
100 year storm.
The reservoir is an excavated storage gravity discharge structure.
The reservoir was designed as a multi-purpose facility for recreation,
in addition to its primary function of reducing local flooding. A per-
manent lake, about 8 acres in area and 5 feet deep, is provided to en-
hance the recreational features of the reservoir and usage for winter
activities. Tobogganing and skiing utilize a large earthen hill con-
structed east of the reservoir with material excavated from the reser-
voir. The adjacent park areas are utilized for all other seasonal
activities. Recreational activities are supervised by the Wheeling
Park District.
The reservoir side slopes are 4:1 or less, permitting easy access
to the reservoir bottom except for the permanent lake area. The reser-
voir area is grassed to prevent erosion and enhance the recreational
use.
The reservoir is emptied through a 60 inch diameter pipe into the
Wheeling.Drainage Ditch. A flap gate on the 60 inch discharge pipe pre-
vents water from the drainage ditch entering the reservoir during peri-
ods of high water in the Wheeling Drainage Ditch. The flap gate also
restricts the flow of storm water out of the reservoir until flow capa-
city is available in the Wheeling Drainage Ditch.
The reservoir construction was completed in 1970. The Metropolitan
Sanitary District contributed $180,000 of the facility's construction
cost and the Village of Wheeling contributed $90,000 for the construc-
tion and paid the engineering design costs. The land for the reservoir
was provided by the Wheeling Park District.
A-6
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HERITAGE PARK WEST RETENTION RESERVOIR
PROJECT NO. 68-815-2F
DRAINAGE AREA 447 ACRES
DESIGN STORM 100 YEARS
PUMPING STA. CAPACITY NONE
CONSTRUCTION COMPLETED 2-16-70
CONSTRUCTION COSTS $270.000 TOTAL (M.S.D. PAID 67%)
LAND AREA 25 ACRES
LAND COST (furnished by village) u
RESERVOIR
RO.
DRAINAGE AREA
DISCHARGE
PIPE
VILLAGE OF WHEELING
LOCATION MAP
4 WHEELING RO.
RAILROAD
WHEELING DRAIN. OITCh
WATER EL 638.5 WITH
10 YR. RUNOFF
MAX. WATER ELEV. IN
RESERVOIR 639.0
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THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
WHITE PINE DITCH RETENTION RESERVOIR, CONTRACT NO. 72-313-2F
The White Pine Ditch Retention Reservoir is a project of inter-
agency cooperation that will divert flow from the White Pine Ditch
Watershed to control chronic overbank flooding and sanitary sewer back-
up caused by storm flows entering and overloading the sanitary sewer
system. The need for additional public services to assist people in
flooded areas, and the loss of direct access to or around flooded areas
with eaergency equipment, is costly to the habitants in both life and
assets. Diversion of the existing and increased flows from the road im-
provement and urbanization will convey the flows to a reservoir site
with the capacity to store the excess storm runoffs. Along the water-
course no site could adequately provide the protection from the 100-year
storm event.
The Dundee Road improvement project, developed and under construc-
tion by the Department of Transportation, State of Illinois, includes
the larger sized storm sewer to divert flows from the White Pine Ditch
to the east. The discharge of this sewer and the naturally contributing
areas are directed into the retention reservoir of 50 acre-feet storage
capacity. The reservoir and White Pine both discharge into Buffalo
Creek.
The Village of Buffalo Grove reported the monetary flood related
losses for the year 1972 to be $50,700. These losses for the White Pine
Ditch area only involved 119 homes.
Coat involvement for the reservoir project are as follows:
$120,000 from the Metropolitan Sanitary District, $130,000 from the
Department of Transportation of the State of Illinois, and any addi-
tional cost by the Village of Buffalo Grove.
In addition to the construction cost for the reservoir, the Sani-
tary District will administer the construction contract and the Village
of Buffalo Grove will secure the land rights upon which the reservoir is
located. -
The Sanitary District has authority to undertake this work and com-
mit funds without a general election. Plans and specifications were
awarded August 8, 1974. Work will be completed by May 1, 1975.
A-8
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WHITE PINE DITCH RESERVOIR
OB6MAL WHITE PINE DITCH DRAINAGE
AREA (5IS ACRES)
WHITE Pitt DITCH OMINA6E AREA DIVERTED
BY WiHWAY IMPROVEMENT (315 ACRES) —
FLOOD DAMAGED
RESIDENTIAL AREA
RESERVOIR BY M.S.O.
(Stt dttail below)
STORM SEWER BY STATE HIGHWAY AGENCY
LOCATION PUN
I i 6th grim by othtra
i ->
r ottiws
COMSTRUCTION PLAN
A-9
IXHIBIT 3
METROPOLITAN SANITARY DISTRICT
OF GREATER CHICAGO
FLOOD CONTROL SICTION
O.H.G.
NOV. 1972
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THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
BUFFALO CREEK RETENTION RESERVOIR, CONTRACT NO. 67-803-2F
Urbanization of the Buffalo Creek Watershed has,increased storm
runoff and flooding in areas adjacent to Buffalo Creek and the Wheeling
Drainage Ditch in the Village of Buffalo Grove and Wheeling. To reduce
this flooding, the proposed Buffalo Creek Retention Reservoir will im-
pound approximately 700 acre-feet of storm water. This valley reservoir
will be an earthfill dam located just west of Arlington Heights Road and
south of Checker Road in Lake County. A culvert control structure will
pass low flows and limit the maximum discharge from the reservoir to ap-
proximately 250 cfs. An emergency spillway will be provided to pass
storm flows from storm events that exceed the 100-year storm event stor-
age capacity and to protect the dam structure.
Additional construction work includes a levee or other flood pro-
tection method for the private buildings adjacent to the reservoir site
north of Checker Road. Checker Road will be raised above, the high water
elevation as will the new bridge over Buffalo Creek. The reservoir site
is approximately 160 acres located west of Arlington Heights Road in
Section 31 of Vernon Township, Lake County. The site also included some
area in Wheeling Township, Cook County. Total cost to the District Is
estimated at $2,100,000.
Project implementation will be guided by a Cooperative Agreement
between the Lake County Forest Preserve District, Village of Buffalo
Grove, and the Metropolitan Sanitary District.
The reservoir site will be a multiple-use facility for open space
recreation uses, in addition to the primary function for flood control.
The Sanitary District has authority to undertake this work and com-
mit funds without a general election. Plans and specifications will be
available for bid advertisement in March, 1975. The construction con-
N tract will be let within 90 days after bid advertisement. Work will be
completed by December, 1975.
A-10
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A-11
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THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
WILLOW-HIGGINS RETENTION RESERVOIR, PROJECT 68-836-2F
The project includes the construction of two storm water retention
reservoirs, Willow-Higgins Creek Channel Modifications and Willow Creek
relocation to control the flooding in the Willow-Higgins Creek Watershed
for the 100 year storm event as shown on Exhibit 1. This provides for
storing flows from the O'Hare Water Reclamation Plant that exceeds chan-
nel capacity. The reservoirs will be located in the O'Hare Airport run-
way clear zone areas. Clear zones are provided at the ends of runways
because of the high noise level in these areas, the need to control ele-
vation of structures in runway approaches and to provide for aircraft
over run conditions and thus are unavailable for individual public use.
The Ravenswood Reservoir site is located approximately 2750 feet
from the end of the runway 32R-14L and the Lee Street Reservoir site is
located approximately 900 feet from the end of runway 4L-22R. The
Willow-Higgins Creek Channel Modifications will be a closed concrete
section downstream of the Lee Street Site. The Willow Creek Relocation
will consist of both grass lined earth channel and closed concrete sec-
tions as physical conditions permit.
Willow Creek will be relocated generally along the western limits
of O'Eare Airport south of Old Higgins Road, and then northerly to the
Ravenswood Reservoir.
The project will relieve the flooding problems in the Willow Higgins
Watershed downstream of O'Hare Water Reclamation Plant for storm events
dp to the 100 year frequency. Relocation of Willow Creek would facilitate
the future development of O'Hare Airport. Also, conveying the flow of
Willow Creek drainage area to the Ravenswood Reservoir, will effectively
utilize the greater storage capacity available at the Ravenswood site.
The flows added by O'Hare Water Reclamation Plant will be stored
at Ravenswood Reservoir when the flow in the downstream channel exceeds
the design capacity. These added flows will result from the treatment
of flows from an ultimate population equivalent of 439,000 in the service
area and also from the treatment of the storm flows from a combined sewer
area of 8000 acres located in Weller Creek Watershed, part of Upper
Des Plaines Tunnel and Reservoir Plan.
The proposed project would have following long term effects:
1. Eliminate flood damages for storm events up to the 100-year
frequency and would provide peace of mind to the citizens
in flood prone areas.
2. Provide storage for additional flows from the proposed
O'Hare Water Reclamation Plant.
A-12.
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THE METROPOLITAN SANITARY DISTRICT OP GREATER CHICAGO •
3. Tacilitata tha O'Bara Airport axpanaion program.
4. DM land located In claar conea for additional public banafit.
i
5. Incraaaa property valuation by control of ovarbank flooding
sad tharaby ineraaaa raal eatate tax ravanuas, avan with tha
ravoval of aona privata land from tha tax rolla for tha proJact.
A-13
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THE METROPOLITAN SANITARY DISTRICT OP GREATER CHICAGO
MOOHT PROSPECT RETENTION RESERVOIR, PROJECT HO. 69-308-2F
The reservoir will be an interim facility dealgned to provide a
certain level of protection to the area until such time aa the Tunnel
and Reservoir Plan ia implemented. At that time, the reaervoir will be
enlarged from 130 acre-feet (interim) to 850 acre-feet (ultimate). The
basin will function by gravity. No pumping will be required.
The Interim plan involved 130 acre-feet of atorage providing relief to
the upstream atorm sewer ayatem. The Village will be reaponalble for
the measures necessary to convey separate atorm flowa into the reaer-
voir. Conversion to the ultimate facility will Involve enlargement of
the reservoir and conveyance facilitiea to bring combined overflows
into the reservoir.
The interim facility will atore atorm flowa only. The ultimate
facility will include meaaurea to handle combined flowa. The DeLeuw
Gather report, "Preliminary Plana for O'Hare Collection Facility", con-
cerns the O'Hare Tunnel and Reaervoir ayatem of which the ultimate fa-
cility will be a part. The interim facility ia not covered in thia re-
port. Detailed dealgn and analyaia of the interim propoaal will com-
mence subsequent to the completion of negotiationa with the Village and
the purchaae of the aite.
Drop Shaft No. 1 under the Tunnel and Reaervoir Plan for the
(O'Hare) Upper Dea Plainea Baain will be aituated at Central Road and
waller Creek. The 850 acre-foot Mount Proapect combined waate water
detention baain will function to limit the flow to Shaft No. 1 to 800
cfa. Based on a fully developed upatream drainage area, and an unre-
atricted upatream local aewer ayatem (exceeding 100-year design atorm
frequency), thia flow waa exceeded 24 times in the 21 year record period,
there were 21 times the maximum detention volume did not exceed 100 acre-
feet. Twelve times the volume detained did not exceed fifty acre-feet.
The maximum time of detention in the atudy period waa 20 hours. This
waa for a recurrence of the July 1957 atorm. In general, the detention
period would be a small fraction of the 20 hour maximum even under full
development conditions.
Jell
-------
N
ARLINGTON HEIGHTS
Ave.
VILLAGE BOUNDARY
ML PROSPECT
EXISTING M.S.D. SEWER
ML PROSPECT
SITE OF PROPOSED
MT. PROSPECT
RETENTION RESERVOIR
CONTRACT 69-308-2F
THE METROPOLITAN SANITARY DISTRICT
OF GREATER CHICAGO
ENGINEERING DEPARTMENT
A-16
F.J.K.
AUG., 1973
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THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
APPENDIX B
M3DGC TARP PROGRAM
Combined Sewer Overflow Elimination
The selected plan for eliminating untreated combined sewer over-
flows or plant bypasses was chosen from various alternatives and was
described in the August 1972 "Summary of Technical Reports," presented
by the Flood Control Coordinating Committee. Since 1972 refinements
to sub-systems of the plan have been made as additional studies and
sub-surface exploration work have been performed.
This chapter first describes the August 1972 Recommended Plan
and then describes the five revisions that have been made. These
revisions do not change the concept of the plan but only present
additional development of the project to reflect sub-system optimiza-
tion.
August 1972 FCC Recommended Plan
Description and Maps
After extensive review of the alternatives, the Flood Control
Coordinating Committee unanimously agreed that the Alternatives "G",
"H", "J" and "S" Mod 3, are less costly and would be more environ-
mentally acceptable to the community than any of the other plans
presented. Detailed studies and layouts along the lines of these
plans were then continued to develop the recommended plan.
The system recommended herein, a composite of several of the above
Alternatives, is outstanding in its relative storage economy and
simplicity. It will capture the total runoff from all of the record
meteorological sequences of history, if they were to recur on future
ultimate developed drainage basins, except for the peak few hours of
three of the most severe storm events. The system will convey these
captured combined sewer flows through high velocity, out-of-sight
underflow tunnels below the routes of the existing surface water-
courses to large pit-type storage reservoirs. Figure M-IX-1 shows
the general location of the conveyance tunnel system and storage
reservoirs.
The primary storage reservoir is shown located in the area now
occupied by the sludge lagoons of the Metropolitan Sanitary District
in the McCook-Summit area. This reservoir will be in the form of a
300 to 330 feet deep rock quarry, with a maximum water depth of
approximately 200 feet, in the heaviest storm .event,and water surface
dimensions averaging about 1,000 feet wide by 2 1/2 miles long. Total
storage capacity of the reservoir with the water surface as its
maximum level of -100 CCD, will be 57,000 acre-feet.
Figure M-X-2 shows the general layout of the reservoir, conduits
and pumping facilities. The lower 100 feet of depth of the reservoir
B-l
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THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
will be divided into three basins by transverse dikes, providing two
small basins, each with a volume of 5,000 acre-feet for the more
frequent small runoff periods. The larger runoff volumes will flood
the remaining basin and the water surface will rise in elevation over
the entire reservoir.
The dewatering pumping station shown on Figure M-X-2 will dis-
charge from the storage reservoir to the West-Southwest Treatment Plant
at an average rate of about 700 cfs. The station's total capacity
will be 2400 cfs in order to dewater the conveyance tunnels and Stearns
Quarry into the reservoir within two or three days following a storm.
Computer studies indicate that the storage utilized in Basins 1
and 2 will exceed their combined volume (10,000 acre-feet) at an
average frequency of six or seven times per year and that these two
basins alone will entrap more than 70% of the annual combined sewer
spillage containing over 957, of the annual Suspended Solids.
The use of a deep pit storage basin of such magnitude and depth
requires that aeration be provided to insure positive odor control by
floating equipment. This is necessary because the range of liquid
level varies over 200 feet. It is proposed to use submerged turbine
aerators provided with a downflow draft tube with air injection below
the propeller.
The submerged turbine aerators will be provided with a bar screen
to prevent large ice chunks from being drawn into the draft: tube and
damaging the blades. The aerators will be provided with legs to
protect the draft tube and will need a minimum of 20 feet of water to
operate. When floating at greater depths, it is considered that
active aeration will be limited to the upper 50 feet of the water in
storage.
Aerators, in the heaviest rainfall year will be in near continuous
operation in or above Basins 1 and 2. A lesser amount of aeration on
an intermittent schedule will be required in Basin No. 3.
An aerated reservoir of lesser depth and a volume of 1,800 acre-
feet, will be provided near the proposed O'Hare Water Reclamation
Plant, to serve the combined sewered area of the suburban communities
to the northwest.
Another reservoir will utilize the existing Stearns rock quarry
in the vicinity of 28th and Halsted Streets. This reservoir will
provide approximately 4,000 acre-feet of storage space and will be
used only during record storm events to flatten out the peak discharge
through the conveyance tunnels.
B-2
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THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
Conveyance Tunnels
There are approximately 120 miles of conveyance tunnels inter-
cepting 640 sewer overflow points in the 375 square mile area served
by combined sewers. Most of the conveyance tunnels will be constructed
in the Silurian Dolomite rock formation 150 to 300 feet below the
surface of the waterways. In some areas, the smaller tunnels will be
constructed in the clay overburden. See Figure M-X-3, 4 for profiles
of the tunnels.
The tunnels will in general be drilled by mining machine (moles),
except for the largest sizes which will probably be constructed by
the conventional drill and blast method.
Three main conveyance tunnel systems fork out from the primary
reservoir facility located in the McCook-Cummit area. See Figure M-X-1.
Figure MX-1. The Des Plaines Tunnel System extends north along the
Des Plaines River to the Village of Des Plaines,thence northwest
terminating at the Village of Palatine. The Mainstream Tunnel System
extends under the Sanitary and Ship Canal, the North and South Branches
of the Chicago River and the North Shore Channel to the Wilmette
controlling works. The Calumet Tunnel System extends south and south-
easterly along public right-of-way to the Sag Channel, thence eastward
under the Little Calumet, Grand Calumet and Calumet Rivers to near the
State Line. The storage space in the conveyance tunnel system is
9,100 acre-feet.
Drop Shafts
The spillages will be delivered to the tunnels by hundreds of
vertical drop shafts, capturing the present spillage from the existing
riverbank sewer outlets of over five thousand miles of near-surface
sewer systems. A typical drop shaft is shown in Figure M-X-5.
The drop shafts will have a split vertical shaft, one side for
water and the other side for air. The center dividing wall will have
slots to insufflate air in the falling water. This reduces the impact
when the air-water mixture hits bottom. An air separation chamber is
provided to reduce the amount of air entering the tunnel. At the top,
a vent chamber will allow air to escape during filling and to be drawn
in during dewatering.
Groundwater Protection and Recharge
The major project elements are sited in rock units of the Silurian
System of the geologic strata underlying the Chicagoland area. These
limestone and dolomite rock units, together with the hydraulically
interconnected overlying glacial drift, comprise the so-called shallow
aquifer of the region which is recharged by local rainfall.
B-3
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THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
Additional data on protection of groundwater and limitation of
infiltration into tunnels and storage areas is available in Technical
Report No. 4, Geology and Water Supply. This upper aquifer system Is
used as a water supply for individuals and certain municipalities.
However, the water supply for the vast majority of the area is through
piped systems using Lake Michigan water.
The preservation of groundwater quality and quantity is achieved
by positioning the project elements in the best available rock units,
taking advantage of the natural low permeabilities of the rock and
augmenting this low permeability by sealing the water bearing bedding
planes and joints, thus providing for elimination of the direct connec-
tions between the aquifer and the project element.
Additionally, the naturally high piezometric level within the
aquifer will provide a positive inward presssure providing additional
assurance against exfiltration of flows. In those areas were excessive
groundwater withdrawals occur, adversely lowering the groundwater
table, the added protection could be provided by artificial recharge
to restore high levels around the project element. The identification
of this recharge need, however, can only be made after sub-surface
exploration, testing and detailed positioning of the project elements.
Benefits
A brief listing of anticipated benefits to be derived from
completion of the system of flood and pollution control proposed
herein, includes the following:
1. Protection of the valuable water resources of Lake Michigan
from flood release of river water as now required through
the existing Chicago River, the North Shore Channel and
the Calumet River into Lake Michigan.
2. Achieving and maintaining acceptable water quality (in
accordance with National Goals and Regulations of the
Illinois Pollution Control Board and the Metropolitan
Sanitary District) in the open waterways known as the
Chicago River and its branches, the Sanitary and Ship
Canal, the North Shore Channel, the Calumet-Sag Channel
and those portion of the Calumet River, Des Plaines River,
Salt Creek and other open waterways, under the jurisdiction
and control of the Metropolitan Sanitary District of Greater
Chicago.
3. Reduction of surface and basement flooding by underground
backwaters or overbank flooding.
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THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
4. Improvement of recreational values of all surface waterways.
5. Increase in property values due to general improvement of
environment.
Additional Plan Developments
The plan described in previous sections was produced in 1972.
The intervening two years have provided the opportunity to incorporate
new analysis and information, and improve the Plan accordingly. These
up-dates can be grouped under five headings, with the revised Recommen-
ded Plan shown on the attached map (Figure M-X-6).
a. Independent Calumet System: The most significant revisions are the
separation of the Calumet Area from the Central System and having an
Independently operating system with dewatering to the Calumet Plant.
. The decision to separate the Calumet Area was based on detailed
study ' of operational flexibility and cost. This study originated
with the recognition that several potential reservoir sites exist in
the Calumet Area, and the cost of the 55,000-foot connection tunnel
($100 Billion) would be saved by independently operating systems.
The study considered three alternative concepts, each with
several variations:
A. Maximum Size Intertfe Tunnel Plan; In this plan, no
storage would be provided in the Calumet area. All flow would be
directed to the McCook-Sutranit area terminal reservoir. Economies
would be realized by concentrating terminal reservoir facilities.
These savings would be compared to the extra costs associated with
conveyance facilities required to concentrate the storage.
This scheme is similar to the layout shown in Figure M-X-1 (the
Recommended Plan from the Summary of Technical Reports) for the
project area remaining after exclusion of the O'Hare sub-project area.
However, these studies included drainage flow from the communities of
Lansing and part of Markham which were not a part of the prior studies
made in support of the Summary of Technical Reports. This additional
drainage flow is included as well in all other alternatives evaluated
in this study.
An Intermediate Size Intertie Tunnel Plan. Storage would
be provided in the Calumet area but it would be an amount which would
be insufficient to accommodate all of the runoff in the Calumet area
during a large storm. In these instances, the Calumet area reservoirs
would fill and, subsequently, flow would be diverted through the
intertie tunnel to the McCook-Summit area reservoir.
B-5
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THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
No Intertie Tunnel Plan. In this scheme, storage volume
provided in the Calumet area would be sufficient to accept the excess
combined sewer flow in that area. The Mainstream and Des Plaines Tunnel
Systems would drain to the McCook-Summit area terminal reservoir.
Several variations within each of the above basic concept plans
are possible and were examined in this study so that the least-cost
representation of each of the above concepts could be identified. This
led to development of twelve separate project layouts for comparative
evaluation, which included different reservoir locations and tunnel
systems.
Initial Evaluation of Project Layouts ; The evaluation and cost estima-
ting methods employed in the initial phase of this study are identical
to those used in the studies which a re reported in the Summary of
Technical Reports. The same basic unit costs and cost curves were
used as were the computer programs previously developed. These were
accepted and used to conduct simulation studies which yielded results
concerning performance of the twelve project layouts. A "trial and
error" procedure was employed in the development of these layouts
wherein tunnel diameters and reservoir sizes were first assumed; then,
for selected storm events, the system performance was simulated by
electronic digital computer cooperation; and system performance defi-
ciencies were noted upon completion of the computer run. Adjustments
were then made in tunnel diameters and reservoir dimensions as
indicated by the simulation analysis results. The procedure was
repeated until all of the twelve project layouts satisfied the perfor-
mance requirements. These performance requirements were to limit
the overflow quantities during repeat of the largest storms to prevent
backflow to the Lake and to treat the captured water at the existing
treatment plants at a rate such that the total flow to the plant
combined with dry weather flow did not exceed 1.5 times average dry-
weather flow. The estimates of costs of construction of the sanitary
systems were compiled using the cost parameter data developed for the
prior studies.
The general approach employed in the initital evaluation phase
of this study is presented here. The prior studies which are described
in the Summary of Technical Reports showed that, of the 21 year
continuous record of precipitation, a tunnel-reservoir system which
functioned adequately in simulation analysis during the events of
July 12-13, 1957 and October 3-12, 1954 would also function satis-
factorily throughout the remainder of the period of record. Further,
the tunnel sizes required in any given layout were dictated principally
by conditions which prevailed during the 1957 storm; a storm, which
yielded the maximum instantaneous peak runoff flow. Also, the prior
studies showed that the total reservoir storage volumes required
were controlled by the conditions which obtained during the 1954 storm.
B-6
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THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
Moreover, an approximate correlation existed between the reservoir
requirements established by simulation of the 1957 storm and those
established by simulation of the 1954 storm.
For these initial evaluation studies, only the July 12-13, 1957
precipitation event was used in simulation analysis step of the work.
This was made necessary because of the large number of computer runs
required and the especially lengthy run-time of the 1954 event simu-
lation. The July, 1957 analyses yielded the required tunnel diameters
of the several schemes. The construction costs of these tunnel networks
were computed. The July, 1957 analyses also indicated reservoir volume
requirements for satisfactory system performance for this event.
These values were extrapolated to approximate total reservoir volume
requirements which would be needed for satisfactory system performance
during the October, 1954 storm. Reservoir construction cost estimates
were then developed.
Cost comparison of the twelve alternatives was made on the basis
of the sum of the tunnel and reservoir costs. These were regarded as
the controlling project costs since these two project compontents
comprise approximately ninety percent of the total construction cost.
Additionally, much of the remaining 10 percent of construction costs
consist of modification of surface collection facilities and drop
shafts, both elements being a common and near-constant cost factor for
all proposed systems.
"Least Cost" Alternatives - Detailed Evaluations; The maximum size
intertie tunnel plan (Scheme 1A), the intermediate size intertie
tunnel plan (Scheme 2E), and the no intertie tunnel plan (Scheme 3A),
having been identified as the most economicaly systems for each of the
three concepts, were examined in greater detail than the remainder of
the alternatives. Each of these schemes include the use of existing
quarries as reservoirs. These quarries, already having depths in
excess of 200 feet and large volumes available, had distinct advantages
over other sites with no significant existing storage volume such as
in the sludge lagoon sites. Preliminary reservoir layouts were made
for these plans and more detailed construction cost estimates were
prepared as shown in Table M-X-1.
The totals show the cost advantage of 3A, separation. Addi-
tional advantage is found in the freedom of construction phasing.
B-7
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THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
TABLE M-X-1 LEAST COST SCHEMES ESTIMATE OF CONSTRUCTION COSTS; MILLIONS
OF DOLLARS (Based on a Limitation of Stockpile Height of
200 Feet in the MeCook-Summit Area)
Sum of Tunnels and Reservoirs (1972 Costs, Unescalated)
Item Scheme 1A Scheme 2E Scheme 3A
2
1. McCook-Summit Reservoir 496 351 286
2
2. Thornton Reservoir - 56 74
3. Mainstream On-Line
Reservoir 15 15 15
4. Tunnels1 691 568 552
5. Pumping Stations
a. McCook-Summit 71 65 64
b. Stearns Quarry 8 8
c. Thornton-Calumet ^ 30 30
TOTAL, without contingencies 1,281 1,093 1,029
^Estimates of tunnel cost require a determination of whether or
they are concrete-lined. The final decision concerning concrete
lining must be reserved for the design phase of the project and
completion of subsurface investigations. This decision cannot alter
the conclusions of this optimization study because all project
layouts will be similarly affected.
^Includes credit for future sale of rock and other future land values.
B-8
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THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
As a result of these studies, the interconnecting tunnel has been
eliminating and planning and subsurface explorations have been concen-
trated on development of the plan with an independently operating
Calumet System.
b. Palatine Tunnel Elimination
An additional revision is the elimination of a tunnel leg into
the Village of Palatine. A report titled "Preliminary Engineering
Study of Palatine, Illinois for Intercepting and Holding Combined-
Sewage Overflows" was completed in September, 1973. Eighteen alternate
solutions were studied. The lowest cost alternate for a tunnel and
reservoir concept system for Palatine area to connect to the O'Hare
System, as originally proposed was $22,700,000. Of the alternates
discharging to Salt Creek Water Reclamation Plant, the lowest cost was
$17,300,000; however the recommended tunnel and reservoir concept
system was estimated at $18,900,000. It was further established that
construction of a separate new five-year storm sewer system for the
combined-sewer area would cost $11,100,000 and the construction of a
new sanitary sewer system would cost an estimated $12,700,000. Either
a new storm sewer system or new sanitary sewer system would eliminate
combined-sewer overflows in this drainage basin.
At the regular Board Meeting of April 22, 1971, the Board of
Trustees of the District approved the U.S. Soil Conservation Service
Upper Salt Creek Watershed Work Plan. This plan, of which the District
is a local sponsor, is a comprehensive program which will prevent
overflow of Salt Creek in the Palatine area. The District has already
committed $4,861,000 for seven projects under the Work Plan. In view
of this program, the flood control benefits of the District's Tunnel
and Reservoir Plan for the Palatine area will not be required.
The estimated cost of the tunnel and reservoir plan exceeds the
estimated cost of separating sewers within that portion of the Village
of Palatine which has combined-sewers; and therefore, the tunnel and
Reservoir concept is not the cost-effective method for preventing
discharge of combined-sewage to the waterways.
Therefore, the Palatine tunnel leg in the Northwest Area of the
District has been eliminated and at meetings with the Village of
Palatine the Village Officials have been so informed.
c. Mainstream Dual Tunnel System
A third revision or updating includes dual tunnels for the
Mainstream System from Summit to Lawrence Avenue. The August 1972
Plan included a 42-foot diameter or equivalent along this reach. In
order to maintain a uniform slope, this tunnel would have to be constructed
through the Maquoketa shale. This shale formed from clay sized
B-9
-------
THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
particles is a softer rock than the dolomitic limestone, and presents
different stability considerations for both long-term use and during
construction. Thus, the construction in this shale will be more costly
than in limestone.
During 1974, additional rock borings have been made to further
identify the location of this shale formation and additional analysis
have been performed. As a result, it has been determined that the most
cost-effective plan ia to construct a smaller tunnel first at the
required slope and at a latter date construct a second tunnel which
would be totally in the limestone formations. Each of the dual tunnels
would provide one-half the required conveyance capacity.
B-10
-------
TABLE
IMC. MC.I nurVLI f AN OMniiMn? ui^iniui
M-X-2 TUNNELS MAINSTREAM SYSTEM (McCook
vr unc.Micn unit,
to Confluence)
«uw
SINGLE TUNNEL
LINE
Z
3
4
5
6
7
8
9
10
11
12
13
14
15
16
48
49
50
LENGTH
b.yju
7,095
13,575
8,00
8,600
7,332
8,368
10,992
11,718
8,285
4,095
5,451
4,104
3,823
2,865
24,400
11,300
14,580
DIA.
UU
7,810
14,930
8,800
9,460
3,150
26,840
12,430
16,038
$110,958
B-ll
-------
THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
The Table M-X-2 compares the construction costs of the single tunnel
with the costs of the dual tunnel system. As can be seen the cost
difference is $16 million or 6 per cent of the total. This difference
is insignificant when considering the total costs of the program. There-
fore, also considering the uncertainties of grant funding, the dual
tunnel system is chosen because the first tunnel can be constructed at
a lower initial cost and provide for the capture of in excess of 80 per
cent of the pollutants now discharged to' the waterways, and thus obtain
an early return on the invested funds. The dual tunnel system also
offers time to further optimize the size needed for the second tunnel
to meet project objectives.
d. Mainstream On-Line Reservoir
Another revision has been elimination of Stearns Quarry as the
location of the Mainstream On-Line Detention Reservoir. This reservoir
has been included in the Plan in order to reduce the size and cost of
the Mainstream Tunnel System. Without such a reservoir, the lengthy
Mainstream Tunnel would have to increase in size from a 42-foot diameter
equivalent tunnel to a 55-foot diameter equivalent tunnel^).
The Stearns site is now being filled in and will eventually
be used as a park. The previous studies had considered this site only
in relation to evaluating different alternatives of solving the combined-
sewer overflow problem, and not in terms of the specific details of the
site. It has now been determined that the best and highest use of the
site is as a park.
In its place, a Mainstream On-line Reservoir at an unidentified
site is included. The location of this reservoir can be anywhere along
the tunnel between the Stearns site and Wilmette Harbor. Since this
reservoir will be used only during the large storms of record to reduce
the peak flow rates to the tunnels, it will be one of the last facilities
to be constructed. IS a suitable site is not found for the reservoir,
the alternative does exist to increase the size of the second tunnel of
the Mainstream Dual Tunnel System.
e. Des Plaines Watershed
A fifth revision provides for the total capture of the combined-
sewer overflows in the Des Plaines River Watershed. The August 1972 Plan
included the equivalent of a Mod 3 level of capture for the sizing of the
Des Plaines River Tunnel and the O'Hare Northwest System. However, as
was stated in the report, total capture would be needed in order to meet
the higher water quality standards of the General Use and the Public and
Food Processing Water Supply Designated waterways. (See Figure M-X-7.)
This was the case in the Little Calumet River and the North Branch of
the Chicago River Upstream with its junction with the North Shore Channel.
Tunnel sizing is provided so as not to spill into these waterways.
-------
THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
The higher water quality standards for the above waterways includes,
among others, the requirement that the dissolved oxygen level shall not
fall below five milligrams per liter at any time. The computer simu-
lation of the overflows into the Chicago and Calumet River Systems
(designated as secondary contact waters) demonstrates that depression of
the oxygen levels below five milligrams per liter will occur. Since these
latter waterways have a lower water quality designation and instream
aeration is to be provided the Mod 3 level of protection is judged to be
adequate. However, it is not judged to be adequate in the Des Plaines
River Watershed. A computer model of the Des Plaines River has not been
developed as for the above waterways. However, the same level of contami-
nants would be discharged during overflow and the results can be expected
to be the same.
Therefore, the plan now includes reservoir capacity in the O'Hare
Area to provide for total capture and increased sizing in the Des Plaines
River tunnels to transport a higher rate of flow to the Mainstream-
Summit Reservoir.
In the O'Hare Area, the August 1972 Report provides for an 1800
acre-foot reservoir including capacity for Palatine. Subsequent
Analysis (*) demonstrates that 1280 acre-feet is required for the
equivalent of Mod 3 level storage for the O'Hare sewered area and 2700
acre-feet for total capture. Provision for the latter quantity of storage
is being included in the Plan. The sizing of the tunnels is not changed
because of the decision to include total capture. The tunnel size has
been chosen to transport dry-weather flows to the O'Hare Plant, and on
the basis of transporting peak storm flows with an On-line reservoir
providing for the detention of peak flow rates so as to control the tunnel
surcharge. The cost of both the 2700 acre-foot O'Hare terminal storage
reservoir and the On-Line reservoir is included in the Plan.
The Des Plaines River Tunnel has been increased in size to provide
for total capture. This size increase is shown on Table M-X-3. The
original size was picked such that spillage to the waterways occurred
during a repeat of the July 1957 storm, (the storm of record for rate of
flow) at approximately the same ratio to total flow as in the Chicago
and Calumet River Systems. During the 1954 storm (the storm of record
for total volume), there was no spillage to the Des Plaines River and the
total flow was transported to the reservoir. Thus, no additional storage
volume is needed to provide for total capture and only increased tunnel
sizing is required.
B-13
-------
THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
TABLE M-X-3 TUNNELS- DES PLAINES RIVER SYSTEM
LINE
18
19
20
21
22
23
24
25
26
27
28
29
30
LENGTH
(ft.)
8800
5040
11,280
9460
12,200
11.200
8160
14,390
5100
8600
7030
10,380
6470
TOTAL
DIA. (FT.
36
15
10
36
32
15
32
32
32
24
24
24
24
CAPTURE
) COST
($ x 1000)
15,224
2,974
3,948
16,366
17,690
6,608
11,832
20,866
7,395
8,600
7,050
10,380
6,470
MoD 3 LEVEL
DIA. (FT.)
30
15
15
30
25
15
25
25
25
25
25
20
20
PROTECTION
COST
($ x 1000)
11,704
2,974
6,655
12,582
12,810
6,608
8,568
15,110
5,355
9,030
7,403
8,304
5,176
TOTAL 118,130
135,403
112,279
Cost sliov.'n exclude shafts, connecting structures and contingencies
R-ll
-------
THE RECOMMENDED PLAN
AUGUST 1972
I
r
• STORAGE
RESERVOIRS
O TREATMENT
WORKS
FIGURE MOM
B-15
-------
SE
DEVELOPMENT OF A FLOOD AND POLLUTION
CONTROL PLAN FOR THE CHICAGOLANO AREA
PART 5 - ALTERNATIVE SYSTEMS
PRELIMINARY LAYOUT OF STICKNEY RESERVOIR
B-16
DECEMBER, 1972
-------
-400
IHOUSMOS 01 fid— 0
STORAGE
RESERVOIR
10 20 30 «0
SANITARY AND SHIP CANAL
SO 60 10 10 90 100 110
SOUTH NORTH CHICAGO RIVER
CHICAGO RIVER
MAINSTREAM SYSTEM
120 130 140
NORTH SHORE CHANNEL
RESERVOIR
DES PLAINES RIVER SYSTEM
1 a ll * I*
1 i i J s> •{ * H It
i ! 1 1 n il i i! H
4 SI 52 S3 54 3 7
' _ ~. ,
•^r~i j^ ' ___.u
II in " •" .».» -
_^— ' • | u-_
*..„_. 1. ... . i . .... J
jo- «'•
^"
_.
.» i
-MO
20 30 40 0505
NORTH BRANCH CHICAGO RIVER
CHGO ', SOUTH
RIVER FORK
MAINSTREAM BRANCHES
1 I j
1 1 Hi « §l -
1 1 § 1^ 11*"
3 34 35 37 )
':
=~ — ^_
.
15 Old
M.M1. 3.1|>..|,H
-• - L
t^.-^
11' D
-------
NODE NUMBER—
«IOO
a
o
o
THOUSANDS OF FEET— 6 10
STORAGE HARBOR BELT
RESERVOm
R.R.
20
30 40
HARLEM AVE.
60 70 80
CAL. SAG CHANNEL
90 100
LITTLE CALUMET
CALUMET SYSTEM
110
CAL.
120
GRAND
RIVER CALUMET
r
U4
5
o
u -100
o
< -200
-300
S
NODE NUMSa— 27 20
21 22
s
a
s
23 24
25
-400
THOUSANDS OF HET— 6
"**-
35*
• •••*
i"' i
Silunai Dolomite
)|0. 70' Dla. 17' Pi"-
1
:rrr=:
,
'1
— r-~H
— -J
IS1 Ola.
-.. •
0 10 20 30 40
LITTLE CALUMET RIVER
S
vn
24
i S
31 32
^___
U' Dio.
0 10
NTERCONNECTIO
1
u_
Glactal Deposits
10' Die.
20 30 40
CALUMET RIVER
v i.
y Dla.
50
0
-200
CALUMET BRANCHES
TUNNEL PROFILES
FIGURE M-X-4 B.id
-------
ENTRANCE
CHAMBER
\
CONNECTING PIPE
WATER SIDE
VENT CHAMBER
AIR SIDE
TOP OF ROCK
AIR SEPARATION CHAMBER
TYPICAL DROP SHAFT STRUCTURE
FIGURE M-X-5
-------
TUNNEL AND RESERVOIR PLAN
) Lit QlMMUUST
VrlA^'
A ON-LINE RESERVOIR
—ROCK TUNNEL
• STORAGE
RESERVOIRS
a TREATMENT
WORKS
NOV. 1974
-------
THE METROPOLITAN
SAWfTARY DISTRICT
OT GREATER CHICAGO
GEN. USE AND WATER SUPPLY
GEN. USE ONLY
! SECONDARY CONTACT
TREATMENT PLANT
B-21
FIGURE M-X-7
-------
APPENDIX C
THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
POSITION PAPZR ON SELECTION OF
UPPER DESPLAIWES SERVICE BASIN PLAN
OVER OTHER SUGGESTED ALTERNATES
The O'Hare Facility Are.i (Upper DesPlaines Service Basin)
io a 53 square mile area in the northwast region of the
Metropolitan Sanitary District. At present, all sanitary sewage
and the combined sewage finding its way into District inter-
ceptors through regulated control structures, is diverted
through existing interceptors to the District's Northside
Sewage Treatment Works for treatment. Initially, following
annexation into the District of most of the area in 1956,
it was planned to transmit sewage flows for the District's
northwest area to the West-Southwest Sawage Treatment Plant
in Stickney for treatment. However, further study indicated
the cost-effectiveness and desirability of dividing the north-
west area into four (4) service areas. This Paper gives, in
detail, the planning history and rationale of dividing the
northwest area of which the O'Hare Facility Area is a part,
into four (4) facility (service) areas.
Collection and treatment of sewage generated in this
basin has been the subject of nany studies and reports. In
1961, the Sewer Design Section of tha Metropolitan Sanitary
District recommended that the northwast Intercepting System
be constructed to relieve existing sewers in the northwest
portion of the District to provide service for the ultimate
development of that area (Ref.1). The northwest area comprises
the O'Hare, Salt Creek, Hanover Park and Poplar Creek (Elgin)
Facility Areas as shown in Figure 1. The consulting firm of
Greeley and Hansen was retained to investigate this proposal.
Based on their report, submitted in 1962, a tentative decision
was made to convey all sewage from the araa to the West-Southwest
Treatment Plant (Ref.2). Further investigation of this proposal
indicated that the cost and magnitude of tha project would
require such time and resources as to necessitate construction
of temporary plants in the northwest area (Refs.1,2). Additional
studies and investigations carried out primarily due to the
trend toward higher standards for disposal of treated effluent,
indicated -the advisability of collecting and treating the
sewage from each facility area in the northwest area separately,
sinca construction of temporary tertiary treatment plants, of
the magnitude indicated, would not bo cost-aft'ective (Rof.3).
Furthermore, the District considered that, diversion of substantial
quantities of water from the northwest area would not be conducive
to wetter reuse.. The utilization of tertiary quality, effluents for
stream augmentation, within the area, was considered to hava
C-l
-------
C-2
-------
enviror.rr.sntal and recreational benefits. The Northwest Inter-
cepting Sewer proposal would have diverted all sewage flows
frc.n the area for treatment at West-Southwest Treatment Plant
and treated effluent would be discharged into the Sanitary
and Ship Canal at Stickney.
As a consequence, the Northwest Area was divided into
Facility Areas corresponding to existing drainage basins:
Upper DesPlaines Service Basin, O'Hare Facility Area? Upper
Salt Creek Service Basin, Salt Creek Facility Area; Upper
DuPage Service Basin, Hanover Park Facility Area; and Poplar
Creek Service Basin, Poplar Creek (Elgin) Facility Area.
A preliminary design concept for the O'Kare Water Reclama-
tion Plant and intercepting sewers was prepared in report form
by Brown and Caldwell, consulting engineers, in 1968 (Ref .4) .
The contract plans for O'Hare Water Reclamation Plant have baen
prepared by Consoer, Townsend and Associates, consulting engineers,
and are presently under review by the District. Preliminary plans
for two (2) collection facilities systems were prepared in a
report by DeLeuw, Gather & Company, consulting engineers (Ref.5).
One system would divert total sanitary sewage flow only within
the basin to the O'Hare Water Reclamation Plant; the second
system would convey all sanitary sewage to the plant but would,
in addition, eliminate combined sewer overflows by collecting
and storing for treatment, all combined sewer overflows presently
discharging to waterways within the drainage area. They are
presently developing contract plans for the O'Hare Tunnel System
as part of the second system.
In 1973, The Corps of Engineers published the Chicago-South
End of Lake Michigan Study (Ref.6). The investigation included
the O'Hare Facility Area and the O'Hare T/iater Reclamation Plant
x^as defined in three of the five alternates presented in the
Report.
Northeastern Illinois Planning Commission (NIPC) included
the District's plan for the O'Hare Facility Area in its "Regional
Wastawater Plan" in 1971 (Ref .7) . This .plan ha3 been revised a
number of times since (Refs.3,9,10,11,12) but revisions have not
affected the O'Hare Facility Area except to include the District's
Tunnel and Reservoir Plan as a regional solution to the combined
sower overflox; problem. The first threa NIPC Plan revisions have
been certified by the State of Illinois and the Federal Government
in accordance with 40 CFR 35.565 (Refs.8,9,10).
The review of the planning history indicates that the
division of the District's Northwest area into four facility
areas is cosfc-effecciva and environmentally sound and has baen
C-3
-------
recognizaci by NIPC, the State of Illinois and the Federal
Ocv'"-«~vT».9nt. The District's comprehensive plan calls for
collection and treatment of sewage within each facility area
separately. For the O'Hare Facility Area, the District has
planned a collection system designated as O'Hare Tunnel System
and a treatment facility, O'Hare Water Reclamation Plant.
It is, therefore, clear that the selection of the Upper
DesPlaines Service Basin Plan over other alternates suggested
was a sound judgment, based on a number of detailed engineering
studies concurred in by a multitude of goverrunental agencies.
Based on the results of the studies and concurrence of the
applicable regulatory and planning agencies, as well as the
majority of the affected communities, decisions have been
made and actions taken over a number of years which weigh even
TOore heavily in favor of continuing the proposed course of
action as expeditiously as possible. The initiation of new
studies and reconsideration of numerous alternates suggested
by individuals untrained in the relevant fields of endeavor
and uninformed in the history of past decisions and the multi-
tude of facts and data drawn upon in making these decisions
is unwarranted.
C-U
-------
REE'SflSNCBS;
1. MSDGC, "Recommendation for Site Acquisition
for Additional Sewage Treatment Plants for
Northwest Section of Cook County, Salt Creel-:
and DesPlaines River Areas," June 25, 1964
2. Greeley and Hansen,"Proposed West and Northwest
Sewers," MSDGC, 1962
>
3. Greeley and Hansen, "Report for Northwest Area",
MSDGC, 1968
4. Brown and Caldwall, "Design Report, O'Hare Re-
clamation Plant", MSDGC, 1968
5. DeLeuw, Gather & Company, "Preliminary Plans for
O'Hare Collection Facility", MSDGC, 1972
6. Corps of Engineers, "Chicago South End of Lake
Michigan Study", Chicago District, 1974 '
7. Northeastern Illinois Planning Commission,
"Regional Wastewater Plan", March, 1971
8. Northeastern Illinois Planning Commission,
"Regional Wastewater Plan", Revised September, 1971
9. Northeastern Illinois Planning Commission,
"Regional Wastewater Plan", Revised October, 1971
10. Northeastern Illinois Planning Commission,
"Regional Wastewater Plan", Bevised January, 1972
11. Northeastern Illinois Planning Coirunission,
"Regional Wastewater Plan", Revised July, 1972
12. Northeastern Illinois Planning Commission,
"Regional Wastewater Plan", Revised October, 1972
C-5
-------
APPENDIX D
uMii:D STATES ENVIRONML NT-'.L i HOIECTION AGET.CY
REGION V
23O SOUTH DEARBORN STREET
CHICAGO, ILLINOIS 6O6O4
January 16, 1975
Dear Sir:
Region V of the USEPA is initiating the preparation of a draft Environmental
Impact Statement for the proposed O'Hare Water Reclamation Plant in Des Plaines,
Illinois.
Much of the public opposition to the proposed treatment facility has focused
on the potential health hazard of locating a sewage treatment plant in close
proximity to a residential neighborhood. We want to determine the present
state of knowledge of the health significance of airborne bacteria, viruses,
and gaseous chemical compounds which may be emitted from uncovered sewage
treatment plants of this size and process.
Attached is a brief description of the proposed project with accompanying
maps illustrating the wastewater facility design layout, the site location
and other relevant background information.
To aid in our environmental impact evaluation, we would like you to address
the following questionnaire. We are interested in your own research ex-
periences with these topics and in any relevant references to the scientific
literature that you can identify. To incorporate the results of this
questionnaire into the draft Environmental Impact Statement, we need to have
your response by February 3, 1975.
If you have any questions concerning this project, please contact Dale Luecht
or Cathy Grissom of my staff at 312-353-7730. Thank you for your help.
Sincerely yours,
Harlan D. Hirt
Chief, Planning Branch
Enclosures
a/s
D-l
-------
Questionnaire
1. Are any synergistic effects known between airplane related emissions
and aerosols or gases generated by activated sludge treatment processes?
If so, what are these effects?
2. What epidemiological studies have been conducted on the health of sewage
treatment plant workers or residents in the area of a treatment facility?
What do the results indicate?
3. In your opinion, is there any significant health hazard associated with
siting a wastewater treatment plant of this size and process type in
this location? Why or why not?
4. In your opinion, will there be any significant odor problems associated
with the operation of a facility such as this? Why or why not?
5. Is there a minimum distance and/or special protective measures which
should be incorporated into the design of a treatment plant such as
this to protect the workers and the adjacent residential communities
from any potential health hazard?
6. In your opinion, would a wastewater reclamation plant of this size and
process type produce significant quantities of chemical emissions of
a corrosive or abrasive nature? Discuss the reasons why you feel this
will or will not be a problem.
7. Are you aware of any other comparable situations where similar issues
occurred? What were these issues and how were they resolved?
. D-2
-------
Sent January 20, 1975
Dr. G. J. Love
Human Studies Laboratory
EPA, National Environmental
Research Center
Research Triangle Park, N.C.
27711
Dr. Flora Mae Wellings
Epidemiological Research Center
4000 W. Buffalo Avenue
Tampa, Florida 33614
813-876-1351
George F. Mallison, Asst. Dir.
Bacterial Diseases Division
Center for Disease Control
1600 Clifton Road
Atlanta, Georgia 30333
404-633-3311
Dr. Peter Skaliy, Deputy Chief
Microbial Control Branch
Bureau of Epidemiology
Center for Disease Control
1600 Clifton Road
Atlanta, Georgia 30333
Dr. J. E. Quon
Dept. of Civil Engineering
Northwestern University
Evanston, Illinois 60201
Dr. Cecil Lue-Hing
Director of Research & Development
Metropolitan Sanitary District of
Greater Chicago
100 East Erie
Chicago, Illinois 60611
Dr. Blumenthal, Chairman
Department of Microbiology
Loyola University
Stritch School of Medicine
Maywood, Illinois 60153
Dr. Lawrence Wang
Argonne National Laboratory
Building 12
9700 South Cass Avenue
Argonne, Illinois 60439
D-3
Dr. Lee McCabe, Chief
Criteria Development Branch
Water Supply Research Laboratory
National Environmental Health Center
Cincinnati, Ohio 45268
Dr. Paul Kenline
EPA, National Environmental Research
Center - R.I.P.
Room M-311
Research Triangle Park, N.C. 27711
John Convery
Advanced Waste Treatment Research Lab.
National Environmental Research Center
4676 Columbia Parkway
Cincinnati, Ohio 45268
Dr. Robert Bunch, Chief
Treatment Process Development Branch
Advanced Waste Treatment Research Center
National Environmental Research Center
4676 Columbia Parkway
Cincinnati, Ohio 45268
Dr. Gerald Berg, Chief
Biological Methods Branch
M.D.Q.A.R.L.
National Environmental Research Center
4676 Columbia Parkway
Cincinnati, Ohio 45268
Edward Earth
A.W.T.R.L.
National Environmental Research Center
4676 Columbia Parkway
Cincinnati, Ohio 45268
Mrs. Edie Tomkins
Human Studies Laboratory
EPA National Environmental Research Cente
Research Triangle Park, N.C. 27711
Dr. Button D. Slade
Department of Microbiology
Northwestern School of Medicine
303 East Chicago
Chicago, Illinois 60611
Valdas Adamkus, Deputy Reg. Adminis.
Region V
Clifford Risley,Jr., R & D.
R egion V
-------
Project Description
The proposed O'Hare Water Reclamation Plant is a 72 MGD facility serving a
suburban Chicago population in Des Plaines, Mt. Prospect, Elk Grove, Rolling
Meadows, Arlington Heights, Prospect Heights, Wheeling, and Buffalo Grove,
Illinois. The present population of the service area is 250,000. The projected
population in the design year is 300,000. The ultimate size of this facility
is anticipated to be 96 MGD. Wastewater characteristics and flow projections
are tabulated in enclosure C. No unusual industrial wasteloadings are anti-
cipated in the service area.
The sewage conveyance system consists of laterals, connections to existing
sewer lines, drop shafts and tunnels. The tunnels are to be located 40 to
160 feet below the surface and are 5' to 20' in diameter. Both combined
sewage ( approximately 20% of the service area) and sanitary sewage will be
conveyed to the treatment plant by this system. The tunnels have a total
volume of 200 acre feet providing storage capacity and should reduce com-
bined sewage overflows in the service area from approximately 80 to 6 a year.
In the two stage treatment process, carbonaceous biochemical oxygen demand
(BOD) and ammonia nitrogen are removed in two separate sets of aeration and
sedimentation tank modules. (Aeration tanks cover approximately 6.6 acres
for the 72 MGD facility and an additional 2 acres at 96 MGD). Final effluent
polishing and disinfection are to be accomplished by dual media filters and
the injection of sodium hypochlorite. Post aeration will raise the dissolved
oxygen content of the effluent before it is discharged to Higgins Creek.
Sludge will be piped to the Salt Creek facility, at another location, fo;-
treatment.
!
The 104 acre proposed treatment plant site is bounded by an industrial area
and abandoned gravel pit to the east, a commercial area to the west, and a
toll road to the south. Residential areas are located immediately
to the north of the site and on the south side of the tollway. Homes are within
400 feet from the north edges of the aeration tanks. (See enclosure D-2 and D-3)
List of Enclosures
A. Climate - O'Hare Airport
B. Air Quality - Data presented at public hearing
C. Influent Wastewater Characteristics and process flow diagram
D. Maps
• ••.• • .'' 1. Chicago area. • -.. • •.'"•• ".' •.'•'•'.••.•'•'. ' " • •.' "•'••• .
2. Air photo - treatment plant site
3. Map - treatment plant site
4. Treatment plant layout
E. Conveyance System
D-4
-------
Enclosure A
Climate - O'Hare International Airport
1. Annual Summary, Local Climatological Data, 1973, U.S. Dept.
of Commerce.
2. Summary of Hourly Observations, 1956-1960, U.S. Dept. of
Commerce.
3. Annual and Monthly Wind Roses based on hourly observations,
1956-1960, U.S. EPA.
Concentric circles represent composite percent frequencies,
These wind roses were developed from table B, Summary of
Hourly Observations, 1956-1960.
D-5
-------
KMRTMtNT Of •
COMMERCE
PUBLICATION
LOCAL CLIMATOLOGICAL DATA
ANNUAL SUMMARY WITH COMPARATIVE DATA
CHICAGO, ILLINOIS
O'HARE INTERNATIONAL AIRPORT
1973
NARRATIVE CLIMATOLOGICAL SUMMARY
Chicago Is along the southwest shore of Lake Michigan and occupies
a plain which, for the most part. Is only some tens of feet above the
lake. L»keMichlganaverages5?9feetabovem.s.l. Natural water
drainage over most of the City would be into Lake Michigan, and
from areas west of the City la into the Mississippi River system.
But actual drainage over most of the City is artificially channeled
alto Into the Mississippi system.
Topography does not significantly affect air flow in or near the City
•xcept that leaser f fictional drag over Lake Michigan causes winds
to befrequently strongeralong the lake shore, and often permits air-
ousses moving from the north to reach shore areas an hour or more
before affecting western parts of the City.
Chicago is in a region of frequently changeable weather. The climate
1* predominantly continental, ranging from relatively warm in sum-
mer to relatively colo in winter. However, the contlnentality is
partially modified by Lake Michigan, and to a lesser extent by other
Great Lakes. In late autumn and winter, airmasses that are initially
very cold often reach the City only after being tempered by passage
over one or more of the lakes. Similarly, in late spring and sum-
mer, airmasses reaching the City from the north, northeast, or
east are cooler because of movement over the Great Lakes. Very
low winter temperatures most often occur In air that flows south-
ward to the west of Lake Superior before reaching the Chicago
area. In summer the higher temperatures are with south or south-
west flow and are therefore not Influenced by the lakes, the only
modifying effect being a local lake breeze. Strong south or south-
west flow may overcome the lake breeze and cause high tempera-
tures to extend over the entire City.
During the warm season, when the lake is cold relative to land,
there Is frequently a lake breeze that reduces daytime temperature
near the shore, sometimes by 10* or more below temperatures far-
ther inland. When the breeze off the lake is light this effect usually
reaches Inland only a mile or two, but with stronger on- shore winds
the whole City Is cooled. On the other hand, temperatures at night
•re warmer near the lake so that 24 - hour averages on the whole are
only slightly different in various parts of the City and suburbs.
lit summer a combination of high temperature and humidity may
develop, usually building up progressively over a period of several
days when winds continue out of the south or southwest, becoming
oppressive for one or perhaps several days, then ending abruptly
with a shift of winds Into northwest or northerly. The change may
be preceded or accompanied by thundershowers. High relative
humidity often results from wind flow off the lake, but the air is
then cooler and not oppressive.
At the O'Hare International Airport temperatures of 06° or higher
occur in about half of the summers while about half of the winters
have minima as low as- 15* . The average date of the first tempera-
ture as low as 32* in the fall Is October 12 and the average date of
the temperature as low as 32' In the'spring Is April 29 (1959- 1972
data). However, temperatures this low have occurred as early as
September 28 In autumn, and as late aSMay 29 in spring. Normal
dally mean temperatures are below 32" for 96 days during winter.
The normal heating season is from mid-September to early June.
Ninety-four percent of the normalheatingloadlsbetween October 1
and April 30, and 55 percent during the winter months of December
through February. The normal air-conditioning season lastsfrom
about mid- June to early September.
Precipitation falls mostly from air that has passed over the
Gulf of Mexico. But in winter there is sometimes snowfall, light
Inland but locally heavy near the lake shore, with Lake Michigan
as the principal moisture source. The heavy lake - shore snow
accurs when initially colder air moves from the north with a long
trajectory over Lake Michigan and impinges on the Chicago lake
shore. In this situation the airmass is warmed and its moisture
content increased up to a height of several thousand feet. Snowfall
Is produced by upward currents that become stronger, because of
frlctlonal effects, when the air moves from the lake onto land. This
type of snowfall therefore tends to be heavier and to extend farther
Inland in south-shore areas of the City and In Indiana suburbs,
where the angle between wind-flow and shoreline is greatest. The
effect of Lake Michigan, both on winter temperatures and lake-
produced snowfall, is enhanced by non-freezing of much of the lake
during winter, even though shore areas and harbors are often Ice-
choked. This type of local heavy snowfall may occur once or a few
times in a normal season.
Summer thundershowers are often locally heavy and variable;
parts of the City may receive substantial rainfall and other pans
none. Longer periods of contlnous precipitation are mostly in
autumn, winter, and spring. About one-half the precipitation In
winter, and about 10 percent of the yearly total precipitation falls
as snow. Snowfall from month to month and year to year is greatly
variable. There is a 50 percent likelihood that the first and last
1-inch snowfall of a season will occur by December 5 and March
20, respectively. The corresponding dates for the first and last
3-inch snowfall are December 24 and March 2. Freezing rain
sometimes occurs but is usually light. During the cold season slight
melting and refreezing of precipitation is a fairly common hazard
to highway traffic.
Channeling of winds between tall buildings often causes locally
stronger gusts in the central business area. Also winds are often
locally more brisk along the shoreline; otherwise the nickname
"windy city" is a misnomer, because the average wind speed Is
not greater than In many other parts of the United States.
Fog is infrequent. Visibility is much more often restricted by
local air pollution, a condition that is worst during the heating
season, but which continues throughout the year because of ex-
tensive industrial activity. For much of the time in autumn,
winter, and spring, smoke and other air pollution is carried
away by winds, sometimes rapidly, but on some occasions when
there is little or no wind the 'pollution accumulates, especially
during night and early morning hours. Summertime air pollu-
tion Is less, partly because of lesser output, but also because of
better vertical dispersal; on the other hand, on many summer
days surface wind flow converges into the City, preventing or
lessening horizontal outflow at the ground.
The amount of sunshine Is mo'derate in summer and quite low in
winter. A considerable amount of cloudiness, especially In win-
ter, is locally produced by lake effect. Days In summer with no
sunshine are rare. The total sunshine in December, partly tie-
cause of shorter days, is only a little over one-third the July
total.
D-6
-------
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D-7
-------
AVERAGE TEMPERATURE
HEATING DEGREE DAYS
CHlf-ACC, (LLIWI ,
O'HAXl INTfRNATIONAL A.K 1*7
Y.«l|j«n
1*M
l«»l
I'M
1969
I'M
JH7
1'70
1*72
MCO«0
NI8.N
NIX
NIK
Feb
M.r
j»!ai iti 24J4
Apr.
May, June
July) Aug. i Sept.) Oct
47.3! 64.8 71. l| 71, ll 7.3J 67.3
52. 1; 97. 7! 66.61 72.1 3.7 61.4
20.* ,*i 18.0 41.3' 34. a! 67.4! 71. 1| 0.9f 69.4
16. V ,*i 13.3 48.8, 63.'' 67.9* 89.2
U.J .* M.8' 30.9 34. J 6».Ci 72.1
27.* .61 11.7, 49.1 62.* 69. u 72.1
21.
27!
21.
21.
16.
11.
19.
21.
20.
2>,7
12.9
•
.), 26. 61 66.6 61.7, 64.9| 69.4
.1
.1
.6
6.1
29.1
21.6
21. T
29.1
11.1
17.1
i
19.6 41.2
16, S1 148.4
42. 7| 32.1
16.4 30.1
14.8 31.7
19.0
14.0
44.0
19.9
49,9
27.1
49.6
44.9
49,1
41.6
31.4
18.7
33.4, 68. si 74,5
53.9, 69. el 68.4
57. j, 70.21 72. c
60..' 64. 3i 73.0
61.7 69. 4J 74.7
31.21 73.5
61.01 65.7
94.8' 71.1
98. a| 68.6
69.7
47.9
79.9
97.6
71.5
73.6
74.7
72,1
12.3
61.9
1.81 60.7
6.)l 64.1
7.7, 61.3
1.0
9.6
6.2
3.7
3.9
2.9
2.0
3.8
4,6
71.6
12.0
61.2
Nov
30.1 )'
94. c! .7
Dec
Annual
20.1
14.41 49, «
33. 4 in _ 4
33.6! .9 23 3 48.5
53.8 .1 j, j »,.!
60.) ..9' 13 » 47tl
48.0. .4 24 r 48.9
61.8 33.2 .3 39 4 fcf .3
2.3
1.7
3.4
9.3
3.2
69.7
63.3
66.0
64.9
73,3
34.3
31.4
32.9
94.7
31.8
53,4
61,7
49.3
97.9
94.0
64.3
43.6
.5 27 1 49.1
.3! 30 3 47.7
»o, 47 a so.!
.3 28 0 49.3
.7! 30 81 40-n
.7
,7
39.9
48.1
11.6
14,2
23, 1
29.1
31.0
47.6
31.5
26.9 4H.9
14.2
19.3
58.3
19.5
Season jJuly
1938-99
1939-60
1960-61
. 1,61-62
1962-63
1963-64
1964-63
*
Aug. SepL(Oct.
0
2 3
iv n
6 1
16 24
" id 52
1965-66
1966-67
1967-61
1961-69
1969-70
1970-71
1971-72
1971-74
12
1
19
14
7
13
0
53
12
53
12
0
?
10
0
95
54
126
179
96
141
110
127
160
59
75
13
6*
109
72
.54
346
360
310
176
521
370
420
195
153
102
154
411
244
Nov.lDec.IJan.JFeb.iMir Apr May Jum-, Total
01
81
91
47
40
84
99
33
69
27
40
94
29
91
111
,17
1375
941
1212
1223
1291
1398
1240
19'
117
117
149
165
114
114
919
1170
10,1
1146
1118
1095
949
1269
1119
150
114
127
115
150
142
140
113
113 897 3 133 ;
lie ;1247 4 2".) 3 5759
93
112
131
110
111
•30' 6 332 3 6543
970, 3 ' 147, o 6770
776' 4 281 t 7'.62
9631 4 139 3 6*83
11851 5 . I-*- 7 -in
107
125
119
97
101
102
119
101
782
878
682
941
929
923
954
645
3
4
3
4
37; 1 63«7
362 9 63J4
237 8 6131
2^4 1 i, 63*3
161'. 4 S.JB3
4 1 262
6 ' 178
3 1 311
I
1* 6300
80 6283
0 6301
|
TOTAL PRECIPITATION
TOTAL SNOWFALL
Ywrl Jin.
1958
1939
I960
mi
1962
n»«
i»»»
19tf
1966
196T
I»»l
»«•«
I'Tl
l»72
l»1»
•ICOKO
1.91
9.27
l.»9
0.14
0.72
1.09
2.22
1.77
1.62
0.91
1.01
1.24
F«b.|M.r
1.66
0.11
1.11
O.It
0.12
1.71
1.9)
0.17
0.11
1.94
0.71
l.M
1.19
4.01
1.11
1.26
3.4!
2.64
2.10
0.90
1.91
1.94
1.43
1.91
Apr.
2.24
2.67
1.14
4.18
9.22
6.29
1.97
2.11
4.01
0.»7
4.77
6.99
May|june| July! Aug.
1.44 1.6IJ 5.19
2.03 4.20
1.38 !.!>
1.92 2.10
2.2* 2.I6J
4.77
1.61
2.«9
1.17
2.21
1.02
>.69
2.93
7.94
4.13
7.76
2.62
3.5*
2,17
1.6
9.2
4.0
4.2
2.1
1.1
2.0
3.43
1.57
4.97
3.2
2.01
1.J4
1.62
2.7!
1.95
1,00
2,60
9.12
0.91
3,97
6.97
O.t7
Sept.| Oct
1.91 4.04
n.44
1.30
2.11
1.96
0.33
2.43
3, II
J.Ol
2.39
1.14
6,01
1.1.
0.19
0.23
0.16
2.16
l.|9
1.04
6.55
0.72
2.92
1. 96
Nov. | Dec. [Annual
1.15
2.37
1.76
.71
.00
.80
.74
.19
.70
1.11
1.12
1.05
1.50
0.72
l.«9
1,3
0.23
0.73
1.91
1.18
2.61
2.77
1.13
9.17
2.19
1.11
11.06
29.20
16.79
21.77
Z5.27
29.74
12.00
33.27
11.73
14.41
27.37
43.47
>ft.io
Season
1938-39
1959-60
1960-61
1941-62
1962-6,3
19&1-64
1964-6.5
1966-67
1947-61
1968-69
1949-70
1971-72
19--2-71
1971-74
July
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0,0
0.0
0,0
0,0
0.0
Aug.
0.0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
Sept j Oct.
0.0
0.0
0,0
0.0
0.0
0.0
T
0.0
0.0
0.0
0.0
0.0
0.1
T
T
0.0
0.0
T
6.6
0.0
0.0
0 0 O 0
o — o o
Nov.
0.
10.
2.
0.
T
2.
0.
2.
0.
2.
1.
0.
T
Dec.
10.7
6,9
10.7
2.3
1.9
U.I
9,4
1.9
10.9
19.3
0.2
11.2
If. 1
Jan.
19.6
1.5
11.6
U.I
1 .6
11.7
29.1
10.4
1.7
9.9
7.6
0.3
Feb.] Mar .j Apr.JMay|june
2.2
17.1
10.0
9.4
9.9
11.5
21.3
3.1
2.3
6.1
7.7
9,1
2.9
11.3
9.7
7,3
19.8
24.7
I.I
1.9
4.7
11. 1
16.8
1.4
•
0,6
T
0.7
T
T
T
3.4
0.1
0.0
7,2
3.3
0.2
•
0.0
0,0
0,0
0,0
0,0
T
o.o
T
0.0
0.0
T
0,0
0.0
0,0
0.0
0.0
0.0
Total
31.7
13.
*-7.
15.
J6.
61.
o.o a"1,
D.OI a?.
0.0 2^.
0,0 56.
0.0 36,
0.0 ^5.
I
t
1
t
Record aetin values above (not adjusted for Instrument location change* listed In the Station Location table) are raeana for the
period beginning in 1958.
t Indicates a break* in the data sequence during the year, or season, due to, a station move? or relocation of instruments. See
Station Location table.
-------
STATION LOCATION
CHICAGO, ILLINOIS
O'HAKE INTERNATIONAL AtRPURT
toc-bo.
latcnuiclon*! Building
J
Oocuplad
10/30/50
a
rr..«,t
if*
1 Si
It!
lantoda
•ortn
41' 59'
U^md.
•ex
87' 54'
Elevation above
Saa
lavej
*5
w
Ground I
perMure
658
Ground
j
9
1
b20
!
1
j
41
d39
,
|
40
d39
|
1
|
Tipplag b
r«lo g*0*
a
3
|
C38
d39
.
o
CO
36
d38
J
I
I
.4
Sea
t
I
a?
ftaaarka
a - Comnlssloned 3300 feet SW
of office 12/1/60.
b - 65 feet to 12/8/60.
c - ComUsloned 6/4/62.
d - Relocated 1200 feet f 4/12/63
for addlclonnl cllawtlc InforouCton ithould b« addressed to- Director, N«elon«l Cltnuitlc Center, Federal Building, Achevllle, N. C. 20001
Ulf Price 15 cent! prt copy. Checks and nonry orderi «hould be rude paynble to Department of Commerce. NOA*.' Remittances and correspondence
r»««rdlng this publlcatix should be sent to: National Cllnatlc Center, Fedprel Building, Ashevillr. N. C. 23801. Attn Publications;
USCOMf-NOAA-AShTVIUE - 2750
U S OtPAOlMfN! Of COMMFRCf
KUIOm CIIMA1IC CINHR
ffOFRAt SWING
JSHEVIIlf, N C 28801
A« EQUAL OffOHTUNITY EMPLOVER
•OtTAGE AND FEES MID
US DEPARTMENT OF COMMERCE
210
FIRST CLASS
D-9
-------
HOURLY WIND ROSE
NW
W
SW
N
CHICAGO, ILLINOIS
O'HARE
JANUARY
1956-1960
3% Calm
D-10
-------
HOURLY WIND ROSE
W
SW
N
CHICAGO, ILLINOIS
O'HARE
FEBRUARY
1956-1960
2.3% Calm
NE:
0-11
-------
HOURLY WIND ROSE
NW
W
SW
N
CHICAGO, ILLINOIS
O'HARE
MARCH
1956-1960
2.8% Calm
D-12
-------
W
HOURLY WIND ROSE
N
CHICAGO, ILLINOIS
O'HARE
APRIL
1956-1960
3.8% Calm
SE
D-13
-------
HOURLY WIND ROSE
NW
W
SW
N
CHICAGO, ILLINOIS
O'HARE
MAY
1956-1960
3.0% Calm
D-14
o
-------
HOURLY WIND ROSE
N
NW
W
SW
CHICAGO, ILLINOIS
O'HARE
195S-1960
4.1% Calm
D-15
-------
W
SI/
HOURLY WIND ROSE
N
CHICAGO, ILLINOIS
O'HARE
JULY
1956-1960
3.9% Calm
SE
D-16
-------
NW
w
HOURLY WIND R8SE
N
CHICAGO, ILLINOIS
O'HARE
AUGUST
1956-1960
6.5% Calm
D-17
NE:
.10
-------
NW
W
SW
HOURLY WIND ROSE
N
CHICAGO, ILLINOIS
O'HARE
SEPTEMBER
1956-1960
6.0% Calm
NE
D-18
-------
W
NW
SW
HOURLY WIND ROSE
N
F
\.~t
CHICAGO, ILLINOIS
O'HARE
3.7% Calm
D-19
> o
-------
NW
W
sw
HOURLY WIND ROSE
N
CHICAGO, ILLINOIS
O'HARE
NOVEMBER
1956-1960
2.0% Calm
D-20
-------
NW
W
HOURLY WIND ROSE
N
CHICAGO, ILLINOIS
O'HARE
DECEMBER
1956-1960
1.9% Calm
S£
D-21
O
-------
ENCLOSURE B
AIR QUALITY
The "Airport Vicinity Air Pollution Study," Argonne National Laboratories, Energy and
Environmental Systems Division, Argonne Illinois Federal Project FA-71WJ-223, initiated
in 1971, surveyed the following air quality parameters at O'Hare International Airport:
carbon monoxide, CO; total hydrocarbons; nitrogen oxides, NOX; and particulate matter.
A comparison was made between the levels of these constituents and the levels specified
in the National Ambient Air Quality Standards (40 CFR50), promulgated pursuant to the
Clear Air Act of 1967 as amended in 1970. Following are selected excerpts presented
at the public hearing on December 19, 1974.
NITROGEN OXIDES:
According to the National Standards, the annual average level of nitrogen oxides, as
photochemical oxidants, should not exceed 160 micrograms per cubic meter or 0.08 p.p.m.
maximum in one hour. The Argonne Study, however, indicates nitrogen oxides, average
levels as high as 209 micrograms per cubic meter or 0.10 p.p.m. at the O'Hare perimeter
(p.14), at the end of Runway 14L, about 2 miles from the proposed plant site levels as
high as 440 micrograms per cubic meter or 0.21 p.p.m. (p.181) and at the old Ravens-
wood Airport less than 1/4 miles from the plant site concentrations as high as 320
micrograms per cubic meter or 0.155 p.p.m. (p. 81 and converted to 32°F., p.278).
TOTAL HYDROCARBONS:
According .to the National Standards the maximum concentrations for a 3 hour period, not
to bo exceeded more than once a year, is 160 micrograms per cubic meter or 0.24 p.p.m.
The Argonne Study, however, indicates average levels at the O'Hare perimeter of 1970
micrograms per cubic meter or 2.75 p.p.m. (p.14) and at the old Ravenswood Airport area
approximately 1/4 miles from the proposed plant site levels as high as 2130 micrograms
per cubic meter or 2.97 p.p.m. (p. 81 and converted to 32°F.,p.278).
PARTICULATE MATTER;
According to the National Standards, the secondary standards provide that the annual
average of particulate matter should not exceed 60 micrograms per cubic meter and the
primary standards provide an annual average of 75 micrograms per cubic meter and a
24 hour maximum not to exceed 260 micrograms per cubic meter. The Argonne Study,
however, indicates levels outside O'Hare as high as 180 micrograms per cubic meter and
inside O'Hare as high as 240 micrograms per cubic meter (p.189). Also significant in
this regard is the statement on page 187 of the Argonne Study in reference to certain
areas inside O'Hare as follows:
"If such levels persist throughout the year, then the annual
, • standard of 75 micrograms per cubic meter, would certainly -be • . /
'exceeded."... • ' .
D-22
-------
-2-
Wi th regard to the level of all pollutants reported in the Study, the Argonne personnel
observe on p.82, that the level of pollutants obviously increases in the immediate area
of the jet engine exhaust plume and further on p. 174 that such exhaust plume trailing
a landing aircraft is visible at ground level for a distance of 1 to 2 miles from the
end of the runway. Thus aircraft landing on runway 14L will leave a jet engine exhaust
plume with high pollution levels extending from 1 to 2 miles from the end of runway 14L
and therefore directly into and onto the area of the plant site....
One might assume or hope that the ambient air quality may have improved since 1972
through the employment and adoption of the so called "smokeless" jet engine employing
retro-fitted clean burners or through reduced aircraft operations. Unfortunately this
is not the situation. For example, on p.215 of the Argonne Study, an analysis of the
Pratt and Whitney JT8D engine, used for such aircraft as the B-727, the DC-9 and the
B-737 is provided showing a comparison before and after retro-fitting. Such analysis
reveals that the. hydrocarbon emissions for the clean burning engine when compared to
the unmodified engine is approximately the same during both take-off and landing.
However, such analysis, does show an increase in the level of nitrogen oxides for the
clean burning engine during both take-off and landing. These nitrogen oxides are,
of course, a main reactant in the photochemical production of smog, which is universally
recognized as a serious health hazard.
Moreover, there has not been any reduction in flight operations since 1972 but rather
an increase in the number of flights. Thus the level of pollutants in the plant site
area has probably risen since 1972 and will rise even further in the future with an
increase in the number of flights at O'Hare.
According to a report prepared by the Northeastern Illinois Planning Commission entitled
"Metropolitan Aircraft Noise Abatement Policy Study, O'Hare International Airport,
Chicago, Illinois" dated July 1971, the number of aircraft operations has steadily
increased over the years and in 1975 there should be in excess of 700,000 flight
operations. This Report which is also cited by the District in their assessment
further reveals that runway 32R in 1965 was employed approximately 44 percent of the
time for take-offs and predicts that in 1975 such runway will be employed approximately
73.88 percent of the time for take-offs. This runway is, of course, the nearest to
the plant site and in fact directs aircraft directly over the site. These increased
operations for such runway, with associated high levels of pollutants such as nitrogen
oxides, will directly and adversely affect the quality of air at the proposed plant
site.
D-23
-------
ENCLOSURE C
THE ESTIMATED RAW WASTEWATER INFLUENT TO THE O'HARE WATER RECLAMATION PLANT IS AS
FOLLOWS:
PROCESS CONDITIONS (a)
F (MGD)
PO (mg/1)
BOD5
DO (mg/1)
SS (mg/1)
RC (mg/1)
NH -N (mg/1)
INFLUENT CONCENTRATIONS:
72
5-15
146
0
180
0
20
PROPOSED EFFLUENT CONCENTRATIONS:
72
4.0
4.0
1.0
2.5
(a) = ALL CONDITIONS APPROXIMATE AND SUBJECT TO CONFIRMATION BY CONSULTANT.
THERE ARE NO UNUSAL INDUSTRIAL WASTE LOADINGS ANTICIPATED IN THE SERVICE AREA.
PROJECTIONS ARE AS INDICATED:
FLOW
GALLONS PER CAPITA PER DAY;
INFILTRATION
YEAR: POP.(1000): DOMESTIC:
1970
1980
1990
2000
2010
2020
2030
223
261
277
300
315
332
350
(1)
73
80
94
113
116
117
118
INDUSTRIAL^
29
61
75
78
74
70
67
ALLOW. EXC.:
33
33
33
32
32
32
31
15
0
0
0
0
0
0
TOTAL: FLOW (MGD)
150
174
202
223
222
219
216
30
45
56
67
70
73
75
(1)= SEWERED POPULATION IN 1970 = 200,700
TOTAL PROJECTED FLOWS:
NIPC POP.:
1970 - 223,000
1980 - 261,000
1990 - 277,000
2000 - 300,000
2010 - 315,000
2020 - 332,000
2030 - 350,000
DOMESTIC FLOW (GPCPD): INDUSTRIAL FLOW (MGD);
106
113
127
144
148
149
150
6.4
16.0
20.8
23.4
23.4
23.4
23.4
TOTAL FLOW (MGD)
30.0
45.5
56.0
66.6
70.0
72.9
75.9
D-24
-------
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-------
THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO -
' Page 15 of 15
DESIGN CRITERIA . ' . '
.... O'HARE WRP
PROCESS FLOW DIAGRAM
IDENTIFICATION SHEET
T-101 Pumping Station - . • .
T-102 Grit Chanber ..
T-104 Aeration Tank, First Stage
T-105 Settling Tank, First Stage
T-106 Aeration Tank, Second Stage
T-107 Settling Tank, Second Stage
T-108 Clear Well
T-109 Chlorine Contact Chamber
T-110 Scum Dev/atering Tank
F-101 Mechanically Cleaned Coarse Bar Screens
F-102 Mechanically Cleaned Fine Screens
F-103 Sand Filter
J-101 Raw Sewage Pumps
J-103 Sludge Air Lift, First Stage
J-104 Sludge Air Lift, Second Stage
Back Wash Pumo
^/ JL V if J~/ V* W J» f * ^* «-» 4 * A. l_44kl l-^
J-106 Sludge Transfer Pump #1
J-107 Sludge Transfer Pump #2
V-101 Air Blowers
PROCESS CONDITIONS
Position 1 2
p (Ft H20) (a) (a)
F (MGD)^ 72 72
?O (mg/1) 5-15 4<0
EOD^ (mg/1) 145 20
DO (nig/1) 0 2.0
SS (mg/1) 180 25
RC (nig/1) 0 o
NH3-N(mg/],) 20 20
(a) To be' determined
(b) All conditions approximate- and
confirmation • by consultant.
D-26
(b)
3
(a)
72
4.0
15
• 2.0
25
0
2.5
•
subject to
•
'
4
(a)
72
4.0 '
4.0
5.0
5.0
1.0
2.5
-------
S UNITED STATES ENVIRONMENTAL PROTECTION AGENCY
/ National Environmental Research Center
Research Triangle Park. North Carolina 2771 1
January 23, 1975
ENVIRONMENTAL PROTECT.ON AGENO
RECEIVED
JAN 28 1975
Mr . Harl an D . Hi rt WANNING BRANCH - Keg"» V
Chief, Planning Branch PLANKING muu
Environmental Protection Agency, Region V FILCHO.
230 South Dearborn Street
Chicago, Illinois 60604
Dear Mr. Hirt:
As you requested, I have answered the Questionnaire relating to the
O'Hare Water Reclamation Plant. I have limited myself to answering the
questions related to health effects which is my area of expertise. As
you will see, the state of knowledge of the potential health signifi-
cance of aerosols formed during the treatment process is practically
non-existent. I am attaching a list of the few references on this
subject which we have been able to find.
Sincerely yours,
Edythalena Torfipkins
Epidemiology Branch
Human Studies Laboratory
Attachments
D-27
-------
Reply to Questionnaire
1. Before synergistic effects resulting from exposure to two or more
agents can be demonstrated, it is necessary to identify and quantify the
effects associated with the individual agents. At the present time,
neither effects which might be associated with airplane emissions nor
aerosols or gases from wastewater treatment processes have been iden-
tified nor quantified.
2. The only published epidemiologic study of which I am aware which
investigated health hazards associated with wastewater treatment evaluated
reported illness episodes in sewage treatment plant workers. Rather
than interpret the findings, I will give you the reference:
Ledbetter, Hanek, Reynolds, "Health Hazards from Wastewater Treat-
ment Practices," Environmental Letters 4:225 (1973)
EPA is currently conducting epidemiology investigations of a population
living in the environs of a wastewater treatment facility and of waste-
water treatment plant workers.
3. There is not sufficient data available to have a valid opinion
about the potential health hazard of locating this or any other plant in
a populated area. One can make an educated guess that the health risks
associated with the operation of wastewater treatment plants must be
relatively small or there would not be such a paucity of information on
the subject. There are many plants operating in populated areas through-
out the world and it can be assumed that any "significant" disease out-
break associated with such plants would have been reported.
4. I have no opinion on this subject.
5. Without any knowledge of the potential health hazard, it is impossible
to recommend protective measures.
6. I have no opinion on this subject.
7. This question is not clear. If you are asking whether I am aware
of any other wastewater treatment plants which have been opposed on the
basis of potential health hazards, the answer is the North Shore Plant
in Chicago, and I am sure you know what the issues were and how they
were resolved.
D-28
-------
References
Emission of M1crob1al Aerosols from Sewage Treatment Plants that Use
Trickling Filters, Goff, Spendlove, Adams and Nichols
Health Services Reports, August-September 1973, Vol. 88, No. 7, pp. 640-
652.
Sizes and Numbers of Aerosols Generated by Activated Sludge Aeration,
Glaser and Ledbetter
Water and Sewage Works, June 1967, pp. 219-221
Microblal Content of Air Near Sewage Treatment Plants, Napolitans and
Rowe
Water and Sewage Works, December 1966, pp. 480-483
Collform Aerosols Emitted by Sewage Treatment Plants, Adams and Spendlove
Science, September 1970, pp. 1218-1220
Bacteria Air Pollution from Activated Sludge Units, Randall and Ledbetter
American Industrial Hygiene Association Journal, November-December 1966,
pp. 506-519
D-29
-------
Hutton D. Slade, Ph.D.
Consultant in Microbiology
. '.VlhONMtNTAL HSO:--^ : .„';
303 East Chicago Avenue RECEIVED
Chicago, Illinois 60611 JAN
JfLAJNMLMG i>ii.A.\at ..
nirwo
29 January 1975
Mr. Harlan D. Hirt
Chief, Planning Branch
U.S. Environmental Protection Agency
230 South Dearborn Street
Chicago, Illinois 60604
Dear Mr. Hirt,
In response to your letter of 16 January 1975 concerning the O'Hare
Water Reclamation Plant, I can reply to the following questions which you
presented.
1. Question: In your opinion, is there any significant health
hazard associated with sitting a wastewater treatment plant of this size
and process type in this location? Why?
Reply: There is a potential health hazard associated with the
O'Hare plant. This hazard concerns the possible spread of bacterial and
viral respiratory pathogens which would be emitted into the air above the
aeration tanks in aerosol droplets. The information available in the
scientific literature concerning the aerosol spread of bacteria and viruses
is summarized in my "Report to the Mayor and City Council of the City of
Des Plaines Concerning Ordinance M-23-74", dated 15 November 1974. In my
opinion the evidence indicates that a health hazard exist in the case of
the O'Hare plant. The 6.6 acres of aeration tanks would provide constant
source of aerosol clouds. The changing pattern of wind direction at
various times of the year would assure the movement of these clouds in all
directions. The bacterial and viral content per unit volume of cloud and
the size of the clouds would increase as the acreage of the aeration tanks
reached its capacity of 8.6 acres. Those Des Plaines homes located within
400 feet of the north side of the aeration tanks would be especially
vulnerable to these aerosol clouds. As stated in my report, the evidence
indicates that viable bacterial and viruses can travel much further than
this distance.
D-30
-------
Mr. Harlan D. Hirt 2 29 January 1975
2. Question: Is there a minimum distance and/or special protective
measures which should be incorporated into the design of a treatment plant
such as this to protect the workers and the adjacent residential communities
from any potential health hazard?
Reply: In order to prevent the dissemination of aerosol clouds the
aeration tanks would need to be covered. The air which would be emitted
from these covered tanks would need to be passed through filters and then
burned. This combined process would guarantee that the viable bacterial and
viral content of this air was zero.
I would appreciate receiving a copy of your environmental impact
statement.
Sincerely yours,
Mutton D. Slade, Ph.D.
Consultant in Microbiology
HDS/pb
D-31
-------
NORTHWESTERN UNIVERSITY
EVANSTON, ILLINOIS 60301
THE TECHNOLOGICAL INSTITUTE
DEPARTMENT OF CIVIL ENGINEERING January 30, 1975
Mr. Harlan D. Hirt
Chief, Planning Branch J(t\fM ^ ,-_
U.S. Environmental Protection Agency JJ/0
Region V
230 South Dearborn Street
Chicago, Illinois 60604
Re: O'Hare Water Reclamation Plant
Questionnaire
Dear Mr. Hirt:
Thank you for sending the material dealing with the description of the
propsed O'Hare Water Reclamation Plant in Des Plaines, Illinois and the
questionnaire to me for comment. As discussed with Mr. Dale Leucht on the
phone, I would be able to comment on only one or two of the seven questions
on the questionnaire.
1. The synergistic effect of sulfur dioxide and particulates is well
known. The episode air quality standards recognizes this and
considers the combination of these pollutants. Specific synergistic
effect between airplane related emissions and potential aerosols
generated by the activated sludge process has not been documented
to my knowledge.
3. The siting of a wastewater treatment plant of 72 to 96 MGD capacity
poses the same potential health hazard as with the sitLng of any
wastewater treatment plant handling sanitary wastes. While there
is a potential health, hazard, the actual manifestation of this
hazard has not been documented to my knowledge.
4. Odor problems are frequently associated with the operation of waste-
water treatment facilities. The frequency and intensity of the odor
problems is highly variable, depending upon the quantity of the
operation. Major sources of odors are incoming sewage which may be
septic; the bar screen areas; the scum collection areas; and sewage
handling and dewatering facilities. Facilities for treatment and
dewatering are not planned for the proposed plant. Hence, the major
sources of odors is not present. The track record of the MSB in the
operation of the North Side Sewage Treatment Plant would be fairly
indicative of the odor problems which may be expected in the proposed
Des Plaines site. Mild odor problems may pervade a distance of per-
haps one-quarter to one-half mile; while, severe problems may per-
vade a distance of a mile or so. It is my perception that odor
problems are infrequent and mild at the North Side Plant.
D-32
-------
Mr. Harlan D. Hirt -2- 1/30/75
The trucking and screening of scum from the site may pose a transient
odor problem if part of the truck route is along residential streets.
6. Description of the project indicates that sodium hypochlorite
will be used for disinfection rather than gaseous chlorine.
Hence, the potential release of gaseous chlorine into the air
is not present in this situation.
7. The Clavey Road Sewage Treatment Plant in Highland Park is
adjacent to residential areas. Covering of all treatment pro-
cesses and installation of an air cleaning process to treat the
process air was installed as a means of providing protection
against odor problems. The effectiveness of the system installed
can only be ascertained with operational experience. Since the
plan is just being completed at present, this experience will not
be available for years to come.
Covering of odorous operations without the treatment of the air does serve
to confine the odor problem and reduce its impact on the surrounding areas.
Aerobic processes are not expected to produce odor problems during normal
operations.
Thank you for the opportunity to comment.
Sincerely yours,
J. E. Quon
Professor of Civil Engineering
JEQ/ms
D-33
-------
UNITED STATES ENVIRONMENTAL PROTECTION AGENCY
NATIONAL ENVIRONMENTAL RESEARCH CENTER
CINCINNATI, OHIO 45268
SUBJECT. O'Hare Water Reclamation Plant Questionnaire
DATE Feb. 4, 1975
FROM Robert L. Bunch, Chief ._
Treatment Process Development Branch, AU1TRL
TO Nr. Harlan D. Hirt
Chief, Planning Branch
EPA, Region V
Your questionnaire was sent to both Mr. Convery and me. We
have combined our reply.
Being a research laboratory, me have had limited field experi-
ence, so our reply is based mainly on information in the scientific
literature. A list of relevant references is attached.
Enclosure
LNVIRONME.NTAL PROTECTION AGkNC
RECEIVED
G BRANCH - Kegion V
PILE HO
D-34
-------
REPLY TO QUESTIONNAIRE
1. No reactions between airplane emissions and gases from activated sludge
treatment processes have been called to our attention. This is not to
say that chlorine, if accidentally released, would not react.
2. Dixon and McCabe (4) concluded from the information available that even
though operating personnel might be exposed to potentially dangerous
materials and organisms in raw sewage, the actual incidence of infections
and parasitic diseases acquired from their work is probably not very high.
The few cases of infectious hepatitis reported could be chance occurrences.
They pointed out that most of the data available from plants dealt mostly
with accidents and physical injuries.
Browning and Gannon (3) reported on a survey by the California State
Department of Public Health of health and safety conditions affecting
operators at 200 wastewater treatment plants in northern California.
Of the 572 operators employed at the plants studied, only one possible
job-related infection was reported during the 12-month period preceding
the survey. They also found that at more than half of the plants, oper-
ators do not receive regular typhoid and tetanus innoculations.
Ledbetter, et al. (7) made an epiderniological survey of the pneumonia
incidence among employees at the major wastewater treatment plants in
Texas. The control group was made up of employees of the water treatment
plants in many of the same cities as the wastewater plants. The definite
cases of pneumonia during employment showed three and six for the waste-
water and water plants, respectively. Apparently even though, theoretically,
there should be more pneumonia cases from working at a wastewater treatment
plant, the data does not indicate it.
Viraraghavan (11) made a survey of several Ottawa municipalities to
determine what diseases were contracted by workers and could be directly
correlated with their working environment. On a general analysis, it was
found that out of 19 municipalities, 15 reported no illness attributable
to the eight diseases that are usually associated with sewage. The few
cases of infectious hepatitis can not be related because the incidence of
infectious hepatitis among the general population was not available.
3. The literature is replete in documenting the potential hazards of aero-
solized sewage organisms. Some of the pertinent references are attached.
Although the investigators differ somewhat, it appears that at least 50%
of the particles emitted are less than 5.0 microns in diameter. The
nasal passages are about 100$ efficient in removing or retaining particles
five microns or greater. Particles smaller than five microns can penetrate
the lungs; therefore, they are considered a potential danger.
D-35
-------
- 2 -
Although the potential health hazards exist, the actual data available
would indicate that the risk is very small. More than the presence of
the pathogens in sewage is needed to cause disease. An infective dose
of the organism must be ingested by a person. Apparently this does not
happen in the vicinity of a treatment plant. The risk appears minimum.
4. Any poorly run wastewater treatment plant has odors. Methyl mercaptans,
methyl sulfide, indoles, skatoles and hydrogen sulfide are common offenders.
The most important single aspect of odor control is good housekeeping,
preventing deposits of grit, grease and serum. Primary settling basins
may need covers if the sewers coming into the plant are septic or contain
volatile offensive organic compounds.
5. There is no accepted, rule-of-thumb. It is assumed that scientifically
placed wind baffles would prevent the drift of bacteria from the aeration
tanks. To our knowledge, this has not been tried. The baffles would be
to prevent the drift to the adjacent residential community and not to
cut down on the exposure to workers.
6. Hydrogen sulfide emission can occur in plants where the incoming sewage
is septic. It is corrosive and has an objectionable odor.
7. No.
AWTRL, Cincinnati
D-36
-------
REFERENCES
HEALTH HAZARDS FROM WASTEUATER TREATMENT FACILITIES
1. Adams, A. P., and Spendlove, 3. C., "Coliform Aerosols Emitted by
Sewage Treatment Plants." Science, 169, 1218 (1970).
2. Benarde, 1*1. A., "Land Disposal and Sewage Effluent: Appraisal of Health
Effects of Pathogenic Organisms." Jour. Am. Water Works Assoc., 65,
432 (1973).
3. Browning, G. E., and Gannon, 3. J., "Operator Protection in Uastewater
Treatment Plants." Jour. Water Poll. Control Fed., 35, 186 (1963),
4. Dixon, F. R., and McCabe, L. 3., "Health Aspects of Uastswater Treatment."
Jour. water Poll. Control Fed., .36, 984 (1964).
5. Glaser, 3. R., and Ledbetter, 3. 0., "Sizes and Numbers of Aerosols
Generated by Activated Sludge Aeration." Water & Sewage Works, 114,
6, 219 (1967).
6. Goff, G. D., _e_t al_., "Emission of flicrobial Aerosols from Sewage Treatment
Plants That Use Trickling Filters." Health Service Repts., 88, 640
(1973).
7. Ledbetter, 3. 0., et_ al_., "Health Hazards from Wastewater Treatment Practices."
Environmental Letters. 4, 3, 225 (1973).
8. Ledbetter, 3. 0., "Air Pollution from Aerobic Waste Treatment." Water &
Sewage Works. 111. 1, 62 (1964).
9. Napolitano, P. 3., and Rowe, D. R., "Clicrobial Content of Air Near Sewage
Treatment Plants." Water & Sewage Works, 113, 480 (1966).
10. Randall, C. W., and Ledbetter, 3. 0., "Bacterial Air Pollution from Acti-
vated Sludge Units." Am. Ind. Hygiene 3our., 27, 506 (1966).
11. Viraraghavan, T., "Occupationally Related Health Hazards in Wastewater
Treatment Systems." Water Poll. Control Fed., Highlights. 10, 11,
2 (1973).
AUTRL, Cincinnati
D-37
-------
• DEPARTMENT OF HEALTH AND REHABILITATIVE SERVICES .,. STATE OF FLORIDA
•fc f~^2% °'im J K'"er' Secr""ry Reubin °'D *"*•*• Governor
lib
DIVISION OF HEALTH
POST OFFICE BOX 210 • JACKSONVILLE, FLORIDA 32201 • PHONE (904) 354-3961
E Charlton Prnther, M D , M P H , Director
PLEASE REPLY TO:
January 29, 1975 EPIDEMIOLOGY RESEARCH CENTER
«000 WEST BUFFALO AVENUE
TAMP*. FLORIDA 33814
TELEPHONE 1813) 870-138!
•NVIRONM NfAl lJHU>tLUON «G' Ml '
p c • ! V E 0
Harlan D. Hirt
Chief, Planning Branch
U. S. Environmental Protection Agency
Region V PL<\NiM.->. CM O'al • K«^ion V
230 South Dearborn Street CIIKHO ---------- — — — —
Chicago, Illinois 60604
Dear Mr. Hirt:
Attached are ray responses to the questions posed in your communication
of 16 January. Unfortunately, we have only scratched the surface in
approaching the solutions to problems posed. At least a start has been
made.
1 hope these data will be of help to you.
Respectfully,
Flora Mae Wellings, Sc.D.
Administrator
Epidemiology Research Center
FMW:ms
enc.
ENVIRONMENTAL PROTECTION AGENCY
RECEIVED
r-;.b 31975
PLANNING BRANCH - Kegion V
f/UNC
D-38
DIVISION OF ADMINISTRATE SI HV1CES • DIVISION Of AGING « DIVISION OF CHI I DHF N.SMH1ICAI SERVICES • DIVISION Of CORRECTIONS • DIVISION OF FAMILY SERVICES • DIVISION OF HEALTH
^'">t "' Mf"T" "r" T" " " "" "' "' "»""'""• ""'" "'«' HATmv . o. ,,if,»-,-,, -._TH,-- - ;- niVIS;""; Dr VOCATIu'iAL REhmilunAiulivi « uivibiulv OF YUUIH btHVILtS
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1. Are any synergistic effects known between airplane related emissions and
aerosols or gases generated by activated sludge treatment processes? If
so, what are these effects?
Answer: Not qualified to answer.
2. What epidemiological studies have been conducted on the health of sewage
treatment plant workers or residents in the area of a treatment facility?
What do the results indicate?
Answer: To my knowledge there has been only one epidemiological study
conducted on the health of sewage treatment plant workers. This was done
by Melnick, et al. This has been referred to in several meetings but I do
not have the actual reference. I believe it was in the early 1950's.
They noted less absenteeism among sewage plant workers than among com-
parable groups in offices. It was suggested that sewage plant operators
are exposed to small quantities of pathogenic organisms over time and,
thus, build up immunity. To clarify this issue studies should be done
to determine time lost during the first six months of employment. Perhaps
we would find the reverse. As for health related effects on residents in
the neighborhood of a treatment plant facility, no data are available.
3. In your opinion, is there any significant health hazard associated with
siting a wastewater treatment plant of this size and process type in
this location? Why or why not?
Answer: There are numerous references in the literature pertaining to
pathogenic organisms in aerosols generated by activated sludge or
trickling filter treatment plants. King, et. a_l., 1973. Airborne
Bacteria from an Activated Sludge Plant. J.E.H., _36_50-54; Goff, et al..
1973. Emission of Microbial Aerosols from Sewage Treatment Plants that
use Trickling Filters. Health Serv. Rep. 813:640-652; Randall, C. W.
and Ledbetter, J. 0. Bacterial Air Pollution from Activated Sludge Units.
Amer Ind. Hyg. Ass. J. 1966, pp. 506-519. In general these data indicate
survival of airborne particles at a distance of three kilometers (1.8
miles) downwind from the source. Emissions and survival of organisms
was dependent upon many variables including temperature, relative
humidity, wind speed and solar radiation. All plants studied were much
smaller (15-30 Mgd) than the proposed plant in Chicago. It has been
shown that wind speeds between 6 and 10 miles per hour(MPH) favored
emission of microbial aerosols as opposed to wind speeds above or below
these levels. Data derived from the Climatography of the United States
No. 82-11 furnished with this questionnaire reveals that 47.3% of all
observerations made occurred when the wind speed was 5-14 MPH and the
relative humidity (RH) between 50 and 89%, a RH which favors survival
of polio virus and most probably others in the enterovirus group.
Another important facet of these studies was the determination that the
largest number of particles (70%) containing viable bacteria were of the
size which permits lung penetration (5 microns or less). These data
indicate that there is a possible health hazard in siting a waste
treatment facility of this size and type in this location.
D-39
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-2-
4. In your opinion, will there be any significant odor problems associated
with the operation of a facility such as this? Why or why not?
Answer: There are odor problems in a half to one mile radius of a 5 MGD
activated sludge treatment plant in northwest St. Petersburg. The odors
are augumented by humidity and wind direction. I would anticipate that
the proposed plant would pose similar problems. However, there are some
odor masking chemicals available on the market which has ameliorated,
somewhat, the problem in St. Petersburg.
5. Is there a minimum distance and/or special protective measures which
should be incorporated into the design of a treatment plant such as this
to protect the workers and the adjacent residential communities from any
potential health hazard?
Answer: Since the maximum distances of aerosol spread have not been
determined unequivocally, there is little hope of establishing distance
standards. However, the use of trees as a barrier would, add not only
some protection but would have esthetic value as well.
6. In your opinion, would a wastewater reclamation plant of this size and
process type produce significant quantities of chemical emissions of a
corrosive or abrasive nature? Discuss the reasons why you feel this will
or will not be a problem.
Answer: Not qualified to answer.
7. Are you aware of any other comparable situations where similar issues
occurred? What were these issues and how were they resolved?
Answer: Not really except for #4 as described above.
D-40
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UNITED STATES ENVIRONMENTAL, PROTECTION AGENCY
NATIONAL ENVIRONMENTAL RESEARCH CENTER
CINCINNATI, OHIO 45268
SUBJECT: Questionnaire about O'Hare Water Reclamation
Plant
FROM-
TO
°ATE February 11, 1975
Leland J. McCabe
Chief, Criteria Development Branch, WSRL
Harlan D. Hist
Chief, Planning Branch
EPA Region V
FEB 14 1975
During my work assignments with the Public Health Service
and the Environmental Protection Agency, I have been asked to con-
sider health effects of human contact with fecies to slightly polluted
water and on one occasion to consider the health status of sewage
treatment workers. I can answer your questionnaire in light of this
experience, but some of your questions would require more specific
experience that I do not have.
1. Synergistic effects. I have never considered that there
could be synergistic effects but have not given the problem
much thought.
2. What epidemiological studies. We were asked by the Safety
Committee of the Water Pollution Control Federation to review
the health status of sewage treatment plant workers and
reported at their annual meeting in Seattle in 1963. From
the data we could obtain we concluded that these workers had
higher rates of Leptospirosis and Infectious Hepatitis than
the general public. Our report suggested some research that
would provide more data on this problem. A copy of the paper
is attached.
Funds were provided in this fiscal year for some of the
research we suggested and a grant from EPA to conduct this
research is about to be awarded. Another part of EPA has let
a contract to study the effects on nearby residents.
State and local health agencies do investigate the unusual
occurrence of disease. To my knowledge, J know of no occasion
when an unusual amount of disease in nearby residents of
sewage treatment plants required an investigation. This is
not very good evidence that there is not a problem but the
D-41
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extent of food and waterborne disease is determined by this
technique. A recent publication by the Center for Disease
Control - Foodborne and Waterborne Disease Outbreaks - Annual
Summary 1973 (DHEW Publication No. (CDC) 75-8185) has details
on 307 foodborne outbreaks and 24 waterborne outbreaks. If
the neighborhood disease that might occur would be due to
unusual occurrences, this outbreak investigation technique
would be the only way to determine the extent of the problem
although some insight might be gained by retrospective study
of a large number of neighbors.
To demonstrate that there is not an endemic effect will
require a prospective study of neighbors and it is my under-
standing that the Human Studies Laboratory of the National
Environmental Research Center- RTF has such research underway.
3. Is there a significant health hazard. I do not know if
there are now wastewater treatment plants of this size and
process type in use that are somewhat the same distance from
residents. I expect that there are some plants now in use
that would represent a comparable situation but would appre-
ciate reviewing data on this subject. Because we have not had
disease outbreaks attributed to being a neighbor of a sewage
treatment plant, I am of the opinion that this is not a signi-
ficant health hazard.
4. Will there be an odor problem. I have smeiled sewage
treatment plants but have not studied the type of treatment
being provided or operating conditions. I have also visited
sewage treatment plants that did not have significant odor
problems. I would expect that others would have more objec-
tive data on this point than the impressions I have.
5. Specific protective measures. I do not know what these
should be except for the prevention of cross-connection
with drinking water distribution and wash-up provision for
workers.
6. Chemical emissions. I have heard of problems of hydrogen
sulfite where very septic sewage reached the treatment plant.
There should be plants where the wastes are from a comparable
area and the sewers conveying the waste to the plant are of
the same type. Data should be obtained on the quality of
influent to such plants. There were problems in Philadelphia
when ozone was improperly used. A few years back there were
D-42
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some deaths in nearby residents when there was an escape of
chlorine at a plant in Cleveland. Sodium hypochlorite is
to be used for disinfection at this plant and this would
eliminate the possibility of ozone or chlorine hazard.
7. Similar issues. Have not been involved with any.
Enclosure
D-43
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UNITED STATES ENVIRONMENTAL PROTECTION AGENCY
National Environmental Research Center
Research Triangle Park, North Carolina 27711
s -.JECT: Questionnaire Regarding Health Hazards Associated DATE: pe5ruary 24, 1975
With Wastewater Treatment Plants
FROM: OD/HSL
T0: Cathy Grissom
Planning Branch, Region V
Subject questionnaire is returned herewith.
The one epidemiological study cannot be considered to be a
very convincing one, but it does suggest that the hazard is
probably minimal.
I am sorry I did not get the information to you as early
as you wished.
Enclosure
R E P F: i v
D-44
EPA Farm 132O4 (fev. 6-72)
-------
Are any syncrgir.tJ c effects known between airplane related emissions
nnd aerosols or p,ases p.enerat od by activated sludge treatment processes?
!\ i;o, what u: v1 tV^e of'fcc,.'. jfl A
*' : i j-J <.'• 'i-i ol' ,'.'i'al nil.."I"; i t \ •:• been co.'.duc; rd on the licv.lt h ur :'<\;£e
treatment plant workers or residents in the area of a treatment facility?
What do the results indicate?
Tn ycnn- opinion, if there any ; :i !_<,.' \ i icant health hazard associated with
nit '••;; ^ w.j;;t. ,vi< • • treati'icm t pljut of this size ami process typ "• ,in
i why uu.1 ?,
In your opjniont will tl". .:o 1 ••. any significant: odor problems associated
\7Jl-h th'-1 ore:...,; j.r)'i of a fac.'lJiy such as tlrlc? VHiy or why not?
Ts there a minimi ••! distance ai'd/cir special protective measures' whi^h
should be incorporated into the design of a treatment plant such as
this to protect the workers and the? adjacent residential communities
L) / b i/1^'* ^ J
Tin your opinion, would a wastcwater reclamation plant of this size and
process type produce sij'.ni f i cant quantities of chemical emissions of
a corrosive or abrasive nature? Discuss the reasons why you feel tin's
v;i.l.l or will not be a probleir.
A)e you aware of rny othci c,^ ; ;-rc;ble situations where similar 'I;,M"?S
occurred? VJhat were these isci'cs and hov; were they resolved?
D-45
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UNITED STATES ENVIRONMENTAL PROTECTION AGENCY
Questionaire Submitted January 16, 1975, For Use In
SUBJECT: Preparation Of A Draft Environmental Impact StatementPATE:
For The Proposed O'Hare Water Reclamation Plant in
Des Plaines, Illinois
FROM: Clifford Risley, Jr., Director
Office of Research & Development, Region V
TO: Harlan D. Hirt
Chief, Planning Branch
02/24/75
At the outset it should be noted that the answers to many of these
questions are based on our extensive knowledge and experience in re-
search planning, direction, and the application of research findings
to the solution of practical problems. These answers are not given on
the basis of personal expertise in the field of such medically related
sciences as virology, bacteriology, epidemiology, and so forth, but
rather on the more practical aspects of sanitary waste disposal and
the cheirical and engineering factors related to this practical appli-
cation. We have read extensively in the areas of work done in these
other fields of medically related sciences and are thoroughly familiar
with much of the work done as it relates to sewage trecitment plants.
However, the opinions we express in answer to such questions are based
on the work of experts in those fields, as we interpret their findings.
Question No. 1: We know of no synergistic effects reported between
airplane related emissions and aerosols or gasses generated by activated
sludge treatment processes.
Question No. 2: We know of no epidemiological studies that have
been conducted to date on the health of sewage treatment plant workers
or residents in the area of treatment facilities. It is our understanding
that a project to study the basic effects of such problems on sewage
treatment workers is about to begin at the University of Cincinnati.
Question No. 3: We know of no factual information that establishes
any significant health hazard associated with siting a waste treatment
plant of this size and process type in any location.
Question No. 4: Odors have resulted from improperly operated sewage
treatment plants of similar design; however, this particular plant has
designed into it several safety factors and back-up facilities for preven-
tion of odors. If the plant is properly operated and properly maintained,
the probability of odor coming from this plant is essentially negligible.
Question No. 5: We know of no established minimum distance or
special protective measures which can be recommended for incorporation
into the design cf the treatment plant based on present knowledge of
the need to protect workers and adjacent residential communities from
potential health hazards.
D-46
EPA Form 1320.6 (Riv. 6-72)
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-2-
Question No. 6: We know of no prior studies establishing that a
wastewater reclamation plant of this size and process type would produce.
significant quantities of chemical emissions of a corrosive or abrasive
nature. Plants of similar design are operating throughout the country
and have been for several years with no recorded detrimental effects.
Whether or not such emissions occur is probably directly related to the
proper operation of the plant. Safeguards have been included in this
plant design to assure the prevention of release of an undue amount of
chemical emmisions and to assure proper operations at all times.
Question No. 7: Similar discussions regarding potential problems
arising from various plants occur frequently. It cannot be assumed that
the potential problems suggested for other plants can be directly applied
to this plant as problems also. We know of no instances where Identical
situations and identical problems have come up for discussion.
It should be noted that many previous studies have been made of bacteria,
virus, and toxic materials originating in sewage treatment processes.
Any one of these studies taken as a separate isolated situation might be
interpreted as a potentially alarming problem to someone not directly
involved in the utilization of such information. The Public Health Service
and many medical groups have been carefully scrutinizing these individual
problems for many years for the purpose of avoiding the development of
epidemics or similar catastrophic problems related to the general public.
Reliance must be placed in the hands of such Public Health officials to
take these individual pieces of scientific information for their respec-
tive values and to put them into perspective in terms of public need.
For us to attempt to make such an interpretation at this time is not in
the interest of everyone concerned because of the many areas of this type
of research that are presently uninvestigated. We therefore recommend
diligence in the pursuit of this missing information but also recommend
avoiding conclusions that are not justified based on known facts at this
time.
D-47
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THE CITY OF DBS PLAINES
R.CHARD F WARD C°°K C°UNTY' 1LUN°'8
Alderman 8th Ward ••)•
1410 Miami L»n»
D»« Plalnci, Illinois 60018 MEMBER ILLINOIS
(AC 312)8278715 MUNICIPAL LEAGUE
February 18, 1975
Mr. Gene Wojcik, Planning Branch
U.S. Environmental Protection Agency
230 South Dearborn Street
Chicago, Illinois 60604
Dear Mr. Wojcik,
Thank you for sending a. copy of your health questionnaire
that I received on January 30, 1975- With the exception of
question #6, all of the other references listed below are
contained in our December 27, 1974 comments on the proposed
MSD O'Hare projects and are presented here for your convenience.
1. Svnergistic effects: Para 3.8A, Rogoff Att. Z, Argonne
Report, Para 3.8C, Carnow Att.AA, Para 3.8F, Para 2. 13 (8-14- 71)
2. Studiest Para 3.11B, Att#7. Para 5-5C, Para 3.5, Berg Att Y,
Para 3.6, Ledbetter Att V
3. Site i Para 2.3(Epstein) , Para 2.21A, Para 3.8D, Para 3.8E
(Blanc hard)
4. Odort Para 4. IF, Barbolini Att#10, Para 3.9, Att.DD, Att.EE,
Para 3.10A, Herr Att#6, Para 3.11, Att.GG, Para 3.11A,
Para 3.12, Consoer Att.HH, Para 4.1J, Para 3.14D, Metcaff Att#8,
Para 3.14E, Para 3.1W.
5. Distance and/or protective measure s» Para 3.14H, Para 4.13,
Para 3.11, Greenley Att.GG, Para 5.11A,B,G.
6. Chem. Emissions - corrosive or abrasive i "corrosion of some
building materials during construction" July, 1973 MSD Initial
Draft of EA on alternative TARP plans.
"Mystery Spots Plague Suburb" Chicago Sun Times 9/7/6? page 32,
Gasses and odors from MSD's Orland Park STP caused paint to
discolor on nearby homes.
7. Comparable situations » Para l.OB, Clavey EIS Att.B, Para 3»9A,
Sacramento Att#5, Para 3<>9B, Eli Lilly Att#6, Para 3.13,
Para 4.13.
Please include our input with the answers you have received
from the MSD and other respondents.
D_48 Sincerely,
Richard F. Ward
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APPENDIX E
BEDROCK GEOLOGY
This description of the general bedrock geologic conditions
in the study area is complemented by the analysis of field borings
as reported in The Geotechnical Report on the Upper Des Plaines
Tunnel and Reservoir Plan, Volume 1, Bedrock Geologic Investi-
gation, 1974, De Leuw, Gather & Company.
The limestone and dolomite rock units, together with the
hydraulically interconnected overlying glacial drift, function as
an aquifer.
Rocks in the project area date back to the Upper Ordovician
Period. They consist of mudstones, argillaceous dolomite, pure
dolomite and unconsolidated or semi-consolidated glacial deposits.
Stratigraphic hiatuses (dis conformities) occur between Middle Silurian
and Pleistocene, and between the Lower Silurian and Upper Ordovician
age rocks. Local lensing may totally remove some rock units
(Waukesha Formation). See Exhibit II-1.
The lowering of sea level which prodxiced the disconformity
at the end of the Ordovician period resulted in local valleys cut as
much as 150 feet deep in the underlying mudstones. With the re-
advance of the sea, these valleys were subsequently filled with
the shaley dolomite of the Edgewood Formation, which was not
E-l
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EXHIBIT 11-1
System
i SILURIAN QUATERNARY
I
j
1
Series
<^
o
S;
1
— ^~-^*«
J
I
Alexandrian
Cincinnatian
i
Formation/Member
WADSWORTH
MEMBER
WEDRON
FORMATION
**"-!»- „ ' •*" T.^jr— ^ ' - — —
RACINE
(0 -30O')
(WAUK
(0-i
JOLIET
(4O-70')
KANK
(2O-
ESHA)
?0'J
Romeo
Markgraf
Bridge
AKEE
•50')
( EDGE WOOD)
(0-100')
urn*
10-IS'l
I
to BRAINARD
t, SHALE
\ (O-IOO')
0
Base
Column
'&
*'ii4
•yvi.
/
/
>i$$
/
^
^
/
/
iy
l/..
/
/
/
/
/ .
/
7
N
r
/
i
/
^T>
/
•*•
/
/
^
/
/
/
j
x
j \
/
<. /
7"^ /
/
«VHIB
^
\
«M
•not descr
Description
Till and outwosh deposits. Clayey silt with
sand lenses. (Grovel lenses possible but not
probable - described in soils report. )
Bouldery till, clayey silt with sand lenses,
grovel, boulders common near base and at
unconformity. (Described in soi/s report.)
Gray-brown, argillaceous, fine grained,
thin bedded dolomite containing reefs
of pure, gray, massive, vuggy, dolomite.
Gray, fine grained, silty dolomite.
(Generally absent in northern area.)
Light gray, pure, porous dolomite.
Light gray, silty, very fine grained dolomite.
Red or greenish gray dolomite and
mterbedded shale.
Light brown, fine grained dolomite with
prominent wavy clay partings.
Brawn to gray shaley dolomite.
(Chert/ near top. Not recognized in
project area.)
y-i~ /^j"^ ~~~W ~~^J "jT / * /A ' ' — " u~''r~^— — -r~^-v-^*r-» —
— uonte ana rea snole (Generally absent )
Oolite and red shale. (Generally absent)
Green to brown fossil iferous mud stone.
bed
STRATIGRAPHIC SEQUENCE
E-2
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recognized in any of the rock cores recovered during the explorations
reported herein, but which may exist in local areas of the project.
The stratigraphic sequence used in this report has been
developed from rock cores taken along the project alignment.
No surface rock exposures are available for study. The rock units
used follow as closely as possible formational units as described in
the literature (Willman, 1971 and 1973), but vary somewhat in the
designation of formational member units as the contacts between
member units are gradational and thus subject to personal judgment.
Bedrock Surface
The bedrock surface is covered by glacial till throughout
the project area; the bedrock contours shown in Exhibit II-2 are based
totally on interpretation of boring data and are generalized. The
E-3
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LEGEND
EXHIBIT 11-2
Sjr ROMEO
Sm MARKGRAF
Sbb BRANDON BRIDGE
SK KANKAKEE
Ob BRAINARD SHALE
Faults
Formation Contact
NOTE I. ELEVATIONS IN FEET AND
BASED ON C.C.D (CHICAGO
CITY DATUM )
2 FAULTS REPORTED BY VIBROSEIS
SURVEY. HARZA ENGR. CO.
CONTOURS ON TOP OF ROCK
AND BEDROCK GEOLOGY
E-4
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bedrock relief in the project area is over 60 feet.
The rock units at the till/rock contact are the Niaguran
age dolomites of the Racine and Joliet Formations. The top of
rock surface is usually hroken and open for five to ten feet and
occasionally carries significant quantities of water.
Stratigraphy
A detailed discussion of the stratigraphy of the study
area can be found in the Foundation Science Report, A Geotechnical
Report on the Upper Des Plaines Tunnel and Reservoir Plan, pre-
pared for De Leuw, Gather & Company.
Structure
The geologic structure described in this report is based
solely on interpretation of boring data. No exposures of bedrock
are available for study in the project area. Therefore, the
situation presented in maps and sections must be used in its
broad diagrammatic sense only.
Faults. A number of faults of ten to 30 feet vertical offset
are postulated. The faults are interpretive and have not been
physically observed, but they do further explain stratigraphic
facts developed by the boring program. None of the borings
actually intersected a major fault zone. In many cases, strati-
E-5
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graphic offsets of a single fault are probable--the result of more
than one fault of smaller proportion stair-stepped to produce the
total offset.
With borings spaced at 1,000-foot centers, as in thi s
program, it is also possible for fault blocks of greater or lesser
proportion than those shown to exist between borings and not be
represented on geologic maps and sections. The general structural
trend for faults is expected to be NE-SW and NNW-SSE. The actual
fault trends indicated on the accompanying map are interpreted from
apparent bedrock drainage displacements and may or may not in
fact represent actual conditions.
Three angle borings were drilled to try to sample a fault
zone. No significant amounts of faulted or gouged rock could be
identified in any of these holes although a few core loss zones
occurred which may represent small shear zones. However, the
rock on either side of the core loss zones does not appear bisected
as might be expected if a major fault zone were nearby.
The Des Plaines Disturbance. The project is immediately
west of a geologic anomaly known as the Des Plaines Disturbance.
This disturbance is a five- and one-half-mile-diameter area having
a very complex system of high-angle faults. Fault displacements
E-6
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along the edges of the disturbance range from SO to 300 feet, and
in the interior reach 900 feet. Thus, faulting may be aptly described
as severe, and the fault system may be expected to extend some
considerable distance away from (he boundary of the disturbance.
Shear /.ones associated with the fault system would cause support
problems and would yield high volumes of water. Because of the
anticipated areal faulting, water infiltration problems would prob-
ably be savere. Also, because of the offsets across individual
faults, it would be difficult to avoid the contacts between rock
mem* ers, at_>ain adding to water inflow and support problems.
Jointing. Joints, although not numerous in the rock, have
a significant influence on its permeability and local tunnel stability.
The open joints act as a condxiit to carry groundwater from the
overlying glacial till to the bedding planes in the upper rock units
(Racine and Joliet Formations). The numbers of the open joints
are relative indicators of the amount of groundwater to be
expected in a given rock. These data clearly demonstrate the
more open and permeable natures of the Racine and Upper Joliet
(Romeo) Formations.
E-7
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Earthquakes. In the past, damage from earthquakes has
not been extensive or severe in Northern Illinois. Past disturbances
have ranged in intensity up to VII on the Mercalli scale, but a VII
intensity was recorded only once in history. Presently, the study
area is in Seismic Risk Zone 1, an area predicted to experience
only minor damage from earthquakes that have the epicenters
outside the state. Intensities of the disturbances are predicted
to range from V to VI on the Mercalli scale. A V intensity distur-
bance is felt by nearly everyone and breaks glassware and windows.
A VI intensity disturbance is felt by everyone; objects are upset;
and chimney and plaster damage occurs.
SOILS AND SURFICIAL GEOLOGY
The basic drainage patterns, landforms and soil parent
materials are related to the Wisconsin glaciation. Glacial deposits
may approach depths of 60 feet in this area. The textural composi-
tion of these morainal till deposits range from clay to clayey silt,
with varying amounts of sand, gravel and boulders. At the earth
tunnel depth, the soils range from clayey silts to silty clays, with
occasional sand and gravel. In this area, the Tinley Moraine
directly overlies the Valparaiso Moraine. The Tinley Moraine,
predominately a silty clay, may contain waterbearing sand layers.
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APPENDIX F
REGIONAL WATER RESOURCES AND NEEDS
SECTION A
Sources of Water Supply
2.01 GENERAL At the present time, Lake Michigan and
groundwater are the sources for public water supply in north-
eastern Illinois. Groundwater is developed from four aquifer sys-
tems: 1) sand and gravel deposits in the glacial drift; 2) shallow
dolomite formations; 3) the Cambrian-Ordovician aquifer; and 4)
the Mt. Simon aquifer. For purposes of this report, the sand and
gravel deposits and the dolomite formations are collectively re-
ferred to as the shallow aquifers, while the Cambrian-Ordovician
aquifer is referred to as the deep sandstone aquifer. The Mt.
Simon aquifer is considered separately and discussed to a lesser
degree because it is virtually unused at present. While there are
several surface streams flowing through the region, only the Kan-
kakce River has been seriously considered as a source of public
water supply.
2.02 LAKE MICHIGAN Lake Michigan is the most extensively
used water source. It provided 1,105 million gallons per day
(MGD) for public water supply in 1970, or about 85 percent of
the region's total public water supply needs.(l) From a purely
physical standpoint, the Lake offers an almost limitless amount of
water that can be readily treated to acceptable drinking water
quality. It should be noted that no water flows naturally from
the Lake to the region. That which is withdrawn for water supply
and other purposes constitutes a diversion. Currently, this diver-
sion is limited to 3,200 cubic feet per second (cfs), or about 2,080
MGD, as a result of a 1967 U.S. Supreme Court Decision.
The City of Chicago is the largest user of Lake Michigan water,
withdrawing amounts to meet its own needs as well as those of
72 suburban communities in Cook County which purchase water
under contract. Additional water is withdrawn by fourteen other
public water supply systems located along the Lake Michigan
shoreline in Cook and Lake Counties; service by those systems
is usually limited to one or two communities. Given the expected
future development of the region, coupled with decreased ground-
water availability in certain areas, the Lake will be more heavily
relied upon for public water supply in the future.
2.03 SHALLOW AQUIFERS The shallow aquifer system in
northeastern Illinois is comprised of unconsolidated sand and
gravel deposits of the glacial drift and dolomite formations, mainly
of Silurian age. _ Although these aquifers are hydraulically inter-
connected, their characteristics are sufficiently different to warrant
separate discussion.
a. Sand and Gravel Aquifers The sand and gravel aquifers ran-
domly underlie approximately 50 percent of the region at depths
ranging from near the land surface in certain areas to more than
400 feet in others. (Figure 2-1 is a cross-sectional illustration of
(l):Ref. l,pg.3
Figure 2-1 The Groundwater Aquifers of
Northeastern Illinois
GEOLOGIC
HYDROLOGIC
EVAPOTRAHSPIRATION
HOIMKMITI
t KICIHIS!
VCETI
INTEftBEDOCD r BASAL CONTIM
MOftn \ AOUFERS AOUIFE
= \ LA«0 SUWACS
I IANO AND OTAVIL
I ) i
fe',;/'
-------
the entire regional aquifer system.) Extensive surficial sand and
gravel deposits are found in parts of DuPage, Kane, Lake,
McHenry and Will counties, while deeply buried deposits are
found widely scattered throughout Kane and McHenry counties,
western Lake County, northeastern Cook and DuPage counties
and central Will County. Generally, the greatest chance for suc-
cessful well penetration of a productive water yielding sand and
gravel formation is within subsurface valleys cut into the bedrock
by preglacial and glacial geological processes.
Because of their irregular occurrence, the sand and gravel
aquifers are more difficult to locate than the deeper, more exten-
sive sandstone aquifers. They are also more difficult to develop
for large water supply systems since they are more directly affected
by the vagaries of rainfall and drought. On the other hand,
the glacial drift aquifers are generally more rapidly • recharged,
are more permeable than the deep aquifers, and involve lower
drilling costs. Locally they provide good sources of supply to
municipalities and private individual users, with some wells yield-
ing in excess of 1,000 gallons per minute (gpm). In 1970, ap-
proximately 31.4 MGD were pumped from the sand and gravel
aquifers in the six-county region. This amounted to approximately
Figure 2-2 Area of High Yield from the
Shallow Dolomite Aquifer
12 percent of the estimated total groundwater pumpage in that
year, which was 261.2 MGD.(2)
The hardness content of raw water is extremely variable but
usually ranges between 100 parts per million (ppm) and 450 ppm.
The iron content which can affect the taste, appearance and use
of water averages about 2 ppm and is higher than that of the
deep aquifers and Lake Michigan. Water temperatures average
about 52 degrees, which is considered to be cool and refreshing.
b. Dolomite Aquifer Underlying much of the region at depths
varying from ground surface to 450 feet deep is the shallow dolo-
mite aquifer. In this aquifer groundwater is found in joints and
fractures, and it moves through an interconnected network of
these openings. Since these water-bearing cavities are unevenly
distributed both horizontally and vertically, the yields of wells
drilled into the dolomite vary greatly from place to place. Suc-
cessful development for water supply depends upon a well inter-
secting a large, water-filled fracture which is capable of sustaining
heavy pumpajte over time. Some wells drilled into dolomite yield
in excess of 1,000 gpm, while others result in very low yields.
Figure 2-2 shows the general area of highest yields from this
formation.
The dolomite aquifer is an extensively used source of water
supply for many municipalities, particularly in DuPage County
and southern and northwestern Cook County. In 1970, total
pumpage from the dolomite was estimated at 90.7 MGD, which
was approximately 35 percent of the region's groundwater with-
drawal.(3) In several areas, the aquifer is being pumped in excess
of recharge, and there have been significant declines in water
levels and well yields.
c. Estimates of Potential Yield Potential yield is defined as the
maximum amount of water that can be developed from a reason-
able number of wells and well fields without creating critical water
levels or exceeding the rate of groundwater recharge. The Illinois
State Water Survey has estimated the potential yield of the shal-
low aquifers (sand and gravel and dolomite combined) at 507
MGD, assuming they are fully developed in the six-county
area.(4) According to the total shallow aquifer pumpage figures
noted above, only 122.1 MGD were withdrawn in 1970. Thus, on
a regionwide basis, the shallow aquifers are currently producing
only about 25 percent of their potential yield, and there is greater
opportunity for increased development of them for future water
supply:
2.04 CAMBRIAN-ORDOVICIAN AQUIFER The Cambrian-
Ordovician (or deep sandstone aquifer) is regarded as the best
bedrock aquifer in Illinois because of its consistently high yield.
It extends continuously throughout the region and is uniformly
productive. This aquifer is actually a vertical series of water-
bearing rock formations, of which the Glenwood-St. Peter and
Ironton-Galesville sandstones are the principal producers. The
latter is considered to be the most productive and supplies over
50 percent of the aquifer's total yield. Because this aquifer has a
regional southeasterly dip of about 10 feet per mile, the top of
the Ironton-Galesville sandstone lies about 800 feet below the land
surface in the northwest corner of the region and increases to a
depth of about'1,800 feet in the southeastern part. The saturated
thickness of this aquifer varies from approximately 100 feet to
about 275 feet, while the average collective thickness of the geo-
logic formations comprising the aquifer is about 1,000 feet. It is
significant to note that while some recharge of the deep sandstone
thort. BurOkk nl Ho
(2):Ref. 2
(3): Ref. 2
(4): Ref. 3
F-2
-------
occun in western Kane and McHenry counties, most takes place
in areas outside of the metropolitan region, including Kendall,
Boone and DeKalb counties of Illinois, and in certain areas of
southeastern Wisconsin. It is important that future urbanization
and land use in those areas not have an adverse impact on
recharge.
The Cambrian-Ordovician aquifer is the most heavily pumped
aquifer in the region; it furnished approximately 53 percent of
the total groundwater used in 1970. Since 1958, withdrawals from
this aquifer have exceeded the practical sustained yield, which is
defined as the maximum amount of water which can be continu-
ously withdrawn from existing pumping centers without eventually
dewatering the most productive unit (i.e., the Ironton-Galesvilk'
standstone). The practical sustained yield of the Cambrian-
Ordovician aquifer has been estimated at only 46 MGD. Pumpage
data for 1970 indicates that actual withdrawals approximated 139
MOD, or about three times the estimated sustained yield.(5) This
withdrawal of water at rates in excess of natural recharge (termed
"mining") has been reflected by a progressive decline in water
levels, increased pumping lifts and increases in pumping costs.
During the period 1966-1971, annual water level declines in wells
in the Cambrian-Ordovician aquifer averaged nine feet.
Table 2-1 lists the increases in pumpage from the deep sand-
stone aquifer during the period 1966-1971.
TABLE 2-1: PUMPAQE FROM DEEP WELLS IN NORTHEASTERN
ILLINOIS, 1966-1971 (IN MGD) (6)
Total
Public
Supplies
County
Cook
DuPage
Kane
Lake
McHenry
Will
Total Region
1966
31
11
23
2
2
11
81
1971
42
16
26
5
2
14
105
Industrial
Supplies
1966
24
1
3
1
1
16
46
1971
17
1
2
2
1
14
37
1966
55
12
26
3
3
28
127
1971
59
17
28
7
3
28
142
While industrial pumpage declined over the five-year period, total
pumpage actually increased 15 MGD as a result of greater with-
drawals for public supply. Particularly noticeable are the increases
in public pumpage in Cook and DuPage counties.
Despite the problem of overpumpage, the Cambrian-Ordovician
aquifer will continue to be an important source of supply. Water
in this system is naturally free of bacterial pollution. The hardness
content is from 200 to 250 ppm in the northwest part of the region,
and increases toward the east as the aquifer increases in depth.
The iron content of the water is usually less than 0.4 ppm. Tem-
peratures range from 54 to about 62 degrees and increase with
depth. The Cambrian-Ordovician aquifer is generally well suited
for large, municipal water systems; yields in excess of 1,000 gpm
have been recorded. Mining of this aquifer cannot be continued in-
definitely. Eventual provision must be made for transfer to an
alternative or supplemental source in areas where water levels and
well yields are declining.
2.05 MT. SIMON AQUIFER The Mt. Simon aquifer underlies
the Cambrian-Ordovician system and is the deepest in the region.
The top of this aquifer ranges from 1,400 to 1,600 feet below the
ground surface in the northwest, and from 2,200 to 2,400 feet in
the southeast. Its average thickness is approximately 1,600 feet,
with the materials consisting primarily of fine to coarse grained
sandstone. The cleaner parts of the sandstone yield moderate quan-
tities of water, although the aquifer's potential is limited by a
number of factors. The most significant limitation is brackish water
beginning at depths below 1,300 feet mean sea level, necessitating
costly treatment prior to use. The aquifer also is not consistently
permeable. Furthermore, deep and expensive wells are involved.
The practical sustained yield of the Mt. Simon aquifer has been
estimated at 14 MGD, although development of this source has
been virtually nonexistent to date. In 1973, the -Illinois State Water
Survey completed a feasibility study of developing and desalting
water from the Mt. Simon aquifer. Reverse osmosis and freezing
processes were considered feasible for 1 MCD capacity treatment
plants, while distillation was considered feasible for 5 MGD plants.
Costs (including wells, transmission lines, desalting facilities and
brine disposal) ranged from $1.33/1,000 gallons for a 1 MGD
reverse osmosis plant to $1.85/1,000 gallons for a 5 MGD distilla-
tion plant.
2.06 SURFACE WATER RESOURCES Unlike many other large
metropolitan areas, no inland lakes, rivers or streams are presently
used for public water supply in northeastern Illinois. There is,
however, substantial industrial use of water from the Sanitary and
Ship Canal, the Calumet River, the Des Plaines River and, to a
lesser extent, the Fox River.
a. Limitations There are several factors which have mitigated
against the use of surface watercourses. Certainly one reason (at
least until recently) has been the readily available supply of
groundwater which could be developed at low cost. But the major
deterrent has been the general poor quality of the region's surface
waters, a problem which necessitates thorough, expensive treat-
ment. While water treatment technology has advanced to the point
where virtually any water can be made potable, the cost of such
treatment may be excessive, especially when compared with the
cost of developing alternative sources. Waterways such as the Des
Plaines River have been discounted as viable sources of municipal
water supply because of their lack of dependable flow, high con-
centrations of bacterial and viral organisms, high solids and heavy
metals content, and undesirable tastes and odors.
Nevertheless, the suitability of these waters should be periodi-
cally reevaluated in light of changing needs and conditions. As
improved methods of wastewater treatment are employed and as
nonpoint sources of pollution are reduced, surface waterways may
become economically feasible and attractive water sources. In the
interim, greater attention could be given to increased use of these
waters for non-domestic purposes whenever possible in order to
alleviate competitive pressures on water resources which are suit-
able for public supply.
b. Kankakee River It should be noted that the Kankakee River
is an exception to the foregoing discussion and does offer potential
for development as municipal supply. The river's raw water quality
is reasonably good, and its large flow volume would eliminate the
need to construct expensive storage reservoirs. In addition, it is
proximately located to the Joliet area where there is concern for
the long-term availability of groundwater.
c. Fox River At the present time it is not advisable to use the
Fox River for domestic purposes since a high percentage of its
flow consists of wastewater treatment plant effluent which presents
a risk of viral or chemical contamination.(7) However, the Fox
River may offer some potential for future use as a public water
supply. Indeed, state water quality standards have designated the
river for "domestic and food processing water supply," and pollu-
(5): Ref. 2
(6): Ref. 4, pg. 8
(7): Ref. 5
F-3
-------
tion abatement efforts necessary to achieve that standard are un-
derway. After the desired level of water quality has been attained,
the river might IK- used for this purpose. One possible approach
would be to reduce deep well pumpage in the Fox Valley area to
the rate which can be sustained without mining. Demands which
could not be satisfied by groundwater under this condition could
be compensated for through withdrawals from the river. During
seasonal low streamflows, well pumpage could be increased beyond
sustained yield on a short-term basis until normal flows are
resumed.
d. Other Streams Finally it is significant to note that while there
are a large number of tributary streams in northeastern Illinois,
few present public water supply opportunities. In addition to
quality problems, frequent periods of low flow would necessitate
the construction of storage reservoirs, a condition for which the
topography of this region is poorly suited. There are also problems
of leakage in these reservoirs through permeable surficial materials
or fractured bedrock, and excessive sedimentation. Sites which
have been identified as being potentially suitable for water supply
reservoirs are discussed in Appendix D.
SECTION B
Water Supply By County
2.07 GENERAL This section contains summary descriptions of
water supply conditions in each of the six counties in the region.
Particular emphasis has been placed on groundwater, since areas
now supplied by groundwater are expected to face the most
serious problems in both the immediate and distant future. The
groundwater data used in this section were furnished by the
Illinois State Water Survey; the information is thought to be the
most accurate presently available. Total pumpage figures are
cited, including amounts used for the following purposes: public
(which includes municipal, subdivision and institutional); indus-
tiial; domestic; irrigation; and livestock. The amounts used for
the last two purposes are difficult to quantify and are not thought
to be substantial. Estimates of the potential yields of the shallow
aquifers in each county were also made by the Water Survey.
2.08 COOK COUNTY Lake Michigan is the predominant source
of supply for Cook County. The City of Chicago withdraws water
from the Lake to supply its own needs and in addition furnishes
water on a contractual basis to a number of suburban communi-
ties. In 1970, the City provided an average of 1,035 MGD to
supply 4.52 million people in its service area. There are six other
independent municipal systems located along the north shore
which withdraw Lake water. Lansing, in the southeastern part of
Cook County, obtains Lake water via the Hammond, Indiana,
system.
A significant portion of Cook County is supplied with ground-
water. In 1970, pumpage amounted to 99.6 MGD, which was ap-
proximately 38 percent of the six-county total groundwater pump-
age of 261.2 MGD in that year. Of the 99.6 MGD, 59.6 MGD
(60 percent) were taken from the deep sandstone aquifer, 36.4
MGD (36 percent) from the dolomite, and 3.7 MGD (4 percent)
from the shallow sand and gravel.
Deep sandstone pumpage in Cook County is more than twice
that in any other northeastern Illinois county. Water well levels
have declined in response to heavy drawdowns, particularly in the
northwest and southern portions. There is also significant pumpage
from the shallow aquifers, especially in the southern sector.
Chicago Heights, and to a lesser extent LaGrange, have been
identified as areas where pumpage has exceeded recharge. County-
wide, the estimated shallow aquifer potential yield is 98 MCD.
2.09 DU PAGE COUNTY DuPage County is supplied exclu-
sively with groundwater. and pumpage in 1970 averaged 51.7
MGD. The dolomite accounted for 33.9 MGD of the total with-
diawal (66 percent), while the deep sandstone yielded 15.5 MGD
(30 percent) and the sand and gravel aquifers 2.3 MCD (4
pel cent).
There is considerable concern for the long-term adequacy of
gioundwater supplies in DuPage County. The potential yield of
the sand and gravel and dolomite aquifers is estimated at 42
MGD and by 1972, pumpage from these aquifers had increased to
39.7 MGD. In some areas (most notably in the vicinities of
Hinsdale, Clarendon Hills, Addison, Downers Grove, Wheaton
and Glen Ellyn) the dolomite is already being pumped in excess
of recharge, and there has been permanent lowering of the water
table and reductions in well yields. In an effort to compensate for
these declines, increased numbers of deep sandstone wells have
been drilled. Extensive mining is being practiced, and water levels
in the deep wells have been declining steadily for several years.
2.10 KANE COUNTY Kane County is supplied primarily with
groundwater, although there is some minor industrial use of the
Fox River. The western two-thirds of the county is largely rural.
and no paiticular water supply problems are being experienced
However, in the more urbani?ed Fox River Valley area, the
Cambrian-Ordovician aquifer is heavily used, and steady watei
level declines have been observed, particularly in Aurora and
Elgin
The impoi'ancc of the deep sandstone aquifer is illustrated by
the fact that it provided 279 MGD (or 74 percent) of the 37.5
M( D total pumpage in 1970. The sand and gravel and shallow
dolomite aquifers pioduced 6.2 MGD (17 percent) and 3.4 MGD
(9 percent) icspectivelv. Their potential yield is estimated as 31
MGD, which is the lowest of the six counties.
2.11 LAKE COUNTY Lake Michigan is the primary source of
supply in eastern Lake County, while groundwater is used in the
central and westein poitions. In terms of total groundwater pump-
age, development of the three aquifer systems has been ap-
proximately equal. According to 1970 pumpage figures, with-
drawals amounted to approximately 19 MGD. The sand and gravel
aquifers produced 69 MCD (36 percent) of the total, followed
by 6.1 MGD (32 percent) from the dolomite and 6.0 MCD (32
peicent) from (he deep sandstone.
Water level declines in the deep wells an: being expei ienced
in certain areas (primarily Libertyville and Mundelein), although
this situation is rrot as severe as that in Cook and DuPage
counties. There appear to be considerable opportunities for greater
development of the shallow aquifers, where potential yield is esti-
mated at 51 MGD
2.12 MC HENRY COUNTY Of the six counties, McHcnry is in
the most favorable position with respect to water supply. The sand
and gravel aquifers are by far the predominant source and their
use is increasing. They supplied 94 MCD (or 63 percent) of the
county's 15 MGD total pumpage in 1970. By way of contrast, the
deep sandstone produced 30 MGD (20 percent) and the dolomite
produced 2 6 MGD (17 percent).
It is significant that the combined potential yield of the shallow
aquifers is estimated at 96 MGD. Thus, while the shallow aquifers
provided 12 MGD (or 80 percent) of McHenry County's total 1970
groundwater demand, this still amounted to only about 13 percent
of the total quantity potentially available to the area from the
shallow system.
F-4
-------
raising Lakes Michigan and Huron by 4.4 indies, exclud ig the
effects nf tlie Illinois diversion. The effect of the present Illinois
diversion (exclusive of the diversion into Lake Superior is to
lower Lakes Michigan and Huron 2.7 inches. The net e tect of
these in-and-out diversions is to raise the levels of Lake Michigan
and Lake Huron l>y 1.7 inches. To put tins in perspective, , itificial
diveisum into the Creat Lukes presently exceeds diveisinn out of
the. Lakes by approximately 1,800 cfs. It therefore would ippear
that diversion by Illinois could be increased without havi ig any
cntical ellect on the Gieat Lakes Basin as a whole. Indee !, such
an increase would allow a better inflow-outflow balance to be
achieved.
SECTION C
Groundwater Mining
8.12 GENERAL There are two basic approaches to groundwater
development. The first icgards aquifers only as systems through
which water moves, and favors limiting well withdrawals to the
practical sustained yield. The second approach, mining, favois con-
tinued withdrawal of water fiom the aquifers at a rate which
exceeds that of recharge. At the present time, approximately 96
MOD of tlie 112 MOD pumped from the deep sandstone aquifer
in this region are mined.
8.13 ADVANTAGES AND DISADVANTAGES Mining is a de-
batable issue. The most common argument against the practice
generally has been that since it lemoves water held in storage, it
deprives future generations of the light to obtain adequate water
at low cost. The extension of this reasoning is that present pumpage
ought to be ieduced to sustained yield, with any deficiencies to be
made up through the development of alternative supplies, including
i emote surface souices In this way, water held in aquifer storage
would be kept in pcimancnt tiust for future use. The counter
argument in favoi of mining is that the water in storage s of no
value unless it is used. In addition, mining allows large capital
investments in surface watei supply projects to be deferred to a
later date. In the inteiim, changing technologies and alterations in
water use patterns conceivably could reduce the need for importing
large quantities of watei.
One of the central objectives of water management is to provide
adequate service with the maximum net benefit to all. Clcaily, if
the same benefits can be derived from any of several alternatives,
the least cost alternative will result in the maximum net benefit.
Since the cost of mining water is usually less than the cost of
obtaining water from an outside source, it follows that mining
may need to be conducted until it is no longer economically fea-
sible, at which time the next "lower cost" somce would be cle-
\ eloped.
There are a number of other reasons why mining of t le deep
sandstone aquifer might be continued on a managed basis i i north-
eastern Illinois. First, if mining were not practiced an I with-
drawals were limited to the rate of recharpe, a nui iber of
townships in the region would become deficient in grouidwater
by 1980. Given existing legal limitations on diversion of Lake
water, these deficiencies could not easily be satisfied by mporta-
tion from that source. Furthermore, considering the existing
investment in wells and pumping facilities, coupled with tie large
amount of water held in aquifer storage, it may be expedient to
continue or accelerate mining, at least on a short-term basis. It
should also be noted that the dewatering of the aquifer as a result
of mining probably would not cause serious damage to the
aquifer's water storage or transmitting properties. Indeed, if after
a period of mining, pumpage were reduced to sustaine 1 yield,
water levels would rise and the capacity of the aquifer to transmit
water woufd eventually return to its original state
APPENDIX
Water Conservation, Recharge, and Recycling
8.14 GENERAL One means of helping to avert water shortages
is lo institute \\.itei coiiseival ion and/oi reuse and lecyeling tcih-
mqucs Oonsei v.itiou nieasuics employ technical, economic, educa-
tion, d or legal tools to coutiol water usage in such a wav as lo
balance it with supply. Recycling seeks to maximize the use
potential of any given quantity of water The primary objective
of both of these approaches is to manage existing sources more
efficiently and effectively as an alternative to developing ne\\
sources.
8.15 WATER CONSERVATION TECHNIQUES A detailed
discussion of water consei vation (particularly domestic conserva-
tion techniques) is contained in Appendix K. That which follows
is piim.mly concerned with water metering and leakage control
with brief attention given lo reduction of in-house water waste.
a. Metering Metering water consumption is one method of en-
couraging thrift and noimalizing water demand in a commumtv.
Metering allows consumers to be charged according to the amount
of water they use, thus providing an economic incentive to
minimize waste. For example, greater use of meters has been cited
as a contributing factor to the reduction in per capita consumption
in the City of Chicago, where average water use decreased from
302 gpcpd in 1930 to 249 gpcpd in 1972.
Metering is regarded as one of the most fundamental precepts
of modern water management. Yet, a number of public water
systems in the region do not meter consumption and piefer to
charge a flat rate for water provided regardless of the amount used
With a flat rate system in operation, theic is virtually no eco-
nomic incentive for consumers to practice water conservation
It must be recognized that the cost of purchasing, installing.
maintaining and reading water meters is substantial. Thus, it ma\
not be economical to meter all water users that are presentK
unmcteied, particularly in light of the relatively low rates charged
for water m most communities. However, as water becomes a
more valuable resource in the future, greater metering (at least
of new and large users) will probably be practiced
b. Control of Leaks Leakage from water distribution systems
can create a substantial demand on water supplies without pro-
viding any corresponding benefits Excessive leakage reduces the
amount of water available for domestic purposes and increases
overall costs. A nurnbei of factors influence leaks, including, age
of the svstem, materials used in construction, physical and chem-
ical pioperties of the soil; properties of the water, pressures in-
volved, and the degree of proper maintenance
While no system is absolutely tight and some le.ik.ige will
inevitably occur, leaks should be reduced to the greatest practical
degree In the construction of new distribution facilities 01 m tile-
replacement or addition to older facilities, le.ikagc control can l>e
achieved through proper sealing of joints and testing for tightness
Control in existing systems can be achieved through an ongoing
detection and correction program. However, the savings clemc-d
from such a program must be balanced against the costs of its
operation. Total elimination is seldom justifiable' economically, but
it can proceed to the point where the cost of salvageable water lost
equals the cost of a repau program Any additional rehabilitation
beyond this point would not be economical since the cost of repair
would exceed the incremental benefits derived from the wat< r
savings.
The appropriate magnitude of a leakage detection and repaii
program is thus dependent upon a number of factors, the most
G-l
-------
important of which are: the rate of loss of salvageable water
within the system; the cost of supplying water; and the cost of
system maintenance and repair. Individual communities contem-
plating a leakage control program should evaluate their particular
systems in light of these conditions to determine the extent of
corrective action warranted. Those having serious leakage prob-
lems may benefit considerably from increased water savings,
especially if water costs are high or supply is inadequate. Con-
versely, communities that have relatively minor leakage problems,
low water costs and abundant supplies probably need not under-
take extensive control programs.
c. Water Conservation in the Home Several steps can be taken
to reduce water consumption and/in waste in and around the
home. Maintenance and repair of leaky plumbing fixtures can
save large quantities of water over time which otherwise would be
lost. Use of water conserving devices such as shallow trap toilets,
washing machine "suds savers" and restricted flow showerheads
can also reduce in-house water consumption. Substantial reduc-
tions can also be effected by taking care that lawns are not over-
watered and that too much water is not used for such activities
as washing automobiles. Conscious efforts to eliminate waste not
only conserve water but also result in economic savings in the
form of i educed water bills.
«
8.10 ARTIFICIAL RECHARGE Intensive development of
groundwater has created considerable interest in the possibility of
artificially recharging the aquifers. Replenishment of water in
areas of concentrated pumpage, if feasible, would reduce the rate
of water level decline and improve the yield capacity of wells.
Consequently, the lives of existing wells could be prolonged and
the aquifer could continue to provide a dependable water supply.
a. Sources of Recharge Water The most readily available source
of water for artificial recharge is the seasonal high flow in surface
sticams. The diversion of high Hows from stream channels for
aitificinl recharge would also make available additional storage
space in these channels for the temporary storage of flood peaks.
Sophisticated stormwater drainage systems provide efficient means
for the collection and temporary detention in basins of water that
also can be used for artificial recharge of the shallow aquifers. If
the highy polluted initial flush from uiban areas is bypassed, the
remaining stormwater, if treated, may be suitable for artificial re-
charge. However, the feasibility of this technique needs to be
more thoroughly investigated. Other possible sources include cool-
ing water, certain industrial wastewaters, and conceivably, treated
domestic wastewater.
b. Methods The three principal methods of direct artificial re-
charge are water spreading, seepage pits and injection wells.
Induced infiltration from streams caused by pumpage from nearby
\\ells is an indirect method of artificial recharge. Whatever the
method, artificial recharge requires agencies and facilities to:
obtain, tieat (if necessary) and transport the water to the recharge
area, infiltrate or in]ect the water, and provide for the disposal of
.my excess water. The development of the area affects the capital
costs of the pioject. High land costs in the urbanized parts of
the legion favor the use of the pit and injection well methods
wlnih icquirr less land. Spreading basin methods icquire more
land and would more likely be used in rural areas. Economics will
strongh influence the degree to which artificial recharge operations
are initiated in the future.
c. Potential Recharge Areas The Illinois State Water Survey has
identified ten areas m northeastern Illinois which would probabjy
lie suitable for the pit method of artificial recharge. These areas
\\ere selected because: there was a well-defined cone of depression
in the water level surface of the aquifer under consideration; there
\\ as a surficial sand and gravel deposit in the area; ttnd there was
a perennial stream in the immediate vicinity to serve as a source
of water with which to recharge. The ten sites so identified are
listed in Table 8-2, generally in order of decreasing need.
8.17 ENHANCEMENT OF NATURAL RECHARGE Manage-
ment measures can also be taken to protect or enhance natural
recharge. For example, in rural areas, natural recharge rates can
be increased through the use of basic soil conservation techniques
such as contour plowing and terracing. In urban areas (as well as
in undeveloped rural areas) natural recharge can be sustained
by restricting the construction of buildings, pavement and other
impermeable surfaces in prime recharge areas. If these areas are
reserved as open space and protected from intensive urbanization,
they can continue to function in their recharge capacity. On the
other hand, if they are substantially developed, recharge will not
be able to keep pace with withdrawal and groundwater shortages
may develop. Figure 8-1 depicts the prime natural recharge areas
in the region.
TABLE 8-2: POTENTIAL ARTIFICIAL GROUNDWATER
RECHARGE AREAS IN NORTHEASTERN
ILLINOIS(14)
County
Cook-Will ...
Will
Lake
DuPage-Cook
DuPage
Cook
Potential
Recharge Area
. Park Forest-
Chicago Heights
Joliet (Hartley
Valley)
. Libertyville-
Mundelein
. Western Springs-
Hinsdale
.Glen Ellyn-Lombard
. Wheelina
Recharge
Source Aquifer
Thorn Creek Dolomite
Spring and Sand and
Hickory Creeks Gravel
Oes Plaines River Sand and
Gravel
Dolomite
Salt Creek Sand and
Gravel
Dolomite
East Branch of Sand and
DuPage River Gravel
Dolomite
Des Plaines River Ranrl and
Kane ...
Kane ...
McHenry
DuPage .
. East Dundee-
Carpentersville
.Elgin-South Elgin
. Marengo
. Lisle-Downers
Grove
Gravel
Dolomite
Fox River Sand and
Gravel
Fox River Sand and
Gravel
Kishwaukee River Sand and
Gravel
East Branch of
DuPage River
Sand and
Gravel
Dolomite
8.18 WASTEWATER RECYCLING AND REUSE Land dis-
posal of wastewater has recently received a great deal of publicity
and attention. In this approach, treated effluent is spread on the
ground surface, usually with spray irrigation equipment. Nutrients
are removed through vegetative uptake, and the effluent is further
treated by filtration through the soil. Originally, it was intended
that the water would continue to percolate through the soil and
eventually become a part of the groundwater supply. However,
pending more extensive investigations, concern for the protection
of public health prohibits the use of such treated wastewater as
a source of public water supply. Indeed, spray irrigation projects
undertaken to date have employed underdrain systems to prevent
pollution of the aquifers.
It also is not likely that large scale, direct recycling of waste-
water effluent for use as public water supply will become a
(14): Ref. 8
G-2
-------
1 Figure 8-1 Prime Natural Recharge Areas in Northeastern Illinois
,
north *#--v
2 4 6 8 10
scale in miles
w pHnuunm of mn wr WM mume n rut nnovw u IMM
pumino turn nan nt HMISMC UK oau FMMCE wncir IMH<
THE KWUIOM OP ltCTK» 701 Of IM ItOUtlM Kl Of 1IM U IUUOt»
Based on information provided by the
Illinois State Water Survey
G-3
-------
realistic alternative in northeastern Illinois, at least in the immedi-
ate future. It is true that sophisticated methods of waste treatment
are presently available which allow near total reduction in the
biological and chemical contaminants of wastewaters. When thus
purified, the effluent is suitable for industrial or agricultural pur-
poses. However, the cost of such treatment, when coupled with
health concerns and probable aesthetic objections, does not pres-
ently favor the use of recycled wastewater for municipal supply.
During 1973, this Commission reviewed two separate but related
applications for federal funds which involved testing the feasibility
of recycling wastewater effluent for rise as potable water supply.
The applicants were the Village of Bensenville and the Hinsdale
Sanitary District, both of which are located in eastern DuPage
County where there is considerable concern for the adequacy of
local gronndwater supplies. The basic concept of both these pro-
posed research and development projects involves the incineration
of municipal solid waste to produce heat, which can then be used
to distill treated wastewater plant effluent. Depending upon the
outcome of test results, the distillate could be used to directly
augment present water supplies or to increase local ground water
recharge:. Both projects are presently being re'vieweel by the1
I'SEPA. Their futures are uncertain at this time due to the pai city
of federal funds for proje'cts of this nature'.
SECTION E
Organization and Administration
8.19 FRAGMENTATION Perhaps the most conspicuous short-
coming of the present institutional framework for water supply
is the extensive fragmentation of authority and responsibility.
Several federal, multi-state, state, regional, and county agencies
conduct spccializeel programs which have significance in \v iter
supply planning anel management. At the local operational le vcl,
there are approximately 260 municipalities and numerous spe cial
purpose elistricts which are' empowered te> furnish water and en-
gage' in related activities. Then, too, there are a number of private-
utility companies authori/.ed to provide water, principally in
subdivisions and other uuine'oiporatcd areas.
At the present lime, this Commission is the1 only governmental
unit condue'ting a comprehensive water resources management
planning program in the six-c.ounly northeastern Illinois region.
On the eiperational level, the trend continues te>warel the creation
e>f more separate and inelependent systems which eleal with prob-
lems on a piecemeal basis. Waterworks have been constructed anel
expanded without benefit of areawide planning, coordination or
controls. Slight attention has been paid toward developing a water
supply system for the region as a whole, with the view of pro-
viding for needs beyond the immediate future. Ir stances of co-
ordinated, interlocal efforts have been few. Indeed, there are cases
in which there has been keen competition between e ommunities for
available water, a situation which has at times interfereel \v ith the
optimum development of the resource.
There are, of course, examples of successful intergoverr nnental
cooperation. The arrangement by which the City of Chicago pro-
vides water to suburban Cook County communities is the most
notable. Some of the lakeshore communities north of Chicago
provide water to neighboring inland municipalities on a similar
though more limited basis. There are also four public water com-
missions or districts which were organized for the purpose of
obtaining and furnishing water to customer municipalities on a
sub-regional scale.
The Great Lakes Basin Commission has noted that although it
may be difficult, more emphasis should be put forth in developing
plans for areawide utilities and cooperate efforts. (15) Problems
G-4
such as well interference could he solved by preventing the
piohfcr.ilion of small water systems while favoring larger utilities
wliieh cross eorporate boundaries and which develop the best
available source »»f water rather than relying heavily on wells in
the immediate are;1. The CLBC recommends that the preparation
of such plans, beforrt population pressures and increased water use
necessitate' independent crash programs, should Ix-gin immediately
and be worked out with local, county and regional planning com-
missions. Implementing plans for areawide utilities may require
the creation of additional laws and regulations.
The most pressing future water supply need will be that of
providing adequate substitute sources for those areas of the region
where groundwator deficiencies are expected to occur. Given the
fact that the areas of projected shortage are generally located some
distance from Lake Michigan, it is not feasible for individual
;niini< ipalities to construe! their own independent systems. Some
type of multi-community approach may have to be taken in order
lo achieve economies of scale and to minimize conflicts and in-
efficiencies.
8.20 ORGANIZATIONAL ALTERNATIVES There are several
altcin.itive organi/ational structures which might be established for
this purpose, varying both in .scope of authority and area of juris-
diction. A number of these possible alternatives are highlighted
below to illustrate the range of management opportunities avail-
ble.
a. Maintain Existing Arrangements This is a continuance of the
status quo in which no major changes in agency structures or pre-
rogatives would be effected. Water supply development and use
decisions would continue to be made at local levels, generally
without regard for broader area needs and problems.
Water supply has traditionally been viewed as a local respon-
sibility, and attempts to drastically alter this approach may not
withstand the test of implementation. Therefore, expansion and
coordination of the water supply programs of existing local units
may be the most politically feasible and realistic method for deal-
ing with water supply problems on a regional scale. The potential
for duplication of effort, waste of funds, and competition and
conflict would remain.
h. Metropolitan Water Authority At the opposite end of the
institutional spectium would be the creation of a six-county metro-
politan water authority. If authorized, this agency would assume
prim; ry responsibility for furnishing water on a "wholesale" basis
throughout the region, or for significant portions thereof where
economies of scale might favor such an arrangement. Source
development, treatment, and primary transmission would fall
within its purview. Individual municipalities would retain re-
sponsibility for constructing and operating local distribution and
storage systems.
It would also be possible to expand the role of the water
authority to include other important aspects of water resources
management. This has been done in the Detroit metropolitan
area where a single agency was created to deal with the water
supply, wastewater, and stormwater drainage problems of Detroit
and 88 neighboring municipalities. With respect to water supply
alone, significant cost savings have been realized as a result of
the metropc litan utility approach.
Such an igency would allow for the systematic expansion and
operation o all public water facilities in the region. It would of
course be necessary to base such functional program on a com-
prehensive plan for the region to ensure orderly and efficient
growth and development. Other issues requiring careful consid-
(15): Ref. '), pg. 278
-------
APPENDIX H
THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
O'HAPZ
JUSTIFICATION FO? ULTIVATZ SIZITM
io-a io'. for ultimate siring of O'Hare V.'FP at 9b iMGD is based
OP a ration."!! o filiation of population forecasts made by Northeastern
Illinois Fleming Commission (liiPC) and MSDGC.
TABLE OF PROJECT??* POPULATION & FLOWS
i:iPC Forecast
Criminal MSDGC Forecast
Year Pop. (1,000) Flow (MOD) Pop. (1,CCOT Flow d-'GE)
1970
1980
1990
2000
2010
2020
2030
2hl
277
300
332
350
3b
50
62
73
77
80
83
223
351
'69
1x39
32
53
67
76
81
87
92
The presently proposed O'Hare W?J? was designed using population and
flows originally forecasted by the I/SDGC. Aecordang to this forecast,
the O'H-.j'e V/il" was designed as a 72 I--GD plant with a design year of
1038 and -.Litigate average dry weather flew of Sir~ MGD.
Since that time tlie NSDGC has screed with IZP/ to use the denio-raphic
forecasts developed by Iu?C for facility planning yarposos. Using
this data, the ensign year for the 72 "GD plant has been extended to
approxiriately, ;-e?jr 2000. However, in the opinion of the MSTGC, the
ultimate siting of O'Hare WRP will renr.in a.t ':_-o 1-!GD in spite of i;he
IIIPG Population projection. 'This conclusion is based on the folicvrir.g
considerations:
1. niPC population forecast indicates continued increases
beyond year 203C. This implies that flow vrill also
continue to increase.
2. Demographic projections are in all cases based on
subjective evaluation of present and historical
data. Being subjective, it should be recognized that
neither FiSDGC's nor XIPC's population forecasts may
be entirely correct.
3. Flow for year 2030, derived by using ITIPC's population
and MSDGC's per capita flow, is 8-3 MOD. If the MSDGC's
original population projection is assigned to the same
per capita flow, the year 2030 flow would be 104 MGD.
U.
opinion of the
Facility Arc?, s ho old ~.:e dcsirned
H-l
-------
THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
conservatively within the limits of economic effectiveness.
5. The 72 MOD O'Hare WEF is designed on a modular concept,
and presently consists of three 2^ MGD modules. Thus,
addition of or? :rore module would result in a plait
capncil'.y of "u Ml? at ultimate condition. V/hile it is
pocr.iMo to add leas than 2k MGD capacity, the modular
concept vv'ould tlicn be partially destroyed. Interchange-
ability of equipncnt would not be possible land the un-
equal flows to the addition may result a more difficult
plant operation.
In view of all considerations stated above it is firmly believed and
recommended that the ultimate size of the'O'Kare I7R? be 9o MGD.
December 19?
H-2
-------
4
APPENDIX I
THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
HEALTH ASPECTS OF SEWAGE TREATMENT FACILITIES
Research & Development Department
S. J. Sedita
January, 1975
1-1
-------
I. INTRODUCTION
«
Nearly every city in the United States with a population
*
of more than 2,500 has some type of sewage treatment facility.
Such facilities vary from primary settling and lagooning only,
to the most sophisticated secondary (biological) and tertiary
(physico-chemical) treatments available.
The purpose of this survey is to review what is known about
aerosols generated by sewage treatment plants from two points »
of view:
1. The aerosols themselves, their persistence and compo-
sition.
2. Public health implications associated with sewage
treatment facilities.
The second topic will be discussed primarily with respect
to wastewater treatment personnel. This emphasis is justified
on the basis that such personnel represent the largest population
in possible contact with these aerosols and should reflect any
problems which might confront the general population upon
exposure.
In reviewing we should attempt to answer two questions:
1. What specific health implications are associated with
physical exposure to aerosols from sewage plants.
2. How valid are the assumptions concerning these
implications?
1-2
-------
II, SEWAGE PLANTS AS AEROSOL GENERATORS
Bacterial air pollution associated with sewage treatment
plants has been investigated by Albrecht (1958), Higgins (1964),
Randall and Ledbetter (1966), Kenline (1968) , Adams and
Spendlove (1970), Goff et al, (1973) and others.
From a review of the literature it may reasonably be con-
cluded that microorganisms exist and persist in the sewage
treatmen^ process; and that the aerosols generated carry these
organisms.
Aeration of sewage produces droplets by several mechanisms.
The droplets evaporate to yield droplet nuclei (1-20 microns in
diameter). Droplet nuclei generally contain a single bacterium
(Kenline and Scarpino, 1972).
Once in the air, the org-inisms travel passively downwind.
As they travel, their concentration (viable cells per unit
volume of air) decreases due to several factors, e.g., atmospheric
dispersion (Turner, 1967), deposition (removal from the air),
and die-off (loss of viability).
Kenline and Scarpino (1972) modified Turner's (1967) dis-
persion equations to estimate atmospheric dispersion, and micro-
bial populations at three sewage treatment plants in Ohio. An
activated sludge plant in Hamilton, Ohio (12 million gal per day)
and two extended aeration plants in Cincinnati (165,000 and 41,000
gallons per day, respectively) were the test facilities, and the
study covered a period of 15 months.
1-3
-------
In their study, Kenline and Scarpino (1972) estimated
dispersion as a function of downwind distance, for an atmospheric
stability of Class B and a wind speed of 2 meters/sec. The
initial bacterial concentration was reduced by 50% at 15 feet
downwind, and by 90% at 100 feet downwind. Kenline and Scarpino
(1972) attributed this rapid reduction to the combined effects
of deposition (independent of distance), diffusion and die-off
(become more effective with increasing distance). In comparing
extended -aeration and activated sludge plants Kenline and
Scarpino (1972) made the following points:
1. Extended aeration plants have a lower emission rate
by 27%.
2. Aerosols from extended aeration plants have a 230%
longer half-life than those from activated sludge
plants.
3. The deposition rate is higher (380%) for extended
aeration. <
4. The combination of 2 and 3 above produced a bacterial cloud
with essentially the same persistence at both types of
facility.
Adams and Spendlove (1970) in a study of trickling filters,
were able to show up to 98% reduction in coliform counts per
cubic meter at distances of from 1320 to 4224 feet from the
1-4
-------
source. Kenline and Scarpino (1972} were also able to show that
the vast majority of the total bacterial cloud belonged to
families other than Snterobactericeae which accounted for only 5%
of the total.
Adams and Spendlove (1970) and Goff ^t aJL (1973) , were
able to demonstrate the effects of sunlight and relative
humidity on the survival of bacteria in aerosols from a trick-
ling filter. Their data also indicate that coliforms make up
from 0.3-24% of the total bacterial cloud depending upon the
distance from the source.
The most obvious conclusions which may be drawn from these
studies relate to survival of airborne bacteria and conditions
which favor or preclude this survival, i.e.:
1. There is a rapid die-off of aerosolized bacteria
(Adams and Spendlovt, 1970; Randall and Ledbetter,
1966; Kenline and Scarpino, 1972).
2. Relative humidity shows almost no correlation with
aerosolized bacterial survival (Randall and Ledbetter,
1966; Adams and Spendlove, 1970).
3. Sunlight kills bacteria trapped in aerosols (Adams
and Spendlove, 1970; Goff et al, 1973).
4. The higher the wind velocity the farther entrapped
bacteria travel (Goff e_t al, 1973; Adams and Spendlove,
1970).
1-5
-------
5. The half-life of an aerosolized bacterium is approxi-
mately 13,8 seconds CKenline and Scarpino, 1972).
I-'6
-------
III. HEALTH ASPECTS
Let us now examine the larger issue of the health implica-
tions associated with the generation of microbial aerosols. The
major question to be answered is, "Are the assumptions concerning
the implications valid?" Based purely in the experience associated
with the construction and operation of activated sludge plants
in the United States and the rest of the world since 1915, the
answer must be no 1
An obvious place to further explore this question would be
to look at the health prospects of the population with the greatest
exposure, namely, the wastewater industry worker. Several
extensive surveys of this group have been carried out (Ander's,
1954; Browning and Gannon, 1963; California Water Pollution
Control Board, 1965; Dixon and McCabe, 1964). The results of
these studies lead one to conclude that workers in the wastewater
industry are not exposed to any special danger because of the
t
chemical and biological composition of sewage. With specific
reference to infectious hepatitis, the Safety Committee of the
California Water Pollution Control Board (1965) concluded that
transmission of this disease by the usual means (personal contact
or transfusion) was more likely even among this group (waste-
water industry workers).
Considerable attention has been given to the studies of
Randall and Ledbetter (1966), and Adams and Spendlove (1970),
in arriving at the conclusion that a recognizable health hazard
exists in the form of bacterial aerosols. The Randall and
Ledbetter work was carried out at a maximum distance of 100
feet from the aeration basin of the plants studied, which is
1-7
-------
surely not a fair test of the exposure liability of individuals
living at greater distances from the aerosol source. The Adams
and Spendlove paper, on the other hand, purports to show signi-
ficant coliform survival at distances of up to 0.8 miles
(4224 ft.) from the aerosol source. In both samplings cited
at 0.8 mi, the upwind control coliform count was 25% and 33%
respectively of the downwind test sample. Further, with respect
to the total bacterial count the upwind control at 0.8 mi
was 71% of the upwind test sample, indicating that a significant
proportion of the viable particles per cubic meter came from
sources other than the waste treatment facility under consideration.
A consideration of the health aspects of aerosolized viruses and
bacteria must necessarily include several factors, i.e.:
a) The concentration of ingested or respired viruses
necessary to elicit symptoms in an individual.
b) The concentration of airborne viruses in the immediate
environment of an individual.
t
c) Definable parameters that affect the survival of airborne
viruses (presumably the same factors which affect, bacterial
survival in aerosols) .
d) The degree of aerosolization associated with the activated
sludge process.
e) The concentration of individual types of viruses in the
wastewater being treated and aerosolized.
Although definitive information pertaining to all of the
above factors does not exist, let us make an attempt to analyze
some relevant aspects of each (Metcalf, et al,19 74).
1-8
-------
It is recognized that as little as one tissue culture
infective dose (TCID) of certain viruses may initiate infection
in man. (Berg, 1971, states that, "a single plaque forming unit
(PFU) of virus is capable of producing infection in man.") One
must keep in mind, however, that the \ i.rus particle must come
into contact with a susceptible cell (Plotkin and Katz, 1967).
One must also realize that the ingestion of a single virus
may not necessarily produce infection and probably does not in
the majority of cases (see also letter to Mr. R. Ward from
G. F. Mallison, Assistant Director Bacterial Diseases Division
Bureau of Epidemiology, Center for Disease Control, Atlanta,
Georgia). An examination of the variability of results in minimal
infective dose studies indicates that there may be as much as
a hundred-fold variation in data from study to study and with
different enteroviruses (Plotkin and Katz, 1967).
Most of the studies on minimal infective dose such as those
described above, were carried out using only one type of virus
i
as total inoculum. Viruses encountered in the environment,
whatever the source, generally include a somewhat heterogenous
population (Metcalf, et al, 1974; Lamb, et al, 1964). It is,
therefore, altogether possible that an individual ingesting or
breathing more than one virus will ingest or breathe in more
than one virus type. There is no evidence to suggest that this
situation results in a greater risk of infection than ingesting
or breathing more than one virus of the same type. On the
contrary, experience with the Sabin strain of poliovirus
1-9
-------
types suggests that infection with more than one virus type
may induce viral interference. (Davis e_t al, 1967)
One must also be aware, regarding the enteroviruses, that
infection with a minimal dose does not normally result in
perceivable symptoms. Polioviruses hav been most extensively
studied in this regard, and of the cases studied only one to two
percent of persons exposed and infected exhibited frank symptoms
of the disease. (Davis e_t al, 1967) .
In a' study of enteric viruses in activated sludge effluents,
52.6% of the isolates were identified as polioviruses. The
population of the country is, on the whole, immunized against
these viruses if they were non-vaccine strains. In addition,
the remaining vaccine strains of poliovirus are non-virulent.
The majority of viruses that have been isolated from waste-
water fall into three classification groups: picornaviruses,
adenoviruses and reoviruses. Of the three groups picornaviruses
(poliovirus , coxsackievirus , and echovirus) are most often
isolated. Ingestion of picornaviruses very seldom results in
anything more serious than transient infection of the alimentary
tract, and reoviruses are, "questionable causes of respiratory
tract disease " (Report of the Committee on Infectious Diseases,
American Academy of Pediatrics, Evanston, 111., 1974). The
points made here apply equally to bacterial infections.
It is pertinent to this discussion to recognize that popula-
tions do not live in sterile environments and that microbes are
everywhere. "One must be chary of the type of microbiological
1-10
-------
thinking that equates the mere presence of microbes with illness
or the potential for illness. The fact is that illness is an
unusually complex phenomenon that does not have a 1:1 relation-
ship to microbes " (Benarde , 1973).
Returning, for a moment, to the question of "minimal
infective dose," as posed in our previc ,s discussion on viruses
(and indirectly on bacteria) let us face a few facts. Reports
appear in the literature from time to time indicating that one
or another laboratory animal was given a specific disease. The
range of'numbers of organisms required to produce the illness
may extend from a single cell (or virus particle) to several
million. Additionally, the investigator very often has had to
manipulate or stress the animal in order to produce "a take."
The fact is that the combination of factors necessary to produce
an illness is not known. "Among epidemiologists, it is widely
accepted that it is even more difficult to start an epidemic
than to try and stop one " (Benarde , 1973).
Addressing the problem oi: aerosol generation further, it is
not difficult to appreciate the concern which public officials
have for their constituency. They should not, however, create a problem
where none is known to exist. It might be Well to
bear in mind the admonition of Dr. James W. Mosely, Chief,
Hepatitis Unit, Epidemiology Branch, CDC to workers in the field
of public health. His comments concerned the transmission of
viral diseases by drinking water, but we feel that they are
germaine to this discussion (Mosely, J. W., P. 5 in Berg, 1967).
1-11
-------
"There are valid reasons for looking for new evidence. They
are not, however, adequate substitutes for evidence. Our eager-
ness as public health workers to "do something" must not compromise
the quality of data which we demand as scientists. We must also
not confuse the possibilities which we entertain as scientists
with the probabilities on which we base our recommendations as
public health workers...."
Also relevant to our discussion is the concern expressed
that the existence of the O'Hare Treatment Plant will be a
nuisance and lower property values. Let us examine this
question in the light of our experience at the Hanover plant.
The Hanover plant, admittedly much smaller than the proposed
O'Hare facility, was constructed in an area relatively far
removed from the population of the area. Now, however, residences
abut the property line, children pass through the plant grounds
on their way to school, and there is a park and playground on the
other side of the fence surrounding the plant property.
The nuisances associated*with sewage treatment facilities
generally arise from odors associated with primary sludge treat-
ment. The O'Hare facility is designed to be only a biological
aeration facility. There is no generation of primary sludge
for anaerobic digestion, nor will wasted secondary sludge be
treated on site. On the contrary, it will be pumped via closed
pipe to the new Salt Creek plant (John E. Egan Plant) for final
treatment. Raw sewage will be pumped from a covered wet-well
100 ft. up to the aeration basin which should eliminate any
odor problems. Also all grit, screenings and scum removed from
the wastewater will be collected and temporarily stored in covered
containers. Such operations will be performed in a temperature
1-12
-------
controlled room and the filled containers will be removed from
the plant site on a routine basis (Letter to Mr. R. Ward from
Bart T. Lynam, 1973).
Research
In as much as available data show that sewage treatment plant
workers are healthier than workers in other industries, and that
no documented evidence to the contrary exists, the District supports
the position that more research is desirable to better define and
evaluate the health implications of sewage treatment plant related
aerosols.
Under USEPA Contract #68-02-1746 the Metropolitan Sanitary
District of Greater Chicago is cooperating fully with the South-
west Research Institute of San Antonio, Texas in a study entitled
"Health Implications of Sewage Treatment Facilities". The Dis-
trict has made the complete facilities of the John E. Egan Plant,
Schaumburg, Illinois, available to the Southwest Research Insti-
tute for the conduct of this study. The objectives of this study
«
are summarized as follows:
"To determine whether or not there are any health
-hazards associated with the operation of activated sludge
treatment plants. There are many new sewage plants under
construction within the United States, and by necessity
most are being sited in close proximity to populated areas.
This project will collect information on the transport of
bacterial and viral pathogens, parasites and trace metals
from an activated sludge treatment plant (John E. Egan
Plant, Schaumburg, Illinois) to persons living within a
5-km radius. There will also be a survey of the popu-
lation near this plant before the plant is operational
and during its operation to determine possible incidence
of disease that may be associated with a sewage treat-
ment plant. The information generated from this study
will be used by the Environmental Protection Agency in
its assessment of potential health effects associated
with the operation of a sewage treatment facility."
1-13
-------
In addition the District in cooperation with the Illinois
Institute of Technology Research Institute, Life Sciences Re-
search Division has submitted to the USEPA for funding a proposal
entitled "Viral and Bacterial Levels Resulting from Land Appli-
cation of Digested Sludge".
The objectives of this study include a comprehensive eval-
uation of the environmental effects of aerosols associated with
the use of digested sewage sludges in agricultural production.
It is clear that the efforts demonstrated by the District
»
to gather new information on the Health Implications of Sewage
Treatment Activities completely contradicts the claims of others
that the District is insensitive in this regard.
1-14
-------
CONCLUSION
From the foregoing, it must be obvious that our two orginal
questions can be answered fairly specifically: From our
knowledge of aerosols, microbial survival, disease patterns
experience and the available literature we can ascertain no
direct evidence which indicates any significant risk through
physical exposure to aerosols from sewage treatment facilities.
Given the declining rate of communicable diseases in the U.S.
(Benarde, 1973), the possibility of an aerosol associated
health risk far outstrips the probability of its actual occurrence.
In more recent surveys conducted by Ledbetter, et a_l (1972,
1973), it was found that there are no significant health
hazards for sewage plant workers. Absenteeism among sewage
plane personnel was found to be lower than among all other
occupational groups studied (J. L. Melnick in Berg 1967) .
No greater incidence of disease would be found among sewage
treatment plant workers, than is found in the general population
including (by extrapolation) persons living in the area surrounding
\
a plant.
1-15
-------
REFERENCES
1. Adams, A. Paul and J. Clifton Spendlove, 1970. Coliform
Aerosols Emitted by Sewage Treatment Plants. Science,
Vol - 169, pp. 1218-1220.
2. Albrecht, C. R., M. S. Thesis, cited by Goff et al, 1973.
3. Anders, Werner, 1954. The Berlin Sewer Workers.
Zeitschrift fur Hygiene, Vol. 1, pp. 341-371 (English
translation by Ralph E. Oesper excerpts made available by
personal communication Scott Clark, Ph. D., University of
Cincinnati Medical Center Department of Environmental
Health).
4. Benarde , Melvin, 1973. Land Disposal and Sewage Effluent:
Appraisal of Health Effects of Pathogenic Organisms.
5. Berg, 1971. Report Viruses In Waste, Renovated, and Other
Waters. Federal E. P. A., Water Quality Office, Cincinnati,
Ohio 45226 (25 pages).
6. Browning, Glen E. and Gannon, John J., 1963. Operator
Protection in Waste Water Treatment Plants. J.W.P.C.F.,
Vol. 35, pp. 186-190.
7. California Water Pollution Control Association - Safety
Committee, 1965. Report on Hepatitis J.W.P.C.F., Vol. 37,
pp. 1629-1634.
8. Davis, B. D., Dulbecco, R., Eisen, H. W., Ginsberg, H.S. ,
Wood, W. B. Microbiologyf New York, Harper and Row, 1967.
9. Dixon, Fritz R. and McCabe, Leland J., 1964. Health Aspects
of Waste Water Treatment. J.W.P.C.F., Vol. 36,
pp. 984-989.
10. Goff, Gordon D., J. C. Spendlove, A. P. Adams, Paul S.
Nicholes, 1973. Emission of Microbial Aerosols from Sewage
Treatment Plants that use Trickling Filters. Health
Services Reports, Vol. 88(7), pp. 640-652.
11. Higgins, F. B., Ph.D. Thesis, cited by Kenline and Scarpino,
1972.
12. Kenline, P. A., Ph.D. Thesis, cited by Kenline and Scarpino,
1972.
13. Kenline, P. A. and P. V. Scarpino, 1972. Bacterial Air
Pollution from Sewage Treatment Plants. Am. Ind. Hyg.
Assoc. Journal, May, pp. 346-352.
14. Ledbetter, J. O., L. M. Hauck and R. Reynolds, 1972. Health
Hazards from Waste Water Treatment Practices.
1-16
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15. Ledbetter, J.O., 1973. Health Hazards from Waste Water
Treatment Practice. Env. Letter, Vol. 4, pp. 225-32.
16. Lamb, G.A., Chin, T.D.Y., Scarce, L.E. 1964. Isolations
of Enteric Viruses from Sewage and River Water in a Metro-
politan Area. Amer. J. of Hyg. 80, 320-327.
17. Metcalf, T.G., Wallis, C., Melmich, J.L. Virus Survival in
Water and Wastewater Systems, J.F. Malina, Jr. and B. P.
Sagik, et., Center for Research in Water Resources, U. of
Texas, Austin (1974).
18. Mosley, J.W., 1967. Transmission of Viral Diseases by
Drinking Water in Transmission of Viruses by the Water
Route, pp. 5-23. G. Berg, Ed.
19. Plotkin, S.A. and Katz, M. Transmission of Viruses by the
Water Route, G. Berg, ed. New York, J. Wiley & Sons (1967)
20. Randall, C.W. and Ledbetter, J.O., 1966. Bacterial Air
Pollution from Activated Sludge Units. Am. Ind. Hyg.
Assoc., Vol. 27, pp. 506-519.
21. Report of the Committee on Infectious Diseases, American
Academy of Pediatrics, Evanston, Illinois, (1974).
1-17
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APPENDIX J
METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
STATEMENT OF POSITION
ON ODOR ORIGINATING FROM
SEWAGE TREATMENT PLANTS
J-l
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O'HARE WATER RECLAyjVTIOl\ PLANT
ENVIRONMENTAL ASSESSMENT STATEMENT
ODOR CONTROL
I. INTRODUCTION
' i
One of the areas of pollution control that causes so much concern
today is the possible odor problem. Although it "has the least
.potential to do harm to the environment", the public's reaction
to this factor is so intense that it "can most quickly ruin a
plant or a company's image in a community" (1). Many urban areas
are faced with this situation. Because of increasing growth, i.e.
urbanization, essential facilities, such as wastewater treatment
plants, are being unavoidably located in proximity to residential
areas. This, however, is causing vehement opposition from the
public, notably because of an apparent odor potential. A need,
therefore, has come to include in the design of wastewater treatment
plants, facilities which would reduce—if not eliminate—odors to
undetectable levels.
II. SOURCES OF ODORS
Occasional odors from a conventional wastewater treatment plant can
usually be traced to the following sources: septic raw wastewater,
screenings, grit and scum facilities, and sludge treatment facilities.
Odor producing substances in the raw sewage are generally products of
anaerobic decomposition. Extended residence time in sewers causes
the depletion of dissolved oxygen in the sewage thus creating-an
environment conducive to the growth and activity of facultative and
o
J-2
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-7-
anaerobic bacteria. The product of such an activity is a highly
odorous gas, hydrogen sulfide (l^S) . Also present are such other
odorous compounds as indol, skatol, nercaptans, disulfides, volatile
fatty acids and ammonia. These compounds usually appear in the
pump station wet well.
Screenings and grit consist of the larger solid materials which are
physically removed from the raw sewage at the pretreatment stage.
It is necessary to remove these materials in order to prevent
interference with subsequent plant operations and wear and tear of
plant equipment. Since the organic fraction of these materials can
still undergo decomposition, they constitute a potential source of
odors.
Scum accumulates on the water surfaces of the sedimentation tanks/ and'
is collected by skimming devices. Like the grit and screenings, the
scum also constitutes a potential source of odors. Proper scum
handling is essential in order not to create an unpleasant atmosphere
for the plant personnel"and neighboring population.
Sludge is the solids by-product of wastewater treatment plant processes,
It is composed largely of the substances responsible for the offensive
character of the septic sewage. Sludge characteristics depend on its.
origin, the amount of aging that has taken place, and the type of
processing to which it has be-~n subjected. In a conventional bio-
logical treatment plant, the sludge sources are the primary sedimenta-
tion tanks and the final settling tanks. Aged primary- sludge has
J-3
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an offensive odor while the waste activated sludge, under favorable
conditions, has an inoffensive characteristic odor. Most odor
complaints are caused by improper operation of the sludge handling
facilities which include thickening, digestion, dewatering and
drying, and disposal.
III. ODOR CONTROL TECHNOLOGY
The literature and proven experience present several basic means of
odor control. They are ventilation, adsorption, washing and
scrubbing, chemical oxidation, counteraction (masking or neutralization)
and combustion.(2) Although these methods can all be capably employed
to control odors, their effective applications require recognition
of the source, the nature of the odors and the degree of abatement
required. In a conventional wastewater treatment plant, the selection.
of the odor control method requires familiarity with the operational
treatment procedures and the potential sources of the odors. In
fact most of the methods available for odor control are presented
in the USEPA's Technology Transfer Series.(3) The odor control
methods are summarized in the following sections.
1. Changes in Operational Procedures and New Techniques
Inadequate plant design which results in overloading of
the treatment processes, such as sludge concentration
tanks, anaerobic digesters, etc., can cause odor problems.
Plant modifications, such as improved temperature control
and efficient mixing of digester contents as well as the
J-4
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observance of good housekeeping practices can
contribute to the elimination of unwanted odors.
2. Chemical Treatment
Most odors in wastewater can be destroyed by oxidizing the
substances that produce them, chlorine and ozone are two
commonly used oxidizing agents in waste treatment. Both
serve to accomplish the same purposes: to retard biological
action which produces odors and to react chemically with
odorous sulfur compounds, oxidizing them to relatively inert
and inoffensive sulfur forms. Ozone has extremely high
reactivity but because of its high cost, its use is limited.
',
Chlorination is most commonly employed with the use of the
liquid chlorine or sodium hypochlorite.
Other, but less common, odor control agents used in wastewater
treatment are lime and powdered carbon. Lime decreases the
odor level by raising the pK of the septic sewage thereby
minimizing the amount of H^jS evolved. Consideration should,
however, be given to the increase in sludge production as a
result of lime addition. The significant adsorpti^e characteristi
of powdered activated carbons is very useful in reducing the
odor level. Tests show that a concentration of less than
10 mg/1 of powdered activated carbon was successful in reducing
odors.
J-5
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3. Collection and Treatment of Noxious Gases
This method involves the covering of unit process facilities
that are potential sources of odors and to prevent odors from
reaching the atmosphere. Besides the enclosing structure, the
technique requires collection and treatment facilities for
the noxious gases prior to their release. Also required is
a ventilating system to avoid a high humidity and possible
formation of indoor fog, and to provide a trouble-free environ-
ment for plant personnel.
The treatment methods usually employed for evacuated gases
include combustion, ozonation and chemical oxidation.
f
Most odorous gases are combustible and can be destroyed by
complete oxidation. Simple combustion method requires heating
the gases to a temperature of approximately 1300°F to 1400°F.
Consideration should be observed to avoid incomplete combustion
which may aggravate an odor problem. Cost associated with this
method is usually dominated by its high fuel requirement.
Ozone is a powerful oxidizing gas that quickly oxidizes volatile
odor producing inorganic and organic compounds such as hydrogen
sulfide, indol, skatol and mercaptans. In inorganic reactions
only one atom of ozone usually enters the reaction producing
the final oxidized state of the compound and 02. In organic
reactions it may behave similarly in utilizing only one atom
J-6
-------
oi" its molecule, but usually the reaction proceeds to form
an ozonide wherein all the ozone is completely coupled with
the organic compound. Such reactions are complicated and
are affected by such parameters as accumulation of reaction
products, moisture, temperature, etc.
The ozone generation process involves the passage of dry air
between electrodes across which an alternating high-voltage
potential is r?aintained. To insure optimum conversion of
oxygen to ozone, a uniform blue-violet glow discharge is
maintained throughout the gas. The glow discharge is created
by inserting a* dielectric material between the electrodes
which causes the glow to spread uniformly and prevents
• breakdown into brush and arc discharges.
Catalytic combustion oxidizes odorous air at temperatures
500 to 800op lower than required by simple combustion.(4)
Its advantage over ordinary cornbustion is the considerable
lowering of the firing temperature, with a resultant saving
of energy for heating air, and capital equipment costs for
heating capacity.
IV. ODOR CONTROL AT THE O'HARS WRP
One of the major issues expressed by local residents against the con-
struction of the O'Hare WF.P ir the potential odor problem. People
are instinctively opposed to construction of facilities which .may
J-7
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••7-
at times result in possible odor nuisance. While this can be
naturally understood, it is worthwhile to note that the MSDGC,
cognizant of its prime obligation to promote a healthful environment
within its jurisdiction, is employing techniques which have been
proved to be effective in the elimination of the potential pollutants.
The design of this proposed facility incorporates several modifications
6f the conventional wastewater plant to either eliminate an odor source
or control potential odor sources. As a result of an economic study
sludge will be pumped and piped to the John Egan WRP for treatment
and handling. This eliminates the sludge thickening, digestion, and
handling facilities which are principal sources of possible odors.
1. Potential Sources of Odors at the O'Eare WRP
The only potential sources of odors at the O'Hare facility
will be the following locations:
a. Raw sewage pump station wet well
b. Screenings and grit storage area
c. Scum handling area
2. Methods of Odor Control at the O'Hare WRP
The most effective method of odor control is to prevent
• •' ' the escape of the pollutant to the atmosphere. This is
economically accomplished by eliminating the odor at its
source or collecting the odor producing substance and
treating it prior to its release to the atmosphere. The
O'Hare WP.P has been provided with the following facilities
to achieve the above objective.
J-8
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a. Pre-Chlorination. A pri-chlo>"ination facility
has been provided to chlorinate the raw sewage
as it enters the treatment processes. This
f
accomplishes both odor control and increased
treatment efficiency. Chlorine reacts with the
odor-producing substances such as H2S and other
sulfur compounds through oxidation which results
in chemical compounds devoid of any unpleasant
odor. (3) As a disinfectant it kills odor-producing
bacteria relieving subsequent treatment units such
as the primary and secondary facilities from emitting
the noxious gases. Pre-chlorination also inhibits
*
the corrosive characteristics of the raw sewage,
thereby reducing its detrimental effect on the
*
metallic components of the facility and helps promote
consistent plant efficiency.
Chlorination will be accomplished utilizing a commercial
sodium hypochlorite solution. Since the MSDGC has
a vast experience in this process, the efficient and
safe operation of this facility need not be further
discussed.
b. Ozonation. The proposed treatment plant will contain
two packaged o~one generating units. One unit will
be on-line and the other unit will be on standby.
J-9
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-9-
The units are designed to treat exhaust air
from the pump station wet well and from the
screenings, grit and scum areas. The units
will be complete with reaction chamber,
transformers, variable voltage controls, com-
pressor air filter, motors, aj " cooler, air dryer,
interconnecting piping, ozone supply piping, ozone
diffusers and controls.
Each unit is designed to treat a maximum of
94,000 CFM of exhaust air. The ozone generator
will be capable of operating with a pressure range
of 12 to 15 psig pressure and producing a minimum
of 31.5 pounds of ozone, at 1% concentration, per
day. This represents an ozone dosage of approximately
1.75 ppm (volumetric) which is within the recommended
dosage range of 1 to 2 ppm (volumetric) for effective
odor treatment.(5)
The ozonation system has also been designed so that
ozone concentration in the discharged air will always
be zero. Electronic monitoring and control equipment
will be installed to detect and control emission quality.
The ozonated exhaust system will be equipped with an
ozone sensor at the discharge. If the ozone concentrator
of the exhaust air exceeds zero level (above the minimum
detectable limits of the sensor) , the oz'one generator
J-10
-------
is manually adjusted to reduce ozone production.
In this way/ ozone concentration is continuously
kept below TOL (Threshold Odor Level, the level
at. which its odors can be detected), 0.01 to
0.02 ppm (volumetric). (The IPCB rules regarding
ozone state that "ozone watch'' .lust be called when
thG average ozone concentrations exceeds 0,07 ppm
for two hours and the official weather forecast
indicates no substantial improvement in stagnation
conditions.)
c. Isolation of Odors. Screenings, grit and scum will be
collected in such methods as to prevent the leakage of
the noxious gases emanating from them into the atmos-
phere. They will be separately enclosed in areas
which will be temperature controlled to inhibit formatic:
of odqrs. Exhaust air from these areas will be con-
ducted to the ozonation chamber to insure complete
deodorization. The MSDGC has also adopted containeriza -
tion methods wherein these materials are placed in con-
tainers and disposed off the plant premises daily by
private scavenging contractors.
J-ll
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-11-
COMCT.USION
The satisfactory performance of a properly designed wastewater
treatment plant is hinged on the reliability of back-up facilities
to sustain the system at its design capacity at all times. Observa-
tions indicate that odor probler.s, if at all, occur during plant
overloading or bypassing of essential treatment processes resulting
from mechanical difficulties and unreliable standby facilities.
Indifferent maintenance and operation management may also supplement
or aggravate the problem.
The plants cited by some witnesses at the Public Hearing held on
December 19, 1974, have experienced at least one of the above
difficulties to cause an odor problem. Although the existing MSDGC's
North Side and Hanover Park plants do not have odor control facilities,
such as proposed at the O'Hare KRP, good housekeeping and improved
treatment processes have afforded an almost completely odor free
atmosphere in spite of frequent overloading prior to the construction
r
of the 4 MGD Addition at Hanover and existence of sludge concentration
facilities at North Side. The O'Hare Water Reclamation Plant does
have adequate back up facilities to handle overloading and does not
have sludge concentration facilities.
The'treatment plant at the City of Lodi, California apparently treats
and handles its sludge and does r.ot appear to have odor control
facilities. The Sacramento Plant employs trickling filters and has
a peculiar problem of treating seasonal canning waste. It v/ill be
d that odor problems have occurred during the canning season
J-12
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which overloaded the plant. After the plant expansion and the
introduction of odor1 controls, performance proved that "sewage
t'v atment plants can now be built closer to residential areas" (G).
The Clavey Road Plant was severely overloaded for many years prior
to the time when residents demanded relief from odors and irri-
tating emissions. Process failures under overloaded conditions
would produce significantly greater problems than a failure under
design conditions.
In addition to the proposed odor control facilities at the O'Hare
WRP, it is to be emphasized that the MSDGC has a strict.policy of
adhering to the rules of good housekeeping. The awareness of the
inherent responsibility of the District in promoting a climate
conducive to better living and clean environment can be traced
back to the long standing record of the District. This record
will be maintained in the future years.
,1-33
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-13-
References:
1. Herr, G.A., "Odor Destruction-A Case History", presented at
66th Annual AICKE Meeting, Nov. 13, 1973, Philadelphia, Pa.
2. ASHRAE Handbook of Fundamentals
3. Roy F. Weston, Inc., "Process Design Manual for Upgi-ading
Existing VTastewater Treatment Plants", SPA Technoloay Transfer,
Oct. 1971.
4. GuicV- and Data Book, ASHPAE
5. Ozonation in Sewage Treatment, University of Wisconsin,
Nov. 9-10, 1971, p. 20.
6. E. Herr & R. L. Potorak, "Program Goal - No Plant Odors,"
Water and Sewage Works, Oct.. 1974.
J-14
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APPENDIX K
NICHOLAS ). MELAS
PRESIDENT
Bart T. Lynam
General Superintendent
751 5722
/--:-
n.MKi£|i$! tipiiii v •!!•
I ' • ' i i I II ' ! ' i !
i. - ; • i i! "
^rprf" !~jnf~j T "n i j ;TTJI
February 11, 1975
BOARD OF TRUSTfe£.o
JOANNE H Ai T!',
JOAN G ANOLHS.IM
JEHOMF A COS* NTIP4O
VALENlINt JANIf f i
WIILIAM A JAKKUIA
JAM! '. C KIHIl
CHESTfcH P MAIEWVKI
NICHOLAS J MELAS
JOHN W ROGERS
Mr. Francis T. Mayo "
Regional Director
Region V
United States Environmental
Protection Agency
230 South Dearborn Street ; '•
Chicago, Illinois 60604
Subject: Environmental Impact Statement
O'Hare Water Reclamation Plant
Dear Mr. Mayo:
During the past several weeks, the District has generated and sub-
mitted to the Region V office, position papers related to the general
areas of comment received at the Public Hearing held in December for
this project. These papers cover the general topics of odors, site
selection, the O'Hare Basin Plan, and health aspects of wastewater
treatment plants.
analysis of the submittals on the draft statement, the
Based on an
question of potential health hazards associated with aerosol generat-
ion was the primary concern of the individuals who participated. ^'any
arguments were made for eliminating this potential. These included
plant relocation, covering of the plant process areas, and aKmdonmont
of the O'Hare Basin Plan (for which a number of alternates WIMV pre-
sented ) .
Representatives of the public presented a large number1 o l~ re f >MHMHM -s
which cited the potential for aerosols to serve as a voctror lor di,-UM ••
transmission. There is, however, an obvious lack of case? his t~orie;, or
documentation which would indicate that any hazard has ever actually
occurred. As noted in our position paper on the health aspects, there
is no recorded incident of disease associated with the operations of
a well-managed wastewater treatment facility.
K-l
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Mr. Francis T. Mayo
February 11, 1975
Page 2.
In today's world of almost instantaneous communication, epidemiological
outbreaks of disease associated with these operations-presented as
being of great concern to the public-would be easily found. This has
not been the case. Those studies associated with occupational health
hazards for treatment plant operators have failed to indicate any
evidence that the potential so frequently referred to has been realized.
As you are aware, intensified research related to this particular po-
tential has been initiated. Many studies are being conducted nationally
to evaluate the'degree of remedial and future actions, if any, related
to this potential. The District, whose primary responsibility is to
safeguard the health of its constituents, is participating in some of
the research projects and will closely follow the progress and results
of such programs. If it is determined that modifications, to any
degree, are required for the District's facilities, the District on
its own initiative would expedite the necessary actions.
In the meantime, the District will maintain its high standards of main-
tenance and operation of facilities in order to prevent development of
situations which could cause the public concern. In addition, the
District is evaluating methodology for reducing aerosol transmission
from the plant proper.
During the construction period of the O'Hare Water Reclamation Plant,
it is anticipated that a large amount of information related to this
problem will be generated. This information will relate not only to
cause and effect, but the parameters upon which technology for address--
ing the question would be based. It is expected that a period of three
years would give adequate time for the development of this information.
If the results of the information gathering projects indicate the need
for some level of aerosol containment, retrofitting of the O'Hare Plant
could be accomplished prior to startup. The information gained would
permit determination of a cost-effective solution with a high degree
of reliability. It could reach $30 million for this facility. In
view of the lack of any empirical indication that a health hazard po-
tential has been realized, it is obviously prudent to evaluate the
conjecture in a professional manner prior to imposing requirements
which are unneeded or could be ineffective.
K-2
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Mr. Francis T. Mayo
February 11, 1975
Page 3.
The second largest area of concern appears to be the question of
odors. The major case cited, the Clavey Road Plant, presented an
obvious case for public concern. It must be categorically stated
that the proper operation and maintenance of a wastewater treatment
facility, which was properly designed to handle the imposed load and
is treating the type of wastes associated with wastewater in the
Metropolitan Chicago Area, does not present an odor concern for the
public. The degree of sophisticated instrumentation for the operat-
ional control incorporated into the design of the O'Hare Plant assures
to the greatest degree possible, that upsets associated with mechanJca
or operational failures will not be a matter of concern. The degree
of insurance against all possibilities requested by some members of
the public is without precedent in our society. The District, in
its design of the facility, feels that the highest degree of reliabi-
lity is provided. Our society cannot afford to expend huge sums of
money to prevent a potential temporary inconvenience which may occur
a few times during the life of the facility.
A third area of concern was the emission of materials from treatment
plant processes which could be considered air polluting substances.
This concern was expressed in the context of potential cumulative or
synergistic effects when the level of pollutants resulting from the
activities associated with O'Hare Airport were at or above accepted
levels. Basically, the District has indicated that the only signifi-
cant emission of this type is carbon monoxide (C02). Based on an air
feed to the system of 26 million pounds per day, the C02 exhausted
would amount to 25,400 pounds per day or less than 1/10 of 1% of th2
total exhausted. It is somewhat incongruous that the District must
respond to concerns associated with emissions from aircraft operations,
Additionally, the impact on real estate values is far more a funclir
of proximity to the O'Hare Airport than any impact the proposed wat
reclamation plant may have. It is curious that, to our knowledge,
the City of Des Plaines has neither passed regulatory ordinances no
filed lav/suits against the activities at O'Hare Internationa] Ai.rpo
which is claimed to have such a harmful effect on the Des Plaines
environment.
K-3
-------
Mr. Francis T. Mayo
February 11, 1975
Page 4.
In general, the District has not attempted to answer each individ-
ual question submitted in connection with the Public Hearing on the
draft statement. Rather, the District has chosen, through the use
of position papers, to respond to those major areas of concern ex-
pressed. The District's major responsibility is safeguarding the
health of the citizens it serves. The District has made and will
make every effort-in a reasonable and rational manner-to fulfill
this responsibility. The location and design of this facility are
well within the limits for providing safeguards for the residents
of the area.
Very truly yours,
Bart T. Lynam
General Superintendent
K-4
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APPENDIX L
THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
The amortized costs of treatment processes are determined by the
following formula:
Annual Cost = C0R.F. (C + P.W.(R) - P.W.(S))
where C.R.F. = Capital Recovery Factor with
interest at 5-7/8% and n = 15
C = Initial Construction Cost.
P.W.(R) = Present worth of Replacement Cost
at 5-7/8% and varying n.
P.W.(S) = Present worth of Salvage Value at
5-7/87°. Salvage is determined using
straight line depreciation.
Wastewater Lift Station and Grit Removal: The wastewater lift
stations are designed to pump peak flow of 3180 MGD at 625 ft. of head.
The lift station discharges the water to concrete tanks for grit re-
moval prior to biological treatment.
Lift Station Structure &
Pumping Facilities @ 44,000 HP
and $175/HP
Aerated Grit Tanks & Grit
Removal Facilities
Total Lift Station & Grit
Removal Capital Cost
$129 Million
43 Million
$172 Million
Aerated Lagoon: The capital costs for the aerated lagoons in-
clude earthwork for lagoon cell construction, lagoon slope stabiliza-
tion, pavement construction, flow structures and mechanical surface
aerator-mixers.
Earthwork, Slope Stabilization, etc.
Aerator-Mixers
Total Aerated Lagoon Capital Cost
$102.5 Million
52.5 Million
$155 Million
Storage Facilities: The capital costs for this unit process in-
clude site preparation earthwork for lagoon construction, lagoon slope
stabilization, pavement construction, flow structures and chlorination
facilities.
L-l
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- THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
Earthwork, Slope Stabilization, etc. $273.6 Million
Chlorination Facilities 29.4 Million
Total Storage Lagoon Capital Cost $303 Million
Irrigation System: The capital costs for this unit process in-
clude irrigation pumping facilities, a flow distribution network and
the irrigation machines. The peak capacity of the total system is
4915 MGD.
Pumping Facilities $ 41 Million
Irrigation Machines 114 Million
Conduits 620 Million
Total Irrigation System Capital Costs $775 Million
Drainage System; Drain tile, channel construction, sewer pipe,
and drainage tunnels are included in capital costs of this unit proc-
ess. The peak capacity of the drainage system is equal to that of the
irrigation system - 4415 MGD.
Total Drainage System Capital Cost $429 Million
Miscc'l]aneous Land System Components: The land treatment system
costs include electrical facility construction in the rural areas to-
gether with building structure costs for administration, maintenance
and lab buildings and a reclaimed water monitoring system.
Total Miscellaneous System Capital Cost $130 Million
Land Treatment System - Replacement Costs: The land treatment
system replacement costs are programmed capital expenditures for cer-
tain treatment components which are to be replaced within the 50 year
life of the system. The following replacement costs for the various
unit processes of the land treatment system are presented as follows:
Wastewater Lift Station & Grit Removal; For this unit proc-
ess, 107o of the grit collection and removal facilities are programmed
to be replaced every ten years. This is equal to a capital expenditure
of $4 Million. Also, 50% of the pumping facilities for the main waste-
water lift station are replaced every ten years. This is equivalent to
a $65 Million replacement cost.
L-2
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THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
Aerated Lagoon: The life of the aerator-mixers is ten years.
Therefore, 1007> of the aerator cost, or $52.5 Million, is programmed to
be replaced every ten years.
Storage Facilities: The chlorination facilities are replaced
every ten years at a cost equal to 257, of the facilities. For the to-
tal land treatment system, this is equal to a $7.35 Million capital ex-
penditure for four times during the life of the system.
Irrigation System; The irrigation pumps are replaced every ten
years at a cost equal to 8070 of the irrigation pump station. This is
equal to $32.6 Million every ten years. Every 15 years, the irrigation
machines are to be replaced at a cost equal to 907» of the total capital
irrigation machine cost. This is equivalent to capital expenditure of
$100 Million every 15 years.
Miscellaneous System Components: Major electrical repairs to the
land treatment system are programmed after 25 years of system opera-
tion. This replacement cost is equal to 357o of the total electrical
facilities cost. This is equal to $45.5 Million for the entire system.
TABLE M-VTII-4
SUMMARY OF CAPITAL, REPLACEMENT AND ANNUAL COSTS:
Cost ($Million)
I tern
Construction
Present Worth
Capital Present Worth = $1,618 Million
Capital & Replacement - Annual = $164.75 Million
Annual
Lift Station &
Grit Removal
Aerated Lagoon
Storage Facilities
Irrigation System
Drainage System
Misc. Land System
172
155
303
775
429
120
1,964
164
143
222
598
416
75
1,618
16.42
14.59
22.64
61.00
42.40
7.7
164.75
Land Treatment System - Operation and Maintenance Costs; The op-
eration and maintenance costs of the treatment facility components in-
clude labor, chemicals and supplies and energy requirements. The main
wastewater lift station and aerated treatment lagoons are similar to
L-3
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THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
the treatment plant systems in that they require 24 hours maintenance
on a year-round basis. The irrigation and drainage systems require
eight hours per day maintenance on a year-round basis. During the win-
ter months, when the irrigation machines are not in operation, labor is
still utilized for major overhauls of these machines. The eight hour
sick time and weekends are taken into account. The following M & 0
costs are presented for the major process units.
Labor
Main wastewater lift station & grit removal
1 Supervisor
4 Skilled Labor
1.5 Unskilled Labor
Labor Cost/shift
@ 4.5 Shifts
Total Cost
$ 17,000/year
61,000/year
21.500/year
$ 99,500/year
477,750/year/module
$4.18 Million/year
General plant functions
5 Supervisors
4 Unskilled Labor
Labor Cost
Total Cost
$136,500/year
5 2,OOP/year
$18(3,500/year/module
$188,500/year
Aerated lagoon
1 Supervisor
11 Skilled Labor
Labor Cost/shift
(3 4.5 Shifts
Total Cost
$ 19,600/year
157,300/year
$176,900/year
796,000/year/module
$6.42 Million/year
Storage lagoon facilities
1 Supervisor
14 Unskilled Labor
Labor Cost/shift
@ 1.5 Shifts
Total Cost
$ 15,000/year
182,OOP/year
$197,000/year
$297,500/year/module
$2.38 Million/year
L-4
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THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
Chlorination facilities
3 Skilled Labor
(? 4.5 Shifts
Total Cost
$ 58,500/year
263,000/yoar/modulc-
$L'.1J Million/year
Irrigation & drainage system maintenance
1 Supervisor
4 Skilled Labor
4 Unskilled Labor
Labor Cost/shift
@ 1.5 Shifts
Total Cost
Total Labor Cost for Entire
Treatment System including
157o for fringe benefit costs.
$ 19,500/year
70,200/year
54,600/year
$144,300/year
216.OOP/year
$1.74 Million/year
$26.21 Million/year
Chemicals & Supplies for Entire Treatment System
Chlorine @ 4 mg/1 & $0.22/pound
Main lift station @ 1*/0 Capital
Cost/Year (1)
Aerator-Mixers @ 17, Capital Cost/Yr.
Chlorination facilities @ 1%
Capital Cost/Yr.
Irrigation pumps @ 17, Capital Cost/Yr.
Irrigation machines @ 1% Capital
Cost/Year
Transmission facilities (§ 0.17»
Capital Cost/Year
$ 5.94 Million
1.29 Million
0.53 Million
0.29 Million
0.41 Million
1.14 Million
0.7 Million
Total Chemical & Supply Cost $10.30 Million/Year
Footnote:
(1) Figure represents capital cost of pump station
portion of total Lift Station/Grit Removal Cost
= (0.01) (172) (0.76) = $1.29 M
L-5
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THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
Energy
For the land treatment system, all energy costs reflect electri-
city requirements for the various components presented herein.
These costs are based on an electricity rate of $0.025/KWH.
Main wastewater lift station
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THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
Land Treatment System - Land Costs; Associated with the land
treatment system are a number of land costs and annual land payments.
For the land treatment system, the only land that is purchased is for
the lagoon facilities. The cost of land, together with relocation
costs for families or buildings on this land, are developed on a per
acre basis as discussed in detail in the land displacement subsection
of Section VII A of Appendix B C-SELM Report. For the modul.ir land
treatment system, some 5,600 acres of lagoon land are required to ac-
comodate the 265-MGD average daily flow. The unit land and relocation
cost for this module is $l,265/acre. Including a 20% contingency cosi
factor and a 15% engineering, design, legal and administration fee, the
total land cost for the land treatment system is some $79.0 Million.
Also associated with the land treatment system are initial and
inconvenience payments to the participating landowners in the amount of
107o of the present land value within the irrigation system. This pay-
ment is used to help the participating farmer defray the cost of new
agricultural equipment and also to pay for any loss in crop revenue due
to construction of the land treatment system. Based on a gross irriga-
tion land requirement of $532,620 acres, an average land value of $745/
acre and a contingency cost factor of 207o, the initial and inconven-
ience land payments equal $47.6 Million.
Finally, an initial land cost is paid to people residing within
the site boundary who presently utilize shallow wells as a water supply
source. The cost includes provisions for constructing deeper wells
(200 feet) to replace existing shallow ones so that the rural communi-
ties' water supply is isolated from the potable, reclaimed land treat-
ment effluent which interfaces with the groundwater supply. The well
cost, including contingencies, equals $2,000 per unit. Therefore, to-
tal cost equals $12.7 Million.
Annual Payments: Included in the land cost analysis for the land
treatment system is a recognition of the fact that purchased lagoon fa-
cilities remove lands from the tax base and hence create an annual tax
loss. Based on the modular design requirement of 5,600 acres of lagoon
land, an average land value of $745/acre, an average rural tax multi-
plier of $2/$100 of assessed valuation and a contingency factor of 207,,,
some $1.9 Million per year of tax revenue will be lost through con-
struction of the Land Treatment Facility. In order to make up for this
annual tax loss, a unit tax revenue treatment cost of $1/MG of treated
influent is assessed. The revenue from this tax will be $0.772 Million/
year.
Also an annual land cost payment is paid to the participating
landowner since his land will be unavailable for other uses during the
50-year life of the treatment system. This annual cost, which is also
based on the gross irrigation area utilized by the system, is equal to
47» of the present land value. Based on the total land system require-
ment of $532,620 acres, an average land value of $745/acre and a con-
tingency cost factor of 207o, the annual land payment is equal to $19.04
Million/year.
L-7
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THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
Summary of Land Costs:
Initial Construction Costs:
Land reqd. for Lagoons
Initial and Inconvenience Payment
Water Supply Costs
Total
$ 79.0 Million
47.6 Million
12.7 Million
$139.3 Million
Annual Costs:
Loss of Tax Base
Tax Revenue
Payment to Participating Farmers
Total
Total Present Worth
Total Annual Cost
$ 1.90 Million/year
0.77 Million/year
19.04 Million/year
$ 21.71 Million/year
$382
$ 39 Million/year
Stormwater Management Systems
In contrast to the C-SELM Wastewater Management System, the
MSDGC's Land Treatment Alternative includes only those costs associated
with the management of.Urban Stormwater.
The costs connected with the management of urban Stormwater are
taken from the Summary of Technical Reports by the Flood Control Coor-
dinating Committee dated August, 1972, for the Chicago Underflow Plan.
These costs include surface collection and drop shafts, conveyance tun-
nels, storage reservoir facilities, pumping stations and discharge con-
duits.
The estimate costs for the Chicago Underflow Plan are summarized
below: (Cost reflects 1972 prices.)
Surface Collection and Drop Shafts
Conveyance Tunnels
Storage Reservoir Facilities
$ 93,000,000
567,200,000
350,000,000
L-E
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THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
Pumping Stations and Discharge Conduits
McCook-Suimnit $ 30,000,000
Calumet (Temporary) 6,000,000
O'Hare Northwest 2,000,000
Subtotal $1,048,200,000
Undefined Work & Contingencies 100,000,000
Total Construction Cost $1,148,200,000
Engineering, Legal & Administrative 75,000,000
Total Project Cost $1,223,200,000
The revised estimated equivalent annual costs for operation,
maintenance, equipment replacement and water for aquifer protection
for the recommended plan are as follows:
Maintenance and Operation $ 8,700,000
Equipment Replacement 1,000,000
Aquifer Protection 3,900,000
Total $ 13,600,000
Conveyance System; For estimating the cost of the conveyance
system, the following assumptions were used:
1. Minimum velocity in the Tunnel = 2.0 fps and Manning coeffi-
cient = 0.017.
2. Functional headloss in the Tunnel could not exceed 150 ft.
over the entire length.
3. Total distance from the main access point (WSW-STW) to the
Land Treatment Site is approximately 70 miles.
4. Tunnels are assumed to be unlined, mole-excavated structures
and their costs are based on experience gained by the City of
L-9
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THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
Chicago over the past few years. Three such tunnels have re-
cently been constructed: These are:
a. Lawrence Avenue Tunnel, 5.5 miles long, upper diameter
12 feet, lower diameter 17 feet, cost about $10 million,
including allowance for concrete lining.
b. Crawford Avenue Tunnel, 3.5 miles long, diameter about
16 feet, cost about $7.5 million, including concrete
lining.
c. Forty-Seventh Street Tunnel, 3.5 miles long, diameter
about 16 feet, cost about $7.5 million, including con-
crete lining.
All three of these tunnels were let by competitive, bid-
ding with construction to include concrete lining.
After experience with the "mole" construction, it was
decided to eliminate the concrete lining as the bored
hole proved to be smooth and strong. Both hydraulic
capacity and storage capacity would have been reduced by
the concrete lining. Infiltration into the tunnel was
found to be controllable through grouting at selected
locations, and roof spalling was found to be almost non-
existent.
Present costs for unlined mole-tunnels range from $200
per foot for a 10-foot diameter, and $300 per foot for a
16-foot diameter up to $1,000 per foot for a 35-foot
diameter. These figures correspond to $1.50/cu.ft. for
a 16-foot diameter and $1.00/cu.ft. for a 35-foot diam-
eter. The cost curve for an unlined mole tunnel is en-
closed as Figure B-VI-E-1 of the C-SELM Report.
Tunnel drop shaft costs are estimated from the cost
curve presented in Appendix B, Section VI-D, Figure B-
VT-D-2, C-SELM Report.
Capital Cost: 36 ft. diameter, unlined Tunnel. 70 miles...Cost =
$505 Million.
Operation and Maintenance Costs: Operation and maintenance costs
include labor and material required for regular operation and mainte-
nance of pressure conveyance lines, tunnels, and pumping stations. Cost
of power required to run the pumping station is also included. Labor
costs include salaries for superintendents, operators, clerks, laborers,
electricians and other tradesmen. Materials include all the necessary
implements for normal operation cf the system. Energy costs are esti-
mated at $0.025 per KWH. Labor and material costs are estimated at 0.5%
of capital costs plus contingencies (at 20% of capital cost).
L-10
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THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
Replacement Costs: Replacement costs are only applicable to pump-
ing stations. Tunnels and pressure lines are estimated to last the
life of the project and have no replacement factors. The following re-
placement schedule is pertinent:
Component
Land and Structure
Mechanical
Other
Total
7. of Total Cost
60
20
10
5
5
100
RepLicement Required
_^ in Years
None in 50 years
Every 25 years
Every 10 years
Every 10 years
None in 50 years
The schedule indicates that 20% of capital cost, plus contingen-
cies at 207,, of capital cost of the pumping station will need replace-
ment at the end of the 25th year of operation. Mechanical components
such as pumps, valves, etc., plus other parts, will be replaced at
scheduled ten-year intervals or four times in the life of the project.
Summary of Conveyance Cost
Present Worth
Capital
M & 0
Total
$355 Million
30 Million
$385 Million
Annual Cost
Capital
M & 0
Total
$ 36 Million/Yr.
3
$ 39 Million/Yr.
Sludge Management System: The sludge disposal option selected for
the MSDGC's Land Treatment Alternative is Land Reclamation. Of the
three possible Land Reclamation sites mentioned in the C-SELM Report,
the Fulton County site is assumed to be the selected site. This ap-
peared to be a logical choice because the MSDGC is presently operating
a land reclamation project of its own in Fulton County.
L-ll
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THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
The sludge management cost for the Land Treatment Alternative con-
sists of three major components: 1. dredging costs for removing
sludge from the storage lagoons; 2. transportation costs for pumping
the sludge to the Land Reclamation site; and 3. application costs for
distributing and applying the sludge onto the land.
Costs associated with dredging sludge from the storage lagoons,
however, are developed using a scheme conceptualized by MSDGC. This
was necessary because of the rather sketchy treatment of the subject in
the C-SELM Report.
Both transportation and application cost are developed using the
basic assumptions delineated in the C-SKLM Report. These assumptions,
with slight modifications, are:
Dredging: MSDGC has had experience in sludge removal from lagoons
utilizing two methods: mobile and stationary. In the mobile method,
dredging machines scrape the bottom of the lagoons and pump the sludge
to a collection point. In the stationary method, sludge is brought by
a dragline system from where it is pumped out of the lagoon.
Considering the area of the storage facilities (ca. 5000 acres per
module) involved, neither of the above methods appear to be feasible.
Therefore, the conceptualized sludge dredging operation for the Land
Treatment Alternative includes such items as permanent sludge draw-
points which are thought to be required to make the method workable.
Capi ta]I Costs
Collection Conduits and Drawoff Structures $52 Million
Dredging Machines $ 1 Million
Total Construction Cost $53 Million
Replacement Cost $1.0 Million
Amortized Capital & Replacement Cost = $4.0 Million/yr.
Labor Costs
3 Supervisors $ 80,000/yr.
24 Operating Engineers - 500,000/yr.
36 Laborers 590,000/yr.
12 Skilled Tradesmen 251,000/yr.
Total $l,421,000/yr.
L-12
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THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
Energy Costs
24 Dredging machines operating
8 hrs. day 182 days per year
200 H.P. per machine - Diesel
Fuel @ $0o45/gal.
Summary of Dredging Operation:
Capital - Present Worth
Capital & Replacement - Annual
M & 0 - Present Worth
M & 0 - Annual
$ 39.76 Million
$ 3.99 Million/year
$ 18.12 Million
$ 1.25 Million/year
Sludge Transportation: Analyses of costs associated with sludge
transportation systems indicate that transportation cost varies with
the solids content of the sludge. A preliminary cost analysis, compar-
ing each mode of sludge transportation including pipeline, truck,
barge, and railroad, indicates that a pipeline system is the most eco-
nomical means of transportation when the solids content of the sludge
transported is maintained at the 6% level for biological sludges and
107o for physical-chemical sludges. This analysis is based on the as-
sumption that a railroad or waterway exists between the transfer sta-
tion and the land application site.
In the final determination of the biological sludge transportation
costs for this study it is assumed that sludge thickening, combined
with barge or railroad systems of transportation, could produce unit
costs comparable to those for the pipeline system. While the costs for
a pipeline transportation system are used as the sludge transportation
costs for this study, they are not necessarily any less than the costs
for the most economic version of either of the alternative rail or
barge transportation systems.
The cost for a pipeline transportation system is developed using
the following basic assumptions:
1. Pipe size and the horsepower required at the pumping station
are determined using a design flow of 13 MGD and pumping
sludge to the Fulton County Land Reclamation Site.
2. The average cost of installed pipeline equals $2 per inch of
diameter/linear foot of pipe.
3. The cost of the pumping stations is taken from the unit costs
of pumping stations developed for wastewater conveyance.
L-13
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THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
Figure B-VI-C-1 of C-SELM Report and corrected using a factor
of 1.32 to compensate for the increase in power and in physi-
cal size of the pumps and motors.
4. Labor costs equal 1.87. of the construction cost per year.
5. Energy costs are based on a unit cost of $0.01/KWH and 24
hours per day operation.
6. Maintenance and supplies equal 0.67> of the construction costs.
7. Replacement costs for a pumping station and associated pipe-
line are computed using the following schedule.
Components
Land & Structures
Structures & Pipeline
Mechanical
Other
Other
REPLACEMENT SCHEDULE
% of Total
Cost
207=
60%
10%
57.
5%
Replacement Required
in Years
No Replacement in 50 Yrs.
Every 25 Yrs.
Every 10 Yrs.
Every 10 Yrs.
No Replacement
1. Capital Costs
Sludge Pipeline
Pump Stations
Total
Replacement Cost = $545,000
$50.68 Million
0.73 Million
$51.41 Million
Amortized Capital and Replacement Cost = $4.39 Million/year
Labor Costs
1.87o (Construction Cost = $51.41 Million) = $930,000/year
Energy Cosj:
Sludge pumping $100,000/yr.
L-14
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THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
4. Maintenance & Supplies
0.67, (Construction Cost = $51.4 Million) = $310,000/yr.
5. Summary of Transportation Costs
Capital - Present Worth
Capital & Replacement - Annual
M & 0 - Present Worth
M & 0 - Annual
$43.03 Million
$4.39 Million/year
$13.12 Million
$ 1.34 Million/yeai-
Application Systems: The costs for the sludge distribution
system, land clearing, and construction oE sludge storage lagoons are
included in the following land application cost estimate. The costs for land
application systems are developed using the following basic assumptions:
1. The system designs are based on the design criteria described
in Appendix B, Section IV-C of the C-SELM Report.
2. The same methodology for the pipeline transportation system
is used here for the computation of pumping station and pipe-
line costs.
3. The costs of fittings are based on responses from manufactur-
ers and contractors for each particular type and size re-
quired. No general rule is used.
4. The cost of a tractor plus plow is assumed to be $32,000.
5. Land clearing costs for land reclamation is $500/ac.
6. The land reclamation application system is designed so that
once the desired quantity of sludge is applied to a 1400 acre
unit, the system is abandoned and a new one is utilized on
adjacent lands. Thus in a strict sense, there is no replace-
ment schedule for this sludge application system. However,
the construction of all the sludge application units during a
five or 'ten year period is not feasible since certain units
would not be utilized for 20 to 40 years after their con-
struction. Thus a construction schedule is substituted for
the replacement schedule. The initial construction is de-
signed to accommodate one-fourth of the total sludge applica-
tion requirements. At 10 year intervals, three more applica-
tion system construction projects are programmed with each
providing one-fourth of the total system requirements.
L-15
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THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
Typical cost analyses for the land application of sludge are given
in Table B-VI-C-2 C-SELM for land reclamation. These costs are based upon
the layouts of Figures B-IV-C-3 and B-IV-C-6 of the C-SELM Report includirg an
allowance of $1,000,000 per unit for distribution costs from the end of
the main sludge transportation system to each unit. This allowance is
required because of the commonly scattered locations of application
areas within a general region, requiring additional pumping stations
and pipelines to convey the sludge from the main supply point in that
region to each new distribution unit being developed.
Capital Coats
Sludge Storage Lagoon
Distribution System
Pump Station
Tractor/Sprinklers
Land Clearing
Total
Labor;
Pump Station
1 Supervisor
2 Skilled Labor
2 Unskilled Labor
Total @ 4.5 Shift
Sludge Distribution
2 Supervisors
56 Heavy Machine Operators
Total (Only I Shift)
Pipe Disassembling & Installation
2 Supervisors
5 Operating Engineers
10 Unskilled Labor
Total (Only 1 Shift)
L-16
$1.27 Million
3.38 Million
0.50 Million
1.82 Million
2.98 Million
$9.95 Million
$ 18,000/yr.
42,000/yr.
33.0QO/yr.
$ 93,000/yr.
$418,000/yr.
$ 42,000/yr.
1.172,000/yr.
$1,214,000/yr.
$ 42,000/yr.
105,000/yr.
165.000/yr.
$312,000/yr.
-------
THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
Equipment Maintenance
1 Supervisor
5 Skilled Tradesmen
5 Unskilled Labor
Total P 1.5 Shift
Total Labor Cost = $2.54 Million/Year
Energy
Pump Station
Sprinkler/Tractors
Total
Supplies
107o (Construction Cost) =
Land Clearing
Clearing 5950 Jc/year =
Summary of Land Application^
Capital - Present Worth
Capital & Replacement - Annual
M & 0 - Present Worth
M & 0 - Annual
Summary of Sludge Management Costs
Capital - Present Worth
Capital & Replacement - Annual
M & 0 - Present Worth
M & 0 - Annual
L-17
$ 21,000/yr.
105,000/yr.
82,000/yr.
$208,000/yr.
$162,00:;/yr.
$ 40,800/yr.
1,060.000/yr.
$l,100,800/yr.
$1.42 Million/yr.
$2.98 Million/yr.
$18.05 Million
1.82 Million/Year
41.02 Million
4.19 Million/Year
$100.84 Million
10.20 Million/Year
72.26 Million
7.28 Million/Year
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THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
Reuse Conveyance System
The only reuse system contemplated for MSDGC's Land Treatment Al-
ternative is that for navigational purposes. The capital cost of
water reuse system therefore includes pumping station at various
injection points and return flow tunnels only.
Capital;
Tunnels
Main Tunnel
Calumet Lo WSW
WSW to N.S,
WSW to O'llare
Other Points
Total
$350 Million
72 Million
28 Million
11 Million
13 Million
$474 Million
Pump Stations
WSW
Northside
Calumet
Others
Total
$ 63 Million
18 Million
18 Million
8 Million
$107 Million
M _&_ 0:_
Labor for Pump Stations
WSW P.S.
Northside P.S.
Calumnt P.S.
All Other P.S.
Labor for Tunnels (0.005) (474)
Energy
All Pump Stations
$396,000/yr.
242,000/yr.
242,000/yr.
400,000/yr.
$2.37 Million/yr.,
$55.7 Million/yr.
Supplies - 1.07» of Capital Cost
(0.01) (107) =
$1.07 Million/yr.
L-18
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THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
Summary of Reuse Conveyance Costs:
Present Worth
Capital
M & 0
Total
$ 410 Million
391 Mill ion
$1001 MLJlion
Annual Cost
Capital
M & 0
Total
$ 42 Million
60 Million
$ 102 Million
Rock and Residual Soil Management Systems: The costs associated
with the selected management and transportation methods are estimated
from available sources, including reports containing applicable infor-
mation and interviews with people in the materials and transportation
fields. The resulting basis of cost information presented here is not
detailed but constitutes a best attempt to assign reasonable costs to
an enormous materials-management program.
Moled Rock from the Urban Areas: It is assumed that one-third of
this rock is to be used in the vicinity of its origin. The cost for
loading (crushing is not required for moled rock), transport and place-
ment is estimated to be $0.50/ton by using truck transport of less than
5 miles in city driving. For the remaining two-thirds of the rock, the
same $0.50/ton is assumed to transport the rock to a rail loading sta-
tion. The rail loading, transport, unloading, and placement is then
estimated to be the same $1.13/ton as is estimated for rock from the
McCook-Summit site. It is assumed that the savings from elimination of
rock crushing will be offset by smaller volumes and longer hauls. Thus,
for each ton of moled rock produced in the urban area, an average cost
is :
1/3 (0.50) + 2/3 (0.50 + 1.13)
$1.26/ton
An average cost of $1.26/ton is used to obtain the total cost of man-
aging all of the moled rock from the urban area.
Total Cost
$6.86 Million
Overburden, Mined Rock and Moled Rock in the Rural and Suburban
Areas: All of this material is assumed to be used in landscaping open
space. Transport is by truck and the distance varies for different lo-
cations. A unit of $0.75/ton is assumed to apply to all of the materials
L-19
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THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
This assumes a haul distance of 10-15 miles for overburden and moled
rock and somewhat less for mined rock, where crushing is required.
Total Cost
$285 Million
It is assumrci that much of the residual rock can be sold. Therefore,
actual cost is reduced by 757,..
Present Worth
Annual Cost
$ 48 Million
$ 5 Million/Yr.
TABLE M-VIII-5 Summary of Land Treatment System Cost Estimate ($Millions)
Present Worth
Treatment
Land
Sludge Mngmt .
Conveyance
Reuse Convey.
Res. Soil &
Rck. Mangmt.
Total
CAP.
$1618
382
101
355
410
--
$2866
M & 0
$1525
--
72
30
591
48
$2266
Total
$31.43
382
173
385
1001
48
$5132
CAP.
$165
39
10
36
42
--
$292
Annual
M&O
$156
...
7
3
60
5
$231
Total
$321
39
17
39
102
5
$523
L-20
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APPENDIX M
THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
TABLE M-IX-33 JOHN E, EGAN AND O'HARE WRP SOLIDS DISPOSAL SYSTEM
Planning Period: 25 years
Average solids production during planning period: 58.
Maximum solids production during planning period: 76,
Stabilization system Sta 1 - Anaerobic digestion at J,
Reclamation Plant
Present Worth Costs @ 5-7/8%;
A. 18" diameter sludge pipeline between O'Hare
Water Reclamation Plant, 50-year life
B. Construction Costs
C. Total Capital
Annual Costs @ 5-7/8%
A. Amortized Capital
B. M & 0 - Pumping Station
C. M & 0 - Anaerobic Digestion
D. Total Annual Cost
3 dt/d
7 dt/d
E. Egan Water
to J.E. Egan
$2,075,800
74.400
$2,150,200
$ 166,300/yr.
$ 10,400/yr.
$ 472.100/yr.
$ 649,100/yr.
M-l
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THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
TABLE M-IX-34 JOHN E. EGAN AND O'HARE WRP's SOLIDS DISPOSAL ALTERNATIVES
Planning Period: 25 years
Average digested solids production during planning'period: 43.7 dt/d
Maximum digested solids production during planning period: 57.4 dt/d
Disposal System: Dl - Landfill within 25 mile radius
Present Worth Costs @ 5-7/8%:
A. 2 centrifuges in 1975 $ 270,000
B. 3 centrifuges in 1985 $ 228,825
C. 3 centrifuges in 1995 $ 80,595
D. Additional Flotation-Concentration Tanks $ 808,500
E. Total Capital $ 1,387,900
Annual Costs @ 5-7/8%:
A. Amortized Capital $ 108,000/yr.
B. M & 0 (centrifuges) ' $ 421,000/yr.
C. M & 0 (transportation) $ 570,300/yr.
D. Total Annual Cost $ 1,099,300/yr.
Disposal System: D2 - Dry fertilizer application within 25 mile radius
Present Worth Costs @ 5-7/8%:
A. 2 centrifuges in 1975 $ 270,000
B. 3 centrifuges in 1985 $ 228,800
C. 3 centrifuges in 1995 $ 80,200
D. Additional Flotation-Concentration Tanks $ "808,500
E. 1,580 acres of land $ 593,000
F. Application equipment $ 3,160,000
G. Grading $ 2,120,000
H. Total Capital $ 7,260,900
M-2
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THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
TABLE M-IX-35 SUMMARY OF THE JOHN E. EGAN WATER RECLAMATION PLANT SOLIDS
SYSTEMS ($/YR.)
Sta-1
CAP
M&O
D-l
CAP
M&O
D-2
CAP
M&O
$166,300
482,800
108,000
991,300
$1
482,800
527,200
1,145,300
TOTAL CAP.
TOTAL M&O
TOTAL
$ 274,300
$1,474,100
$1,748,400
$ 693,500
$1,628,100
$2,321,600
M-4
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THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
APPENDIX N
Design Criteria O'Hare Reclamation Plant
N-l
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THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
Proj. No.; 67-300-2P
Page; 1 of 16
Date; 9/2/70
Proj.Enqr.; F.K.
Re*,No.: 4
Rev. Date; 2-21-73
DESIGN CRITERIA
O'HARE WATER REG LA' •• vl'ION PLANT
1.0 SCOPE
This document describes the toa^ic engineering criteria for
the installation of a Water Reclamation Plant to serve the ,
O'Hare Area in the northwest section of the MSDGC. The
northern and southern boundari^ 3 of the area follow Cook
County boundary lines. The eastern boundary extends from
Lake County south along Des Plaices River to the inter-
section of Rand and River :7oad>, thence in a southwesterly
direction along the Chicago an
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THE METROPOLITAN SANITARY DISTRICT OP GREATER CHICAGO
Page 2 nf 16
The first construction phase (Phase I) -will be designed
for an average dry weather flow of 72 MOD. It is pro-
jected that this flow will be attained by 1988 and the
service area population will be 410,000. The ultimate
population in the service area is projected to be
439,000 and will occur approximately by the year 2000.
The ultimate average dry weather flow, which will occur
sometime after the ultimate population is attained be-
cause of a projected slight incremental increase in
per capita wastewater contribution with time, is
estimated to be in the range of 90 to 96 MOD. Therefore,
space and engineering design considerations will be
provided to permit the construction of at least an
additional 24 MGD of treatment capacity. The actual
construction scheduling and size of the necessary
additional treatment capacity will be governed by
future conditions in the service area.
3.0 PROCESS REQUIREMENTS
3.1 Process Description
3.1.1 The design of the O'Hare Wastewater Re-
clamation Plant shall initially proceed
as a two-stage activated plant providing
for biological ammonia oxidation and meeting
or exceeding all applicable IPCB effluent
and stream standards at the average dry
weather flow of 72 MGD. The effluent BOD
and SS concentrations shall not exceed
4 mg/1 and 5 mg/1, respectively, on the
basis of 24-hour composite samples averaged
over any consecutive 30-day period, and no
more than 5% of the daily samples shall
exceed 2.5 times the above numerical
limits.
The secondary facility shall be designed
so that it can be operated either as a
two stage plant (i.e. series mode), or
as two parallel activated sludge plants.
N-3
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THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
Page 3 of 16
The hydraulic design and/or physical space
shall be provided for the 'following facilities:
1, Phosphate Removal (chemical feed) facility.
2. Third stage (denitrification) facility.
3. The additional 24 MGD ADWF facility
(Phase II).
Whenever possible, the Consultant shall specify
identical equipment as installed in the Salt
Creek and Hanover WRPs. The MSDGC shall furnish
to the Consultant Contract Documents of the ab'ove
facilities and other information regarding
actual installed equipment as this information
becomes available.
3.2 Population Data
3.2.1 Design population is 410,000
3.2.2 The design year is 1988.
3.2.3 The anticipated wastewater ADWF components,
including infiltration, are:
Domestic and commercial....-.-.-... .........50.5 MGD
Industrial 1V2T.5" it^D
Total... .72.0 MGD
3.3 Flow Conditions will be as follows:
3.3.1 Average Dry Weather Flow 72 MGD
3.3.2 Maximum Dry Weather Flow 110 MGD
3.3.3 Hydraulic Capacity (Phase I) 144 MGD
3.3.4 Ultimate Hydraulic Capacity 192 MGD
3.4 Equipment and Facilities
3.4.1 Raw sewage pumps will be provided under
Section 4.0. Variable speed pump driving
mechanisms, computer controlled by elevations
in the influent sewer and by flow control,
will be provided.
N-4
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THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
Page 4 of 16
3.4.2 Raw waste screening equipment will be provided.
3.4.2.1 Inclined coarse bar screens,
mechanically cleaned with 2-inch
clear opening between bars will
be used.
3.4.2.2 Inclined fine bar screens, mechanically
cleaned, f/8-inch clear opening
between bars will be used.
3.4.2.2.1 Facilities will be provided
for one week's storage of
screenings, grit and scum to
allow for transportation
interruption.*
3.4.3 Grit Chambers will be provided. The design of
this facility shall be the Consultant's
responsibility. However, the following shall
be provided:
3.4.3.1 Grit will be moved by conveyor to a
receiving area to be trucked away.
3.4.3.2 Plow Conditions (See Paragraph No. 3.3)
3.4.4 Aeration Tanks
The first and second stage aeration tanks will
be designed as follows:
3.4.4.1 Displacement:
Wastewater Flow at 72 MGD-hrs...4.58
(approx.)
Wastewater Flow at 110 MGD-hrs...3.00
(approx.)
3.4.4.2 BOD loading @ 72 MGD-(first stage)
lbs/1,000 C.F./day 47 (approx.)
3.4.4.3 Water depth - feet 16 (approx.)
*The anticipated quantities, physical properties, proposed method
of material handling and ultimate disposal of the materials are
included in a report prepared for the MSDGC by Havens & Emerson.
A copy of this report shall be furnished to the O'Hare WRP
Consultant.
N-5
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THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
k - Page 5 of 16
3.4.4.4 The Consultant sh'all recommend the
number of tanks and the number of
passes per tank for each stage.
3.4.4.5 Capability of operation as conventional
and step aeration will be provided.
3.4.4.6 Conduits will provide for 100% return
sludge based on 72 MGD.
3.4.4.7 Air requirements at 72 MGD, firm
capacity, will be 1000 cu ft/lb.
BOD removed (first stage aeration).
Consultant will determine air re-
quirements for the second aeration
stage.
3.4.4.8 Diffuser plate will be 60 to 80
permeability.
3.4.4.9 Each aeration tank pass will be auto-
matically controlled by means of
DO probes with a provision for remote
manual operation.
3.4.4.10 Air will be controlled to each plate
header by manually operated valves.
3.4.4.11 Provision for liquid chemical storage
and feed equipment for phosphate removal
will be made for each stage (front and
end) . ,
i
3.4.5 Final Sedimentation Tanks
First and second stage final tanks will be
designed as follows:
3.4.5.1 Surface Settling rates (gal/ft2/day) at
72 MGD • 640 (approx.)
3.4.5.2 Sidewall depth (feet) „ 15 (approx.)
N-6
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THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
Page 6 of 16
3.4.5.3 Center feed and annular effluent
arrangement shall be provided. Weir
overflow rate shall not exceed 15,000
gal/day/ft at 72-MGD. V-notched weirs
will be used.
3.4.5.4 Sludge collecting mechanism types:
First stage Plow type.
Second stage ...... The Consultant shall
provide two alternate sludge collector
designs for the second stage settling,
tanks. The two alternate sludge
collectors shall be plow type and
suction type.
- 3.4.5.5 Air lift for sludge pumping will
be provided.
3.4.5.6 Scum removal mechanism will be provided
in each stage.
3.4.5.6.1 Scum will be piped to
ejector and then to screen
building. A scum dewatering
facility will be provided.
3.4.6 Tertiary Filter - The filter will be mixed
media type and be designed as follows:*
3.4.6.1 Filter depth - (feet) 3.5
3.4.6.2 Filter rate @ 110 MGD
(GPM/SF) 5
3.4.6.3 Capability shall be provided to recycle
filter.backwash water to the wet well
and the head end of the second stage
aeration tanks.
3.4.7 Chlorination Facility
3.4.7.1 Chemical feed equipment shall be
provided.
*Additional study will be made on filter recycle. The size of
the clear well will be determined from this study.
N-7
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THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
Page 7 of 16
3.4.7.2 Sodium hypochlori£e will be used.
3.4.7.2.1 Ability to dose in the range
of 0 .to 10 ppm will be
provided for secondary and
tertiary sewage.
3.4.7.2.2 Sodium hypochlorite feed
will be controlled by
effluent flow and chlorine
residual analysis.
•
3.4.7.2.3 Three week storage facilities
on basis of 1.5 ppm dosage
will be provided.
3.4.7.3 Provision for .dosing before and after
filtration will be made.
3.4.7.4 A chlorine contact chamber, based on
15 minute detention time at 144 MGD
will be provided downstream of filters.
3.4.8 Sludge Transfer Facilities
3.4.8.1 No sludge thickening or storage
facilities will be provided.
3.4.8.2 Sludge transfer sump will be located
in the screen room of the pump building.
3.4.8.3 Sludge transfer pumps including standby
pump will be provided to pump the waste
activated sludge,,
3.4.8.3.1 Operation of the pumps will
be regulated automatically
by the level of the sludge
in the sump.
N-8
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METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
Page 8 of 16
3.4.8.3.2
Pumping capacities and head
requirements shall be speci-
fied by the O'Hare WRP Con-
sultant upon conferring
with the MSDGC force main
consultant. The meetings
between consultants shall
be coordinated by the MSDGC,
4.0 MECHANICAL REQUIREMENTS
The following mechanical facilities and equipment will be
provided:
4«1 Centrifugal type blowers
4.1.1 Blower air surge protection
4.1.2 Bag type air filters with roll type filter
as back-up system.
4«2 Raw sewage pumps (see Section 3.4.1)
4.3 Effluent water supply system
4.4 Potable water supply system
4.5 Dual fuel system (i.e. natural gas and oil)
for space heating
4.6 Air conditioning equipment, etc. for office and
control area.
4.7 Building heating system
4,8 Plumbing, water heaters, etc.
4.9 Intake ductwork for fresh air and seasoned temperature
control.
NOTE: Projection of equipment above tanks shall be held to a
Jtunimum.
5.0 STRUCTURAL REQUIREMENTS
5.1 Reinforced concrete - pump and blower house, screen
house, grit chamber, aeration tanks, settling tanks,
clear well, connecting conduits, channels, manholes
and miscellaneous structures.
5.1.1 Air main to be constructed in concrete
tunnel which will also contain other
utility services where feasible.
N-9
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• THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
Page 9 of 16
*
5.2 Filter building and administration building.
«<•
5.3 Entrance road, parking area, and miscellaneous plant
roads and walkways. Plant entrance shall be on
Oakton Street.
5.4 Garage building will be provided which will include
area for:
5.4.1 Maintenance equipment storage.
5.4.2 Underground gasoline storage exterior to
Garage Building. •
5.4.3 Commodity storage
5.4.4 Small work shop
5.4.5 Storage of equipment for lifting heavy
materials.
6.0 ELECTRICAL REQUIREMENTS .
6.1 Major process equipment will be motor driven.
6.1.1 Major motors will operate on 480 volt,
3 phase, 60 Hertz, 3-wire ungrounded
for motors less than 200 H.P. For motors
of 200 H.P. or higher, the power service
will be 4160 volt, 3 phase, 60 Hertz,
3-wire ungrounded.
6.1.2 All electrical equipment shall be grounded.
6.2 Plant lighting (exterior and interior) will be
included.
6.3 Wiring for automatic and remote control of equipment
and instruments will be provided. (
6.4 All wiring will be in rigid conduit in tunnel or
underground in cable duct.
6.5 There shall be two separate sources of electrical
power provided by Commonwealth Edison Co. to the plant
N-10
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THE fciETROPOUTAN SANITARY DISTRICT OF GREATER CHICAGO
Page 10 of 16
7.0
6-5.1 There shall be a third source of electrical
power by means of a power -generating system
at the plant. This system shall be independent
of any utility company and shall supply only
emergency power for the process control system,
instrumentation, critical process equipment
and emergency lighting.
INSTRUMENTATION REQUIREMENTS
7.1 Automation and instrumentation, as complete as present
technology permits, will be provided for both on line*
plant control as well as preventive maintenance
detection.
7.1.1 Instrumentation will include, but not be limited
to, flow control, chemical feed control, sludge
level control, automatic D.O. control, wet well
level control, automatic backwash of filters,
remote sluice gate operation and turbidity
monitoring.
7.2 Automatic sampling will also be provided.
8.0 ARCHITECTURAL REQUIREMENTS
8.1 Exterior of buildings will be compatible with
surrounding area.
8.2 Where feasible, utility services will be placed in
tunnel sections.
8,3 Sound insulation will be provided in buildings, where
required, as protection from noise caused by low-flying
aircraft.
8.4 tianclscaping of the entire plant site will be included.
8,5 A minimum 150-foot isolation strip with dense
vegetation for plant protection will be provided
along Oaktori Street, Elmhurst Road and Marshall
Drive. The width of the isolation zone along
the MSDGC property line bordering the" Northwest
Tollway shall be left to the recommendation of the
N-ll
F
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THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
Page 11 of 16
Consultant. i/
8.6 Plant layout shall include provision for future
modules and expansion of all facilities.
8.7 Plant layout shall include first-eiid and safety
room.
8.8 Higgins Creek will be rerouted and enlarged within
the plant site. The maximum capacity of the creek
will be 1207 cfs. The creek invert elevations in
and out of the plant site are 648.4 and 645.7
(MSL-1929 adj.), respectively. Compensatory storage
in accordance with the MSDGC's Sewer Permit Ordinance
and Suggested Guidelines for Flood Damage Prevention
shall be provided for in the MSDGC's Ravenswood
Retention Reservoir.
8.9 Handrails shall be provided for all open tanks which
can constitute a safety hazard. This requirement
includes, but is not limited to, aeration and
settling tanks.
8.10 All architectural materials shall be specified in
the plans and/or specifications by name and color.
This requirement shall include, but not limited
to, office furniture, carpeting, drapes, shop
benches.
9.0 ENVIRONMENTAL REQUIREMENTS
9.1 An "Environmental Assessment Statement" will be prepared
for submission to the U.S. Environmental Protection
Agency.
10.0 MATERIALS AND SERVICES PROVIDED BY OTHERS
10.1 Soil Borings by Construction Division.
10.2 Survey by Administration Division.
10.3 Water table observations by Construction Division.
N-12
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THI METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
Page 12 of 16
11.0 CONSTRUCTION CONSIDERATIONS ^
„»
11.1 Plant construction will have to run concurrent with
aewer construction so that plant-can be tested and put
in operation on completion of construction. The O'Hare
WRP and sewer Consultants will have to coordinate their
engineering design activities in order to arrive at
compatible systems.
12.0 GOVERNING CODES AND STANDARDS
•
12.1 MSDGC Standards, where applicable, shall be used
throughout the engineering work. In particular, the
requirement of stainless steel for handrails, doors, .
etc. shall be included in the Contract Documents.
12.2 Wherever applicable, the latest revisions of the codes,
standards, and the recommended practices of the following
organizations shall govern the design, construction,
installation, inspection, and testing of all work and
materials:
t ^ ' _
12.2.1 Institute of Electrical and Electronics
Engineers (IEEE).
i
12.2.2 National Electrical Manufacturer's Association
(NEMA).
12.2.3 National Electrical Code (NEC).
12.2.4 Insulated Power Cable Engineers Association
(IPCES)
. 12.2.5 American Society of Mechanical Engineers (ASME)
12.2.5.1 American .Tational Standards
Institute (ANSI)
12.2.6 American Society of Testing and Materials
(ASTM)
12.2.7 American Water Works Association (AWWA)
N-1S
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THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
Page 13 of 16
*
12.2.8 American Welding Society (AWS)
«•**' '
12.2.9 American Institute of Steel Construction (AISC)
12.2.10 .American. Concrete Institute (ACI)
12.2.11 Chicago Building Code
•
12.2.12 Illinois Division of Highways (IDH)
12.2.13 Instrument Society of America (ISA)
»
12.2.14 Metropolitan Sanitary District of
Greater Chicago (MSDGC)
12.2.15 Occupational Safety and Health Act
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THE METROPOLITAN SANITARY
DISTRICT OF GREATER
Page
CHICAGO
14 of 16
N-15
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THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
Page 15 of 16
DESIGN CRITERIA
•<•
O'HARE WRP
PROCESS FLOW DIAGRAM
IDENTIFICATION SHEET
T—101 Pumping Station -
T-102 Grit Chamber
T-104 Aeration Tank, First Stage
T-105 Settling Tank, First Stage
T—106 Aeration Tanks Second Stage
T-107 Settling Tank, Second Stage
T-108 Clecir Well
T-109 Chlorine Contact Chamber
T—110 Scum Dewatering Tank
P-101 Mechanically Cleaned Coarse Bar Screens
F—102 Mechanically Cleaned Fine Screens
F-103 Sand Filter
J—101 Raw Sewage Pumps
J-103 Sludge Air Lift, First Stage
J-104 Sludge Air Lift, Second Stage
J-105 Back Wash Pump
J-106 Sludge Transfer Pump #1
J-107 Sludge Transfer Pump #2
V-101 Air Blowers
PROCESS CONDITIONS (b)
Position
p (Ft H20)
F (MGD)
PO (mg/1)
BOD5 (mg/1)
DO (mg/1)
SS (mg/1)
RC (mg/1)
NH3-N(mg/l)
1
(a)
72
5-15
146
0
180
0
20
2
(a)
72
4.0
20
2.0
25
0
20
3
(a)
72
4.0
15
2.0
25
0
2.5
4
(a)
72
4.0
4.0
5.0
5.0
1.0
2.5
(a) To be determined
(b) All conditions approximate and subject to
confirmation by consultant.
N-16
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THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
Page 16 of 16
\ 9 (I
*Jc* •••< - v/
John Variakojis
Engineer of Process Planning
Robert R. Barbolini
Assistant Chief Engineer
Forrest C
Chief Engineer
Raymond R. Rimkus
Acting Chief of Maintenance and Operations
Approved as to Maintenance and Operations
Dr. Cecil Lue-Hing ^—"/
Director of Research and-^evelopment
Approved as to Researcn and Development
N-17
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THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
ADDENDUM NO. 1 of REV. NO. 4 (2/21/73)
April 10, 1973
ADDENDUM NO. 1
DESIGN CRITERIA DOCUMENT
O'HARE WATER RECLAMATION PLANT
PROJECT 67-3UO-2P
SECTION
8.8
REVISION
t; OV-Xxv- V
John Variakojis
Supervising Engineer
Robert R. Barbolini
Assistant Chief Engineer
Hugh McMillan
Acting Chief Engineer
Delete paragraph and add:
Higgins Creek will be re-
routed and enlarged within
the property to accomodate
plant effluent and upstream
storm runoff. The Contract
Documents shall be prepared
so that alternate bids are
submitted with and without
compensatory surface storage
on plant site.
Raymond R. Rimkus
Acting Chief of Maintenance and Operation
Approved as to Maintenance and Operation
Dr. Cecil
Director of Research and Development
Approved as to Research and Development
N-18
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4135.1
APPENDIX 0
(1-4) will be maintained so as to be competitive in the locality.
All data submitted shall be carefully analyzed to determine
acceptability of the system and its operation. For guidance
refer to Reference 1 of the Foreword. During the preliminary
planning stage it shall be "etermined that all details of
^ the proposed system are acceptable. Complete final drafts
> of all legal documents pertaining to the organizational
structure of ownership and operation of the system shall be
secured. During the final planning stage it shall be deter-
mined that the permanent organization for owning and
y operating the system is acceptable as evidenced by copies of
k all recorded documents pertaining thereto.
i. Sewage Treatment Plants. Residential properties located
close to the site of a sewage treatment plant may be
adversely affected in marketability. There are times when
odors may be expected, if the plant is overloaded or not
~ operated in an efficient manner. The direction of the
prevailing breeze appears not to be of major significance
since objectionable odors may be more noticeable when the
air is still. Topography, trees or undergrowth may be help-
ful. However, the best means of assuring protection against
possible odors is to provide adequate space between the
residential properties and the sewage treatment plant.
(1) Due to the variety of types of sewage plants as well as
the variations in size, topography, and climate which
may be encountered, the advice of the Sanitary Engineer
should be obtained in determining the proper location
for the treatment plant for all except the very smal1
£ and simple installations.
(2) The distance from sewage treatment plants at which
locations would be eligible for mortgage insurance
varies. When the local Health Authority requires a
minimum isolation distance, it is generally established
^ on the basis of potential health hazards to the
occupants. Since HUD-FHA must consider many other
factors, HUD-FHA's minimum is sometimes in excess of
•* that minimum distance established by the Local Health
Authority, but in no case will it be less. This
situation is no different from that encountered where
HUD-FHA Minimum Property Standards exceed local codes.
If local codes or Health Department requirements exceed
HUD-FHA requirements, then HUD-FHA would, of course,
require that the higher standards be met.
0-1
1/73
HUD-Wash., D. C.
-------
4135.1
(1-4) j. Isolation Distances. If the odors arising from sewage treat-
ment plants are objectionable and affect the desirability
and marketability of homes at a greater distance than that
prescribed for reasons of health, HUD-FHA would necessarily
have to establish a higher mirimum. The adequacy of the
sewer system, type of sewage treatment, topography, natural
or artificial screening, seasonal weather and wind conditions
are all important factors to which HUD-FHA must give careful
consideration in determining isolation distances. Since these
conditions vary widely, HUD-FHA cannot establish isolation
distances in an arbitrary manner. Each individual situation
must be carefully studied and a decision made based on all
the facts surrounding that particular case.
k. Distance and Value. The underwriting problems introduced
by sewage disposal plants are no different than those problems
introduced by other types of nuisances which produce smoke,
noxious odors, offensive noises or unsightly neighborhood
features. Within certain distances, the adverse affect of
these conditions is so great that the location would be
unacceptable. Beyond this point, acceptability of the loca-
tion could be established, but in all likelihood values in
relation to cost would be impaired. As the distance from the
nuisance increases, progressively higher values in relation
to cost would logically follow. Only findings derived from
an analysis based on a complete comprehension of this approach
can be logically supported.
(1) Sound underwriting must recognize the fact that HUD-FHA
does not arbitrarily establish a line having a reject
area on one side and an acceptable area on the other
wherein property values are not impared.
(2) It is the responsibility of the Valuation Section to
reflect the intensity of the conditions as the properties
recede from the nuisance.
1. Individual Water and Sewerage Systems. Other conditions
being equal, market acceptance is restricted when individual
water-supply and sewerage-disposal systems are installed in
a new subdivision when competitive areas in the community
are, or can be, served by acceptable public or community
systems. Water supply and sewerage disposal sometimes can be
provided by individual systems on each property within a
subdivision. However, individual water-supply systems are
0-2
1/73
HUD-Wa»h., D. C.
-------
4140.1
(5-6) The location of the shopp Ing' center should he lor tin- y,\ c.ii <•.•. I
convenience of the greatest number of p.ilrons. ll.su.illy Mir
site selected should be directly accessible fi'otu an arterl.il
or collector street with adequate provision for off-street
parking and delivery services. It has been a common specula-
tive error to locate too many shopping centers too close
together and with more land than needed, thereby creating
unfavorable influences upon adjoining neighborhoods as well as
resulting in unsuccessful commercial ventures.
f. School Sites. Based on data supplied by school authorities,
school sites should be adequate in size for present and
anticipated needs. They should be conveniently located and
have ample provision for vehicular parking space to avoid
interference with the parking needs of nearby residents.
g. Parks and Playgrounds. When large undeveloped areas adjoin
a subdivision the need for parks and playgrounds is not
always recognized. Future needs should be anticipated, and
the difficulty and expense of procuring necessary space for
parks after the area has been densely developed should be
foreseen. Parks and properly located playgrounds are a
definite asset to neighborhoods, providing a safe place for
outdoor play and recreation. Rough wooded areas that are
difficult to develop into economical dwelling sites are often
well adapted for park purposes. Furthermore, the provision
of parks and playgrounds usually benefits not only the user,
but the developer as well through the enchancement in values
of his properties. HUD-FHA encourages local authorities in
the establishment of these community facilities where
appropriate.
h. Sewage Treatment Plants. In addition to sanitary engineering
considerations, care should be exercised in selecting the
site for a sewage treatment plant. Residential properties
should be located so that they will not be adversely affected
from an aesthetic standpoint or by reason of possible odors.
There are times when odors may be expected if the plant is
over-loaded or not operated in an efficient manner or a
sewage lagoon system is used. The direction of the prevailing
breeze appears not to be of major significance since objec-
tionable odors may be more noticable when the air is still.
Topography, trees or undergrowth may be helpful. However,
the best means of assuring protection against possible odors
is to provide adequate space between the residential
properties and the sewage treatment facility.
O-3
5/73
HUD-Wash., D. C.
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230 '•'
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