EIS 77-0301 F
       UNITED STATES
       ENVIRONMENTAL PROTECTION AGENCY
REGION 5
230 S DEARBORN ST
CHICAGO. ILLINOIS 60604   DECEMBER 1976
      ENVIRONMENTAL
      IMPACT STATEMENT
                 FINAL
      TUNNEL COMPONENT OF THE TUNNEL
      AND RESERVOIR PLAN PROPOSED BY THE
      METROPOLITAN SANITARY DISTRICT
      OF GREATER CHICAGO
      CALUMET TUNNEL SYSTEM

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    FINAL ENVIRONMENTAL IMPACT STATEMENT



            TUNNEL COMPONENT OF THE

          TUNNELAAND RESERVOIR PLAN

                PROPOSED BY THE

       METROPOLITAN SANITARY DISTRICT

              OF GREATER CHICAGO
                Prepared By The

UNITED STATES  ENVIRONMENTAL PROTECTION AGENCY

                   REGION V

               CHICAGO, ILLINOIS

                      And

       BOOZ, ALLEN AND HAMILTON,  INC.

             BETHESDA, MARYLAND
 0 S. Environmental Protection Agency DECEMBER 1976
 Eegion 5, Library (5PL-16)
 230 S. Dearborn St -eet, Room 1670
 Chicago, 1L   60604
                                VALDASV7 AD,
                                DEPUTY REGION-

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                          SUMMARY SHEET


( )  Draft
(X)  Final

U.S. Environmental Protection Agency

1,  ( x)  Administrative Action
    ( )  Legislative Action

2.  Description of the Action - see Executive Summary,  pgs.  xvii to xxviii
3,  Environmental Impact - see Executive Summary,  pgs.  xxix  to xxxx
4.  Alternatives Considered - see Executive Summary,  pg.  xviii to xix

5.  Federal, State, and Local Agencies and Individuals  Notified to
    this Action

    Senator Adlai E. Stevenson, III
    Senator Charles H. Percy
    Representative George M. O'Brien
    Representative Philip M. Crane
    Representative Frank Annunzio
    Representative Abner J. Mikva
    Representative Sidney R. Yates
    Representative Dan Rostenkowski
    Representative Martin A. Russo
    Representative Candiss Collins
    Representative Henry J. Hyde
    Representative John G. Fary
    Representative Edward J. Derwinski
    Representative Morgan F. Murphy
    Representative Ralph H. Metcalfe

    Water Resources Council
    Council on Environmental Quality
    Environmental Protection Agency
        Office of Federal Activities
        Office of Public Affairs
        Office of Legislation
        Office of Water Programs Operations
        Environmental Evaluation Branch
    Department of the Interior
        Bureau of Outdoor Recreation
        Fish and Wildlife Servies
        National Park Service
        Geological Survey
        Bureau of Mines
    Department of Defense
        Army Corps of Engineers
            North Central Division
            Chicago District Office
    Department of Agriculture
        Soil Conservation Service
        Forest Service
    Department of Health, Education, and Welfare
    Department of Housing and Urban Development

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                                -2-
    Department of  Transportation
        Federal Aviation Administration
        Coast Guard
    Department of  Commerce
        National Oceanic and  Atmospheric  Administration
    Department of  Labor
        Occupational  Health and Safety Administration
    Great Lakes Basin Commission

    Governor of Illinois
    Illinois Institute for Environmental  Quality
    Illinois Environmental Protection Agency
    Illinois Division of Waterways
    Illinois Department  of Public Health
    Illinois Department  of Conservation
    State Historic Preservation Office
    Bureau of Environmental Science
    Business and Economic Development
    Bureau of Soil and Water  Conservation

    Northeastern Illinois Planning Commission
    Cook County Department of Environmental Control
    Metropolitan Sanitary District of Greater Chicago
    City of Chicago
        Department of Environment Control
        Department of Development and Planning
        Department of Aviation
    Public Libraries

    Others

6.   Dates Draft Statement made available  to:
        The Council  on Environmental Quality         July 16,  1976
        The Public                                  July 23,  1976

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EXECUTIVE SUMMARY

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                         FOREWORD
     This executive summary supplements the Draft Environ-
mental Impact Statement (EIS)  on the Tunnel Component of
TARP, specifically the segments and branches of the Calumet
Tunnel system.  Copies of the  Draft EIS may be obtained by
writing the U.S. Environmental Protection Agency, Region V,
Planning Branch, EIS Preparation Section, 230 South Dearborn
Street, Chicago, Illinois 60604; or by telephoning the TARP
project officer at (312)353-2157.

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            TABLE   OF   CONTENTS
                    Executive Summary
                                                      Page
                                                     Number
  I.  BACKGROUND INFORMATION

     1.1  Legal Basis for the EIS
     1.2  Scope of the EIS
     1.3  Identification of the Applicant
     1.4  Project History
     1.5  Objectives of TARP
  -111-

   -iv-
   -iv-
   -iv-
    -v-
  -vii-
 II.  EXISTING ENVIRONMENTAL SETTING

     2.1  Natural Environment

          2.1.1  Water Resources
          2.1.2  Land Resources
          2.1.3  Atmospheric Resources
          2.1.4  Biological Resources

     2.2  Man-made Environment

          2.2.1  Socioeconomic
          2.2.2  Land Use
          2.2.3  Sensitive Areas
          2.2.4  Financial Resources
          2.2.5  Labor Resources
          2.2.6  Transportation
          2.2.7  Major Projects and Programs
 -Vlll-

 -viii-

 -viii-
   -xi-
  -xii-
  -xii-

 -xiii-

 -xiii-
  -xiv-
   -xv-
   -xv-
  -xvi-
  -xvi-
  -xvi-
III. THE PROPOSED ACTION

     3.1  Alternative Plans
     3.2  Plan Selection
     3.3  TARP Tunnel Systems
     3.4  TARP Subsystems
     3.5  Calumet Tunnel Segments and Branches
     3.6  Cost of Tunnel System and Subsystems
     3.7  TARP Financing
 -xvii-

 -xvii-
•xviii-
  -xix-
  -xix-
 -xxii-
 -xxii-
 -xxiv-
 IV.  PRINCIPAL FINDINGS CONCERNING THE EFFECTS OF
     THE PROPOSED ACTION
 -XXIX-
  V.  CONCLUSIONS AND RECOMMENDATIONS

                           -ii-
-XXXIX-

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                 I.  BACKGROUND INFORMATION
     This chapter first defines the legal basis and the  scope
of the EIS and then describes .the authority and program  of  the
applicant for EPA funding/ the MSDGC.  Finally, the history
and objectives of the Tunnel and Reservoir Plan  (TARP) are
reviewed.  This chapter of the executive summary  corresponds
to Chapter I of the .environmental impact statement (EIS).
1.1  LEGAL BASIS FOR THE EIS

     The U.S. Environmental Protection Agency  (EPA)  is  the
administering agency for a major Federal environmental  pro-
gram entitled "Grants for Construction of  Treatment  Works."^
This program allows the EPA Administrator  to provide finan-
cial aid to any state, municipality,  intermunicipal  agency,
or interstate agency for the construction  of publicly owned
water pollution control facilities.   The program  will en-
courage reduction of point sources of water pollution and
improve national water quality.

     The EPA's granting of funds for  a water pollution  con-
trol facility may require an EIS.  Each proposed  water  pollu-
tion control facility is evaluated on a case-by-case basis
by the appropriate EPA regional office to  determine  whether
the proposed facility is expected to  have  significant en-
vironmental effects or be highly controversial.   The EPA has
prepared this EIS because it expects  the environmental  ef-
fects of the tunnel system to  be significant.

     This EIS is being issued  pursuant to  PL 91-90,  the
National Environmental Policy  Act  (NEPA) of 1969, and Exe-
cutive Order 11514, "Protection and Enhancement of Environ-
mental Quality" dated March 5, 1970.  Both NEPA and Execu-
tive Order 11514 require that  all Federal  agencies prepare
such statements in connection  with their proposals for  major
Federal actions significantly  affecting the quality of  the
human environment.
     Authorized by Title II, Section 201(g)(l), of the Federal Water
     Pollution Control Act Amendments of 1972, Public Law 92-500 (FWPCAA)
                             -ill-

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     This EIS has been prepared in accordance with the
regulations and guidance set forth in the President's Council
on Environmental Quality (CEQ)  Guidelines dated August 1, 1973,
and the EPA's Final Regulations 40 CFR-Part 6, dated April 14,
1975.
1.2  SCOPE OF THE EIS

     The EIS addresses the cumulative effects of constructing
and operating three conveyance tunnel systems which are part
of the total Tunnel and Reservoir Plan (TARP) proposed by
MSDGC.  These three tunnel systems are:

          Mainstream  (59th Street to Addison Street)
          Calumet
          Lower Des Plaines.

Where appropriate, this statement also assesses the effects
associated specifically with the Calumet Tunnel system route.
Two other statements  address separately the  effects associated
with  the Mainstream Tunnel  system and the Lower Des Plaines
Tunnel  system.  The Mainstream statement has already been
developed and  issued, whereas the Lower Des  Plaines statement
is currently in the development  stage.  These tunnel systems
comprise what  is  referred to in  the  statement as  "TARP, Phase I.

      The  subject  of  these statements is  confined  to the  tun-
nel systems  and their associated components  because EPA  is now
considering  whether  to grant  funds  to construct these  tunnels
under its water pollution control authority. Other compo-
nents of  TARP, including the  reservoirs,  flood relief  tun-
nels, instream aeration, and  wastewater  treatment plant  im-
provements,  are either ineligible for EPA funding or  are  not
now under consideration for construction grants.   Therefore,
these other  components are  not  considered to be part  of  the
proposed  action under review.   The  effects of these other
components on  water  quality and the likelihood of their  being
financed  is  analyzed  in this  EIS in order to provide  a con-
text  for  evaluating  the significance of  the  water quality
improvements expected from  the  three tunnel  systems.


1.3   IDENTIFICATION  OF THE  APPLICANT

      The Metropolitan Sanitary  District  of Greater Chicago
 (MSDGC) is the construction grant applicant  for the compo-
nent  of Tunnel and Reservoir  Plan  (TARP)  addressed by  this
EIS.   The MSDGC was  organized in 1889  under  an act to  create
sanitary districts to remove  obstructions in the  Des Plaines
                            -iv-

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and Illinois Rivers.1  Under the provisions of the act, the
MSDGC is responsible for providing surface water and sewage
drainage within the District's boundaries, which it does by
constructing necessary facilities, conveyance systems, and
treatment plants.  The MSDGC is authorized to treat waste-
water, either totally or partially, from any municipality
within its designated jurisdiction, as well as to own and      *
operate all wastewater facilities located within the MSDGC
jurisdiction.                                                  .

     The MSDGC service area is approximately 860 square miles.
Approximately 44 percent of this area, or 375 square miles,
is served by MSDGC-owned combined-sewer systems  (see Figure  1-1)
in which wastewater or sewage collected in local sewer systems
is conveyed to treatment plants.  These systems  serve 120
municipalities which have a total population of  approximately
5.5 million.  The District owns and operates 70.5 miles of
navigable canals, 6 wastewater treatment plants, and approxi-
mately 440 miles of intercepting sewers.  The three major
plants (North-Side, West-Southwest, and Calumet) in the MSDGC
service area have a secondary capacity of over 1,750 million
gallons per day  (MGD).  The remaining plants have a combined
tertiary capacity of over 70 MGD.  A water reclamation plant,
the John F. Egan plant, is presently under construction and
will have a capacity of about 30 MGD.


 1.4   PROJECT HISTORY

      The MSDGC initiated its wastewater facilities planning
 study in September 1967,  with a ten-year clean-up and flood
 control  program.  The  objectives of the program are to solve
 the  District's flooding problem, protect Lake Michigan from
 further  pollution,  and improve the water quality of rivers
 and  streams in the Chicago metropolitan area.   The Tunnel
 and  Reservoir Plan (TARP)  has evolved from this ten-year
 program.

      Concerned officials from the State of Illinois, Cook
 County,  the MSDGC,  and the city of Chicago reactivated a
 Flood Control Coordinating Committee (FCCC)  in November 1970
 to investigate the pollution and flooding problems in the
 Chicago  metropolitan area.   The Committee's primary assign-
 ment was to develop a viable plan to minimize the area's
      Illinois Revised Statutes, Chapter 42,  Section 320,  approved
      May 29, 1889.
                            - v-

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                                    FIGURE 1-1
                        Metropolitan  Sanitary District
                               of Greater Chicago
                                  Service Area
SERVICE AREA OF WISDGC
COMBINED-SEWER
SERVICE AREA .
BOUNDARY
                     -VI-

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pollutant discharges and the flooding caused by overflows
of mixed sewage and wastewater.  Another priority item in
the plan was elimination of the need to release polluted
river and canal flood waters into Lake Michigan.  The Com-
mittee's plan was to address the combined-sewer area within
Cook County, covering 375 square miles.  The deliberations
and studies of the FCCC and of a technical advisory commit-     *
tee which they formed resulted in the selection of TARP as
less costly and more environmentally acceptable than the        .
other plans they evaluated.  The Committee then initiated
additional studies to develop and refine TARP.


1.5  OBJECTIVES OF TARP

     A primary objective of TARP is to improve surface water
quality within the planning area.  TARP is designed to meet
the standards set forth in the "Water Pollution Regulations
of Illinois."1  These regulatory standards were established
for three surface water-use classifications:   (1) General
(primary body contact),  (2) Public and Food Processing
(drinking water), and (3) Secondary Body Contact and Indigenous
Aquatic Life.  All surface waters in the State of Illinois
have been given a water-use classification by the Illinois
Pollution Control Board  (IPCB) and should comply with the ap-
propriate water quality standards.  Details of these standards
are presented in Chapter II of this EIS.  Other important
objectives of TARP are to:

          Preserve the health and well-being of the population
          Prevent further pollution of Lake Michigan due to backflow
          Utilize treated waste byproducts
          Prevent flooding.

     The final TARP is a combination of several alternative
plans designed to collect urban runoff during all wet wea-
ther conditions except those storms of a magnitude equal to
the three most severe storms recorded to date by the U.S.
Weather Bureau Service.
                            - vii-

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             II. EXISTING ENVIRONMENTAL SETTING
     To provide a basis for assessing the impacts of a pro-
posed project, an EIS initially describes the existing natural,
social, economic, and cultural setting of the area which
may be affected by a project.  This chapter summarizes the
major findings of the EIS with respect to the natural and
man-made environments of the Chicago metropolitan area.  This
chapter is divided into two sections which correspond to
Chapters II and III of the EIS text:  Natural Environment
and Man-made Environment.
2.1  NATURAL ENVIRONMENT

     The existing natural environment of the Chicago area
summarized in this section focuses on those features rele-
vant to impact assessment of the proposed TARP project.  This
section is divided into the following categories:

          Water Resources
          Land Resources
          Atmospheric Resources.
2.1.1  Water Resources

     The surface water systems of the Chicago area consist
of a network of rivers and canals whose natural flow into
Lake Michigan is controlled by a series of locks.  These
surface water systems include the Chicago River, the Sanitary
and Ship Canal, the Calumet River system , and the Des Plaines
River system.  Lake Calumet and Lake Michigan also constitute
an important part of the area's surface water resources.

     The quality of the surface water systems is affected by
steady-state effluent discharges and by injections or dis-
charges of polluted wastewaters.  The polluted wastewater
results from overflows of combined-sewer systems during rain-
fall events of nominal size  (approximately 0.1 inches or
greater).  The frequency of these rainfall events is approxi-
mately 100 times per year, and the  resulting overflows are
discharged directly to the Chicago  area's streams and rivers.
                            -viii-

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Pollutant concentrations in the  streams and  rivers presently
exceed water quality  standards established by the State  of
Illinois  Pollution Control Board.   Concentration ranges  of
various pollutants in the Chicago  area's surface systems are
presented in Table II-l.  Further  details on the water quality
of specific water systems are presented in Section 2.1.1 of
the EIS.
                          Table II-l
          Summary of Pollutant Concentration  Ranges
             in Chicago's Surface Water Systems

Pollutant
Dissolved oxygen (DO)


Biochemical oxygen
demand (BOD)
Ammonia (as N)

Suspended solids (SS)


Chicago River —
Sanitary and
Ship Canal System
1.2 to 7.7 rog/1



5.2 to 9.2 mg/1
0.8 to 6.2 ing/1

19 to 54 mg/1

(counts/100 ml)

Calumet River
System
3.9 to 9.0 mg/1



4.1 to 7.3 mg/1
1.3 to 13 mg/1

12 to 73 mg/1

(counts/100 ml)

Des Plaines
River System
6.0 to 10 mg/1



5.0 to 6.7 mg/1
0.3 to 1.2 mg/1

29 to 68 mg/1

(counts/100 ml)
Applicable Illinois
Secondary
Contact
5.0 mg/11
4.0 mg/1 (1978)2
3.0 mg/1
4.0 ng/1 min.1
2.0 mg/1 min.
4-20 mg/14
4.0 mg/1 (winter)
2.5 mg/1 (summer)
5-25 mg/15
,

Standards*
General
Use
6.0 mg/1
5.0 mg/1 min.3



4-20 mg/14
2.6 mg/13

5-25 mg/15
.,

 *  Effluent discharge standards apply if water quality standard is not designated.
 1  North shore channel Standards
 :  Cnicago River-Sanitary and Ship Canal System and calumet River system.
 :•  General Use standard applicable to Des Plaines River system.
 4  4 mq/1-Hanover, Egan, and C'Hare Sewage Treatment Plants
    10 rog/1-WSW and .Calumet Sewage Treatment Plant
    20 mci/1-Lemont Sewage Treatment Plant
 5  5mq/l-Hanover, Egan, and O'Hare STP
    12mg/l-KSW and Calumet STP
    25rcg/l-Lemont STP

      Serious  public health problems  involving contamination
of  Chicago's  drinking water supply has  led to implementation
of  regulatory measures to  protect Lake  Michigan, an important
drinking water  resource, from pollution.   Locks and gates have
been  installed  to divert river flows away from Lake Michigan,
allowing eventual drainage into the  Illinois River.   Lake
Michigan supplies most of  the drinking  water for the Chicago
area.   The withdrawal  amount  is approximately 1,600 cubic
feet  per second (CFS), and the maximum  amount that can be
withdrawn from  Lake Michigan  is 3,200 CFS.l  This  withdrawal
limit, or allotment,  is presently divided into three usage
types:  domestic water supply,  indirect waterway diversion,
and direct waterway diversion.   The  diversion usages allow
improved effluent dilution and improved navigation.
      Supreme Court Decision.
                              -ix-

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     In the Chicago metropolitan area, there are two main
aquifer systems:  the upper aquifer, which consists of gla-
cial drift and dolomites, and the lower aquifer, which con-
sists of dolomite and sandstone formations.  Unconsolidated
Quaternary deposits and Silurian dolomites of the upper aqui-
fer are hydraulically connected and function, in most areas,
as a single water-bearing unit.  Clayey deposits in the gla-
cial drift act as confining layers to create artesian condi-
tions in the upper aquifer.  The lower aquifer includes dolo-
mite and sandstone formations extending from the base of the
Maquoketa Group to the top of the Eau Claire shales of the
Cambrian system.  The average thickness of the upper aqui-
fer and lower aquifer is approximately 400 feet and 1,000
feet, respectively.  The sources of recharge for the ground-
water in the upper aquifer are infiltration of precipitation
and influent streams.  The lower aquifer is recharged in
parts of McHenry, Kane, and De Kalb Counties where the
Maquoketa Group outcrops, and further west where the Group
has been removed by erosion.  With respect to using the
aquifers as a water resource, studies indicate that the
lower aquifer is capable of producing about 25 Million Gal-
lons per Day (MGD) and the upper aquifer is capable of a
potential yield of 108 MGD.

     Discharges into the waterways of the Chicago area ori-
ginate from several sources, including:  wastewater treat-
ment facilities, industrial plants, and combined-sewer over-
flows.  Six wastewater treatment facilities currently dis-
charge treated water to existing waterways.  The outfalls
are located adjacent to the facilities.  Most of these faci-
lities are in compliance with the BOD and SS effluent
standards  (under present permit conditions), and two smaller
plants are within the ammonia-nitrogen standard.  With re-
spect to industrial plants, wastewater is conveyed to treat-
ment plants and processed before discharging.  The industrial
waste load averages approximately 195 MGD or equivalent to a
population of 4.5 million.  Combined-sewer overflows, which occur
about 100 times per average year, inject pollutants in large
amounts into waterways at approximately 640 outfall points in the
Chicago area.  During such events, minimum Illinois water quality
standards established for restricted-use waters are not met.

     Numerous water resource management programs have been
initiated to address the flooding and/or pollution problems
of the Chicago area.  These programs have been or are cur-
rently being conducted either regionally or locally.  A few
of these programs include:  the Section 208 Areawide Waste
Treatment Management Planning program, the Chicago-South
End of Lake Michigan study  (C-SELM), the City of Chicago
                            -x-

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Sewer Construction program, Thornton Quarry Flood Control
project, and the Chicago Metropolitan Area River Basin Plan
(CMARBP).
2.1.2  Land Resources

     The Sanitary and Ship Canal and the Calumet-Sag Channel
have significantly altered the natural drainage patterns        .
which are from west to southwest in the area near Lake Michigan.
Prior to construction of the Canal and Channel, the drain-
age flow was toward Lake Michigan.  The flow is presently
toward the Chicago River and the Sanitary and Ship Canal,
which drain into the Illinois Waterway system.  The overall
low relief of the MSDGC combined-sewer system area makes it
prone to flooding caused by sewer system backups and/or over-
bank flows.  The areas with the highest overbank flooding
potential lie along the North Branch-Chicago River and in
the Calumet River system.

     The Chicago area lies on the broad, gently sloping, north-
westerly-trending Kankakee Arch.  This arch, which connects
the Wisconsin Arch to the northwest with the Cincinnati Arch
to the southwest, separates the Michigan Basin from the
Illinois Basin.  The northeast sector of the Chicago area
lies on the northeastern side of the Kankakee Arch, while
the southwestern sector of the Chicago area lies on the
southwest flank of the Arch.  In the Chicago area, overall,
a number of gentle east-west-trending folds are superimposed
on the area's broad regional geologic structures.  Numerous
minor faults and several major faults have been mapped, in-
cluding:  the Sandwich fault near Joliet and the Des Plaines
disturbance near the community of Des Plaines.  The upper-
most 500 feet of rock layers, particularly the dolomites
and shales between the top of the Racine formation and the
base of the Brainard formation, will be relevant to the pro-
posed construction of the TARP tunnel systems.  The surface
layer (glacial deposits) has an average thickness of approxi-
mately 80 feet.  Drop shaft and construction shaft installa-
tions will be constructed within this layer.

     Based on 175-year historical earthquake records, four
major earthquakes occurred within 100 miles of Chicago with
intensities equal to or greater than MMI VIII  (Modified
Mercalli Intensity scale).  These earthquakes originated at
Fort Dearborn (Chicago)   (1804), near Rockford  (1909), near
Aurora (1912), and near Amboy (1972).  Within the MSDGC
combined-sewer service area, there are 30 faults with moder-
ate vertical displacement characteristics and 86 minor
faults with small vertical displacement characteristics.
                            -xi-

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2.1.3  Atmospheric Resources

     Air quality in the Chicago metropolitan area is pres-
ently monitored by the city of Chicago Department of Environ-
mental Control and the Cook County Department of Environ-
mental Control.  A total of 61 monitoring stations have been
established in Cook County; 30 of these are located within
the city limits of Chicago.  Based on the 1974 Annual Air
Quality Report published by the State of Illinois EPA, am-
bient air quality standards were frequently violated at one
or more stations.  The pollutant standards violated include:
sulfur dioxide, particulate matter, carbon monoxide, hydro-
carbons, and photochemical oxidants (measured as ozone).

     The existing outdoor noise levels in most areas of
Chicago  are caused mainly  by  street traffic.  Other noise
sources include trains, aircraft, and industrial plants in
city areas, and power lawn mowers, power tools,  and other
motor-driven equipment in residential areas.  Based on a
recent EPA study, typical noise levels for the Chicago area
ranged from 36.3 dBA  (decibels-A scale)  (night)  to 106.2
dBA  (day).  The day-night level  (Ldn) ranged from 59.0 dBA
to 71.2 dBA (overall  average).


2.1.4  Biological Resources

     Many species of wildlife reside in or migrate to the
forest preserves, parks, and other natural areas in the
Chicago region.  Over 200 species of birds have been sited
in these areas and about half of these species are the mi-
gratory and waterfowl type.  Common mammals residing in the
preserves include:  whitetail deer, eastern cottontail,
opossum, racoon, gray squirrel, red fox, and woodchuck.
Approximately 40 species of reptile and amphibian can also
be found in the Calumet area.  A comprehensive list of the
wildlife species is provided in Appendix J of the EIS.

     Aquatic life in  the rivers and streams of the Calumet
watershed is currently limited to pollution-tolerant or
hardy species.  Poor water quality conditions of these
waterways have reduced the diversity and abundance of
aquatic life.   The major species of fish in the watershed
include:  central mudminnow, white sucker, carp, goldfish,
stone-roller,  creek chub, bluntnosed minnow, fathead minnow,
golden shiner, black  bullhead, largemouth bass,  green sun-
fish, bluegill, pumpkinseed, sunfish  (lepomis),  Johnny
darter.
                           -xii-

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     The natural vegetation normally found in the natural
areas of the Calumet Tunnel project area consists of a
modified form of the beech-maple forest, in the more moist
areas, and Oak-hickory forests in the more open areas.  The
transitional flora between these two forest types include
maple-basswood and maple-basswood-red oak forest.  A recent
survey was conducted along the Little Calumet River, and a
few areas in a natural state were found.  Natural vegetation
was observed near Kennedy Avenue, Cline Avenue, Coifax Street,
and Burr Street in which the majority of species were cotton-
woods, poplars and willow with occasional oak, maple, and
mulberry.  Wetland areas along various streams are predomi-
nated by willow species, eastern cottonwood, and yellow
poplar.  Various grasses, forbs, cattails, arrowheads, and
nettles are also common.
2.2  MAN-MADE ENVIRONMENT

     The various components related to man's activities in
the Chicago area are summarized in this section.  Thase com-
ponents include:  Socioeconomic, Land Use, Sensitive Areas,
Financial and Labor Resources, Transportation, and Major
Projects and Programs.


2.2.1  Socioeconomic

     The Chicago metropolitan area has experienced growth
and "change in its demographic profile similar to other major
cities in the United States.  Chicago, the third largest
standard metropolitan statistical area  (SMSA) in the United
States, has experienced typical population redistribution
trends within the SMSA.   The close-in suburban jurisdic-
tions grew rapidly during the 1950's from a substantial in-
migration of population from the south and an out-migration
of people from the city of Chicago.  During the 1960's, the
counties adjacent to Cook County urbanized rapidly.  Con-
tinued redevelopment of the City, when combined with smaller
household trends, uncertainties regarding energy availability
and cost, and the increasing cost of suburban new construction,
should result in a strengthening of the urban centers and a
lessening of the outward population movements.  Chicago's
population is expected to stabilize after 1980.

     Contract construction income accounts for less than
eight percent of total earnings in the Chicago region.  While
average monthly wages for construction employment are high
relative to other industries in the Chicago region, total
                            -Xlll-

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earnings from contract construction have ranged from 6.5 to
7.7 percent of total earnings over the period 1950 to 1971.
The construction industry is heavily unionized, and the
current union hourly wage rate averages $11.02.   (Refer to
Table III-6 of the EIS).

     The Chicago area has traditionally sustained strong
construction activity in the public and private sectors.
Major public redevelopment projects have stimulated private
investment and development, particularly within the city of
Chicago.  Construction employment opportunities have thus
attracted and created a large construction labor force.  Con-
struction employment in the Chicago SMSA numbered 136,897
people in 1970 or approximately 4.8 percent of the total
employed.  Construction employment in the Chicago SMSA ac-
counted for 61 percent of total construction employment in
the State of Illinois.  The Chicago area construction work
force is highly flexible and can expand rapidly, given the
demand for construction services.
2.2.2  Land Use

     The predominant land use bordering the Calumet Tunnel
route can be characterized by its industrial zoning in which
large portions of land are underutilized and vacant.  There
are a few small residential areas bordering the tunnel route.
Rock taken from the tunnel will probably be disposed of at
McCook, Stearns, and Thornton quarries. ' Sludge will be dis-
posed of at a number of sites or by a number of programs,
including:  the Fulton County project, NuEarth, broker sales,
Lawndale Lagoons, and other landfills.

     The land areas bordering the proposed tunnel route are
expected to remain generally the same along the main and
branch segments.  New recreational park development along
the riveredges are envisioned as a land enhancement move-
ment by the communities in the Calumet area.

     Redevelopment plans may also call for the strengthening
of various industrial areas.  Industrial uses along the
Calumet-Sag Channel are likely to continue because of the
need for low cost water transport.  Improved water quality
in the rivers and the channel plus storm water management
would enhance improvement of industrial areas.
                            -XIV-

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2.2.3  Sensitive Areas

     There are no known archeological or historically  signi-
ficant sites adjacent to or within the Calumet Tunnel  route.
MSD is presently investigating areas adjacent to planned
tunnel routes.  There are selected sites of historic and
architectural interest within the vicinity of the tunnel
route, but none within the immediate 500-foot impact area
of the tunnel.  These sites are listed in Chapter III  of
the EIS.
2.2.4  Financial Resources

     Financial resources are currently available  to  fund  the
Calumet Tunnel system.  TARP's Phase I tunnel  system cost
breakdown is approximately $1.03 billion-'-  for  water  pollu-
tion elements and $0.81 billion for flood  control measures.
Operation and maintenance of TARP has been estimated at
$13 million annually.  The estimated cost  of the  Calumet
system alone is $378.2 million, with an annual maintenance
cost of $2.5 million.

     Analysis of the funding resources required to finance
the Calumet Tunnel system reveals that sufficient funds
are currently available from the Federal Government,  the
State, and the MSDGC.  (See Section 3.3.1'of the  EIS).
Additionally Federal Water Pollution Control funds of ap-
proximately $290.0 million will be required to meet  the
implementation plan for the other conveyance tunnel  systems..
In view of the sound fiscal posture of the MSDGC, the high
funding priority assigned TARP by the State, and  the very
conservative estimates of future Federal appropriations,
it can be reasonably assumed that future financing require-
ments can be satisfied.

     Maintenance costs can either be  covered  through an ad
valorem property tax, or through a  user  charge system based
on water consumption.  EPA favors the latter  approach and
has awarded the MSDGC two grants to develop  such  a  user
charge system.
     Cost estimates based on values presented in MSDGC"s "Facilities
     Planning Study—MSDGC Overview Report," Revised, January 1975.
                            -xv-

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 2.2.5   Labor  Resources

     Labor  resources  are  considered  adequate  to  meet con-
 struction and implementation  needs of  TARP  and other proj-
 ects.   The  diversified  labor  force in  the Chicago metro-
 politan area  is  vulnerable to economic recession because
 of  the  emphasis  upon  manufacturing and nonservice employ-
 ment.   Thus,  while  national unemployment was  about 8.4  per-
 cent in the third quarter of  1975, Cook County had a 9.6
 percent rate, and the  city of  Chicago sustained a 11.2 per-
 cent rate of  unemployment.  Increasing productivity rates
 and an  expanding labor  force  should  contribute to keeping
 Chicago unemployment  levels higher than the national rate
 for the next  few years.   Therefore,  new employment oppor-
 tunities presented  by TARP and other projects should not
 experience  a  shortage of  labor resources.

     The labor force  is predominantly  male, with white
 collar  workers comprising 53  percent of the labor force in
 the SMSA.
2.2.6  Transportation

     Implementation of the Calumet Tunnel system will in-
volve the use of roadways and waterways.   Trucks carrying
rock and spoil material from construction sites will utilize
several surface streets and expressways in reaching the
quarry or disposal site.  The roadways range from dirt roads
to six-lane divided highways.  The Calumet Tunnel route also
is proximate to major waterways; the Calumet River, the Little
Calumet River, and the Calumet-Sag Channel.  Waterborne com-
merce is important to the Chicago economy; of the 46.2 million
tons of waterborne freight traffic handled by the Port of
Chicago, an average of 37 percent or 17.1 million tons are
moved over the inland waterways annually.


2.2.7  Major Projects and Programs

     There are no planned major projects  and programs pro-
posed over the next 10 years in the vicinity of the Calumet
Tunnel route.  Possible projects and programs that could de-
velop during this period would consist mainly of transpor-
tation system improvements.   Other possible public projects
include the proposed acquisition of rights-of-way along the
northern segment of the Calumet River.  These rights-of-way
are privately owned, and used by Commonwealth Edison and Natural
Gas Pipeline Company of America for energy transmission.  The
intent of the public acquisition would be to establish a per-
manent utility corridor to more efficiently service growing
energy demands.


                           -xvi-

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              III.  THE PROPOSED ACTION
     Identifying and defining a plan and its systems and
subsystems establishes the proposed action for which the en-
vironmental setting is described and the environmental im-
pacts are assessed.  The proposed action identified and de-
fined for this EIS is the Phase I conveyance tunnel systems
and their associated subsystems only.  The planned storage
reservoirs, waste treatment plant upgrading and expansion,
on-line reservoirs, and instream aeration facilities were
not included.

     The information presented in Chapter IV and V of the
EIS is summarized in this chapter and divided into seven
parts:

          Alternative Plans
          Plan Selector
          TARP Tunnel Systems
          TARP Subsystems
          Calumet Tunnel Segments and Branches
          Cost of Tunnel System and Subsystems
          TARP Financing.
3.1  ALTERNATIVE PLANS

     Many plans to resolve the Chicago area's flooding and
water pollution problems were developed during the past two
decades by concerned government agencies, local organiza-
tions, and individuals.  At first, the plans focused prima-
rily on the flood control problem, however, as water quality
conditions in the area worsened, more emphasis was placed
on controlling the water pollution.  A total of 23 plans
were formulated, and many were evaluated in detail by a
Flood Control Coordinating Committee  (FCCC), consisting of
representatives from the State of Illinois, Cook County,
the MSDGC, and the city of Chicago.

     In screening the alternative plans, the FCCC established
overall flood and pollution control objectives which pro-
vided a basis for evaluating alternative plans.  A plan was
automatically rejected if it did not:
                         xvii

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          Prevent all backflows to Lake Michigan to protect
          water supply resources

          Reduce pollutant discharges caused by combined-
          sewer overflows

          Reduce flooding in the combined-sewer and down-
          stream areas.

     In the initial screening, 6 plans were eliminated and
the remaining 17 were modified to meet the objectives more
fully as well as to provide a more quantitative basis for
comparison.  The modifications were referred to as MODS,
and consisted basically of a combination of different sto-
rage capacities and waterway improvement actions.  The
resulting MODs yielded 51 alternative subsystem plans, or
subplans, to be evaluated by the FCCC.  In the next screen-
ing phase, the FCCC defined eight principal parameters,
including capital costs (1972 dollars), estimated annual
operating and maintenance costs (1972), project benefits,
land acquisition acreage, underground easement requirements,
resident and business relocations, construction impacts,
and operation impacts.  A technical advisory committee was
organized by the FCCC to evaluate the modified alternatives
in detail using the eight parameters.  The advisory commit-
tee's interim report, "Evaluation Report of Alternative
Systems," recommended a 50,000 acre-feet (ac-ft) storage
level, which was part of the modified alternative designated
as MOD 3.  After reviewing the report, the members of the
FCCC unanimously concluded that the flood and pollution con-
trol plan should be in the form of one of the four Chicago
Underflow plans developed (four of the seventeen plans) or
a combination of these plans, along with the recommended
storage level.  The FCCC stated that, "These alternatives
are less costly and more environmentally acceptable to the
community than any of the other plans presented.  Detail
studies along the lines of these alternatives should pro-
ceed to develop the final plan layout."
3.2  PLAN SELECTION

     In August 1972, the FCCC members presented their final
recommendations in a report with seven technical appendices.
The report recommended consolidating the favorable features
of the four Underflow plans into the Tunnel and Reservoir
Plan (TARP).  TARP was developed further and refined, then
                          -xviii-

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evaluated in detail with four selected alternatives and the
"no-action" alternative.  In this evaluation/ 15 significant
environmental impact parameters were identified as the basis
for evaluation.  The FCCC concluded that very few negative
impacts are expected for any of the alternatives incorporat-
ing conveyance tunnels, and that adverse impacts will occur
if the "no-action" alternative is chosen.  The FCCC also con-  "
eluded that the construction impacts of all plans on the en-
vironment will most likely be relatively short-term and local-.
ized.  Finally, the beneficial impacts of the plans will far
exceed the adverse impacts.  Within"*the scope of the FCCC
analysis, TARP had the highest ranking and was selected as
the most suitable plan to solve the flood and pollution prob-
lems of the Chicago metropolitan area.

     TARP would provide the most benefits for the lowest
cost and the least adverse environmental impacts.  Field
studies and subsurface exploration programs further refined
the plan; however, they did not change the original TARP
concept.  They were conducted only to optimize overall sys-
tem effectiveness.  Presently, TARP will enable collection
of runoff water resulting from all but three of the severest
rainfall storms recorded during the past 21 years.


3.3  TARP TUNNEL SYSTEM^

     The four tunnel systems that are ~a part of the Tunnel
and Reservoir Plan are  the Mainstream, Calumet, Lower Des
Plaines, and O'Hare systems.  Each system is a completely
independent operating unit with collection,  storage, convey-
ance, and treatment capabilities.  Figure III-l shows the
present routes and layout of these systems relative to the
MSDGC combined-sewer service area, the MSDGC overall service
area, and Cook County.  Each of the TARP systems  shown in
the figure consists of  three component systems:   reservoirs,
conveyance tunnels, and sewage treatment plants.  A total
of three reservoirs, 120 miles of conveyance tunnels, and
four sewage treatment plants are included in the  plan.

     The TARP systems have two basic features which play a
major role in solving the flood and pollution problems.
First, the combined storage capacity of the plan  is almost
136,800 ac-ft of which  127,600 ac-ft of the  total is reser-
voir capacity and 9,200 ac-ft is tunnel capacity.  The
planned treatment capacity of TARP will be approximately
2,240 MGD.  Second, over 640 existing overflow points
will be eliminated within the MSDGC combined-sewer service
area by the TARP systems.
                            -xix-

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            FIGURE  III-l
     Tunnel and Reservoir Plan
     System Layout  and  Routes
-XX-

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     The proposed locations for the three reservoirs are:
McCook quarry, Thornton quarry, and an area northwest of
O'Hare International Airport.  The conveyance tunnels,
located 150 to 290 feet below ground level, will be con-
structed under existing waterways and public rights-of-way.
Of the sewage treatment plants, three of the four plants
are currently activated sludge_plants with a combined
planned capacity of approximately 2,150 MGD.  The remaining
plant is the proposed O'Hare-Des Plaines plant which will
have a treatment capacity of over 70 MGD.  A water reclama-
tion plant, the John F. Egan plant, is presently under con-
struction and the capacity will be 30 MGD.
3.4  TARP SUBSYSTEMS

     The subsystems common to all TARP tunnel systems in-
clude drop shafts, collecting structures, and pumping sta-
tions.  The drop shafts range from 4 to 17 feet in diameter
and have two basic designs.  One design features a slotted
inner wall to assist in aerating the incoming water.  The
wall separates the air shaft from the water shaft and allows
air either to enter or to escape while water is flowing in
or being pumped out.  The other design features a separate
air shaft, to be installed in areas where high overflow rates
prevail.  The inside diameter of this drop shaft design
ranges from 10 to 17 feet.

     Approximately 640 collecting structures will be con-
structed to collect the overflows at established locations.
The collecting structure basically consists of a diversion
unit at the overflow point and a connecting pipe to the
drop shaft entrance chamber.  Most of the new structures
will be constructed near curbs or in low points adjacent to
major public thoroughfares.

     Pumping stations will be constructed underground at the
end of all conveyance tunnel routes and adjacent to all sto-
rage reservoirs.  These stations permit a rate of dewatering
of the tunnels and reservoirs which will allow a full tunnel
or reservoir to be emptied within two to three days.  The
stations will also be used to transport bottom sludge dredged
from reservoirs to treatment facilities.
                            -XXI-

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3.5  CALUMET TUNNEL SEGMENTS AND BRANCHES

     The Calumet system of TARP consists of:  one waste
treatment plant with a total capacity of approximately 220
MGD; over 37 miles of conveyance tunnel with a storage
volume of 1,690 ac-ft; and one main storage reservoir with
a maximum capacity of 40,900 ac-ft. The component subsys-
tems associated with the Calumet system include  59 drop
shafts; over 100 collecting structures; and two  pumping
stations located near the Calumet Sewage Treatment Plant
and the intersection of the Torrence Avenue and  plant-to-
Calumet city Tunnels.  The system and its component sub-
systems will be constructed in two phases.  In Phase I,
approximately 30 miles of tunnel will be constructed, and
in Phase II, the remaining 7 miles will be constructed.
The Phase II tunnel route is parallel to the Indiana Avenue
segment of the Phase I tunnel, as shown in Figure III-l,
and it will be used as a relief tunnel.

     This EIS addresses the Phase I segments and branches
of the Calumet system and focuses only on the conveyance
tunnel system.  The overall length of this tunnel system
is approximately 30 miles.  The subsystems associated with
it include 59 drop shafts, 5 construction shafts, 22 access
shafts, 101 collecting structures, and 2 pumping stations.
3.6  COST OF TUNNEL SYSTEM AND SUBSYSTEMS

     The MSDGC estimated cost  of a 10-foot diameter tunnel
in rock with nominal aquifer protection is $200^ per lineal
foot.  In rock with high quality aquifer protection, the
cost is $230.  Tunnel cost for soft ground construction is
$350.  Similarly, for a 35-foot diameter tunnel, the esti-
mated costs are $1,030, $1,090, and $1,680 per lineal  foot,
respectively.

     Large rectangular tunnels adjacent to construction shafts
will be excavated by the drill and blast method  and  the estimated
cost with nominal aquifer protection  is $2,090 per lineal foot
1    MSDGC, January 1975.

2    All  cost figures presented in this  section ars based on 1972 values.
                          -xxii-

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for a 30-foot square tunnel.  The  same  type and size of tun-
nels with high quality aquifer protection would cost an esti-
mated $2,170 per lineal foot.

     The tunnel costs estimated  above include the following
base figures:

          Cost of muck disposal,  estimated to be $4.00 per
          solid cubic yard

          Nominal grouting   for  control of infiltration
          during construction, estimated to be $0.30 per
          square foot of  tunnel  wall

          Access and ventilation shaft construction

          Ventilation and hoist  equipment

          Grout and grout inspection equipment

          Average aquifer protection costs.

Additional grouting for aquifer  protection in unlined tun-
nel segments in the upper aquifers is estimated to cost
$1.50 per square foot of  tunnel  wall.  This grouting would
be provided to a depth of about  one tunnel diameter beyond
the excavated tunnel limit.

     The total construction cost for all the Phase I TARP
tunnel  systems is approximately  $567 million.  The estimated
total costs for the subsystems  are:  $93 million for collect-
ing/connecting structures,  and  $38 million for pumping
stations.  These subsystem  costs are based on the following:

          Collecting Structures  and Connecting Lines.  The
          cost of the near-surface collection structures
          leading to the  drop shafts includes the gravity
          interceptor sewers and the necessary connecting
          structures.  Table III-l lists the costs for these
          subsystems with respect to the TARP tunnel systems.
     Grouting is a procedure whereby a mixture of cement and water is
     injected under pressure into a drilled hole that intersects a
     source of seepage such as an open joint, fault, or bedding plane.
                           -xxiii-

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                        Table ill-l
                    Estimated Costs For
        Collecting Structures and Connecting Lines
Tunnel System
Mainstream
Calumet
Lower and Upper
Des Plaines
TOTALS
Estimated Cost (3 Million)
Intercepting
Structures
8.701
1.084
1.043
10.828
Collection
System
3.648
1.088
3.489
8.225
Total
12.349
2.172
4.532
19.053
          Drop Shafts.  The estimated cost of drop shafts
          includes all drop shaft components.  The costs are
          related to the shaft diameter and to the depth of
          penetration into the rock formations.  The cost of
          250-foot deep drop shafts varies from $80,000 for
          a shaft two feet in diameter to $1,400,000 for a
          20-foot diameter shaft.

          Pumping Stations.  The estimated construction cost
          of pumping facilities includes the structure, pump-
          ing equipment, power generation for the operation
          of larger units, and discharge piping to the appro-
          priate treatment plant.  The estimates have been
          based on use of variable-speed, motor-driven units,
          Total capital costs for pumping vary as follows:
            Lift
           Height
          300 feet

          525 feet
Estimated Cost ($ Million)
     Pumping Capacity
 1000 cfs      100,000 cfs
    5.6
    5.7
200
300
3.7  TARP FINANCING

     Financing of the entire $3.54 billion MSDGC Flood and
Pollution Control Plan over the next 11 years is doubtful.
As illustrated in Table III-2, however, the financing re-
quirements for all conveyance tunnels could be met by a
modest increase in Federal and MSDGC funding over a period
of 11 years,  from 1976-1986.   An additional $290 million
appropriation of funds are estimated to be required to
                           -XXIV-

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                             FOOTNOTES
1     All cost estimates are based on those presented in the MSDGC's
      Facilities Planning Study (January 1975) and are escalated 6
      percent annually for inflation.

2     These funds represent the remainder of the FY 1975 and FY 1976
      PL 92-500 appropriation which are expected to be allocated to
      MSDGC by the State.

3     These are Federal funds, above and beyond the existing PL 92-500
      appropriation, which are expected (in the form of a new appropria-
      tion) over the period FY 1977-1982.

4     These are Federal funds above and beyond the additional $780 million
      expected over the FY 1977-1982 period.

5     These are funds, under the State's current $750 million bonding
      authorization, which are expected to be available to MSDGC to
      finance the Tunnel Plan.

6     The funds in this category represented those available by virtue
      of the unused bonding authority of the MSDGC under the current
      $380 authorization.

7     This category represents funds expected to be available under an
      additional $200 to $400 million bonding authority for which the
      MSDGC is currently formulating plans to ask the State of Illinois.

8     There is no current COE appropriation for any MSDGC Flood and
      Pollution Control Plan elements.

9     There is no near future COE appropriation expected for any MSDGC
      Flood and Pollution Control Plan elements.

10    Includes approximately $49.6 million already obligated to the
      North Shore section of the Mainstream Tunnel Plan (Addison-
      Wilmette segment).

11    Figure doesn't include the estimated $124 million already obligated
      for the O'hare treatment plant project.

12    The total estimated cost $3030.6 million differs from the $3536.5
      million (Table 111-10 of the main body of the EIS) because of the
      exclusion of the following projects: sewers, solids disposal,
      O'Hare Treatment plant, and flood control (non-TARP).
                               -xxvi-

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finance the three (Mainstream, Calumet, and Lower Des
Plaines) TARP tunnel systems.  The additional Federal
funds represent a modest portion  (28.3 percent) of the
conservatively estimated $780 million of new PL 92-500
money which is expected to be forthcoming to MSDGC over
the next six fiscal years.  Congress, however, has not
yet approved any additional appropriation beyond the
initial $18 billion which was authorized under PL 92-500
and totally allocated over the FY 1972-1976 period. The
$73.5 million of MSDGC funds represents an increase of
about 19 percent over the current MSDGC bonding autho-
rization.  This amount, however, represents a very modest
proportion of the additional $200-400 million bonding
authorization for which MSDGC is currently formulating
plans to ask the State of Illinois.

     If the Phase I tunnels of TARP are not implemented, there
is a very high probability that approximately 90 percent of
the currently available Federal funds assigned to the MSDGC
will be lost by both the State of Illinois and the MSDGC.
This potential loss to the MSDGC  and state stems from the
fact that the Calumet treatment facility expansion project,
(which represent the next major project in terms of priority
for Federal funds) will not meet the September 30, 1977 dead-
line for Step 3 funding eligibility.  Assuming this project
did not qualify in time for existing Federal funds, it is
estimated that only approximately 10 percent of the $323.6
million could alternatively be allocated to other MSDGC or
statewide prioritized pollution control projects.

     The financing feasibility of other key elements  (non-
Phase I TARP) of the MSDGC's Flood and Pollution Control
Plan (see Table III-2), which are closely related to the
overall goal of meeting the 1983 water quality standards,
ranges from almost certainty to near zero.  Addressing
these elements in the order of priority specified in the
MSDGC's 1975 Facilities Plan, instream aeration stands
slightly ahead of the conveyance  tunnels.  The approximately
$16.7 million required for instream aeration can easily be
met from existing state and MSDGC funding sources.1 It is
very unlikely, however, that the  financing will be available
to increase the treatment levels, efficiencies, and capacities
at the Calumet and West-Southwest treatment plants.  The
total required financing  ($1.02 billion) would necessitate
a significant increase above the  additional levels of Federal
($780 million) and MSDGC  ($200-400 million) funds expected
to be available over the FY 1977-1986 timeframe.  The fi-
nancing feasibility of the Calumet treatment plant expansion,
however, is reasonable in view of their combined total
     As of May 1976, funding for instream aeration has already been
     authorized.
                           -xxvii-

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estimated costs of $352.8 million.  The Federal  funding
portion ($264.6 million) could be provided  from  the additional
$780 million PL 92-500 appropriation expected  over the next
six years.  The MSDGC portion  ($88.2 million)  could be
provided from the anticipated $200-400 million additional
bonding authorization.^  In terms of the  West-Southwest
treatment plant expansion project  (estimated cost of $666.3
million), the financing feasibility is very questionable in
view of the requirement for additional funds beyond the
levels  (Federal and MSDGC) expected to be available over
the period FY 1977 to 1986.

     The operation and maintenance costs  of the  TARP tunnel
systems will be financed by a user charge system rather than
the current ad valorem tax system.  PL 92-500  requires the
development of a user charge system and the State of Illinois
presently has the authority to impose a user charge.  This
system of financing the annual operations and  maintenance
costs of the tunnel systems is not expected to have a sig-
nificant economic impact in the  commercial, industrial, and.
household sectors.  The incremental charge  in  the MSDGC tax
rate per $100 of assessed valuation  (1975 rate was $.4005)
is estimated to be $.0541  (for operations and  maintenance)
and $.0532 (for tunnel construction) by the year 1986.  The
tunnel construction impact will  continually decline after
1986 with the continuing growth  of the tax  base.   Details
of this financial system are provided in  the EIS in Sections
3.3.1 and 9.3.
     However, to provide the $126.3 million,  the MSDGC's additional
     bonding authorization must be at least $216.5 million.
                         -xxviii-

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       IV.  PRINCIPAL FINDINGS CONCERNING THE EFFECTS
                  OF THE PROPOSED ACTION


     Chapters VI through IX of the EIS assess the beneficial
and adverse effects of the construction and operation of the
conveyance tunnel systems on greater Chicago's natural and
man-made environments.  This chapter presents the principal
findings of that analysis only for those effects expected
to be relatively significant.

     The most significant finding relates to the expected
improvement in water quality resulting from the operation
of the three Phase I tunnel systems.  To assess the signifi-
cance of this improvement the EIS includes the consideration
of the possible and likely cumulative effects of TARP com-
ponents which are not a part of the Phase I systems.  These
other components are the reservoirs, treatment plant im-
provements, and instream aeration.

     The  principal findings of the EIS are listed as
follows:

      (1)   Effects of Operation on Water Quality

      (2)   Effects of a Significant Earthquake on Tunnel
           System

      (3)   Effects of Rock Spoil Generated During Construction

      (4)   General Effects of Construction

      (5)   Effects of Infiltration and Exfiltration

      (6)   Worker Safety During Construction

      (7)   Effects of Operation on Land Use

      (8)   Effects of Construction on Employment

      (9)   Funding Uncertainty for TARP

      (10)  Effects of Flooding on Lake Michigan.
                          -xxix-

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(1)   Effects of Operation on Water Quality

     THE TUNNEL WILL SIGNIFICANTLY REDUCE THE POLLUTANT
     LOAD CURRENTLY DISCHARGED TO CHICAGO'S WATERWAYS,
     HOWEVER,  THE TUNNELS ALONE WILL NOT RESULT IN ATTAIN-
     ING APPLICABLE ILLINOIS WATER QUALITY STANDARDS,
     AND, THEREFORE, WILL NOT ENABLE ADDITIONAL USES
     OF THE AFFECTED WATERWAYS.  THE ATTAINMENT OF ILLINOIS
     WATER QUALITY STANDARDS DEPENDS ON ADDITIONAL CON-
     TROL MEASURES FOR WHICH THE FUNDING PROSPECTS ARE
     NOW POOR.

     This conclusion is based on the following find-
ings:

          The tunnels will capture approximately 90 per-
          cent of the pollutant load now discharged dur-
          ing combined-sewer"overflows and will reduce
          the pollutant load 75 percent overall and the
          frequency of overflows from 100 to 10 times
          per year.  1977 Illinois water quality stand-
          ards will continue to be violated during over-
          flow events because of uncontrolled injections
          of pollutants into the waterways.

          The tunnels may not result in the attainment of
          1977 Illinois standards for ammonia over
          lengthy reaches of waterway, because high
          concentrations of this pollutant are dis-
          charged from local wastewater treatment plants.
          Although data are not presently available to
          allow a more definitive determination of effects
          on this point, the attainment of water quality
          standards in the area's major river systems
          is clearly and intimately tied to the up-
          grading and expansion of MSDGC treatment
          plants.

          With the tunnels on line, 1977 Illinois standards
          of 4 mg/1 for dissolved oxygen (DO) will still be
          violated along approximately 50 of the 80 miles
          of- the Main Channel and of the Calumet River sys-
          tems during the critical late summer months.
          Conditions along the Des Plaines River system
          have not yet been modeled by the MSDGC, but will
          be completed under the Section 208 planning
          program.
                       -XXX-

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         1977 Illinois standards for DO are likely to
         be met over the entire 80-mile length of the
         modeled waterways during critical summer dry
         flow conditions, assuming implementation of
         the following pollution control components:

              Tunnels
              Reservoirs
              Treatment plant improvements
              Instream aeration.

         The water quality impact of these various
         pollution control options is summarized in
         Table IV-1.

         Given current projections of Federal, State,
         and MSDGC financing capabilities and policies,
         the financing of the tunnels and instream
         aeration appears secure.  The financing of the
         Calumet treatment plant expansion is probable;
         but financing the costly West-Southwest treat-
         ment plant is very doubtful.  The financing
         of the reservoirs in the near future is very
         unlikely given the absence of any Federal com-
         mitment to provide assistance.

     Additional details on water quality are provided in
Sections 2.1 and 8.1 of the EIS text and details on
financing in Section 3.3.1.
 (2)  Effects of a Significant Earthquake on Tunnel
     System

     IF A SIGNIFICANT EARTHQUAKE OCCURS IN THE CHICAGO
     AREA, THE EVENT MAY OFFSET TUNNEL ALIGNMENT AND
     CAUSE SIGNIFICANT DAMAGE TO PORTIONS OF THE TUNNEL
     SYSTEM.

     This conclusion is based on the following findings:

          The 175-year historical earthquake records
          indicate that a seismic event with a Modified
          Mercalli Intensity (MMI) of VIII can recur
          in the Chicago area at a rate of about once per
          100 years.  Assuming the tunnel system is in opera-
          tion for 100 years, the probability of this event
          occurring at some time during this period is 100
          to 1 or 10,000 to 1 for any given year.  If an    4fc
          MMI VIII event occurs, severe alterations to tunne^r
          alignment or tunnel surface may result.

                     -xxxi-

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                                  -xxxii-

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          The conveyance tunnels will pass through
          several active faults prevalent in the TARP
          project area and will be sensitive to earth
          movement at these locations.  Information on
          the distribution and nature of the active
          faults is insufficient  to assess accurately
          the extent of damage which could result from
          an MMI VIIIearthquake.
                                                        (
     Further information on this subject may be found
in Sections 2.2.3, 2.2.4, and 8.2.2 of the EIS.


(3)   Effects of Rock Spoil Generated During Construction

     THE ROCK SPOIL MATERIAL GENERATED DURING TUNNEL
     CONSTRUCTION IS NOT EXPECTED TO BE MARKETABLE.
     THEREFORE, ENVIRONMENTAL IMPACTS ASSOCIATED WITH
     DISPOSAL OF THE ROCK SPOIL WILL DEPEND LARGELY ON
     THE AVAILABILITY OF LANDFILL DISPOSAL SITES.

     Approximately  4,563,000  cubic  yards  (bulk  measure)
of  spoil  will  be  removed from the Calumet  Tunnel  seg-
ments  and branches.   Although this  amount  can be  ade-
quately contained within Thornton Quarry,  the  large
quantities of  spoil  involved  in reservoir  excavation
could  complicate  disposal  plans for tunnel spoil.  Dis-
posal  of  rock  spoil  from the  reservoirs was  addressed
briefly in Section  6.2.4 of the EIS.  A significant
portion of rock  spoil generated by  reservoir construc-
tion is likely to be marketable and to be  stockpiled
on  the quarry  site  for  eventual sale by the  quarry
owners.

     Major  findings  supporting  the  above conclusions
are:

           Shale and  other constituents present  in the
           rock excavated from the Phase I  tunnels will
           limit the  rock's suitability for low-grade
           commercial  uses.

           Landfill disposal sites capable  of accepting
           the  entire  volume of  tunnel spoil  to  be gener-
           ated during TARP Phase I  have not  yet been
           identified  by  the MSDGC.
                     -xxxni-

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          Thornton Quarry has enough volume to accept
          the entire quantity of spoil to be excavated
          from the Calumet Tunnel segments and branches,

          Since conventional methods will be used to
          excavate rock from Thornton Quarry for reser-
          voir construction, it is likely that a sig-
          nificant portion of the spoil will be market-
          able.  Present plans envision stockpiling the
          saleable portion on the quarry sites for
          eventual sale by the quarry owners.  Various
          stockpile configurations are being considered,
          Nonsaleable spoil can be stockpiled on-site,
          as is proposed for the Thornton Quarry site,
          or at a site located south of Lake Calumet
          and owned by the MSDGC.

     A more detailed discussion is provided in Section
6.2.4 of the EIS.
(4)   General Effects of Construction

     CONSTRUCTION OF THE TARP TUNNEL SYSTEMS WILL
     RESULT IN TEMPORARY PUBLIC ANNOYANCE AND INCON-
     VENIENCE FROM THE CUMULATIVE EFFECTS OF NOISE,
     HANDLING OF CONSTRUCTION DEBRIS, VIBRATION
     FROM BLASTING, DISRUPTION OF VEHICULAR AND
     PEDESTRIAN TRAFFIC, AND GLARE FROM THE ILLUM-
     INATION OF CONSTRUCTION AREAS AT NIGHT.  AL-
     THOUGH THE CUMULATIVE EFFECTS MAY BE NOTICE-
     ABLE, TAKEN SINGLY, EACH EFFECT IS MINOR.

     This conclusion is supported by the following find-
ings:

          Surface construction sites are located in
          areas which are generally either vacant or
          .near low-utilized industrial land.

          Noise at each construction site should be
          within levels mandated by Chicago ordinances
          and, at each surface construction site, noise
          will only occur for periods of three to nine
          months.
                      -XXXIV-

-------
           Because blasting  will  be used only to excavate
           shafts and  not  the  tunnel,  itself, blasts will
           be relatively infrequent and will continue at
           any one site for  not more than 120 days.

      Further information  on this subject may be found
 in Sections 6.3.1,  6.3.2, 7.1.1, 7.2.1, 7.4, and 10.2.
 (5)  Effects of Infiltration  and  Exfiltration

      IF THE GROUTING PROGRAM  IS NOT EFFECTIVE,1
      GROUNDWATER INFILTRATION DURING CONSTRUCTION
      AND WASTEWATER EXFILTRATION  DURING TUNNEL
      OPERATION CAN BE A  SIGNIFICANT PROBLEM.

      This conclusion is  supported by the following
 findings:

           The inflow rate  of  groundwater for  the TARP
           tunnel systems is estimated to be an average
           of approximately 0.5 MGD per mile of tunnel.
           In the absence of appropriate mitigative mea-
           sures, this rate is sufficient to lower the
           piezometric or hydraulic pressure level of
           the upper aquifer.   Tunnel grouting is the
           most effective method to reduce infiltration
           and a grouting program  has been incorporated
           in TARP.  Grouting  integrity, however, must
           be maintained  to keep inflows below the allow-
           able limit of  500 gallons per day per inch of
           tunnel diameter  per mile of tunnel.  Obser-
           vation wells will be required to monitor
           integrity throughout the operational phase
           of the tunnel.

           Exfiltration will most  likely occur when tun-
           nel pressures  exceed inflow pressures during
           high storm runoff conditions.  The TARP grout*
           ing program  is expected to prevent extensive
The objective of grouting is to achieve maximum penetration and a
uniform grout spread.   If grouting is ineffective, maximum infil-
tration/exfiltration flows will result.
                        -XXXV-

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           exfiltration of tunnel wastewaters into the
           upper aquifer.  However, if grouting integri-
           ty is not maintained during tunnel operation,
           exfiltration will be at a high enough rate to
           degrade groundwater quality of the upper
           aquifer.  Observation wells  will be neces-
           sary to determine whether exfiltration is
           occurring along the tunnel routes.

     EIS Sections 2.1.2, 6.1.2, and 8.1.2 provide more
information on the subject of groundwater infiltration
and wastewater exfiltration.   Specifications for obser-
vation well spacing and for the monitoring program are
also presented in these sections.
 (6)   Worker Safety During Construction

 TUNNEL OR UNDERGROUND CONSTRUCTION WORKERS WILL BE
 MORE SUSCEPTIBLE  TO INJURY, DISABILITY, AND FATALITY
 THAN SURFACE CONSTRUCTION WORKERS.  THE INCIDENCE OF
 INJURIES AND FATALITIES, HOWEVER, IS  NOT EXPECTED TO
 BE GREATER THAN NORMAL FOR THIS TYPE  OF CONSTRUCTION
 WORK.

      This conclusion is supported by the following
 findings:

           Based on recent national statistics for all
           types of construction activities,  the Calumet
           Tunnel system construction may result in 90
           disabling injuries and in one permanent dis-
           ability or fatality.   For construction of
           the entire tunnel system,  injuries and fata-.
           lities are expected to increase proportion-
           ately.

           Based on the safety statistics of the current
           construction of a rapid-transit system subway
           in Washington,  D.C.,  construction of the en-
           tire TARP tunnel system could result in 1,525
           injuries and in nine fatalities.
                                                       1
           Analysis of the geologic and seismic charac-
           teristics of the project area indicates that
           most of the area is stable and suitable for
                     -xxxvi-

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          the construction of underground tunnels.
          Precautionary measures will be required to
          protect workers in segments where rockfall and
          partings (loosened material) may occur frequently
          and shale deterioration conditions prevail.

     Further information on this subject may be found
in Sections 6.2.2 and 7.1.2.
(7)  Effects of Operation on Land Use

     THE QUALITY OF LAND IN CERTAIN RIVERBANK SECTIONS
     ALONG THE CALUMET TUNNEL ROUTE MAY BE ENHANCED BY
     REDUCED FLOODING CONDITIONS.

     Vacant land exists in the flood-prone areas asso-
ciated with the Calumet Tunnel system.  The reduction
of flooding in these areas may enable development of
this under-utilized land into open space uses such as:
parks, playgrounds, sport fields, and parking areas.
(8)  Effects of Construction on Employment

     CONSTRUCTION OF THE CALUMET TUNNEL WILL PROVIDE
     OVER $89 MILLION IN CONSTRUCTION INCOME OVER AN
     EIGHT-YEAR PERIOD AND WILL CREATE A PEAK SUPPLY
     OF APPROXIMATELY 680 JOBS OVER A THREE-YEAR PERIOD,

     Further information may be found in Section 7.1.3.
 (9)  Funding Uncertainty  for TARP

     THE CONVEYANCE TUNNELS CAN BE  FINANCED  BETWEEN
     1976-1987 WITH MODEST INCREASES  IN  ANTICIPATED
     FEDERAL AND LOCAL FUNDING.  HOWEVER,  THE FUNDING
     OF THE RESERVOIR DURING THIS TIME PERIOD IS NOT
     A PART OF THE CURRENT FINANCING  PLAN  AND COULD
     NOT BE ACCOMPLISHED  WITHOUT HAVING  A  MAJOR FINAN-
     CIAL  IMPACT ON THE STATE, CITY,  OR  MSDGC.

     Additional details on this finding  may  be found
 in Section 3.3.1 of the EIS.
                     -xxxvii-

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estimated costs of $352.8 million.   The  Federal  funding
portion  ($264.6 million) could be provided from  the additional
$780 million PL 92-500 appropriation expected over the next
six years.  The MSDGC portion  ($88.2 million)  could be
provided from the anticipated $200-400 million additional
bonding authorization.   In  terms of the West-Southwest
treatment plant expansion project  (estimated cost of $666.3
million), the financing feasibility  is very questionable in
view of the requirement for  additional funds beyond the
levels  (Federal and MSDGC) expected  to be available over
the period FY 1977 to 1986.

     The operation and maintenance costs of the  TARP tunnel
systems will be financed by  a user charge system rather than
the current ad valorem tax system.   PL 92-500 requires the
development of a user charge system  and  the State of Illinois
presently has the authority  to impose a  user charge.  This
system of financing the annual operations and maintenance
costs of the tunnel systems  is not expected to have a sig-
nificant economic impact in  the  commercial, industrial, and.
household sectors.  The incremental  charge in the MSDGC tax
rate per $100 of assessed valuation  (1975 rate was $.4005)
is estimated to be $.0541  (for operations and maintenance)
and $.0532  (for tunnel construction)  by  the year 1386.  The
tunnel construction impact will  continually decline after
1986 with the continuing growth  of the tax base.   Details
of this financial system are provided in the EIS in Sections
3.3.1 and 9.3.
     However, to provide the $126.3 million,  the MSDGC's additional
     bonding authorization must be at least $216.5 million.
                         -xxviii-

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       IV.  PRINCIPAL FINDINGS CONCERNING THE EFFECTS
                  OF THE PROPOSED ACTION


     Chapters VI through IX of the EIS assess the beneficial
and adverse effects of the construction and operation of the
conveyance tunnel systems on greater Chicago's natural and
man-made environments.  This chapter presents the principal
findings of that analysis only for those effects expected
to be relatively significant.

     The most significant finding relates to the expected
improvement in water quality resulting from the operation
of the three Phase I tunnel systems.  To assess the signifi-
cance of this improvement the EIS includes the consideration
of the possible and likely cumulative effects of TARP com-
ponents which are not a part of the Phase I systems.  These
other components are the reservoirs, treatment plant im-
provements, and instream aeration.

     The  principal findings of the EIS are listed as
follows:

      (1)   Effects of Operation on Water Quality

      (2)   Effects of a  Significant Earthquake on Tunnel
           System

      (3)   Effects of Rock Spoil Generated During Construction

      (4)   General Effects of Construction

      (5)   Effects of Infiltration and Exfiltration

      (6)   Worker Safety During Construction

      (7)   Effects of Operation on Land Use

      (8)   Effects of Construction on Employment

      (9)   Funding Uncertainty for TARP

      (10)  Effects of Flooding on Lake Michigan.

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     5.  Since the majority of the construction shafts and
drop shafts are in close proximity to area waterways,  runoff
from these sites could adversely affect water quality. Berms
will be constructed around stockpiles of construction  materials
and spoil materials to preclude runoff into the waterways.

     6.  It is presently proposed that water pumped from the
tunnels during construction be discharged directly to  the
waterways after a period of settling.  Since the possibility
of silt and other pollutants still exists after settling, it
is recommended that these dewatering flows be discharged to
MSDGC's intercepting system for treatment, except during
periods of combined sewer overflows.  This will be a condition
of any grant awarded for the Calumet Tunnel System.

     7.  Although no known historic, architectural, or arch-
aeological resources will be affected by the proposed  project,
the possibility of finding archaeological resources must be
investigated by the MSDGC.  This must be accomplished  by
contacting the State Historic Preservation Officer.

     8.  Conformance with applicable regulation of the Occupa-
tional Health and Safety Administration, U.S. Department of
Labor, and the Bureau of Mines, U.S. Department of the Interior
is essential for safety of construction workers.

     9.  There exists a wide range of potential adverse impacts
which could develop during construction.  This includes blasting,
waste spillage, traffic congestion,  light glare, and fugitive
dust at construction and disposal sites.  While these  effects
could be considered insignificant any measures taken to reduce
their impact would aid in public acceptability of the  project.
These suggested mitigative measures  are discussed in Chapter X.
                            xxxx

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FINAL ENVIRONMENTAL IiMPACT STATEMENT

-------
           TABLE   OF   CONTENTS
                                                    Page
                                                   Number
 I.  INTRODUCTION                                     1-1

    1.1  Environmental Policies and Goals            1-1
    1.2  Environmental Impact Statements             1-2
    1.3  Government and Public Participation         1-4
    1.4  Identification of the Applicant             1-4
    1.5  Background Information and Project
         History                                     1-6

         1.5.1  Background Information               1-6
         1.5.2  Project History                      1-7

    1.6  Objectives and Description of the
         Plan                                        1-9
    1.7  Environmental Reviews of the Plan           1-11
    1.8  Scope of the TARP EIS                       1-12
II.  EXISTING NATURAL ENVIRONMENT                    II-l

    2.1  Water Resources                            ±1-1

         2.1.1  Surface Water                       II-2
         2.1.2  Groundwater                         11-24
         2.1.3  Pollution Sources                   11-35
         2.1.4  Water Management Programs           11-39

    2.2  Land Resources                             11-46

         2.2.1  Drainage Basins                     11-46
         2.2.2  Flood-Prone Areas                   11-51
         2.2.3  Geology                             11-51
         2.2.4  Seismicity                          11-74

    2.3  Atmospheric Resources                      11-82

         2.3.1  Air Quality                         IJ-82
         2.3.2  Noise                               11-83
                        -ii-

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                                                    Page
                                                   Number
     2.4  Biological Resources                       11-35
          2.4.1  Vegetation                          11-85
          2.4.2  Fish                                11-85
          2.4.3  Wildlife                            11-86
III.  EXISTING iMAN-MADE ENVIRONMENT                  III-l

     3.1  Socioeconomic                             III-2

          3.1.1  Current and Projected Population   III-2
          3.1.2  Contract Construction Income       III-4
          3.1.3  Contract Construction Employment   III-7

     3.2  Land Use                                  III-ll

          3.2.1  Current Urbanization Patterns      III-ll
          3.2.2  Urbanization Plans                 111-12
          3.2.3  Archeological Sites                111-14
          3.2.4  Cultural Sites                     111-14
          3.2.5  Historical Sites                   111-15
          3.2.6  Recreational Sites              ,   111-15

     3.3  Resources                                 111-16

          3.3.1  Financial             •             111-16
          3.3.2  Labor                              111-32

     3.4  Transportation                            111-34

          3.4.1  Highways and Streets               111-34
          3.4.2  Waterways                          III-35

     3.5  Major Projects and Programs               111-37

          3.5.1  Rail and Truck Terminal
                 Improvements                       III-37
          3.5.2  Public Acquisition of Energy-
                 Utility Corridor                   111-39
                          -iii-

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                                                   Page
                                                  Number
IV.   SUMMARY OF ALTERNATIVES                        IV-1

     4.1  Alternative Plans                         IV-1

          4.1.1  Description of Plans               IV-3
          4.1.2  Plan Evaluation and Elimination    IV-11
          4.1.3  The No-Action Alternative          IV-12

     4.2  Alternative Plan Modifications            IV-14

          4.2.1  Description of Modifications       IV-15
          4.2.2  Evaluation and Comparison of
                 Modified Plans                     IV-16
          4.2.3  Recommendations and Further
                 Studies                            IV-22
          4.2.4  Plan Selection                     IV-23

     4.3  Waste Disposal Alternatives               IV-26

          4.3.1  Drainage Flow From Tunnel
                 Construction                       IV-26
          4.3.2  Ultimate Disposal of Sludge        IV-27
          4.3.3  Disposal Costs                     IV-29
          4.3.4  Spoil Material                     IV-31


V.   DESCRIPTION OF THE PROPOSED ACTION              V-l

     5.1  The Selected Plan                          V-l

          5.1.1  TARP Systems                        V-3
          5.1.2  TARP Subsystems                     V-4

     5.2  The Calumet System                         V-7

          5.2.1  Component System                    V-9
          5.2.2  Component Subsystems                V-18

     5.3  Calumet Tunnel System, Operation
          and Maintenance                            V-24

          5.3.1  Operation Steps                     V-24
          5.3.2  Maintenance  Steps                   V-25
          5.3.3  Operation and Maintenance Costs     V-26
          5.3.4  Management Steps                    V-27
                          -iv-

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                                                     Page
                                                    Number
 VI. EFFECTS OF CONSTRUCTION ON THE NATURAL
     ENVIRONMENT                                     VI-1

     6.1  Water Resources                            VI-1

          6.1.1  Surface Water                       VI-2
          6.1.2  Groundwater                         VI-5
          6.1.3  Effluent Disposal From Tunnel
                 Dewatering Operations               VI-9
          6.1.4  Water Management Programs           VI-10

     6.2  Land Resources                             VI-10

          6'. 2.1  Flood-Prone Areas                   VI-10
          6.2.2  Geology                             "1-11
          6.2.3  Seismicity                          VI-20
          6.2.4  Spoil Disposal                      VI-21

     6.3  Atmospheric Resources                      VI-29

          6.3.1  Air Quality                         VI-29
          6.3.2  Noise                               VI-31

     6.4  Biological Resources                       VI-33

     6.5  Commitment of Resources                    VI-34
VII. EFFECTS OF CONSTRUCTION ON THE MAN-MADE
     ENVIRONMENT               '                    VII-1

     7.1  Socioeconomic                            VII-1

          7.1.1  Public Annoyances                 VII-1
          7.1.2  Worker Safety                     VII-4
          7.1.3  Construction Income               VII-8
          7.1.4  Business Disruption               VII-14
          7.1.5  Spoil Disposal                    VII-15

     7.2  Land Use                                 VII-17

          7.2.1  Alterations Near Surface
                 Construction                      VII-17
          7.2.2  Rock and Spoil Disposal           VII-18
          7.2.3  Archeological and Historical
                 Sites                             VII-19
          7.2.4  Cultural and Recreational Sites   VII-20
                           -v-

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                                                      Page
                                                     Number
      7.3  Resources

           7.3.1  Financial Resources
           7.3.2  Labor Resources

      7.4  Transportation

           7.4.1  Construction Shaft
           7.4.2  Drop Shafts

      7.5  Major Projects and Programs

           7.5.1  Transit Improvements
           7.5.2  Streets and Expressway
                  Improvements
           7.5.3  Rail and Truck Terminal
                  Improvements
           7.5.4  Public Acquisition of Energy-
                  Utility Corridor

      7.6  Commitment of Resources
 VII-20

 VII-20
 VII-24

 VII-25

 VII-25
 VII-25

 VII-26

 VII-27

 VII-27

 VII-27

 VII-27

 VII-28
VIII. EFFECTS OF OPERATION ON THE NATURAL
      ENVIRONMENT

      8.1  Water Resources

           8.1.1  Surface Water
           8.1.2  Groundwater
           8,1.3  Wastewater
           8.1.4  Water Management Programs

      8 .2  Land Resources

           8.2.1  Flood-Prone Areas
           8.2.2  Geology and Seismicity
           8.2.3  Sludge Waste

      8.3  Atmospheric Resources

           8.3.1  Air Quality
           8.3.2  Odor
           8.3.3  Aerosols
           8.3.4  Noise

      8.4  Biological Resources
VIII-1

VIII-1

VIII-1
VIII-16
VIII-21
VIII-24

VIII-25

VIII-25
VIII-26
VIII-30

VIII-31

VIII-31
VIII-32
VIII-32
VIII-33

VIII-33
                           -vi-

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                                                    Page
                                                   Number
    8.5  Commitment of Resources                 VIII-33
IX.  EFFECTS OF OPERATION ON THE MAN-MADE
    ENVIRONMENT                                     IX-1

    9.1  Socioeconomic                              IX-1

         9.1.1  Operation-Related Income            IX-1
         9.1.2  Operation-Related Employment        IX-1

    9.2  Land Use                                   IX-2

         9.2.1  Alterations Near Surface
                Structures                          IX-2
         9.2.2  Sensitive Resource Areas            IX-2
         9.2.3  Sludge Disposal                     IX-3

    9.3  Financial Resources                        IX-4
    9.4  Transportation                             IX-6
    9.5  Major Projects and Programs                IX-7
    9.6  Commitment of Resources                    IX-7
 X.  UNAVOIDABLE ADVERSE IMPACTS AND MITIGATIVE
    MEASURES                                        X-l

    10.1 Natural Environment                        X-l

         10.1.1 Water Resources                     X-l
         10.1.2 Land Resources                      X-3
         10.1.3 Atmospheric Resources               X-5
         10.1.4 Mitigative Measures                 X-6

    10.2 Man-Made Environment                       X-10

         10.2.1 Socioeconomic                       X-10
         10.2.2 Land Use                            X-12
         10.2.3 Financial and Labor Resources       X-12
         10.2.4 Transportation                      X-13
         10.2.5 Major Projects and Programs         X-13
         10.2.6 Mitigative Measures                 X-13
XI. CONCLUSIONS AND RECOMMENDATIONS                  XI-1
                       -vii-

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                    APPENDICES


A.   WATER QUALITY MONITORING DATA

B.   STRATIGRAPHY DESCRIPTION FOR THE CHICAGO AREA

C.   DESCRIPTION OF FAULTS LOCATED IN THE CHICAGO AREA

D.   AIR QUALITY STANDARDS

E.   NOISE:  UNITS AND STANDARDS

F.   SOCIOECONOMIC DATA BY COMMUNITY FOR THE MAINSTREAM,
     CALUMET, AND DES PLAINES TUNNEL SYSTEMS

G.   CHRONOLOGY OF IMPORTANT EVENTS - 1954 THROUGH 1975

H.   METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO -
     GENERAL SPECIFICATIONS - CONSTRUCTION CONTRACTORS

I.   METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO -
     GENERAL SPECIFICATIONS - SEWERS

J.   WILDLIFE AND VEGETATION INVENTORIES


K.   COMMENTS ON THE DRAFT EIS AND EPA RESPONSES
                           -viii-

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I. INTRODUCTION

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                   I.   INTRODUCTION
1.1  ENVIRONMENTAL POLICIES AND GOALS

     In 1969, Congress enacted the National Environmental
Policy Act, Public Law 91-190 (NEPA).  NEPA  established a
Council on Environmental Quality  (CEQ) and a national  policy
to:

          Encourage productive and  enjoyable harmony between
          man and his environment

          Promote efforts to prevent or eliminate  damage  to
          the environment and stimulate public  health  and
          welfare

          Enrich man's understanding of ecological systems
          and of the Nation's natural resources.

NEPA states that the Federal Government will have  the  con-
tinuing responsibility of improving and coordinating Federal
actions (i.e., plans, programs/ resources, and  functions)
which affect environmental, resource, and health quality.
NEPA further states that all Federal agencies are  required
to "... utilize a systematic, interdisciplinary approach
which will insure the integrated  use of the  natural and
social sciences and the environmental design arts  in plan-
ning and in decisionmaking which  may have an impact on man's
environment  ..."  Federal agencies  are also  required to in-
vestigate and develop procedures  and technology to evaluate
unquantifiable environmental amenities and values  and  give
them appropriate consideration, in  addition  to  quantifiable
technical and economic factors.

     The U.S. Environmental Protection Agency (EPA) is ad-
ministering a major Federal environmental program  entitled
"Grants for Construction of Treatment Works."!  This program
allows the EPA administrator to provide financial  aid  to  any
state, municipality,  intermunicipal agency,  or  interstate
     Authorized by Title II, Section 201(g)(1), of the Federal Water
     Pollution Control Act Amendments of 1972, Public Law 92-500  (FWPCA)
                             1-1

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agency for the construction of publicly owned water pollu-
tion control facilities.  The national program encourages
reduction of point sources of water pollution to  improve
water quality.
1.2  ENVIRONMENTAL IMPACT STATEMENTS

     Pursuant to Section 102(2)(c) of NEPA, all Federal
agencies are required to prepare environmental impact  state-
ments (EIS) for those actions significantly impacting  the
human environment.  On August 1, 1973, the CEQ published
guidelines^- on the preparation of an EIS to instruct agen-
cies in meeting NEPA requirements.  The EPA subsequently
published its own regulations^ for the preparation of  an
EIS.  The regulations specify minimum standards to present
all pertinent data in a consistent, organized and comprehen-
sive manner to enable the reader to assess the proposed action
independently.  As stated in both the CEQ and EPA guidelines,
the purpose of an EIS is to provide a means of assessing
impacts on the environment and not to provide a justification
for decisions made.

     The EPA's granting of funds for water pollution control
facilities may be contingent on whether an EIS is required.
Each proposed water pollution control facility is evaluated
on a case-by-case basis by the appropriate EPA regional office
Generally, an EIS is required if the action is expected to
have significant environmental effects or is highly contro-
versial.  The EPA has determined that the TARP tunnel  system
may have an effect on the environment and, therefore,  has
prepared this EIS.

     An EIS presents only the information necessary to address
the specific environmental issues of the action, while focus-
ing on the critical issues and summarizing the less critical
issues.  An overview of the contents of a typical EIS  is
presented as a flow scheme in Figure 1-1.  The scheme  illus-
trates the approach normally used for systematic gathering
and processing of information during document preparation.
Initially, a draft statement is prepared and circulated for
comment.  After the comment period, the final statement is
prepared and issued to all agencies, organizations/ and indi-
viduals affected by the proposed action.
1    Title 40, Code of Federal Regulations (CFR),  Chapter V, Part 1500.

2    Title 40, CFR, Chapter I, Part 6.
                             1-2

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                                FIGURE 1-1
                        Flow Scheme of EIS Contents
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1.3  GOVERNMENT AND PUBLIC PARTICIPATION

     The draft EI3 must satisfy, to the fullest extent pos-
sible, the requirements established for the final EIS as
set forth in Section 102(2) (c) of NEPA.  Once completed, the
draft statement is distributed for comment in accordance
vith the CEQ guidelines.  Decisionmakers and outside reviewers
are allowed at least 45 days to comnent on the environmental
issues as described in the draft statement.  Comments from
Federal, state, and local agencies with jurisdiction by law
or with special expertise in environmental impacts are solicited
and considered in the impact statement process.  In addition,
comments are solicited from public and private sources.

     Although every effort is made to define and evaluate
all major environmental effects of the proposed action in
the draft statement, the commenting process often reveals
additional environmental effects, relevant facts, and differ-
ent viewpoints.  When previously overlooked issues and opposing
views are brought to the attention of the agency preparing
the EIS, the agency addresses them in the final environmental
statement.  All substantive comments received on the draft
EIS are included as an attachment to the final EIS, some of
which may be addressed by the agency in the EIS text.
1.4  IDENTIFICATION OF THE APPLICANT

     The Metropolitan Sanitary District of Greater Chicago
(MSDGC) is the construction grant applicant for the Tunnel
and Reservoir Plan (TARP) addressed by this EIS.  The Dis-
trict presently covers an area of approximately 860 square
miles within Cook County, Illinois, as shown in Figure 1-2
The MSDGC was organized in 1889 under an act to create sani-
tary districts to remove obstructions in the Des Plaines and
Illinois Rivers.1  Under the provisions of the act, the MSDGC
is responsible for providing surface water and sewage drain-
age within the District's boundaries.  The District, constructs
the necessary facilities, conveyance systems, and treatment
plants to service this area and is authorized to treat waste-
water from any municipality within its boundaries.  In addition,
MSDGC may operate all wastewater facilities located within
its jurisdiction.

     Although the major function of the MSDGC is planning,
construction, and operation of sewers and sewage treatment
facilities, the District also oversees various flood control
and electrical generation operations.  Other MSDGC functions


1     Illinois  Revised Statutes, Chapter 42, Section 320, approved
     May 29, 1889.
                            1-4

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                                          FIGURE  1-2
                                    Metropolitan Sanitary
                                 District of Greater Chicago
                                         Service  Area
,' COOK COUNTY P/// / /.///
                                                         LAKE
                                                       MICHIGAN
     SERVICE AREA OF MSDGC
     COM3INED-SEWER
     SERVICE AREA
     BOUNDARY
                                        COOK COUNTY
                                1-5

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 involve:   purchasing or leasing real and personal property,
 both within and outside its jurisdiction; initiating con-
 demnation proceedings within its service area; approving
 sewer connection plans; and issuing water discharge permits.
                                    *
      The  MSDGC presently collects, treats, and disposes of
 wastewater from a highly urbanized and industrialized area
 consisting of 120 municipalities and a total population of
 approximately 5.5 million.  The district owns and operates
 70.5 miles of &avigable canals, six sewage treatment plants,
 and pver  440 miles of intercepting sewers.-  The three major
 plants- (North-Side,  West-Southwest, and Calumet) in the
 MSDGC service area have a secondary capacity of over 1,750
 million gallons per day (MGD).   The remaining plants have
 a ccmbi?red tertiary capacity of over 70 MGD.  A new plant,
 the John  Egan Reclamation Plant, -will be operational in
 tha near  future and will have a capacitv cfm approximately
 30 MGD.
 1.5   BACKGROUND INFORMATION AND PROJECT HISTORY

      The MSDGC initiated its wastewater facilities planning
 study in September 1967, with 10-year cleah-up and flood
 •control .program.   The objectives of the program are to solve
 the  District's flooding problem, protect Lake Michigan from
 further pollution, and improve surface water quality in the
 Chicag® metropolitan area.  The Tunnel and Reservoir Plan
 (TARP)  evolved from this 10-year program, as most of the
 MSDGC's planning efforts have to date.  The following sections
 present background information on the MSDGC's TARP planning
 effort and describe the events leading to its selection.
 X

 1.5.1  Background Information

      Approximately 44 percent of the 860-square mile MSDGC
 service area,  or 375 square miles, consists of
 combined-sewer systems (see Figure 1-2) in which sewage
^collected in local sewer systems is conveyed to treatment
 plants.  These combined-sewer systsms handle only industrial,
 commercial, and household wastewater at the present time, and,
 when urban runoff in amounts greater than 0.1 inch enters the
 systems during wet weather conditions, the systems' capacity is
 easily exceeded.   Once this.occurs, the pollutant-laden runoff
 bypasses or overflows to adjacent streams. Overflows have
 occurred on an average of 100 times per year in the Chicago
 area and have  significantly affected the water quality of the
 streams.1 •
      The Metropolitan Sanitary District of Greater Chicago, "Environ-
      mental  Impact Statement," preliminary draft, November 1973.
                             1-6

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     During heavy rain storms, excessive overflows raise the
water levels in the region's waterways several feet above
flood stage levels.  The resulting flooding damages private
and public property and creates health problems along certain
reaches of the waterways.  In addition, backflows to Lake
Michigan are allowed to help reduce flooding when watar levels
reach a critical height.  Over a 30-year period/ many
plans and studies were made to solve the flooding problem,
which have been followed, since 1967, by efforts to solve
both the flooding and pollution problems.


1.5.2 Project History

     Concerned officials from the State cf Illinois, Cook
County, the MSDGC, and the city of Chicago reactivated the
Flood Control Coordinating Committee  (FCCC) in November 1970,
to investigate the pollution and flooding problems in the
Chicago metropolitan area.  The Committee's primary assign-
ment was to develop a viable plan to minimize the area's
pollutant discharges and flooding caused by overflows of
mixed sewage and runoff water.  Another priority item in the
plan was elimination of polluted river and canal flood water
backflows into Lake Michigan.  The Committee's plan was to
address the 375-square mile combined-sewer within Cook
County.  The location of this area with respect to the
surrounding counties is shown in Figure 1-3.  The Committee
formed a technical advisory committee to develop the plan and
to solicit engineers and scientists from government agencies
and private consulting firms to assist in the study.  Fifty-
one alternative solutions were identified which met water
quality standards, reduced flooding conditions, and prevented
backflows to Lake Michigan.  These alternative solutions
were analyzed by comparing their capital cost, annual
maintenance and operation costs, benefits, land acquisition
and underground easement requirements, and requirements
for relocating residential, commercial and industrial
developments.

     The Flood Control Coordinating Committee members evalu-
ated the alternative plans in detail and selected TARP as the
least costly and most environmentally acceptable.  They
initiated further studies to develop and refine TARP and in
October 1972, the final TARP plan was presented at a public
meeting conducted by the MSDGC to obtain community and citizen
reaction.  On July 26, 1973 the MSDGC conducted a public
meeting to discuss TARP environmental issues and assessments.
Many hearings conducted by government and local agencies have
been held on TARP.  A few of the recent hearings include:
                            1-7

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          FIGURE  1-3
      Planning Area and
     Surrounding  Counties
                  AREA COVERED BY TUNNEL
                  AND RESERVOIR PLAN
1-8

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          The U.S. Army Corps of Engineers hearing on  the
          entire tunnel and reservoir plan  (November 1975)

          The State of Illinois EPA hearing on the design
          grants for the first phase tunnels  (September  1975)

          The MSDGC hearing concerning the EPA construction
          grants for the Wilmette-to-Addison  segment of  TARP's
          Mainstream system (July 1975)

          The Northern Illinois Planning Commission  (NIPC)
          hearing on the TARP facility plans  (April 1974) .


1.6  OBJECTIVES AND DESCRIPTION OF THE PLAN

     The primary objective of TARP is to improve surface
water quality within the planning area.  The  plan is designed
to meet water quality standards set forth in  the "Water  Pol-
lution Regulations of Illinois."-1-  These regulatory standards
were established for three surface-water-use  classifications:
(1) General  (primary body contact),  (2) Public and Food  Pro-
cessing  (drinking water), and (3) Secondary Body Contact and
Indigenous Aquatic Life.  All surface waters  in the State  of
Illinois have been given a water-use classification by the
IPCB and must comply with the applicable water quality stan-
dards.  These standards are described  in Chapter II of this
EIS.  Other  objectives of TARP include:

          Preserve the health and well-being  of the population
          Prevent further pollution of Lake Michigan
          Utilize treated waste byproducts
          Prevent flooding.

     The final TARP is a combination of  features from  several
alternative  plans.  TARP is designed to  collect urban  runoff
during  all wet weather conditions except those  storms  of a
magnitude equal to the three most severe storms recorded to
date by  the  U.S. Weather Bureau  Service.  The plan  consists
of  four  tunnel systems, 150 to 290  feet  below existing water-
ways, as shown in Figure 1-4, with  a total  length  of  approx-
imately  120  miles.  Within the 375-square-mile  combined-
sewer area,  urban runoff from 640 existing  overflow points
and sewage from industrial facilities  and residents will be
collected in the  tunnel  systems,  conveyed to  four  treatment
     Issued by the Illinois Pollution Control Board (IPCB)  on January 31,
     1974 (amended).
                             1-9

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                                                  FIGURE  1-4

                                         Tunnel  and  Reservoir  Plan

                                         System  Layout  and Routes
      COOK COUNTY
r
f-—
     i
  -J
     I—1 l"
     I   lj
	1
1	
      LEGEND




        A ON-LINE RESERVOIR




       •MB ROCK TUNNEL




          •STORAGE


          RESERVOIRS




        1-1 TREATMENT


        IJ WORKS






        SCALE t" - 6 MILES
                                     1-10

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plants,  and then discharged to vraterways.  Three storage
reservoirs are also a part of TARP and will have a total
capacity of over 130,000 acre-feet.  During peak rainfall
periods, overflow water will be collected in these reservoirs,
stored until dry weather conditions, and then conveyed to
treatment facilities and processed.
1.7  ENVIRONMENTAL REVIEWS OF THE PLAIT

     In view of the potential environmental impacts of TARP,
the MSDGC has prepared facilities planning documents and
several environmental assessment reports.  The reports and
planning documents pertain to the tunnel, reservoir, and
treatment systems of the plan and their component parts or
subsystems.  Four tunnel system routes have been identified
by ~i\e MSDGC and are designated as follows:

          Mainstream
          Calumet
          Lower Des Plaines
          C'Kara - Ces Plaines.

To obtain environmental approvals and construction grants,
the MSDGC submitted the facilities planning documents and
environmental reports to the U.S. EPA, U.S. Army Corps of
Engineers, and the State of Illinois EPA  for  review and
evaluation.  The U.S. EPA review focused  on all the pollution
control aspects of TARP, while the Corps  of Engineers review^
included the water management aspects of  the  entire Chicago
area.  The Illinois EPA review focused on the design aspects
of the Phase I tunnels only.

     In accordance with U.S. EPA procedures for determining
whether an environmental impact statement is  necessary, the
EPA reviewed the proposed TARP systems and subsystems based
on the reports and plans presented by the MSDGC.  The EPA
concluded that no  significant environmental impacts  are.
expected for the Addison-to-Wilmette segment  of the Main-
stream system.  Consequently, a decision  not  to prepare an
EIS was made for this segment.  However,  in the EPA  review
of the other tunnel system segments  (Mainstream, Calumet,
Lower Des Plaines, and O'Hare - Des Plaines), the possibility
of significant environmental impacts prevailed.  The EPA
concluded that an environmental impact statement will be
necessary for each of these tunnel segments.
     The U.S. Army Corps of Engineers is presently preparing an overall
     EIS for the water managements aspects of the Chicago area.
                            1-11

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1.8  SCOPE OF THE TARP EIS

     The EIS for the MSDGC's Tunnel and Reservoir Plan ad-
dresses the environmental issues relevant to the pollution
control systems of the plan.  These systems include the tunnels
only and their associated subsystems of the four routes
identified in the previous section.  The purpose of the EIS
is to assess the positive and negative impacts of TARP
pollution control systems, on the physical, biological and
socioeconomic environment.  The Calumet Tunnel system EIS
includes only the Phase I tunnel and not the relief or
parallel tunnel, which will be used for flood control purposes.
Likewise, no proposed storage reservoirs are included,
since their primary purpose is flood control.

     The environmental impacts associated with each TARP
sys-en will be presented in a separate statement and will
focus on the conveyance tunnels only.  This EIS has been
prepared for the Calumet Tunnel system in accordance with the
regulations and guidance set forth in the President's Council
on Environmental Quality  (CEQ)  Guidelines  (August 1, 1973),
and the U.S. EPA Final Regulations CFR 40-Part 6 (April 14,
1975),  which concern the preparation of environmental impact
statements.

     For the proposed Calumet Tunnel and Reservoir Plan, the
U.S. EPA, Region V, Chicago, Illinois, is the "responsible
or lead Federal agency" as required by the National
Environmental Policy Act. of 1969 (NEPA) .

     To ensure that the public is kept fully informed re-
garding this action, and that it participates to the fullest
extent possible in the Agency's decisionmaking process, this
draft EIS is being circulated for a 45-day review as re-
quired by the CEQ, August 1, 1973, Guidelines.
                             1-12

-------
II.   EXISTING NATURAL ENVIRONMENT

-------
          II.   EXISTING NATURAL ENVIRONMENT
     This chapter describes the natural environment in the
Chicago metropolitan area which may be affected by the pro-
posed tunneling project and is divided into four main sections:

          Water Resources
          Land Resources
          Atmospheric Resources
          Biological Resources.

     In the Water Resources section the quantity and qual-
ity of surface water and groundwater that are likely to be
affected by the Calumet Tunnel systems are"discussed..  .
Sources polluting these waters are also identified.  Finally,
programs to abate pollution and to manage water resources
in the entire Chicago metropolitan area are described.

     The Land Resources section provides information on
drainage basins served by the Calumet Tunnel systems.
and identifies the flood prone areas in the project service
area.  The geology and seismicity of the entire Chicago
metropolitan area are described and pertinent details on the
areas affected by the proposed project are given.

     Finally, the air quality and noise levels in the Chicago
metropolitan area are presented in the Atmospheric Resources
section and the wildlife, vegetation, and  aquatic life
inventories of the area are described in the Biological
Resources section.

     The information contained in this chapter provides a
basis for evaluating the effects of the proposed project on
the natural environment.  Thus, only those elements of  the
natural environment that are likely to be  affected by the
proposed project are discussed.  Instead of an exhaustive
environmental inventory, only those details that are neces-
sary for impact evaluation are presented in the sections
below.
 2.1  WATER RESOURCES

     Chicago depends on the area's groundwater and  surface
 water  supplies for many uses beyond drinking water,  including
                           II-l

-------
commerce, transportation, recreation, and sanitation.  This
section describes the status of Chicago area water resources
prior to the implementation of TARP.  The discussion of .
groundwater and surface water addresses the quality, avail-
ability, and uses of these water resources, as well as pol-
lution sources, resource management programs, and flood prone
areas.
2.1.1  Surface Water

     The surface waterways of the Chicago area constitute
an interconnected network of rivers and canals whose natural
flow into Lake Michigan has been reversed by a series of locks,
The major surface waterways under study are the Chicago
River - Sanitary and Ship Canal System, the Calumet River
system, the Des Plaines River System, La*ke Calumet, and
Lake Michigan.  The remainder of this section describes the
quality and availability of surface water supplies, the
regulation of surface water flow, the potable water supplies,
and the deposition of sludge in the three water systems.
These systems are depicted in Figure II-l, along with water
use classifications which were established by the state of
Illinois EPA.

     The Chicago River System includes:

          North Shore Channel from Lake Michigan at Wilmette

          North Branch of the Chicago River from the con-
          fluence of West Fork and the Skokie River down-
          stream to the Chicago River

          Chicago River flowing westward from the Chicago
          River Controlling Works at Lake Michigan to the
          junction with the North and the South Branches
          of the Chicago River

          Tributaries to the North Branch of the Chicago
          River as they cross the Lake-Cook County line.

     The Chicago Sanitary and Ship Canal System includes
the South Branch of the Chicago River from the junction with
the North Branch, the Chicago River, and the Sanitary and
Ship Canal downstream to the Lockport Lock and Dam.
                           II-2

-------
                                                     FIGURE II-l
                                            Chicago Area Waterways and
                                                   State  Water Use
                                                   Classifications
     \ coc
      COOK COUNTY
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  ^ mm —  CALUMET RIVEH SYSTEM

  • •••  PtS ' LMts.'c. PIVEH SYSTEM

   |  |  LAKC CAl.l'MFT 8, LAKE MICHIGAN




         SC'ALE 1" • 4.5 MILES
                                      II-3

-------
     The Calumet River System includes:

          The Grand Calumet River from Lake Michigan westward

          The Little Calumet River which originates east of
          Gary, Indiana near Lake Michigan and crosses the
          Indiana-Illinois state line to its junction with
          the Calumet-Sag Channel (the MSDGC boundary is at
          the state line)

          Calumet-Sag Channel to its confluence with the
          Sanitary and Ship Canal.

     Tributaries to the Calumet River System are the Grand
Calumet River which joins the system south of the O'Brien
Locks and Thorn Creek which flows into the Little Calumet
River.

     The Des Plaines River System originates in the southern
part of Wisconsin.  In the MSDGC service area, the system
consists of the Des Plaines River from where it crosses Lake-
Cook County line to just above its confluence with the
Chicago Sanitary and Ship Canal above Lockport, Illinois.
Salt Creek, a tributary to the Des Plaines River, joins the
river at Riverside, Illinois.
     (1)"  Surface Water Quality

          The quality of Chicago area waterways is affected
     not only by steady-state effluent discharges, but also
     by periodic injections of pollutants as well.  These
     pollutants are due to combined sewer overflows during
     storm events.  Approximately 100 times per year, rain-
     fall runoff causes the combined sewer loads to over-
     flow to area streams and rivers.  The frequency and
     severity of these overflow episodes is sufficient to
     negate any improvements in water quality due to control
     of other point sources.  The problem of combined sewer
     overflows is discussed in more detail in Section 2.1.3
     on pollution sources.  This section presents existing
     water quality data and the relationship with allowable
     water uses in the Chicago area.

          The MSDGC routinely carries out a water quality
     sampling program of the Chicago River - Sanitary and
     Ship Canal System, the Calumet River System, the Des
     Plaines River System, and their tributaries.  Samples
     are taken by the MSDGC at least once each month at
     41 stations which are shown in Figure II-2.  Some
     stations are sampled twice each month.  The samples
     are analyzed for various physical, chemical, and bio-
     logical characteristics.  The physical analysis includes

                            II-4

-------
determination of temperature and concentration of  sus-
pended and dissolved solids.  Chemical factors analyzed
include:  dissolved oxygen  (DO), biological oxygen de-
mand (BOD), chemical oxygen demand  (COD), ammonia-
nitrogen, nitrize-nitrate nicrogen, total phosphorus,
rnethylene blue-active substances  (MBAS) , cyanide  (CN) ,
and the heavy metals.  Bacteriological tests are per-
formed to determine total and fecal coliform concentra-
tions and the presence of fecal streptoccoci.

     A summary of the data collected and analyzed  by
the MSDGC is presented in the sections below for the
three major waterway systems.  The presentations of
average pollutant concentrations for the three systems
follow closely the discussion of the MSDGC's monitor-
ing program for water quality found in Appendix C  of
"Facili-ias Planning Study - MSDGC Overview Report,"
second revision, January 1975.  Of the many parameters
routinely monitored, by MSDGC, five key water quality
indicators are discussed in the sections below:  dis-
solved oxygen (DO), biological oxygen demand  (BOD),
ammonia nitrogen, suspended solids  (SS), and fecal coli-
form counts.  The measured levels of each parameter are
summarized in tabular form and related to applicable
standards for each of the three major waterways at the
close of  the discussion of water quality in Table  II-2.

     Reference is made in the discussion to Table  II-l
showing Illinois water quality standards.  Virtually
all of Chicago's major surface water bodies, except
for Lake Michigan, are classified under water standards
for Secondary Contact and Indigenous Aquatic Life.
This is the lowest water use designation made by the
State of  Illinois, allowing only uses in which "contact
with the water is either incidental or accidental  and
in which  the probability of ingesting appreciable  quan-
tities of water is minimal".i
     1.   Chicago River - Sanitary and Ship Canal

          Average water quality parameters for  the
     Chicago-River-Sanitary and Ship Canal System for
     1973 are presented in Table A-l of Appendix A.
Illinois Pollution Control Board Rules and Regulations, Chapter III,
Water Pollution.
                      11-6

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-------
The average dissolved oxygen concentration
decreased with increasing distance from Lake
Michigan, ranging from 7.65 mg/1 at the upstream
stations on the North Shore Channel to 3.4 mg/1
at Ohio Street on the North Branch of the Chicago
River.  The Sanitary and Ship Canal showed dis-
solved oxygen levels that varied from 5.53 mg/1
just after the confluence of the Chicago Rir/er
down to 1.2 mg/1 at the downstream stations.

     The average BOD of the water entering the .
North Shore Channel was about 5.2 mg/1.  This in-
creased to 9.2 mg/1 in the downstream sector of
the North Branch of the Chicago River while the
observed levels of BOD in the Sanitary and Ship
Canal ranged between 5.5 and 7.4 mg/1,

     Ammonia levels increased as incoming Lake
Michigan waters mixed with effluents discharged
from area treatment plants and other sources.
Ammonia-nitrogen averaged 0.34 mg/l-M near the
lake and increased downstream to 5.49 mg/l-M.
After mixing with Chicago River water the average
ammonia concentration decreased to 3.49 mg/1, but
then increased to 6.22 mg/1 below -che West-Southwest
Sanitary Treatment Works discharge.

     The average suspended solids concentration
decreased from 54 mg/1 to a level of about 22 mg/1
in the lower reach of the North Branch of the
Chicago River.  Levels at the stations along the
Sanitary and Ship Canal varied between 19 and
31 mg/1.

     Fecal coliform counts ranged from a geometric
mean of 3,134 per 100 ml at Central Avenue to
12,705 per 100 ml at Ohio Street on the North Branch
of the Chicago River.  However, immediately below
the North Side Sanitary Treatment Works the geo-
metric mean dropped to 477 per 100 ml.  The highest
counts in the Sanitary and Ship Canal System were
at Damen Avenue with a geometric mean of 5,512
per 100 ml.  These levels dropped below the West-
Southwest Sanitary Treatment Works to a geometric
mean of 770 per 100 ml.

     The significance of these measurements becomes
apparent from an examination of Table II-l, Illinois
Water Quality Standards.  Water standards for
                 II-8

-------
Secondary Contact and Indigenous Aquatic Life are
not met for dissolved oxygen, ammonia-nitrogen and
fecal coliforms along large segments of the Chicago
River - Sanitary and Ship Canal System.  Standards
for biological oxygen demand (BOD)  and suspended
solids (SS) have been set only for effluents dis-
charged to streams.   BOD values in the open water-
ways are close to the discharge standard, and SS
concentrations exceed the discharge standard in
many areas.  This situation emphasizes the need for
continued upgrading of existing pollution sources
to comply with effluent discharge regulations.
2.   Calunet River System

     Table A-2 of Appendix A shows the average
values of various water quality parameters for
1973 from sampling stations along the Calumet
River System.  Dissolved oxygen levels in the
Calumet River System averaged 9.0 mg/1 at the
nouth of the river and gradually declined down-
stream until at Highway 83 on the Cal-Sag Channel.
The average concentration was 3.9 mg/1.

     The BOD of the Calumet River stations averaged
4.1 mg/1, increasing to 7.3 mg/1 below the Calumet
Sanitary Treatment Works and the confluence of the
Little Calumet River.  The BOD level then declined
slowly to 6.2 mg/1 in the Calumet-Sag Channel just
above the confluence with the Sanitary and Ship
Canal.

     Within the main waterways of the Calumet
River System the ammonia concentrations ranged
from 1.31 mg/l-N at 92nd Street to 9.1 mg/l-N at
Ashland Avenue below the Calumet Sanitary Treat-
ment Works.  The highest ammonia levels occur in
the Grand Calumet River with an average of 13.3
mg/l-N.

     The average concentration of suspended solids
at the various sampling stations of the main water-
ways fell between 12 mg/1 and 73 mg/1.  The highest
concentrations occurred in the tributary streams.
                  II-9

-------
          Fecal  coliform counts were lowest near the
    mouth of  the  Calumet River with a geometric mean
    of  152  per  100  ml.   The highest counts were ob-
    served  in the lower part of the Cal-Sag Channel
    with  a  geometric  mean of 738 per 100 ml.  Extremely
    high  fecal  coliform counts were obtained in the
    two tributaries just below the Indiana-Illinois
    line  averaging  18,200 and 24,500 counts per 100 ml
    on  the  Grand  Calumet and Little Calumet River,
    respectively.

          In summary,  dissolved oxygen concentrations
    along the Calumet River System currently exceed
    the water standards for Secondary Contact and
    Indigenous  Aquatic Life.  Measured values of
    ammonia-nitrogen  and fecal coliforms did not meet
    minimum standards over large portions of the sys-
    tem and measured  values for suspended solids in
    the stream  did  not meet the effluent discharge
    standard.
     3.   Des Plaines  River  System

         Average  1973 values  for various water quality
     parameters  are  given  in Table A-3  of Appendix A.
     The average dissolved oxygen levels found in the
     Des Plaines River ranged  from 6.0  mg/1 to 10.2 mg/1,
     Some values greater than  saturation occurred pro-
     bably  as a  result of  photosynthetic oxygen produc-
     tion. 1

         BOD levels at the  Lake-Cook County line aver-
     aged 6.7 mg/1.   This  level decreased slightly
     moving downstream to  an average of 5.0 mg/1.  Some
     of the highest  levels were observed in Salt Creek,
     with an average of 6.1  mg/1, just above the junc-
     tion with the Des Plaines River.

         The Des  Plaines  River had relatively low
     levels of ammonia with  average concentrations be-
     tween  0.34  mg/l-N and 1.21 mg/l-N.  Salt Creek
     had the highest ammonia levels averaging 2.92
     mg/l-N at one location.
MSDGC, "Facilities Planning Study - MSDGC Overview Report,"
Appendix C, "Water Sampling, Testing and Water Quality Moni-
toring Program," Revised January 1975.
                      11-10

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     The concentration of suspended solids fluctu-
ated from a high of 68 mg/1 at the Lake-Cook County
line down to a low of 29 mg/1 at Ogden Avenue in
the lower reach of the river.

     Fecal coliform counts on the Des Plaines
River fluctuated from a low geometric mean of 411
counts per 100 ml at the county line to a high of
8,699 counts per 100 ml in the middle reach and
then declined to 1,692 counts per 100 ml at Willow
Springs Road.

     In comparison with the General Use Standards
applicable to that portion of the Des Plaines sampled
by the MSDGC, the data presented in Table II-2 shows
that concentrations of dissolved oxygen and ammonia-
ni-rogen are better than those levels mandated by
the standard; however, fecal coliform counts exceed
allowable levels along portions of the Des Plaines
River.  In addition, suspended solids concentrations
in the river are higher than those allowed under
effluent discharge standards.
4.    Water Quality Standards

     As indicated in Table II-l, Illinois has de-
veloped four classifications of water use:  general
use, public and food processing water supply, re-
stricted use, and Lake Michigan.  General use
waters should be suitable for supporting aquatic
life; all waters except those designated as re-
stricted are for general use.  Water standards
for public and food processing are somewhat more
stringent than those for general use.  As noted
in Table II-l, all Illinois waters should be suit-
able for public and food processing water supply
except for restricted waters and the Chicago and
Little Calumet Rivers.  Standards for Lake Michigan
are even more stringent than those covering public
and food processing water supply.

     Those waters classified as restricted (Sec-
ondary Contact and Indigenous Aquatic Life water
use) are allowed to meet less stringent water
quality standards.  All Illinois waterways on the
restricted list belong to one of the three major
waterways under discussion here.  The presenta-
tion of water quality data made earlier showed
                 11-11

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     that standards for restricted use are not met along
     sizable segments of all three river systems.  This
     data is summarized and compared to Illinois Stand-
     ards in Table II-2.  For these areas even secondary
     contact would be ruled out.  Eventual use of the
     substandard segments would depend largely upon im-
     provements in dissolved oxygen, ammonia-nitrogen,
     and fecal coliform values.

          Some Federal guidelines in this area are avail-
     able in the form of suggested minimum standards
     for various water uses (see Table II-3).   Although
     these suggested standards do not provide a compre-
     hensive basis for deciding appropriate water uses
     in the Chicago area, these Federal guidelines do
     indicate that, if Illinois standards for water use
     were met, water quality would be suitable on cur-
     rently substandard segments for designated recrea-
     tional uses.  In addition, if applicable Illinois
     water quality regulations were met, primary contact
     would be possible on the river sections not clas-
     sified as restricted (North Branch of the Chicago
     River, Des Plaines River upstream from McCook,
     part of the Little Calumet River, Des Plaines-
     Illinois River, and Lake Michigan).  In other
     areas at least secondary contact  (boating but not
     swimming or game fishing) would be allowed.  These
     potential water uses, assuming Illinois water
     quality standards are met, are shown in Figure II-3,
(2)  Surface Water Quantity

     Data on the flows and elevation levels of the
major surface waterways in the Chicago area are pre-
sented below.  These surface waterways include the
Chicago River - Sanitary and Ship Canal, Des Plaines
River, Calumet River, Lake Calumet, and Lake Michigan.
For the river systems, the existing low, mean, and
high flow rates (annual average) are provided for spe-
cific locations.  For the river systems and lakes, the
low, mean, and high surface evaluation levels (annual
average) are given based on U.S. Geological Survey
Datum.  (Elevation 579.48 USGS corresponds to Eleva-
tion 0.00 Chicago City Datum.)


     !•   Chicago River - Sanitary and Ship Canal

          Annual average flow rates (low, mean, and
     maximum) for gaging stations along the North



                      11-13

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                             Table II-3-
     Minimum Federal Standards for  Selected Water Uses*

Fecal Cclifom
Mean
Maximum
PH
Normal Range
Absolute Range
Dissolved Oxygen
General
Recreational

2,000/100 ml
4,000/100 ml




Coldwatsr Bioca
Me an :
Spawning Mean
Xormal Mean j

Warm Water Biota
Mean
Minimum

Total Dissolved
Solids
M axiir.um
i








Designated
Q
Recreational

1,000/100 ml
2,000/100 ml

















Primary
Contact

2QQ/100 ml
400/100 ml

6.5-8.3
5.0-9.0












1,500 mg/1

Growth of
Freshwater
Organisms

-
-

-
6.0-9.0


7.0 mg/1
6.0 mg/1
4.0 mg/1


5.0 mg/1
4.0 mg/1





a    These are suggested standards.

 b   G eneral recreational use  areas  are those areas suitable for human use
     in recreation activities  not  involving significant risks of ingestion
     without reference to official designation of recreation as a water use.

 c    Designated recreational use areas are those areas suitable for recrea-
     tional activities not involving significant risks of ingestion and
     officially designated as  a recreation area.

<3    Primary contact use areas are those areas suitable for human use in
     recreation activities involving significant risks of ingestion.
     Federal Water Pollution Control Administration, U.S. Department of
     Interior,  Water Quality Criteria;  Report of the National Technical
     .Advisory Committee, April 1, 1968, Washington, D.C.  (U.S. EPA expects
     to publish later this  year a set of guidelines to replace this report.)
                                  11-14

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                             Table  I1-3-                     .
     Minimum  Federal Standards  for  Selected Water Uses'
                        General
                     Recreational
                Designated
               Recreational
                Primary.
                Contact
           Growth of
           Freshwater
           Organisms
Fecal Cclifcrm
  Mean
  Maximum

pH
  Normal Range
  Absolute Range

Dissolved Oxygen
  Coldwater Biota
    Mean
    Spawning Mean
    formal Mean

  Warm Water Biota
    Mean
    Minimum

T;tal Dissolved
Solids
  M axiir.um
2,000/100 ml
4,000/100 ml
1,000/100 ml
2,000/100 ml
200/100 ml
400/100 ml
                              6.5-8.3
                              5.0-9.0
                              1,500 mg/1
                           6.0-9.0
                                          7.0 mg/1
                                          6.C mg/1
                                          4.0 mg/1
                                          5.0 mg/1
                                          4.0 mg/1
     These are suggested standards.

     G eneral recreational use areas  are  those areas suitable for human use
     in recreation activities not  involving  significant risks of ingestion
     without reference to official designation of recreation as a water use.

     Designated recreational  use areas are those areas suitable for recrea-
     tional activities not involving significant risks of ingestion and
     officially designated as a. recreation area.

     Primary contact use areas are those areas suitable for human use in
     recreation activities involving significant risks of ingestion.
     Federal Water Pollution  Control Administration, U.S. Department of
     Interior,  Water Quality  Criteria;  Report of the National Technical
     .Advisory Committee,  April  1,  1968, Washington, D.C.  (U.S.  EPA expects
     to publish later this  year a  set of guidelines to replace this report.)
                                  11-14

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                                           FIGURE  II-3
                                   Recreational Uses of Chicago
                                    Waterways Assuming Illinois
                                        Standards  Are Met
r
      PRIMARY USE
      (SWIMMING AND GAME FISHING)
      DESIGNATED RECREATIONAL USE
      (BOATING)
                                11-15

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Branch of the Chicago River for the years 1960 to
1969 are shown in Table II-4.  Also shown in Table
II-4 are the stream stages corresponding to the
annual maximum flow rate.  As the table shows, the
lowest mean stream flow for the North Branch, 2.48
cubic feet per second (CFS),  occurred in 1963 while
the highest values for mean flow, 118 CFS and 112
CFS, were recorded in 1965 and 1969, respectively.
Over this 10-year period, the largest fluctuation
in stream elevation at maximum flow, was almost
four feet.  It was recorded at the gaging station
farthest downstream and measured from 611.82 feet
to 608.08 feet above Mean Sea Level (MSL).   Table
II-4 also contains flow data for the same period
recorded farther downstream at the Lockport Lock
on the Sanitary and Ship Canal.  At this point,
lowest values for mean flow,  3359 CFS and 3342 CFS,
were observed in 1963 and 1964 while the highest
value for mean flow, 3473 CFS, was recorded in
1962.  The water depth and flow rate in the Sani-
tary and Ship Canal is maintained at a nearly con-
stant level by additions from Lake Michigan to
allow navigation.
2.   Calumet River System

     The Calumet River, from 1971 through October
1975 had an average flow rate of 335 CFS with high
and low flow values of 4,378 CFS and 238 CFS,
respectively, as measured just downstream of
O'Brien Lock and Dam.  The river level at this
point fluctuated six feet over that four-year
period, or between 582.98 and 576.98 feet with a
mean elevation of 577.58 feet above MSL.

     Little Calumet River over the same period
had a mean flow rate of 324 CFS with high and low
flow extremes of 3,176 CFS and 38 CFS, respectively.
Surface water levels ranged from 582.98 and 576.98
feet with a mean level of 577.38 feet above MSL.

     In the Calumet-Sag Channel over the period
from 1966 to 1975 estimates of flow rates past the
Cal-Sag Junction ranged from a low of 293 CFS to
a high of 10,000 CFS with a mean value of 1,078
CFS.  Levels in the Cal-Sag Channel varied 5.4 feet
from 580.88 to 575.48 feet with a mean elevation
of 577.18 feet above MSL.
                 11-16

-------
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                                            11-17

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     3.    Des  Plaines  River  System

          Data for 1970  on  flow and water  elevation
     were  reported by  the Illinois Division of Water-
     ways  for  two  gaging stations  along the Des Plaines
     River and for one station  on  Salt  Creek.   At Hoff-
     man Dam on the Des  Plaines River the  mean yearly
     flow  rate was found to  be  890 CFS,  with average
     high  and  low  flow rates of 3,800 CFS  and 366 CFS,
     respectively.  Water elevation varied from 606.88
     feet  at low flow  to 612.78 feet at flood level
     with  a mean elevation  of 609.48 feet  above MSL.

          Further  upstream  at the  Des Plaines Gage
     stream flow averaged 503 CFS  with  average high and
     low flow  rates of 2,000 CFS and 215 CFS,  respec-
     tively.  Water elevations  measured at this point
     fluctuated about  a  mean of 627.28  feet above MSL
     with  high and low elevations  of 629.88 feet and
     626.78 feet recorded,  respectively.

          The  Western  Springs Gage on Salt Creek regis-
     tered high and low  flow rates of 1,050 CFS and
     85  CFS, respectively,  with a  calculated mean flow
     rate  of 137 CFS.  Stream elevation fell to between
     631.88 feet and 625.68  feet above  MSL with a mean
     elevation of  626.98 feet.
     4.    Lake Calumet and Lake Michigan

          The surface elevations of these two lakes,  as
     observed from 1900 through 1974,  have varied to-
     gether from 585.08 feet to 576.68 feet above MSL
     with a common mean elevation of 579.38 feet.
(3)   Flow Regulation

     Serious public health problems involving contamina-
tion of the city's drinking water supply led Chicago
to implement measures to protect Lake Michigan, an impor-
tant source of drinking water, from pollution.  The ap-
proach adopted was to alter the drainage pattern of the
area through the construction of a system of canals,
locks, and sluice gates.  Under this program the natural
flow of several waterways into Lake Michigan was diverted
and in some cases reversed so that rainfall runoff
drained away from Lake Michigan and into the Illinois
                      11-18

-------
River.  This program led to the creation of the Chicago
River - Sanitary and Ship Canal System and to the modi-
fication of the Calumet River System as described below.
     1.   Control Measures

          The Sanitary and Ship Canal was completed in
     1900 followed by the completion of the North Shore
     Channel in 1910.  The construction of this system
     allowed surface water flow from the North Branch
     of the Chicago River, the North Shore Channel, the
     Chicago River and the South Branch of the Chicago
     River to be discharged to the Illinois River rather
     than to Lake Michigan, the original receiving body.
     Water levels in the Chicago River are now controlled
     by a system of sluice gates.  Navigation is made
     possible by a boat lock at Wilmette.

          Similarly, the completion of the Calumet-Sag
     Channel in 1922 allowed the MSDGC to either fully
     or partially reverse the flow of the Little Calumet,
     the Grand Calumet, and the Calumet Rivers away
     from Lake Michigan.  These rivers now flow, by
     means of the Calumet-Sag Channel, into the Sani-
     tary and Ship Canal at Sag Junction.  Water levels
     in the Calumet River System are regulated by the
     Thomas J. O'Brien Controlling Works and Locks on
     the Calumet River.
     2.    Stormwater Runoff

          The lock system is designed to prevent the
     flow of polluted water into Lake Michigan.  Prior
     to  a storm the water level in the Sanitary and Ship
     Canal is lowered at Lockport to accommodate ex-
     pected runoff volumes.  Storms generating in ex-
     cess of 0.1 inch of runoff exceed the capacity of
     the interceptor sewers and cause an overflow of
     rainwater and raw sewage into local waterways at
     about 640 locations.  This currently happens ap-
     proximately 100 times per year.^-  Under severe
     circumstances rainfall runoff surpasses even the
MSDGC, "Facilities Planning Study - MSDGC Overview Report," Re-
vised January 1975.
                      11-19

-------
     storage capacity of the river systems, threatening
     widespread flooding of the combined sewer area,
     Water levels at the controlling locks, located at
     Wilmette on the North Shore Channel, at the mouth
     of the Chicago River, and at O'Brien Lock on the
     Calumet River, are allowed to rise to heights of
     five feet, three feet, and three feet, respectively,
     above Chicago City Datum (approximately the level
     of Lake Michigan).  Above this point, impounded
     waters are released to Lake Michigan to prevent
     severe flooding.  Over the last 21 years there
     have been 30 occasions on which the locks were
     opened to Lake Michigan, releasing biological
     oxygen demand  (BOD) substances, sediment, phosphorus,
     and other pollutants.

          Releases made during the summer cause the
     closing of public beaches until coliform counts
     are reduced to safe levels.  Ot;her impacts include
     flooding of basements and ground floors of homes
     and businesses as well as flooding of major trans-
     portation arteries.  Navigation along waterways
     is disrupted during the drawing down of waterway
     levels in anticipation of a storm and does not
     return to normal until channel levels and veloci-
     ties have subsided.
(4)  Domestic Water Supply

     Lake Michigan traditionally supplies most of the
drinking water for the Chicago area.  Withdrawal of
water from the lake was essentially unlimited until
1930 when the U.S. Supreme Court set a ceiling of 1,500
CFS including domestic pumpage.  The amount was "evised
upward in 1970 to 3,200 CFS including domestic pumpaae.
This amount of water taken from Lake Michigan ov^r a
period of 1 year, 2,317,000 acre-feet in all, supplies
most domestic needs and supplements waterway flowy;
allowing for improved effluent dilution and nag iv at, ion,

     The 3,200 CFS allotment is divided among tbirs^
uses:  domestic needs, indirect diversion, '.md cJ.r^ct
diversion.  Indirect diversion is that estimated quan-
tity of stormwater runoff which formerly drained directly
into Lake Michigan but which now is diverted to other
are? waterways.  This amount varies depending upon
yearly rainfall.  In 1970, domestic use constituted.
about 50 percent or 1,600 CFS of the total of 3,200 CFS,
This amount supplied the water needs of 4,520,000 people
within the city of Chicago service area.
                     11-20

-------
When the water supplied for domestic use and the
water diverted from Lake Michigan  (indirect diversion)
are subtracted from the 3,200 CFS allotment, the amount
remaining is available for direct diversion use, i.e.,
diversion to local waterways for effluent dilution and
for navigation.  The relationship among these three
components of Lake Michigan pumpage is portrayed in
Figure II-4.

     It is clear from the discussion that as domestic
water needs increase, less water will be available for
direct diversion uses.  This assumes that the 3,200 CFS
ceiling is to be maintained and that indirect diversion
remains relatively constant.  Present water supplies
are adequate for current needs bun increases in popula-
tion and in commercial and industrial water users are
likely to lead to increased demands for water.  Although
some of this demand may be met by increased groundwater
utilization, groundwater pumpage in some portions of
the Chicago area already exceeds recharge.  By storing
combined sewer overflow until it can be treated and re-
leased to area waterways, the proposed tunnel systems
with their total storage capacity of 9,200 acre-feet
will help to alleviate dilution and navigation problems
to an extent dependent on the frequency and severity
of storms.
 (5)  Benthal Deposits

     Raw sewage sludge and sediment washed into surface
waterways during overflow episodes add to the pollution
load.  Organic material deposited in this manner de-
grades water quality by consuming oxygen during its
stabilization and by liberating BOD to overlying waters.
During stabilization of the organic wastes anaerobic
as well as aerobic conditions prevail as the depth of
the deposits increases.  Figure II-5 illustrates the
accumulation of benthal  (bottom) deposits in the Chica-
go Sanitary and Ship Canal from below the Lockport
Lock to just above Damen Avenue.  Canal deposits lying
between Willow Springs Road and Damen Avenue range from
about five to 13 feet in depth.  Waterway deposits
                      11-21

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                                              FIGURE  II-4
                                      Components of  Lake  Michigan
                                               Diversion^-
S'i
sf
'il
•52
3 «
    \/
                                                         Decreasing
                                                         quantity of water
                                                         for dilution and
                                                         navigation

                                                         Indirect diversion
                                                         of runoff from Lake
                                                         Mich, watershed due
                                                         to urbanization
                                                          Increasing quantity
                                                          of domestic water
                                                          requirements
                           TIME
      MSDGC Environmental Assessment - Alternative management plans for
      control of flood and pollution problems due to combined sewer dis-
      charges in the general service area of the Metropolitan Sanitary
      District of Greater Chicago, November 1973, p. 114.
                                 11-22

-------
                                                 FIGURE II-5
                                       Benthal Deposits  in the  Chicago
                                           Sanitary and  Ship Canall
       Des Plaines
Rock Section
Earth Section
South Branch
Top of
Wall —
— -
River""!"""







• T^'-.'-^
'in
1 1
rV
' "-SILT A
SLUO


•f6 +5


..-^_-_:__
.-^ ^^,*-_ — •*•
. ^_.'— . -<-•— • *— ^-

i
-Lo
Wo
Lockpo
and Po
NO
3E
,
-Brandon Road
Lock and Dam


Top of Vvai

— ---—
b— • — -
— ^ .-. -
^.^^ . _. — ,^~-
v t^^f^, — — —
** *"*^
•«M
ckport
ntrolli
:ks
rt Lock
we r ho us



rNal
^>—


., ... ,. . -^.
.. , — •-•
"ir^-."r-r-T-"
v

FH«MBS=S

"y
-Sag
e



ural Sank


'.-""r'l.'rr:
_,._.^^.._-
."^.-3^^,




Willo
Juncti




j'ne


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g%^
S
st
-Ear



,... — ^.^-^
:s^j:
^^
.T AND
UDGE
Lem
Avenue
w Springs Roac
on










^v_
-r:
iniiiinai
Troop
Damen
Avenue'
a




+30
+ 20
+10
0
-10
— 20
OA
st
—50
—60
-70
—80
       55      50     45      40      35     30
                             MILES FROM WILMETTE
                              25
              20

                                                                           o
                                                                           o
                                                                           LU

                                                                           UJ
           MSDGC - 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, November 1973,  p.  129.
                                     11-23

-------
     measured, by  che MSDGC as part of the bottom sampling
     program are  shown in Figure A-l of Appendix A.  Sampling
     locations shown on the map are described in Table A~4
     of Appeneix  A.

          Th? "v.Il irr>oac". on water quality of sediment c~-
     cosited during  combined sewer overflow events is not
     2 I:/ay s f-:. I'-:  immediately ,  The stabilization of organic
     material deposited during the winter months is sup--
     pressed because of the cold temperatures.  This ulti-
     mately results  in heavy biological loading of the water-
     ways during  the summer months with the overdriving of
     the assimilative capacity of the rivers and streams.
     The ir.~en.sc  demand for oxygen in the waterways during
     the warn months after leads to anaerobic conditions in
     the Deposited material and septic or near-septic con-
     ditions do not  meet minimum Illinois standar
     stricted water  use as described in Section 2
     Surface Water Quality.
2.1.2  Gr_ oundw a t_ejr

     Quality and quantity of subsurface waters are of major
importance to the construction and operation of the tunnel
system.   This section describes the groundwater regime of
the Chicago area in Cook County.
     (1)   Genera1 Hydrogeglogy _

          As  summarized in Table 11-5,  there are two main
     aquifer  systems within the  study area:  the upper aqui-
     fer  comprised of glacial drift; and dolomites, and th-~.
     lower (Cambiro-Ordovician)  aquifer  comprised of dolo-
     mites and sandstones.  Unconsolidated Quaternary de-
     posits and Silurian dolomites of the upper aquifer are
     hydraulicaily connected and function as a sin/jle ,vatar
     bearing  urut, except in localized  areas where .imper--
     meable sv.ata separate them and perched w^.ter condition
     exist.  Clayey deposits in  the glacial drift act ?,<-:
     confining layers and thus,  create  arcesian condition
     in the upce*." aquifer.  Ordovician  shales and dolomites
     of Maquoketa Group (on the  average 150 feet thick)  sepa
     rate the coper and lower aquifers  and act an an effec-
     tive aqu i c1uu e„
                           11-24

-------
                        Table  II-5
         Generalised Hydrology of the  Chicago Area
  System
   Series or Group
  Hydrology
Quaternary
Silucian
Orduvician
Cambrian
Pleistocene
Niagaran Alexandrian
Maquoketa
Galena
Platteville
Ancell
Prairie Du Chien
Upper Aquifer

Aquiclude


Lower Aquifer
         The  lower aquifer includes dolomite and sandstone
    formations  extending from the base of the Maquoketa
    Group to  the top of the Eau Claire shales (Cambrian).
    Average thickness of the upper aquifer is approximately
    400  feet, while average thickness of the lower aquifer
    is about  1,000 feet.
    (2)   Recharge-Dis'charge Relationships

         Sources of groundwater recharge to the upper aqui-
    fer  are precipitation and influent stream infiltration.
    In general,  response of water levels to precipitation
    is rapid.   The lower aquifer is recharged in parts of
    McHenry,  Kane, and DeKalb Counties where the Maquoketa
    aquiclude outcrops and further west where the Maquoketa
    has  been removed by erosion.  The lower aquifer has a
    lower potentiometric head than the upper aquifer; there-
    fore,  the lower aquifer is also recharged by leakage
    from the upper aquifer through confining layers of
    Maquoketa shales.   Vertical permeability of the Maquoketa
    shales is about 5x10*5 gpd/ft^, and the calculated^ re-
    charge to the lower aquifer, for the northeast Illinois
    area,  is about 2,100 gpd/mi*.
   Walton, W.C., "Selected Analytical Methods for Well and Aquifer
   Evaluation," Illinois State Water Survey, Bulletin 49, 1962.
                          11-25

-------
     Groundwater is discharged primarily by pumping
activities in the area.  Water levels fluctuate widely
and are indicative of these activities.  Groundwater
also discharges as base flow to streams and to Lake
Michigan.  In addition', a relatively small amount  is
consumed by evapotranspiration.
(3)  Water Levels - Areal and Temporal Character

     A contour map of the potentiometric  surfaces  of
the lower aquifer in the region  around the  study  area
is provided in Figure II-6.  The figure indicates  several
significant cones of depression  in  the lower  aquifer
around major pumping centers in  Ccok  County.   Con-
sequently, the direction of groundwater flow  in the
study area is toward these potentiometric depressions.
Figure II-7, showing potentiometric contours  of the
upper aquifer, indicates that similar depressions  occur
in the vicinity of McCook and Thornton quarries,  the
locations of the proposed storage reservoirs.   These
depressions are attributed to long-term quarry dewatering
operations.  Elsewhere, groundwater levels  exhibit a
low gradient.

     In the Chicago Central Business  are  (CBA), Lake
Michigan appears to be  recharging the aquifer, while
a piezometric high in the area north  of Belmont Avenue
indicates the aquifer may be discharging  into the Lake.
The lower water levels  in the CBA probably  result from
dewatering operations in deep basements of  commercial
buildings.  The groundwater contour configuration does
not indicate that the Chicago River and the Chicago
Sanitary and Ship Canal are hydraulically connected to
the upper aquifer.-'-

     With regard to temporal  fluctuations in water
levels, long-term records indicate  that the most
Harza Engineering Company (HEC), Geotechnical Design Report:
Tunnel and Reservoir Plan - Mainstream Tunnel System, August  L975.
                       11-26

-------
                                            FIGURE II-6
                               Elevation*of  Piezometric Surface of
                                   Lower  (Cambrian-Ordovician)
                                    Aquifer in October 1971^
*raean  sea level  (msl)
   Sasman,  R.T., C.R. Benson, G.L.  Dzurisin and N.E. Risk, "Water
   Level Decline and Purnpage in Deep Wells in Northern Illinois,
   1966-1971," Illinois State Water Survey, Circular 113, 1973.

                              11-27

-------

-------
                     Table  II-6
            Permeabilities "of Aquifers
                in the Chicago Areal
Aquif -r
',.';: per

Lower
Aquifer

Si stem


Gambrian-
Crdovician


cr formation



Caierd-Plactaville
Glanwood-Se. Peter
Eminence and Potosil
Franconia
-rontcr. -'jalasv:.!-^


Ft.
39-!
1,058
323
91
340
127
i?:

5Pd/£t.
JOO
22,400
300
500
17,500
3,500
1 5 , 1 0 C
1
Storaga
, HEC i Bauer
Inc. , 1969)



0.00013
0.0005
0.0012
0. OJ007S
Permeability
10 it/mm
1
21
1
5
50
40
32
I
10 ca/s«c
0.5
11
0.4
3
24
20
;2

Harza Engineering Company,  "Development of a Flood and Pollution
Control Plan for the Chicagoland Area," Geology and Water Supply,
Technical Report Part 4, December 1972.
                     Table II-7
      Results  of Tests  in the Upper Aquifer"
                 (Silurian Dolomite)

-11
">'* J1JB Ot

it. IL» ot
•*JCoo* luarry

St Torn*r o(
•4cC«k JWry


I Jlil« NI of


Tnor^-.in Juairy


T.p* a!
£?:?,'.
?«cr«r7«
1..Z
f^i»«

PwVina



•«ii




or
Inflow
4QO
505
-10
5


41



is
2.1



^

11 '
.0 3i'
) 3i'
-


0 4



,




=^"i:«
?ran»-
,..».

130


291



510
1«



XV.,.,.

1.4 x 10*4

4.0 x 10"*


1.3 x lfl'!



1.0 « I"*"4
1.3 N 10"4

3-4 « 10


R*ja*rks
^o".P^.
condition*

n«9*tivc boundary
About I/ 1 -nil*
3 Of iltl
SUffftt l^Jey *4tti/«r
condttton*, no
of itftkaf* stiroufft
*quit«rd iv«. .
o.oooia flpd/tt*
^•rttilly
CSStiT-u

bound«ri*s clot* to


P*rm«abl* Zone*
;ap«r lalf of Ziq«woo4 /arat-

Llait*d. ipocadie ton** In
fcoiMo-Mftxit^raf contact

Lov«r Xaak***« down Tj» u\ru
no*t of o««dw»ed (•MttM.ur


upp«r Silurian doiMU*





=.,.»
290-140'
J10-2S1
45-90
J07-J17
112-1*2





||.iJ3 ^^
141-154

IJJa?*,!}"*
100-149 *
HEC,  1975.
                         11-31

-------
which resulted  in  a potential yield of 92 MGD for  the
Silurian dolomites of the upper aquifer and  6 MGD  for
the glacial  sand and gravel sediments.1

     Groundwater use in the area is currently exten-
sive.  In 1970, pumpage from glacial  sand and gravel
was about 3  to  4 MGD and about 36.5 MGD from shallow
dolomites.   Therefore,  about 59 percent of the  total
potential yield was undeveloped.  Pumpage of the  lower
aquifer, however,  was more extensive  and exceeded  prac-
tical sustained yield in the vicinity of Summit by
2.3 times.   By  1966, water levels in  the Chicago,  Des
Plaines, and Elmhurst pumping centers declined  below
levels at the top  of the lower  (Cambro-Ordovician)
aquifer, resulting in some dewatering of the Galena-
Platteville  strata.  Figures II-8 and II-9 provide an
indication of groundwater deficiencies that  may result
if water demands projected through the year  2020  are
realized.  Groundwater conservation and management will
be necessary in the future to optimize use of ground-
water resources.
 (6)  Chemical  Characteristies

     Tabulated water quality data from  test  wells in
 the study  area,  for both the upper and  lower aquifers,'
 is presented in Table A-5 of Appendix A.   Several con-
 stituents  found in the upper Silurian aquifer (e.g.,
 Fe, S04, and turbidity) are highly variable.  Water
 from Galena-Platteville strata  (lower aquifer)  has a
 higher mineral content and more uniform water quality
 characteristics than the upper aquifer.   In  general,
 water quality  from different geologic series through-
 out the  lower  aquifer does not change significantly
 with depth.
Moench, A.F. and A.P. Visocky,  "A Preliminary Least Cost study of
Future Groundwater Development  in Northeast Illinois," Illinois
State Water Survey, Circular 101, 1971.

Buschbach, T.C. and George E. Heim, "Preliminary Geologic Inves-
tigations of Rock Tunnel Sites  for Flood and Pollution Control
in the Greater Chicago Area," Illinois State Geological Survey
Environmental Geology Notes, Number 52, 1972.
                       11-32

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                                        FIGURE II-8
                                  Projected  Groundwater
                             Deficiencies^-Natural Recharge
                                     LEGEND:
                                         o
  • ARLINGTON HEIGHTS  .

                   ~
                AREA SUPPLIED WITH
                LAKE MICHIGAN WATER
                                              YEAR 1980
                                              YEAR 2000
                                              YEAR 2020
                                         WATER DEMANDS (MGD) IN EXCESS OF
                                         GROUNDWATER AVAILABLE FROM
                                         NATURAL RECHARGE
Schicht and Moench, 1971.
                            11-33

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                                              O
       • ARLINGTON HEIGHTS
                     AREA SUPPLIED WITH
                     LAKE MICHIGAN WATER
                                                  FIGURE II-9
                                            Projected Groundwater
                                           Deficiencies^  -  Natural
                                             Recharge and Mining
                                          LEGEND:
YEAR 1990
                                                   YEAR 2000
                                                   YEAR 2020
                                              WATER DEMANDS (MGO) IN EXCESS OF
                                              GROUNDWATER AVAILABLE FROM
                                              NATURAL RECHARGE AND
                                              GROUNDWATER MINING
1    Schicht  and Moench, 1971.
                                11-34

-------
          Water hardness in the lower (Cambro-Ordovician)
     aquifer increases towards the east in the study area
     from about 350 ppm in the vicinity of the Des Plaines
     River to about 600 ppm near Lake Michigan.^  In this
     same area, chloride concentrations also show west to
     east increases from about 40 ppm at the river to 150
     ppm at the lake.^

          During late 1974, water quality tests were per-
     formed on samples obtained from test wells penetrating
     the upper aquifer.  Results of these analyses are sum-
     marized in Table A-6 of Appendix A.  The concentrations
     of many constituents are greater and more variable than
     those reported in Table A-5 for the upper aquifer.  With
     the exception of the test well located on the NE side of
     iMcCook Quarry (see Figure II-6) , water hardness was high
     due to the presence of calcium sulfate.  Water from the
     NE-McCook well was polluted with high concentrations of
     COD, ammonia, surfactants, metals, and coliform bacteria
     which may have originated from a nearby landfill site.
2.1.3  Pollution Sources

     Surface water quality in the area served by the combined-
sewer system is dependent upon inputs from three major
sources;  sanitary outfalls, industrial waste outfalls and
combined-sewer overflows.  Characteristics of these sources
of input and the implications for area water quality are
discussed in the following sections.


     (1)  Municipal Waste Loads

          Six wastewater treatment facilities are currently
     in operation within the MSDGC service area.  They are
     Streamwood, Hanover, Lemont, Northside, West-Southwest
     and Calumet.  Location for these plants and for the
     John E. Egan Water Reclamation Plant, which is currently
     nearing full-scale operation are shown in Figure 11-10.
     Outfalls from the existing facilities are adjacent to
     the plants.  Characteristics of the existing treatment
     Suter, et al,  1959.
                           11-35

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                                           £1UURE  11-10
                                      Locations of MSDGC
                                     Wastewater Treatment
                                           Facilities
! COOK COUNTY rJ*
                                                           LAKE
                                                         MICHIGAN
      STR6AMWOOD
                                                  NORTH
                                                  SIDE
                                                  PLANT
             JOHN E. .4
             EGANPLANT
                                       WEST-
                                       SOUTHWEST
                                       PLANT
LEGEND:

 A OPERATION IMMINENT

   OPERATIONAL WASTEWATER
   TREATMENT FACILITIES
                                         COOK COUNTY
                              11-36'

-------
facilities, including the receiving stream, the average
flow for 1973, and the average influent and effluent
concentration of BOD, SS, and ammonia nitrogen are
presented in Table II-8.

     The largest treatment plants; West-Southwest,
Northside and Calumet, provide preliminary, primary
and secondary treatment using chlorination and post-
aeration.  Hanover, Lemont and Streamwood provide pre-
liminary, primary, secondary and tertiary treatment
using chlorination and post-aeration.  The John E.
Egan plant, presently nearing operation, will also
provide tertiary treatment.

     Both BOD and SS concentrations easily meet the
Federal guidelines of 30 mg/1 (roughly equivalent to
30 ppm) for each.  Although more stringent Illinois
discharge standards for BOD, SS and ammonia nitrogen
(see Table II-3) do not have to be met until December
31, 1977, most of the MSDGC plants are already in com-
pliance with the BOD and SS standards, 10 mg/1 and 12 mg/1,
respectively, and two plants better the ammonia nitrogen
standard.
 (2)  Industrial Waste Loads

     Industrial waste flows sent to MSDGC treatment
plants total about 195 MGD, broken down as follows:
135 MGD to the West-Southwest facility, 22 MGD to the
Northside facility and 38 MGD to the Calumet plant.
In addition there are other industrial and privately-
owned treatment plants which discharges in the area
as shown in Figure A-2 of Appendix A.  Discharges from
these sources are subject to the MSDGC Sewage and Waste
Control Ordinance and must meet the State of Illinois
effluent discharge standards shown in Table II-l.
 (3)  Combined-Sewer Overflows

     Chicago area waterways are subject to increased
pollutant inputs from the combined sewers during periods
of overflow.  Rainfall runoff in excess of about 0.1
inches leads to discharge of raw sewage and runoff at
about 640 outfalls in the area.  Such events occur
approximately 100 times per year, injecting BOD, SS,
grease, pathogenic organisms and other pollutants into
the waterways in large quantities.  During such events
minimum Illinois standards for restricted use waters
are not met.
                       11-37

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11-38

-------
          Beyond the immediate impact of the combined-sewer
     overflow are long-term effects on water quality.  Sew-
     age solids that settle in the waterways eventually de-
     compose liberating BOD in the stream and decreasing
     the dissolved oxygen (DO) content of the waters.  The
     stabilization of sewage solids is suppressed during
     the cold months so that the maximum impact on the water-
     ways results in the summer months when other pollutant
     loadings are also high.  Figures 11-11, 12, and 13 show
     DO profiles developed by the MSDGC which simulate exist-
     ing dry weather conditions in the North Shore Channel
     and North Branch of the Chicago River, in the Chicago
     River and Sanitary and Ship Canal, and in the Calumet
     River and Calumet-Sag Channel.  1977 Illinois standards
     for DO are shown with each figure.  Maintenance of DO
     concentrations at mandated levels during the critical
     summer months is possible only if benthal loads depo-
     sited during combined-sewer overflow episodes are eli-
     minated.  The magnitude of the problems is so great
     that combined-sewer overflows constitute the largest
     obstacle to attaining state water quality standards.
     Estimates of BOD released to area waterways during
     the approximately 100 yearly overflow occurrences indi-
     cate that on an average basis BOD .from sewer overflow
     nearly equals the total BOD output for all six MSDGC
     treatment plants }-
2.1.4  Water Management Programs

     Management of area water resources is being addressed
in the Chicago area by a variety of programs on a regional
and local basis.  These programs and their relationship
with the Tunnel and Reservoir Plan are discussed briefly
below.
     (1)  The Chicago Metropolitan Area River Basin Plan
          (CMARBP)

          The CMARBP program focuses on eliminating further
     pollution of the Chicago Basin and developing manage-
     ment strategy to meet water quality goals.  The basin
     plan will assess the extent of pollution in the basin's
     waters as well as define the nature and volume of pol-
     lutants that can be discharged and still meet certain
     minimum water quality standards.  The plan will also
     Hearing on the Proposed Chicago Tunnel and Reservoir Plan,
     Chicago, Illinois, March 28, 1974.
                          11-39

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                                       FIGURE 11-11
                               Simulation  of Dissolved Oxy-
                               gen Concentrations  Under
                                Existing Conditions  Along
                                    North Shore  Channel^-
                                 NORTH BRANCH
                                 CHICAGO RIVER
c
                                                £X'ST!NG CONDITIONS
              1977IEPA
                                STANDARDS
                                               (ATTAINMENT)
                                                (VIOLATION)
        1234   5  8   7   8   9   10  It   12  13  14   tS

                          MILE STATIONS
  J.  Irons, MSDGC, Personal Communication,  February 10,  1976,
                            11-40

-------
                                        FIGURE 11-12
                                Simulation of Dissolved Oxy-
                                  gen Concentrations Under
                                 Existing Conditions  Along
                                    Calumet  River System1
                    V)

                    O
                    Q

                    8
                    o
                    X
                    UJ
          •cE ^^
          < s
en
01
O
_l
<
                                           in
                                          '8
                                                         --S
                                   Wdd • N3DAXO Q3A10SSia
1    J. Irons, MSDGC, Personal Communication, February 10,  1976.

                             11-41

-------
                                   FIGURE  11-13
                          Simulation  of Dissolved  Oxygen

                          Concentrations  Under Existing

                            Conditions Along  Chicago
                          River - Sanitary and  Ship CanalJ
   Ul ,i
   ^ 0
   < X
   -J a

    I
                                    •5.
                                                    •8
                                                  — 8
                                                    •oo
                                                    .05
 
-------
establish priorities for the construction and modifi-
cation of treatment plants.  Principal agencies in
this study are the U.S. Soil Conservation Service and
the MSDGC.  The plan explicitly recognizes the need
for TARP as part of a larger plan for upgrading water
quality of the Chicago area.
(2)   208 Planning Program

     An areawide waste treatment management planning
program, as required under Section 208 of PL 92-500,
has been initiated under the direction of Northeastern
Illinois Planning Commission (NIPC)  which is the desig-
nated planning agency.  Their effort will take about
two years ana culminate in a comprehensive regional
report which will address the results of several man-
agement programs currently underway.

     Under the 208 Program, sampling projects will be
conducted to assess and characterize:

          Existing water quality •
          The extent of floodwater pollution
          Benthic conditions
          Diversity and abundance of aquatic life.

Data resulting from the planned 45 in-stream monitoring
stations will provide input to a computerized water qual-
ity model.  This model will be used to project the im-
pact of additional development and system response to
suggested water resource management strategies.

     The regional overview gained from the 208 Planning
Program is expected to provide the additional documenta-
tion needed to substantiate the requirement for planned
waterway improvements, of which TARP is a major component,
(3)  The Chicago-South End of Lake Michigan (C-SELM)
     Study

     The C-SELM Study represents another regional ap-
proach to wastewater management.  C-SELM discusses
various methods to treat all wastewater flows in the
Chicago area.  Methods considered include:  advanced
physical/chemical treatment of wastes, advanced tech-
niques for biological treatment, and spray irrigation
of effluent in a land disposal system.  The study
assumes that an underground conveyance and storage
system would be adopted.
                       11-43

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 (4)  Thornton Quarry Flood Control Project

     The U.S. Soil Conservation Service is currently
 considering using a portion of Thornton Quarry as a
 flood reservoir.  Flows during peak rainfall periods
 would be routed from Thorn Creek on the region's far
 south side to the quarry.  TARP also plans to use the
 quarry for storing combined-sewer overflows until treat-
 ment measures can be applied.  Different areas of the
 quarry and separate facilities may have to be employed
 so that this project and TARP are compatible and com-
•plementary.
 (5)  City of Chicago Sewer Construction Program

     Auxiliary outlet sewers are planned for areas.
within the city as well as for some suburban communi-
ties.  This program will  increase the conveyance capa-
city of the sewer systems in the local tributary areas.
TARP is currently designed to accommodate the projected
increased flow rate.
 (6)  Area Treatment Plant Upgrading and Expansion

     As part of  its effort to  improve water quality,
 the MSDGC plans  significant upgrading and expansion of
 existing wastewater treatment  plants.  Modification of
 the West-Southwest, North-Side and Calumet plants  is
 proposed as an integral part of  the effort to meet
 Illinois water quality standards.
 (7)   Des  Plaines River Watershed  - Floodwater Manage-
      ment Plan

      This program  is  being  carried out under the  spon-
 sorship of the  U.S. Soil  Conservation Service and the
 MSDGC.  The plan affects  the  Des  Plaines  River  and its
 tributary streams.  Significant aspects include:

           A land treatment  program
           Flood plain management
           Construction of flood-retarding structures.
                       11-44

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     Du Page County - Salt Creek Study

     This plan, sponsored by the Forest Preserve Dist-
rict of Du Page County and the Illinois Division of
Water Resources, was developed for flood prevention
along Salt Creek.  It employs land use zoning and the
construction of flood-retaining structures.
 (9)  Addison Creek Improvements

     The Illinois Division of Water Resources plans
 the construction of a retention reservoir near George
 Street and a channel bypass from a point near where
 the creek enters Cook County to the vicinity of Mann-
 heim Road.  Four flood-retention reservoirs would ulti-
 matslv be constructed.
 (10) Dredging of Illinois Waterways

     The U.S. Army Corps of Engineers currently per-
 forms regular maintenance dredging of the major river
 systems in the MSDGC's service area.  The dredging of
 oxygen-depleting wastes in the waterways is important
 in the upgrading of dissolved oxygen concentrations
 in the waterways.
(11) Lakefront Plan

     The city of Chicago's ambitious Lakefront Plan calls
for extensive new recreational improvements along the Lake
Michigan shoreline.  Development alternatives include:

          Expanding the park base through shoreline  •
          extension

          Expanding the park base through shoreline
          extension and creation of sheltered water
          areas either through the use of peninsulas
          or through the construction of off-shore
          breakwaters

          Expanding the park base through the develop-
          ment of  islands as well as shoreline exten-
          sions.
                      11-45

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     Enhanced use of the waterways is an essential goal of the
     plan and contingent upon the extent of water quality im-
     provements largely as a result of TARP.   The broader as-
     oects of the olan are discussed in Section 3.2,  Land Use.
2.2  LAND RESOURCES

     T/.3 following section describes the land resources of
the Chicago metropolitan area, and is divided into separate
discussions of drainage basins, flood prone areas, geology,
and seismicity.
2.2.1  Drainage Basins

     Construction of rhe Sanitary and Ship Canal in 19 DO
and the Calumet-Sag Channel in 1922 significantly altered
drainage patterns around Lake Michigan.  Drainage from an
area of about 70 square miles north of downtown Chicago and
along Lake Michigan previously flowed to Lake Michigan.
Now, however, this drainage feeds the Illinois waterways via
the Chicago River - Sanitary and Ship Canal System.  In
addition,  reversal of water flow through the Calumet-Sag
Channel has diverted normal flow from the area around Lake
Calumet away from Lake Michigan and into the Illinois water-
ways.  Ultimately, the Illinois Waterway System flows into
the Illinois River along with two other large tributaries,
the Des Plaines River and the Du Page River.

     The overall low relief of the combined-sewer system
area makes it prone to flooding from sewer system backups.
The sewer system is designed to contain a five-year storm.
Total land area flooded by storms larger than present sewer
capacity is given below:

     Event                  Size of_Flooded Area (Sc^.Mi.)

Ten Year Storm                           50
Twenty-five Year Storm                  161
Fifty Year Storm                        210
One Hundred Year Storm                  254

Figures 11-14 through 11-17 show graphically the spread of
flooding throughout the combined-sewer system area as a re-
sult of successively larger storms.
                           11-46

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                                                FIGURE 11-14
                                           Areas with Drainage
                                      Problems During  10-Year
                                                   Storn1
     OOK COUNTY P
                                                                LAKE
                                                              MICHIGAN
HEADWATER AREAS WITH DRAINAGE PROBLEMS
QUE TO SEWER FLOW LIMITATIONS,
10-YEAR FREQUENCY STORM,
5-YEAR FREQUENCY STORM-SEWER DESIGN
      SCALE: V =6 MILES
                                             COOK COUNTY
         MSDGC 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,  November 1973, pp. 105-108.
                                    11-47

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                                             FIGURE  11-15
                                          Areas with Drainage
                                      Problems During  25-Year
                                                  Storm1
   |COOK COUNTY r
                                                                LAKE
                                                              MICHIGAN
HEADWATER AREAS WITH DRAINAGE PROBLEMS
DOE TO SEWER FLOW LIMITATIONS,
25-YEAR FREQUENCY STORM,
5-YEAR FREQUENCY STORM-SEWER DESIGN
      SCALE: 1" - 6 MILES
                                             I COOK COUNTY
       MSDGC 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,  November 1973, pp. 105-108.
                                 11-48

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                                           FIGURE 11-16
                                       Areas with Drainage
                                     Problems During  50-Year
                                               Storm*
   ! COOK COUNTY P-T
             rj '," '   \   ( f?'l^ip>
 -J   -, $}   '   }    NiC
HEADWATER AREAS WITH DRAINAGE PROBLEMS
DUE TO SEWSR FLOW LIMITATIONS,
50-YEAR FREQUENCY STORM.
5-YEAR FREQUENCY STORM-SEWER DESIGN
                                             COOK COUNTY
    MSDGC 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,  November 1973,  pp. 105-108.

                              11-49

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                                            FIGURE  11-17
                                         Areas with Drainage
                                     Problems During  100-Year
                                                 Storm^
   COOK COUNTY r
HEADWATER AREAS WITH DRAINAGE PROBLEMS
DUE TO SEWER FLOW LIMITATIONS.
100-YEAR FREQUENCY STORM,
5-YEAR FREQUENCY STORM-SEWER DESIGN
       MSDGC 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,   November 1973, pp.  105-108.
                                11-50

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2.2.2  Flood-Prone Areas

     The lack of topographic relief throughout the Chicago
area is a significant factor in overbank flooding.  Because
high waterway elevations can seriously affect sewer hydrau-
lic capacity, overbank flooding often occurs concomitantly
with combined-sewer backup.  Areas subject to overbank
flooding are shown in Figure 11-18.

     The greatest potential area for overbank flooding lies
along the North Branch of the Chicago River and in the Calu-
met River System.  Releases of flood waters to Lake Michigan-
at Wilmette, at the mouth of the Chicago River, and through-
out the Calumet River have largely forestalled overbank
flooding along the North Shore Channel, the North and South
Branches of the Chicago River, and the Calumet River.  Were
such releases not allowed, significant overbank and basement
flooding would occur in these areas.  Along the Des Plaines
River, flooding is limited chiefly to forest preserve lands.


2.2.3  Geology

     The Chicago area lies on the broad, gently sloping,
northwesterly-trending Kankakee Arch.  This arch connects
the Wisconsin Arch to the northwest with the Cincinnati
Arch to the southwest and is a structural high separating
the Michigan Basin from the Illinois Basin.  The northeast
part of the Chicago area lies on the northeastern side of
the arch and the lower Paleozoic formations here dip east-
ward.  The southwestern portion of the area lies on the
southwest flank of the arch and the upper Paleozoic sedi-
ments dip southwest toward the Illinois Basin.  Erosion of
the Kankakee Arch has exposed older geologic units along
the arch and younger rocks along the flanks.

     The oldest rocks in the region are of Precambrian age,
collectively known as the basement complex, and can be found
in several northern states areas.  These rocks are composed
of metamorphic and igneous materials which were subjected to
complex tectonic and erosional processes prior to the de-
position of the oldest Paleozoic sediments.  The effects of
erosion results in stratigraphic breaks, or unconformities
in the sedimentary rock sequence.  A sharp unconformity
marks the division between these Precambrian rocks and the
lowest Cambrian rocks.
                           11-51

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                                                 FIGURE  11-18
                                          Areas Subject  to Overbank
                                                    Flooding1
LEGEND
             MSDGC Environmental Assessment  - Alternative management plans for control
             of flood and pollution problems due to combined sewer discharges irj the
             general service area of the Metropolitan sanitary District of Greater
             Chicago, November 1973, pg. 101.
                                      11-52

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     In the immediate Chicago area, the Precambrian/Cambrian
unconformity is 3,000 to 5,000 feet below the  surface.  The
Cambrian rock is composed of marine deposits comprising both
near-shore and deeper water sediments.  The recks are pre-
dominately sandstones in the lower portion and mixed sand-
stones, siltstones, dolomites, and sandy dolomites  in the
upper portion.  These sediments represent a sea that covered
the entire region.  Only a minor unconformity  separates the
Cambrian and lower Ordovician rocks.

     After the deposition of the lower Ordovician,  erosion
occurred and the middle Ordovician lies directly on Cambrian
strata or truncates lower Ordovician rocks.  The unconformity
is irregular and is locally marked by sandstone-filled valleys
and sinkholes.  This unconformity is exposed in areas to the
west, south, and north but lies 300 to 1,000 feet deep within
tha Chicago region.  The erosion in lower Ordovician time may
represent an earlier movement along the Kankakee Arch.l  The
Crdovician sediments include sandstone, shale, dolomite, and
limestone, and are considered to be of marine  origin.

     The end of Ordovician time was marked by  uplift, and
resulted in deep valleys being cut in the uppermost Ordovician
rocks.  In places these valleys are 150 feet deep.  The
Silurian sediments are indicative of shallow interior seas.
The rocks are almost all dolomite, and highly  fossiliferous
reef deposits mark the Niagaran series.  The Silurian rocks
form much of the bedrock surface in the Chicago area as
shown in Figure 11-19.

     Within the immediate region of Chicago, a marked uncon-
formity occurs at the base of the middle Devonian.  This con-
formity coincides with the tectonic uplift in  the Appalachians,
The Middle Devonian truncates units as low as -the middle
Silurian, although lower Devonian rocks are present and undis-
turbed to the south in the center of the Illinois Basin.
Devonian rocks are found in the Chicago area beneath Lake
Michigan and possibly in some crevices in the  eroded sur-
faces of the Silurian Racine formation, as well as  in the
Des Plaines disturbance.  The relations of the Devonian to
older units appears to be the result of uplift along the
Kankakee Arch.-'-  The Devonian sediments consist of  lime-
stone and shales with occasional sandstones.
    Willnan, H.B., "Summary of the Geology of the Chicago Area,"
    Illinois State Geological Survey, Circular 460, 1971.

    Ibid.
                            11-53

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                                      FIGURE  11-19
                               Bedrock Surface Geology-
         GEOLOGY  OF  THE  CHICAGO  AREA
                  ^J WHtAtdN 7
                                            KNNSYLVAMIAN
                                          Pe Carbonfeto fm.
                                          P»
                                          S SLUHIAN
                                           " OROOVICIAN
                                          Om M«quok«M Of
                                          Og

                                        H: — Fouit, Sandwich
                                                    1   H
Willman, H.G., "Summary of the Geology of the Chicago Area,"
Illinois State Geological Survey, Circular 460,  1971.
                         11-54

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     Mississippian sediments are found around the edges  of
the Michigan and Illinois Basin and the Ozark Dome, north-
east and southwest, respectively, of the Chicago area.   These
rocks are predominately limestone and cherty  (flintlike)
limestone with some shales, dolomite, and sandstone.  Within
the Chicago area, the Mississippian is found as shale and
cherty limestone in the Des Plaines fault zone.

     Pennsylvanian rocks are found south, west, and east of
Chicago and may be present in the Des Plaines structure.  A
major unconformity marks early Pennsylvanian time, resulting
from regional uplift and warping of the Kankakee Arch.   De-
pression of the Illinois Basin in mid to late Pennsylvanian
resulted in deposition of upper Pennsylvania sediments on
the truncated older rock units.  The Pennsylvanian rocks
are predominately shales and sandstone with clay and coal
measures and occur in cyclothams.

     The Chicago area was uplifted and warped during the
major tectonic movements in the Appalachians at the end  of
the Palezoic.l  Renewed uplift along the Kankakee Arch
caused the erosion of Pennsylvanian sediments from the
Chicago area.  Although Cretaceous sediments are found
west and south of Chicago, there is no evidence for their
deposition within the area.

     A major unconformity occurs between the Paleozoic and
Quaternary systems.  In the Chicago region, the glacial
deposits of Pleistocene age rest directly on the erosional
surface of Pennsylvanian and older rocks.  During the
Wisconsinan stage, the Chicago area was buried under sev-
eral thousand feet of glacial ice that spread over the re-
gion from the northeast.  These glaciers were part of the
Lake Michigan lobe (rounded division or projection) but
may have included marginal portions of the Saginaw and
Green Bay lobes.

     The Wisconsinan glaciation eroded the Chicago area  SO
intensely that no deposits of earlier glaciers have been
found.2  Deposits from the Illinoian glaciation which pre-
ceded the Wisconsinan, may remain in some of the bedrock
valleys in the Chicago region.  Deposits of the Kansan stage
are present southwest of Chicago and it is probable that
the northern edge of a Kansan glacier from the northeast
also may have covered part of the region.  There is no evi-
dence that the earliest Pleistocene glaciers of the Nebraskan
stage covered the Chicago area.
     Willman,  H.B.,  "Summary of the Geology of the Chicago Area,"
     Illinois  State  Geological Survey,  Circular 460, 1971.

     Ibid.


                            11-55

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     Most of the glacial drift in the Chicago area was de-
posited during Woodfordian time.  This was a time of maxi-
mum Wisconsinan glaciation, which was 22,000 to 12,500 years
ago.  At its maximum, the Woodfordian glacier extended west-
ward nearly to the Mississippi River, southwestward to Peoria,
and southward to its contact with the Erie lobe advancing from
the east.  At the maximum, the Chicago area was buried by
3,000 to 5,000 feet of ice.  As the glacier retreated north-
ward, the Lake Michigan Basin filled with melt water which
formed Lake Chicago.^

     Readvance of the glaciers in northern Michigan during
Valderan time caused a rise in Lake Chicago level.  Sub-
sequently, the Valderan glaciers advanced on the land as
far as Milwaukee and even further south in the central
part of Lake Chicago.  Valderan time is marked by lacus-
trine, fluvial, and aeolian deposits in the Chicago area.

     The post-glacial stage has been called the Holocene
and, according to some, includes the present or recent
geologic processes acting on the landscape.  The Holocene
is considered to have commenced some 7,000 years ago and
in the Chicago area is marked by soil formation, peat,
stream, and Lake deposits.  Additionally, such man-made
features as lake fill, land fill, and strip mine wastes,
may be considered as Holocene deposits.
      (1)  Physiography

          The present topography or physiography  of  the
     Chicago area owes its origin to the glacial  and post-
     glacial processes including stream erosion,  wind
     blown deposits, and wind erosion.  Depositional fea-
     tures of the area include  substantially  unaltered
     moraines (glacial deposits), outwash plains,  valley
     trains, filled lake basins, river flood  plains, and
     sand dunes.  Erosional features include  glacial flood-
     water sluiceways, glacial  lake wave cut  cliffs, and
     numerous small stream valleys.  Total  relief is on
     the order of 590 feet.

          The Chicago area is in the Central  Lowlands Prov-
     ince, a broad, relatively  low glaciated  area extending
     from the Appalachians to the Great Plains  along its
     east-west axis and from the Superior uplands to the
     Willman, H.B., "Summary of the Geology of the Chicago Area,'
     Illinois State Geological Survey, Circular 460,  1971.
                            11-56

-------
Interior low plateaus and Ozark plateaus along its
north-south axis.  The boundary between two major sub-
divisions of the central lowlands, the Great Lakes
section, and the Till Plains section lies just to
the west of Cook County.

     The Great Lakes section includes the younger gla-
cial drift surrounding the Great Lakes and is character-
ised by permanent rough-surfaces moraines and many lakes,
Within the Chicago area the Great Lakes section has two
subdivisions, the Wheaton Morainal Country and the
Chicago Lake Plain.  The former contains continental
glaciation physiographic features including glacial
deposits, hill and hollow topography, short ridges
and numerous lakes.  The Chicago Lake Plain comprises
the former bottom of glacial Lake Chicago and is rela-
tively flat and uneroded by modern streams.

     The Till Plains section also has two subdivisions
in the Chicago area, the Bloomington Ridges Plain and
the Kankakee Plain.  The Bloomington Ridges Plain is
an area of older Wisconsinan drift and is less rugged
and with fewer lakes than the Wheaton Morainal Country.
The scarcity of Lakes is in part due to the older age
of the drift.  The gentler- slopes and lower relief is
due to the slower melting of the ice and less stagna-
tion at the front of the glacier.  The Kankakee Plain
lies in the southwest portion of the Chicago area and
is a comparatively flat surface.  The physiographic
subdivisions of the Chicago area are shown in
Figure 11-20.
(2)  Site Stratigraphy

     The uppermost 500 feet of strata, particularly in
the dolomites and shales between the top of the Racine
formation and the base of the Brainard formation are
most relevant to the proposed construction of the
tunnel and reservoir systems.  The glacial deposits
are relevant to the drop shaft construction and, par-
tially, to the reservoir containments.  The formations
above the base of the Maquoketa group's Brainard forma-
tion are a part of the Quartenary, Silurian, and
Ordovician systems and a brief description highlight-
ing their major features are presented below.  The
general stratigraphic relations of the rock formations
below this group have been described in a broad manner
in the previous section on geologic history.  The gen-
eral geologic column for the Chicago area is presented
in Figure 11-21 and a brief description of the three
uppermost rock systems is provided in the following
sections.  A more detailed description of these sys-
tems is provided in Appendix B.

                      11-57

-------
                                    FIGURE 11-20
                           Physiographic Divisions  in
                                 the Chicago Area1

      GEOLOGY OF THE  CHICAGO AREA
             — Mitntsippi Ri»*r Oramogt
                9tfon Chieo|o Riv«r 4i««rtio
                Afttr th« divtriion
Willraan, 1971.
                        11-58

-------
1.    Quartenary

     Underlying the surficial soil and artificial
fill material in the project area are the
Pleistocene Series of deposits.  These consist of
a variety of materials transported by, or directly
related to, the continental glaciers that covered
the Chicago area.  These deposits, designated as
glacial drift, range in thickness locally from 0
to over 200 feet.  The depth range of the glacial
deposits at most places is perhaps 60 to 90 feet.
2.   Silurian

     The Racine dolomite, the youngest most
variable and topographically highest of the
Silurian system consists of dolomite with some
chert and shale.  The thickness of the formation
is 0 to 20 feet, north of the O'Hare Airport
area.  Towards the south and east, the thickness
reaches 70 feet in Wilmette, 213 feet at
Roosevelt Road and Lake Shore Drive, and a maxi-
mum of 291 feet in the Lake Calumet area.  The
overall thickness throughout the Chicago area
ranges from 100 to 175 feet.

     The Joliet formation is the next underlying
formation in the Silurian system and consists of
three members:  the Romeo, the Markgraf, and the
Brandon Bridge. The Romeo member is a persistent
thin, uniform, light gray, very dense, fine
grained dolomite, generally about 9 to 17 feet
thick, that underlies the Racine dolomite and
grades downward^ into the Markgraf member_.  The
Markgraf member, however, is a widespread, dis-
tinctively light bluish gray dolomitic unit with
an average thickness of 31  feet.  The member
underlies the  Romeo member with a sharp contact
and minimum thickness is 9  feet with a maximum
of 51 feet. The Brandon Bridge member is absent
in most of the Chicago area.  This member is
found chiefly  in the northwestern portion of the
area, especially in the Des Plaines Valley.
                11-60

-------
     Below the Joliet formation in the Kankakee
the characteristic features of the dolomite in
this formation are:  wavy beds of fine to medium
grained gray, locally pink, dolomite layers, 1 to
3 inches thick.  The Kankakee dolomite as found
throughout the Chicago area, usually has a thick-
ness of 35 to 45 feet, but may vary somewhat from
these figures.  The contact with the Edgewood
formation below is conformable.

     The Edgewood formation is the lowermost
formation in the Silurian System.  The material
in this formation is a light gray, fine to medium
grained, argillaceous, cherty dolomite.  It
includes a porous upper zone and a middle and
lower zone that contain numerous shale partings.
Deposited unconformably on the irregularly
channeled, eroded surface of the Ordovician
Maquoketa Group (generally the Brainard Shale),
the Edgewood thickens from averages of approxi-
mately 20 feet in interchannel areas to over 100
feet in depressions within the Brainard.
3.    Ordovician

     The Neda formation, the uppermost formation
of the Ordovician system is an iron oxide-bearing,
brick red shale, 0 to 15 feet thick (5 feet
average) of restricted distribution.  In general,
the formation is found in the same places as the
Brandon Bridge Formation.  Much of the Neda was
probably removed by pre-Edgewood erosion.

     The Brainard formation consists of a mater-
ial that is a dark green-gray, thin bedded
fossiliferous, silty claystone to shale, and
interbedded dolomite.

     As a result of pre-Edgewood erosion, as
described above, the Brainard Shale as observed
                11-61

-------
     has acquired a variable thickness of from 1 to
     136 feet depending on the configuration of the
     Brainard-Edgewood unconformity.  In many holes,
     thickness of the formation is less than 50 feet.
     In the Calumet area, the Brainard is absent at
     places.
(3)  Unconformities

     Contacts between adjacent rock strata which show
that deposition was interrupted and that beds have been
removed by erosion are unconformities.  Most of the
rock units in the Chicago area show conformable rela-
tions with the beds above and below.  This indicates
that there was no major interruption in deposition
within or between these formations.

     Major unconformities within the general Chicago
region occur at the base of the Middle Ordovician, the
Silurian (top of the Maquoketa),  the Middle Devonian,
the Pennsylvanian, the Cretaceous, and the Pleistocene
(bedrock surface) systems.  Of these major unconformi-
ties, only two, the bedrock surface and Maquoketa un-
conformities, may be affected by the TARP project.
These two unconformities are discussed below while
the other unconformities have been previously discussed.
     1.    Bedrock  Surface  Unconformity

          The  surface  of bedrock  is  an  erosional  sur-
     face.   Over most  of the  Chicago area  the  Niagaran
     Racine  dolomite forms the  bedrock  surface.   Both
     older and younger rocks  are  at  the top  of rock
     within  the disturbed  zone  of the Des  Plaines com-
     plex.   To the northwest  of this faulted area,  the
     Joliet  formation,  Kankakee,  and Edgewood  dolomites
     and  the Maquoketa shale  are  locally at  the bedrock
     surface.

          Erosion  during and  following  the uplift of
     the  Kankakee  Arch contributed to the  exposure of
     the  present rock  surface.  Glacial erosion,  how-
     ever, appears to  have been a major factor in shap-
     ing  and lowering  the  rock  surface  to  its  present
     form.   Topography on  the bedrock surface  shows a
     rolling plain cut by  steep eastward grading  valleys
                      11-62

-------
     over 100 feet deep.  Evidence of previous geologic
     structure caused by folding and faulting has been
     modified by the preglacial and glacial erosion.
     Glacial drift has unconformably filled in depres-
     sions in the bedrock surface so that present day
     drainage patterns are almost entirely independent
     of preglacial drainage.
     2.   Top of Maquoketa Group Unconformity

          The top of the Maquoketa group is an erosional
     surface.  Generally eastward grading valleys up to
     150 feet deep have been carved into the Maquoketa
     surface.  The configuration of the surface appears
     to be independent of that of the underlying Galena
     surface.  In some areas, a structural high on the
     top of the Galena may be reflected in a correspond-
     ing topographic high on the top of the Maquoketa,
     as in the southern portion of the Mainstream Tunnel
     segment between Western and Kedzie Avenues.  The
     effect of the high Maquoketa top in this hole and
     others appears, however, to be reflected upward
     in sedimentary beds (e.g., Edgewood, Kankakee,
     and Joliet formations) deposited at a later time.

          Erosion has removed the Neda shale at the top
     of the Maquoketa group over most of the area.  In
     the drilling program, Neda was encountered only in
     the northwestern part of the project area, along
     the Des Plaines River and along the North Branch
     of the Chicago River.  Erosion has also thinned
     the Brainard shale in all holes where the Neda is
     absent.  In portions of the Lake Calumet area,
     erosion has cut entirely through the Brainard shale
     into the Fort Atkinson dolomite.
(4)  Folds

     Folding of the bedrock units in the Chicago area
is represented by very gentle folds with eastwest trends
which are superimposed on the regional southeasterly dip
of 10 to 15 feet per mile.  The folds are gentle struc-
tures which develop relief of 200 feet, or generally
less, over an extent of several miles.  Structure sur-
face slopes, which may be taken to approximate the
                      11-63

-------
dip of the strata involved  in the folding, are  found
locally to approach  100 feet per mile.  The  fold axes
in the Galena trend  east-west and appear  to  be  gen-
erally conformable with deeper  structures.   The gently
undulating fold  structures  can  be observed in the  geo-
logic sections prepared from the core borings which
have been included "in this  report as Figure  11-22  for the
Calumet system tunnel route.  Borings for the other
tunnel routes are shown in  Figures 11-23  and 11-24 for
the Mainstream system, and  11-25 and 11-26 for  the Lower
Des Plaines system.  The dip of the strata shown on the
sections, even if the sections were constructed true to
scale rather than with 20:1 exaggeration  as  drawn, would
not represent true dips at  many places  because  the
geologic section lines often cross the  fold  axes
obliquely.
 (5)  Joints

     Data on the orientation dip and spacing of joints
in the Silurian strata were obtained primarily from
the mapping of outcrops and quarries as well as tunnels,
especially druing construction of the Southwest
Intercepting Sewer 13A, Calumet Intercepting Sewer
18-E, Ext. A, and Lawrence Avenue Tunnels (including
the Harding Avenue Tunnel).  Vertical drill holes of
relatively small diameter rarely intersect essentially
vertical joints.  Such joints were intersected, however,
in some drill holes and were followed intermittently
throughout considerable lengths of the holes.  The
orientation of the most highly developed set of joints
trends northeast ranging from narth-50-degrees-east to
north-60-degrees-east.  Another important set trends
northwest, from north-25-degrees west to north-65
degrees west.  Joint data for formations underlying
the Silurian strata are not available but could be
gathered from outcrops remote from the Chicago area or
from mines such as those near Galena.

     The tunnels listed above were excavated in dolo-
mite strata of the Racine, Joliet, and Kankakee form-
ations, all belonging to the Silurian system.  The
Racine formation was encountered only in the Calumet
Tunnel and the Kankakee was found only in the South-
west and Lawrence Avenue Tunnels.  Only the upper five
feet of the Kankakee was penetrated in each case.
                       11-64

-------
                        Geologic Section  Crawford St
                           to Grand Calumet  River
                               Calumet System^
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                     11-65

-------
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                                 FIGURE  11-23
                               Geologic  Section
                          59th Street to  Damen Avenue
                               Mainstream System-'-
                                               3  i
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      HEC, 1972.
          11-66

-------
                             FIGURE  11-24
                           Geologic  Section
                    Damen Avenue  to  Addison Street
                           Mainstream System^
                                          !  I
EEC, 1972.
                    11-67

-------
                                    FIGURE 11-25
                           Geologic Section 47th St. to
                               Fullerton Ave.  Lower
                                 Des Plaines System-
          p
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                          11-68

-------
                              FIGURE  11-26
                      Geologic  Section Fullerton
                      Ave.  to Thacker  Lower Des
                             Plaines  System^
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Data on jointing from tunnel exploration, therefore,
was limited essentially to the Joliet formation and to
strata a few feet above and below the formation.

     Surface observation and tunnel mapping in the
Silurian formations excavated shows an average spacing
of joints of approximately 30 to 40 feet.  This spacing
is subject to great variation in local areas.  Joints
appear to be open near the bedrock surface with depths
of 100 feet or more.  Joints are thought generally to
close with depth but exceptions may occur.  Joint
openness as a near-bedrock-surface phenomenon has been
discussed in the section on Racine stratigraphy.

     Most of the joint surfaces are separated from a
hairline to a fraction of an inch, however, a few
obtain greater widths.  For example, the Southwest
Tunnel has a fracture width of 12 inches, the Calumet
Tunnel one of 24 inches, and the Lawrence Avenue Tunnel
one of 6 inches.  The joints are variably filled with
grey, black or green clay, and frequent residual rock
fragments.  Crystallization of calcite, quartz or
pyrite is also found along joint surfaces.  In some
areas solutioning along joint plains has produced hori-
zontal fluting or a "washboard" structure, in which clay
fills the pockets.  Up to 100-foot wide sections filled
with clay have been reported near the Lake Shaft of
the Chicago Avenue Tunnel.  Seepage was noted as
being common in such sections and structural support
was usually required.
(6)  Faults

     Two areas of major disturbance due to faulting as
well as numerous individual faults or minor fault zones
are known within the Chicago region.  The major zones
are the Sandwich Fault lying to the southwest of the
project area, and the Des Plaines disturbance.  The
location of the Sandwich Fault zone is shown in Figure
11-19 while the location of the Des Plaines structure
and the distribution of other faults are shown in the area!
map presented as Figure 11-27 .  A detailed map of the
Des Plaines fault structure is given in Figure 11-28.

     The Sandwich Fault zone extends northeastward
from near Ottawa, Illinois for some 80 miles into the
southern part of the Chicago area.  This major fault
is nearly vertical with the northern block moving down.
                      11-70

-------
                                         FIGURE  11-28
                                       Complex Faulting
                                    Des Plaines  Disturbance1
                                                 KEY

                                            upward movements
                                            downward movements
HEC, 1972.
                                                     SCALE
                                                       I mil*
                                                               2imlM
                           11-72

-------
relative to the southern block.  Maximum displacement
is 900 feet 20 to 30 miles west of Chicago, but de-
creasing eastward.  South of Joliet, another fault
paralleling the main zone, shows a reversal in movement
indicating a scissors-like motion.  This second fault
has a maximum displacement of 100 feet.

     The Des Plaines disturbance, on the Des Plaines
River, is a roughly circular area, 5.5 miles in diameter,
of intense faulting.  Numerous nearly vertical faults
with displacements of up to 600 feet bring rocks as old
as the Middle Ordovician St. Peter- sandstone and lower
Ordovician Oneota dolomite to the bedrock surface.  In
addition, Mississippian and Pennsylvanian rocks not
found in the surrounding area have been preserved in
seme of the downthrown blocks.

     The location of faults within, and the complexity
of, the Des Plaines disturbance is indicated in Figure 11-28
The Des Plaines structure is surrounded by nearly hori-
zontal Silurian rocks in which there are, comparatively,
few faults  (Figure 11-27).  The bedrock is buried be-
neath 75 to 200 feet of glacial drift, and there is no
indication of the structure on the present surface.^

     Aside from these areas of major disturbances, pre-
vious exploration has indicated the existence of addi-
tional faults or fault zones within the project area.
A Vibroseis survey conducted by Seismograph Service
Corporation in 1968 provided the greatest overall cover-
age of the area.  The faults mapped by this survey are
shown on the Fault Location Map, Figure 11-27.

     Along the Mainstream, North Branch, and Des Plaines
tunnels, where core drilling was done during the 1971
program, holes were drilled specifically to confirm the
existence of the faults mapped by the Vibroseis survey.
In the Calumet area, no drilling has been done to con-
firm faults indicated by Vibroseis survey.

     Not shown on Figure  11-27/ are 86 minor faults
mapped in three recently constructed tunnels.  Nearly
90 percent of these faults are oriented in a northwest-
southeast direction, generally parallel to the similarly
trending major joint set.  The remainder parallels the
Willman ,  1971.
                      11-73

-------
     orientation of  the northwest-southwest joint  set.   The
     number of  faults  found in the tunnels, appears  to  indi-
     cate that  faulting with small vertical displacement is
     common in  the Chicago area and that numerous  small
     faults should be  expected throughout the proposed  tun-
     nel system.  A  detailed description of the minor faults
     and a discussion  of survey results are provided in  Ap-
     pendix C.


2.2.4  Seismicity

     From the 175-year historical earthquake record, four
earthquakes were identified as significant in terms  of  their
size and distance from the proposed project.  These  earth-
quakes occurred within 100 miles of Chicago during the  re-
corded history  of the  area.  In addition, a series of the
most violent earthquakes in United States history  occurred
in 1811 and 1812 at  New Madrid, Missouri, about 400  miles
southwest of Chicago.   Table II-9 summarizes the known  earth-
quakes, with intensity III or greater, assumed to  have  been
felt in the Chicago  area.

     The four earthquakes, identified as significant, origin-
ated at Fort Dearborn  (Chicago) in 1804, near Rockford  in
1909, near Aurora in 1912, and near Amboy in 1972.   These
earthquakes have been  characterized as follows:

          1304  Fort  Dearborn earthquake.  The Fort Dearborn
          earthquake of 1804 has been assigned an  epicentral
          intensity  of VII in the project's earthquake  cata-
          log.  This earthquake has also been assigned  an
          intensity  of V to VI^V  EQHUS^ reports no  inten-
          sity  in the  catalog and remarks sections,  but VIII
          to XI on the generalized map in the inset.  Con-
          sidering the comparatively low population  density
          and the probably irregular population distribution
          in 1804, as  well as the small number of  felt  reports,
     Docekal, J.D., Earthquakes of the Stable Interior, with Examples
     on the Mid-Continent, University of Nebraska,  Ph.D., University
     microfilms, Ann Arbor, Michigan, 1970.

     Coffman, J.L., and von Hake, C.A., Earthquake  History of the United
     States  (EpHUS), Pub. 41-1, revised (through 1970), U.S. Department
     of Commerce, NOAA, Environmental Data Service, 1973, p. 37-58.
                             11-74

-------


















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     and the fact that intensity V may have  occurred
     200 miles away in Indiana, the  earthquake  may  well
     have had an epicentral  intensity of  about  VIII.
     Although the location cited is  15 miles from Chicago,
     it is within the northern boundary of the  project.

     1811*1812 New Madrid, Missouri  series.   Informa-
     tion on the intensity at Chicago of  the New  Madrid,
     Missouri earthquakes of 1811 and 1012 is not avail-
     able, and no intensity  is listed in  the project
     earthquake catalog.  Nevertheless, the  observed
     attenuation of earthquake intensity  from events
     occurring 200 to 400 miles south of  Chicago  and
     the descriptions of effects in  EQHUS and Fuller1
     suggest that any of these three earthquakes  may
     have produced an intensity of VI to  VII at Chicago.

     1909 "Springfield, Illinois" earthquake.  The  so-
     called Springfield, Illinois" event~is reported
     with an epicentral intensity of VII  in  the project
     earthquake catalog? an  intensity with which  other
     sources agree.  However, no other sources  suggest
     Springfield, near the center of the  state, to  be
     near the epicenter.  The latitude and longitude
     cited in EQHUS and in the project earthquake cata-
     log is on the Wisconsin border.  From the  felt re-
     ports in EQHUS and other sources, the most probable
     epicenter was found to be in the vicinity  of Aurora,
     approximately 35 miles  from Chicago.2   Felt  reports
     suggest a maximum intensity of  VIII  in  parts of
     Aurora and near Chicago.  In the absence of  speci-
     fic data that would relate intensity VIII  effects
     to. softer ground and poorly constructed structures,
     this earthquake should  be assumed to have  approached
     intensity VIII.  This event may actually have  oc-
     curred closer to Chicago, or less than  35  miles
     away.

     1.912 near Aurora, Illinpis.  An epicentral inten-
     sity of VI is attributed to the Illinois earth-
     quake of 1912, and the  epicenter is  recorded as
     being southwest of Aurora.  The location indicated
     by the epicenteral coordinates, 41.5N-88.5W, is
     about 50 miles from Chicago.
Fullet, Myron L., "The New Madrid Earthquake," U.S. Department of
Interior, Bulletin 394, 1912, p. 21-30.

Docekal, 1970.
                      11-76

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          The following  sections discuss the possible risk to the
     project from future earthquakes and the factors affecting
     this assessment.


           (1)   Zpicentral Location Accuracy

                All  of the earthquakes discussed above were  lo-
           cated by  evaluating macroseismic  effects.  Any of  these
           events rr.ay actually have occurred 10 to 15 miles  from
           the locations of maximum intensity reported in the  cata-
           logs.^- This does not reduce  the  importance of the  1804
           event, because it probably occurred within the boundary
           of the project area.  However,  the 1909 earthquake,
           near  Aurora, may have occurred  only five to ten miles
           from  some of the proposed project structures.  An  epi-
           central location nearer to Chicago is supported by  re-
           ports of  macroseismic effects.    Similarly, the 1912
           earthquake may have occurred  25 miles from some of  the
           structures of the project.  The  foregoing is summarized
           in Table  II-1Q, which also includes revised epicentral
           intensities from the previous section.  It should  be
           noted that these are probable epicentral intensities,
           not maximum intensities.

                              Table 11-10
                 Revised Partial Earthquake Catalog


       Probable                         Probable Intensity  Minimum Epicentral
      Epicentral                            at Chicago        Distance from
       Intensity                          or the Project    Project  Structures
Date     (MI-1I*)           Location         	(MMI*)	  	(Miles)	

1804      VIII     Fort Dearborn                VIII                  0

1811-
1312      XII      New Madrid, Missouri         VI-VII             ~400

1909      VIII     Aurora,  Illinois           VII-VIII            ~  7

1912      VI      SW of Aurora, Illinois          V                - 25
*    Modified Mercalli Intensity.
1    EEC,  1975.

     1Docekal, 1970.

     2    EQHUS and Docekal, 1970.
                                  11-77

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(2)  Frequency, Magnitude, and Probability of Occurrence

     The catalog of earthquakes felt in Chicago over
about 175 years contains only four moderate earthquakes
within 100 miles of Chicago, but several more distant
and larger earthquakes have been felt.  Of these, only
the New Madrid, Missouri events significantly affected
Chicago.  Historical records are not sufficient to es-
tablish magnitude-frequence relationships or determine
probability of occurrence.  However, from the data in
previous reports, suggested relationships have been
evaluated between probable intensity at the project and •
frequency of occurrence (Figure 11-29).  Figure 11-29
shows the recurrence period at Chicago for macroseismic
effects greater than or equal to a specific Modified
Mercalli Intensity (MMI),  based on data from Tables II-
9 and 11-10.  As presented in the figure, the historical
earthquake record suggests that an intensity of VIII
can be expected to recur at Chicago at the rate of about
once each 100 years.  The figure also suggests that
higher intensities might occur at longer intervals.
Insofar as the historical earthquake record can be re-
lied upon to predict seismic events, a high intensity
earthquake is not expected to occur over the life of
the project.  A detailed evaluation of geologic struc-
ture potential in the Chicago region to generate earth-
quakes would be required to estimate the magnitude of
earthquakes likely to occur.
 (3)  Relationship of Faults and Seismicity

     Two areas are identified as major disturbances due
to faulting:  the Des Plaines disturbance, within the
area of the project; and the Sandwich Fault zone, ap-
proximately 30 miles to the southwest.  There are 30
minor faults or fault zones within the project area as
revealed by Vibroseis surveys and drilling.  Eighty-
six other minor faults  (small vertical displacement
and width) were found in a sewer excavation area which
may affect a small portion of the project area.  Faults
of this type can be assumed to occur through the project
area.  Classification of these faults as minor, however,
may not be justified in view of the lateral nature of
displacement suggested by the faults' slickened sides.
                      11-78

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                                     FIGURE  11-29
                             Recurrence Period for Macro-
                             seismic Effects Greater Than
                                 or Equal  to Specific
                                      Intensities^-
III
IV
V       VI       VII     VIII
INTENSITY (MODIFIED MERCALL.I)
IX
      EEC, 1975.
                        11-79

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     Previous reports state that no evidence of activity
has been observed for the faults described, however, no
studies to detect fault activity appear to have been
performed.  Therefore, the historic earthquake record
provides the best indication of activity of faults cros-
sing the tunnels.

     The 1804 Fort Dearborn earthquake occurred within
the bounds of the project area.  Given the lack of defini-
tive information, it should be assumed, in order to be
conservative, that this event was associated with the
Des Plaines disturbance or with one or more of the faults,
fault zones, or minor faults that intersect the tunnels.

     The 1909 Aurora earthquake could have occurred as
close as five to ten miles to the southwest of the pro-
]ect area.  It could also have occurred on a fault that
traverses the project area.   In view of the local seis-
xicity record, the faults in the project area should be
assumed to be potentially active.


(4)  Relationship of Seismic Causes and Effects

     Two types of potential tunnel damage resulting
from seismic activity have been identified in earlier
reports:

          Dislocation of the tunnel along a fault
          Rockfalls along faults or joints.

     Tunnel dislocation along a fault could only occur
if an active fault intersects a tunnel and if an earth-
quake or fault creep occurs.  Because there is no evidence
that the faults intersecting a tunnel are inactive, this
sort of damage is possible in a local earthquake.  Two
local earthquakes have occurred in the 175-year his-
toric record.  Both may have had epicentral intensities
of VIII, and presumably were associated with minor move-
ments on faults.

     Rockfalls along faults or joints could occur either
from vibratory ground motion, as suggested in previous
reports, or in association with dislocation on a fault
which intersects a tunnel.  The previous reports con-
clude that damage to a tunnel will likely be limited to
small rockfalls in highly fractured areas of a tunnel.
                      11-80

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This conclusion is likely to be conservative if ground
motions at  the  surface are typically  greater than those
at depth at the fault site.1'2

     In previous reports, it has  been estimated that  a
peak particle velocity of 12 inches per second  (in/s)
or 30.5 centimeters per  second  (cm/s),will cause  rock
along unlined tunnels to fall out along existing  cracks
or joints;  and a velocity of 24  in/s  (61.0 cm/s)  will
cause new  cracks to develop, along which rockfall will
also occur.^  These estimates may be  somewhat high  be-
cause they were developed from experience in blasting
projects,  however, they  are useful for comparison to
observed particle velocities in  earthquakes.

     Trifunac and Brady** have used a  much more exten-
sive data  set than previous authors to correlate  peak
velocities and earthquake intensities between V and VII.
The data are still insufficient  for calculating mean
values and standard deviations of peak velocities cor-
responding to other intensities.   However, a projection
of their data to an MMI  of VIII  suggests that peak  ver-
tical velocities of 38 cm/s with a standard deviation
about 13 cm/s may occur.  Thus,  peak vertical velocity
may be expected to be between 20  and 56 cm/s for  about
68 percent of MMI VIII earthquakes.  Because rockfall
along existing joints begins at  about 30.5 cm/s,  rock-
fall could be extensive  along a  tunnel wherever other
than isolated single joints intersect.  The particle
velocity,  however, is still not  likely to be high enough
to cause new crack formation and general rockfall.
Kanai, K., Takahashi,  R., and Kawasumi, H., "Seismic Characteristics
of Ground," Proc. World Conference on Earthquake Engineering,
Berkeley, California,  1956, p. 31-1.

Tamura, C., Mizukoshi, T.,  and One, T., "Characteristics of Earth-
quake Motion at Rock Ground," Proc. of 4th World Conference on
Earthquake Engineering, Chile, 1969,  No. A2, p. 26-37.

Langefors, U., and Kihlstrom, B., "The Modern Technique of Rock
Blasting," John Wiley  and Sons, 1963.

Trifunac, M.D., and Brady,  A.G., 1975, On the correlation of seis-
mic intensity scales with the peaks of recorded strong motion:
Bulletin Seismological Society of America, V. 65, No. 1, pp. 139-162.
                        11-81

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2.3  ATMOSPHERIC RESOURCES
2.3.1  Air Quality

     Air quality depends on the quantity of air pollutants
emitted into the air, local meteorological conditions, and
topography.  Since air pollutants are likely to be generated
by the construction of the proposed project, it is important
to analyze the current air quality of tha area.

     Ambient air quality is usually reported in terms of the
concentration of pollutants in the air.  The following sub-
stances have been identified by the U.S. EPA as air pollu-
tants for which Federal and state air quality standards have
been established:  sulfur dioxide, particulate matter, car-
bon monoxide, hydrocarbons, photochemical oxidants, and nitro-
gen dioxide.  Federal and state air quality standards for
these pollutants are described in Appendix D.  This section
describes the observed 1974 air quality in the Chicago area.

     Air quality in the Chicago metropolitan area is moni-
tored primarily by the city of Chicago Department of Environ-
mental Control and the Cook County Department of Environmental
Control.  These agencies have 61 monitoring stations in Cook
County, including 30 within the city of Chicago.  They moni-
tor one or more of the following pollutants at each station:
particulate, sulfur dioxide, carbon monoxide, nitrogen dio-
xide, and oxidants.  Hydrocarbons are measured at one central
location by the State of Illinois EPA.

     Air quality data from the above monitoring sites are
published monthly and quarterly in preliminary form, and an-
nually in final form by the Illinois EPA.  The latest avail-
able data are found in the 1974 Annual Air Quality Report,
and the data applicable to the Chicago metropolitan area are
summarized below.

     Except for nitrogen dioxide, the ambient standards for
all the pollutants were exceeded at one or more monitoring
sites in the Chicago metropolitan area in 1974:

          The annual primary standard of 0.03 ppm for sul-
          fur dioxide was exceeded at the Medical Center
          monitor.  The sulfur dioxide levels in other parts
          of the metropolitan area were below the standards.

          The annual primary standard of 75 J"g/m3 for parti-
          culates was exceeded at 29 monitoring sites.  The
          24-hour primary standard, on the other hand, was
          exceeded at only two sites.
                           11-82

-------
         Although the one-hour primary standard  for  carbon
         monoxide was net, the eight-hour standard was  fre-
         quently violated.  Of the 192 violations of the
         eight-hour standard, 174 were recorded  at the  moni-
         tor next to Congress Street, a very heavily travel-
         led commuter route.

         The annual standard of 0.05 ppm for nitrogen dioxide
         was mat at all monitoring sites.

         The only hydrocarbon monitor, at the University  of
         Illinois Medical Center in Chicago, recorded 67
         violations of the three-hour primary standard  of
         0.24 ppm from 6 a.m. to 9 p.m.

         The one-hour standard of 0.08 ppm  for photochemical
         oxidants was frequently violated at five of the  ten
         monitoring stations in the metropolitan area.
2.3-2  Noise

     Because construction of the proposed project will  gener-
ate seme noise, it is important to analyze the existing noise
levels in the Chicago area.  This section describes the exist-
ing ambient noise levels in the Chicago area in terms of the
Day-Night Sound Level, L$n.  Other noise terminology, units,
and standards are defined in Appendix E.

     The existing outdoor noise levels in most parts of
Chicago are primarily determined by the street traffic.   Speci-
fic noise sources, such as trains, aircrafts, and industrial
plants, contribute heavily to the ambient noise in nearby
areas, and use of power tools, such as lawn mowers and  chain
saws raise the noise levels in residential areas.  Wherever
construction activity exists, the equipment will generate
some noise.

     A nationwide 100-site noise survey conducted by the
U.S. EPA included several sites in Chicago.1  Although  none
of the monitored sites in Chicago were located near the pro-
posed tunnel routes, the data obtained at the survey sites
     U.S. EPA, Population Density Distribution of the United States as
     a Function of Outdoor Noise Levels, Vol. 2, June 1974.
                           11-83

-------
may be  considered  as representative of  the noise levels in
most  areas along the proposed  tunnel routes.

      The monitored sites in  the EPA study were located in
areas with population density  varying from 6,600 to  65,000
persons/square mile.  The recorded noise  levels varied from
a minimum of 36.3  dBA at night to a maximum of 106.2 dBA
during  the daytime.   The Ldn varied from  59.0 dB to  71.2 dB.
Table 11-11 summarizes the EPA  findings.

      The data in Table 11-11 do not indicate a direct rela-
tionship between Ldn and population density.   However, the
noise levels in the  downtown area (sites  7 and 8) ware
generally higher than those  in the residential areas (sites
2,3,4,5,6).  The noise level at site No.  1 was the highest
despite the lowest sice population density, primarily be-
cause the noise monitor there  was located close to an arterial
street.   In all cases, the outdoor noise  levels are  lower
then  those levels  identified by the EPA as the limit neces-
sary  to protect the  public against hearing loss  (see Appen-
dix E).   However,  these outdoor noise levels are generally
higher  than those  identified by the EPA as the limit neces-
sary  to protect the  public against annoyance.
                          Table  11-11
             Noise  Moni
                Site
               Location

            W. lllth St. i
            S. Bell Ave.

            W. 110th PI. 5.
            S. B«ll Ave.

            W. 73rd St. &
            S. Pauline Ave.

            54th St. t
            Wolcott

            -71«t. &
            S. Hermit»7a

            65th St. fi
            S. Peorl*

            ISth St. i
            Drake

            H. Douglas Blvd.
            i St. Loui*
toring Data for Chicago
Population
Density
( people/ml *)
6,600
7,400
12,900
19,800
20,800
32,600
£5,000
65,000
Roadway
Type at Site
(vicinity)*
Arterial
(Collector)
Local
(Collector)
Local
(Collector!
Collector
(Arterial)
Collector
(Arterial)
Local
(Collector)
Collector
(Arterial)
Collector
(Arterial)
Traffic
Cars,
Trucks , Buses
Cars, Trucks
Cars , Trucks
Cars , Trucks
Cars , Trucks
Bases
Cars , Tracks
Cars , Truck*
Car*, Trucks
Buses
(dB)


71.2

59.0


60.6


66.9



64.4


63.1


68.4


70.7
         The item within $u«nthM» r«<«r to eh* roadvay in the general vicinity while thoa*
         without pax«ntnei*i r«fex to th« monitored «it«.


           11.S. EPA, Population 0«n»ity Di«tribution of th« l'nit«d Statta a» a Function of Out-
           door noiae tev«l», Vol. 2, June 1974.
                             11-84

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2.4  BIOLOGICAL RESOURCES

     The forest preserves, parks, wetlands,  and  other  natural
preserves of the Chicago area consist of many  types  of vege-
tation which provide habitats or food resources  for  a  wide
variety of wildlife.  The river systems of the area, however,
do not have a wide variety of aquatic life because of  the
high pollutant load conditions of these systems.  To estab-
lish the existing biological resources of the  Chicago  area,
the following sections identify and describe the area's
major fish and wildlife species and dominant vegetation
types.
2.4.1  Vegetation

     The vegetation in the natural areas  southwest  of  Lake
Michigan is basically a transitional zone type  which  follows
a narrow route near the lake.  Adjacent to this zone,  a
modified form of the beech-maple forest is found in the more
moist areas and oak-hickory forests are found in more  open
areas west of the beech-maple.  The major vegetation  species
found between these two forest types fall into  the  category
of maple-basswood and maple-basswood-red  oak forest.^   A
survey conducted by MSDGC personnel along the Little  Calumet
River showed natural areas near Kennedy Avenue, Cline  Avenue,
Coifax Street, and Burr Street.  The major species  found
during this survey were cottonwoods, poplars and willow
with occasional oak, maple, and mulberry.   Wetland  areas
adjacent to streams of the project area consist mostly of
willow species.  Common vegetation found  in these areas in-
cludes cottonwoods, poplars, various grasses, forbs,  cat-
tails, arrowheads, and nettles.  High water tables  limit
the vegetation in these areas to water-tolerant species.
Additional details describing the plant communities in the
Calumet-Sag Channel Watershed are presented in  Appendix J.


2.4.2  Fish

     Most of the fish in the streams and  rivers of  the
Calumet River system are pollutant-tolerant or  very hardy
species because of the polluted conditions of these water-
ways.  This condition severely limits the desirability of
these waterways for sport fishing.  Sport fishing,  however,
     Soil Conservation Service, "Environmental Resource Inventory -
     Calument-Sag Channel Watershed, Cook, DuPage, and Will Counties,
     Illinois," October 1975.
                            11-85

-------
is still evident along many of these streams and rivers, but
catches include only carp and species of bullheads.  The fish
species listed below can be found in the Calumet-Sag Channel
as well as the rivers and streams of the Calumet River system.
The presence of these species in all water bodies of the sys-
tem is due to the similarity in water quality characteristics,

          Central mudrninnow
          White sucker
          Carp
          Goldfish
          Stone-roller
          Creek chub
          Bluntnose minnow
          Fathead minnow
          Golden shiner
          Black bullhead
          Largemouth bass
          Green sunfish
          Bluegill
          Pumpkinseed
          Sunfish (Lepomis)
          Johnny darter
2.4.3  Wildlife

     The Calumet-Sag Channel Watershed is inhabited by a wide
variety of wildlife.  Over 114 species of birds are known to
breed within the watershed area.  Half of these species pre-
fer wetland habitat and at least eight species migrate to
the area each year.  Although a comprehensive survey has
not yet been conducted, the most common mammals in the area
are white tail deer, eastern cottontail, gray squirrel,
raccoon, opossum, fox, and woodcock,  in addition, a large
number of reptiles, amphibians/ and invertebrates can be
found along the streams, in wetlands, and in uplands of the
watershed.  Wildlife and wildlife habitats are diverse and
abundant in the Calumet-Sag Channel Watershed.  A detailed
inventory of the watershed's wildlife species and their
preferred habitat is provided in Appendix J, prepared by
the Soil Conservation Service.1  The inventory includes
amphibians, reptiles, birds, and mammals along with an in-
dication of which species are included in the Illinois
Nature Preserve List of Rare and Endangered Vertebrates
of Illinois.
     Op Cit, SCS, October 1975.
                           11-86

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     Bird species listed in the  inventory  include  both resi-
dent and migratory species.  Waterfowl migrating  to and from
the general area include such  species as:   mallards,  bald-
pates, pir.t3Li.ls/ black clucks,  scaup,  rmg~n.ee/isci  ciucxs/
Canada geese, and snow geese.  Field  observations  have also
confirmed the presence of black  terns and  yellow-headed black-
birds .
                            11-87

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III.  EXISTING MAN-MADE ENVIRONMENT

-------
         III.   EXISTING MAN-MADE ENVIRONMENT
     This chapter contains a description of the man-made en-
vironment of the Chicago metropolitan area, which may be af-
fected by the proposed tunneling project and is divided into
five main sections:

          Socioeconomic            '
          Land Use
          Resources
          Transportation
          Major Projects and Programs.

     The initial section describes the socioeconomic con-
ditions of the Chicago area and presents the current and
projected population statistics.  Contract construction
income, and employment, from primary as opposed to second-
ary sources, are also described*  The land use section
discusses current urbanization patterns and future urban-
ization plans.  Also identified are the archeological,
cultural, historical, and recreational sites in the Chicago
metropolitan area which may be affected by the proposed
project.  The third section discusses the financial and
labor resources of the area which may be affected by the pro-
ject and the fourth section presents the applicable trans-
portation systems which may have an impact on the proposed
project.  Finally, the major projects and programs possibly
related to the proposed action will be described.

     The information in this chapter provides a basis to
evaluate the effects of the proposed project on the man-
made environment.  Instead of an exhaustive description of
the man-made environment, only those elements that are
necessary for this impact evaluation are presented in the
following sections.
                           III-l

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3.1  SOCIOECONOMIC

     The current and projected demographic profile of the
study area provides a basis for analyzing the socioeconornic
element of the man-made environment.  For the purposes of
this environmental impact statemen-b, the study area, or im-
pact area of the proposed action, is Ccok County.  There are
over 40 communities, including Chicago, within Cook County
which are located within the service area of the Mainstream,
Cai^-.st, and Des Plaines Tunnel Systems.  Demographic data
will be presented in this section for Cook County, Chicago,
and the Chicago Standard Metropolitan Statistical Area (SMSA)
levels.  Data for individual communities are contained in
Appendix F.
2.1.1  Current and Projected Population

     The population growth -rends in the Chicago metropoli-
tan area have been similar to those experieiced in other
major ciries in the United States.  The cicy of Chicago has
been losing population since 1950 at an average annual rate
of -.02 percent during 1950 no 1960, and at -.51 percent
from 1960 to 1970.  The great movement from Chicago into
the suburban areas of Cook County, as well as a substantial
immigration of people from the south to Cook County, occurred
during the 1950's, as shown in Table III-l.  The growth rate
for Cook County was 13.7 percent for an average annual rate
of 1.37 percent,  which represents 61,570 new residents per
year.   During the 1960's, the greatest growth occurred in
the outlying but rapidly urbanizing counties bordering Cook
County, such as Du Page and Lake.  Table III-2 further em-
phasizes the geographical redistribution of the population
by presenting population share trends of the city of Chicago
and Cook County,  and Cook County and the SMSA.  The position
and proportionate population share of both Chicago and Cook
County, is decreasing within the expanding SMSA.

     Population projections through 1985 are presented in
Table III-3.  They have been based upon the more conservative
OBERS projections forecast for the Chicago SMSA by the U.S.
Department of Commerce.  Local and regional planning groups'
population projections are consistently higher than OBERS.
The NIPC projection for the Chicago SMSA in 1985 is 8,750,000
compared with 7,987,800 from OBERS.  The NIPC projection as-
sumes an accelerated rate of population growth which is not
consistent with growth trends for the SMSA.  As shown in
Tables III-l, 2, and 3, the annual growth rates have declined
since 1950.  Given current demographic patterns of smaller
household size and a depressed birth rate, the OBERS projec-
tions which assume a slightly declining growth rate are con-
sidered more defensible.

                           III-2

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                             Table  III-l
                   Population Changes 1950-1970
1
Jurisdiction
Chicago
Cook County
Chicago SMSA
1970
3,362,825
5,488,328
6,973,947
1960
3,550,404
5,124,489
6,220,913
1950
3,620,962
4,508,792
5,495,364
Percent Percent
Change Change
1960-1970 1950-1960
-5.1
7.1
12.2
-1.4
13.7
13.2
County and City Data Book,  1972 edition,  "k Statistical Abstract  Supplement,"  U.S.
Department: of Comnercs, Bureau of the Census, pp.  126, 550, 578.
                             Table  II]>2
                 Population Share  Trends 1950-1970

Chicago as
Percent of Cook County
Cook County as
Percent of SMSA
1970
61%
78%
1960
69%
82%
1950
80%
82%
                             Table  III-3
                 Population Projections 1970-1985
Jurisdiction
Chicago
Cook County
Chicago SMSA
1970
3,369,357
5,488,328
6,978,947
1980
3,172,315
5,664,848
7,655,200
1985
3,148,791
5,831,094
7,987,800
Percent Change
1970-1980 1980-1985
-5.8
3.2
9.7
-.71
2.9
4.3
OBERS Projections, U.S. Department of Commerce, Bureau of the Census, p. 109.
                                 III-3

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     Growth in the SMSA is anticipated to slow to an average
annual rate of .97 percent through 1980 and, subsequently, to
.43 percent through 1985.  Chicago's population should begin
to stabilize after 1980 with the projected completion of the
Chicago 21 Plan for the Central Area Communities, and the South
Loop New "Town, which will assist the city in reestablishing
vital urban neighborhoods.  Several general demographic trends,
which should al-so help stablize the higher density urban areas
of Cook County and the city of Chicago in the late 1970's and
1930's are:

          The decreasing size of the household

          The increasing rate of household formation due to
          the increasing rate of marriage dissolution and the
          increasing segregation of the elderly into separate
          households

          The increase in numbers of all adult households

          The increase in high compensation service employ-
          ment.

The above trends have been experienced in most of the large
metropolitan areas in the United States.  When these demo-
graphic factors are combined with the uncertainties of energy
and fuel availability and the rising costs of fuel, energy,
and housing, the urban centers should be strengthened and
the outward population trends of the 1950's and 1960's slowed.


3-1.2  ContractConstruction Income

     The Chicago metropolitan area has long been a center
for large-scale public and private construction projects,
including mass transit system development, airport construc-
tion, and major commercial and residential development.  The
relatively high level of construction needs in the area has
resulted in a large construction employment base.  The in-
come derived from contract construction employment from 1950
to 1971 is shown in Table III-4.  Contract construction em-
ployment income exceeded two billion dollars in 1971.  As
shown in Table III-4, income earned from contract construc-
tion increased at a faster rate than industrial sector earn-
ings and total personal income until 1969.  In the years
from 1969 to 1971, Chicago experienced a depression economy,
which is reflected in the significant drop in earnings and
income growth.  (See Table III-4).
                           III-4

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                                 Table III-4
            Contract Construction Incomel - Chicago  Region*
                                (in Millions)
Year
1950
1959
1965
1967
1969
'• 1971
Farcent Increase
1950-1959
1 Percent Increase
1959-1969
Percent Increase
1969-1971
Contract
Construction
Income
$ 514.7
$ 992.6
$1,174.0
$1,400.2
$1,858.4
$2,055.4
92.9%
87.2%
10.6%
Industrial
Sector Earnings**
$ 9,286.3
$15,365.8
$20,126.4
$23,452.4
$27,468.4
$30,426.5
65.5%
78.8%
10.8%
Total Personal
Income
$10,945.7
$18,169.4
$24,528.6
$23 ,417.0
$33,274.1
$37,299.6
66.0%
83.1%
12.1%
*    The region is defirred as the SMSA plus Kendall, Grundy, and Kankakee
     Counties.

**   Earnings include  only wages and salaries.
1     Illinois State and  Regional Economic Data Book, 1973 Edition, State of
      Illinois Department of Business and Economic Development, p. 70.
                                    III-5

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       Secondary employment  earnings related to contract con-
  struction in the Chicago region cannot be determined.  Goods
  arid services of several industries are directly involved with
  construction activity, such as  trucking, finance and insurance,
  real estate, manufacturing,  and wholesale and retail trade.
  Trying to derive construction-related income for a specific
  region or jurisdiction would be highly speculative.  However,
  the economic benefit or multiplier of construction employment
  income could be up  to  1.8  on a  secondary basis.  Table III-5
  shows the proportionate share of contract construction
  earnings to total earnings (wages and salaries) within the  Chi-
  cago" region.  Contract construction income has accounted  for
  about eight percent of total Chicago regional earnings since  1969
                          Table III-5
               Contract Construction Earnings as          ,
    Proportionate Share of Total  Earnings - Chicago Region
Year
1950
1959
1965
1967
1969
1971
Contract Construction
Earnings
Millions
514.7
992.6
1,174.0
1,400.2
1,858.4
2,055.4
Percent
6.5
7.5
6.7
6.9
7.7
7.7
Total
Earnings
Millions Percent
7,964.1
13,208.9
17,404.1
20,409.1
24,203.2
26,790.3
100.
100.
100.
100.
100.
100.
  1    Illinois State and Regional Economic Data Book,  1973 edition, State
       of Illinois Department of Business and Economic  Development, p. 70.

       Average monthly  wages for construction employment are
  high, relative to other  industries  in the Chicago metropoli-
  tan area.  Average  wage  levels are  shown below:
Industry
Average Monthly Wages  (Jan.-Mar
      1970    1971     1972
    Selected Industries,  Total            $675    $709   $   764

Mining                                     845     921       961
Contract Construction                      927     986    1,099
Manufacturing                              717    """755       826
Transportation, Communication
 and Public Utilities                      777     811       961
Wholesale and Retail Trade                 577     604       644
Finance, Insurance, and Real  Estate       696     743       800
Services and Miscellaneous  Industries     576     610       640

Source:  Illinois  State and Regional  Economic Data Book, 1973 Edition, Bureau
        of Employment Security, Illinois Department of Labor, p. 81.
                              III-6

-------
     Current monthly wages in contract construction have been
estimated at $1,653, based on 1,800 hours per man-year at
an average hourly rate of $11.02.  Estimated 1976 union labor
rates for the'major trades in contract construction were pub-
lished in "Engineering News Record," and are shown in Table
lil-6.  These rates are considered to be appropriate for the
Chicago metropolitan area.
3.1.3  Contract Construction Employment

     Contract construction employment in the Chicago metro-
politan area naturally fluctuates according to the magnitude
of construction activity generated by both the public and
private sector.  Levels of construction activity are in-
fluenced by national economic conditions, the status and
availability of Federal program assistance, and state and
local government spending programs.  The city of Chicago has
been particularly successful in obtaining Federal program
assistance for urban renewal, model cities, and other assis-
ted housing development.  The following examples typify major
public construction and development projects which occurred
in the Chicago metropolitan area during the past two decades:

          University of Illinois Circle Campus

          Me Cormick Place Convention Center

          Rapid transit development and expansion

          Expansion and improvements at O'Hare Airport

          Civic Center - a complex of Federal and local govern-
          ment office buildings

          Major expansions in infrastructure - particularly
          schools and sewage system facilities.

     Private sector activity has been consistently strong
in the metropolitan area over the past 20 years, as well.
During the past ten years, several major projects were ini-
tiated and completed in the city of Chicago, particularly
                           III-7

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                        Table III-6
              Current Union Hourly Wage Rates
 1
           Worker Class
Dollars/Hour
Common Laborer

     Heavy Construction
     Building Construction

Skilled Laborer

     Bricklayer
     Carpenter
     Structural Iron Worker
     Plasterer
     Electrician
     Steam Fitter

Equipment Operator

     Hoist-One Drum
     Tractor  (including dozer)
     Tractor  - Scraper  (15-16 c.y.)
     Power Crane
     Motor Grader
     Air Compressor
     Air Tool

Truck Drivers

     Dump Truck (4 c.y.)
     Dump Truck (4 c.y.)

Average Hourly Rate
    8.80
    8.80
   11.63
   11.69
   13.17
   10.92
   12.94
   12.37
   12.50
   11.20
   11.20
   12.50
   12.50
   10.05
    9.105
    8.90
    9.15

   11.02
     "Engineering News Record," January 1, 1976, p. 28.
                           III-8

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the downtown area, which added significantly  to  the  demand
for construction services; these projects  include:
          Project

Sears Tower and ?laza
Water Tower Place
Standard Oil Building
CNA Center
Illinois Cea-er  (One, Two)
Marina City
First National Bank Complex
John Hancock Center
Hyatt Regency

Total
Year Completed
Cost
1974
1975
1974
1974
1969, 1972
1966
1973
1969
1974
$150 million
$150 million
$150+ million
$ 80 million
S 83+ million
$ 40 million
$150 million
$100 million
$ 45 million
                   $948  million
      Much of the above  activity  was  stimulated by the pub-
 lic: sector construction which  began  to revitalize the older
 downtown areas.

      The construction-related  employment opportunities in
 the Chicago SMSA have established a  skilled labor force
 which is predominantly  unionized,  and have accounted for ap-
 proximately 61 percent  of  total  construction employment in
 Illinois in 1970.   Table III-7 presents construction employ-
 ment levels for Illinois,  Cook County, and the Chicago SMSA
 in 1970.  Table III-8 reflects the fluctuation in construction
 employment levels  for the  Chicago region for 1967, 1969,
 and 1971.  As  shown, the industry added over 19,000 jobs in
 one 2-year period  and then dropped 8,161 jobs in the suc-
 ceeding 2-year period.  The industry is flexible and can
 expand or contract rapidly given the demand for construction
 services.

                         Table  III-7
           Construction  Employment by Area - 1970

Illinois
Chicago SMSA
Cook County
Civilian
Labor
Force
4,591,634
2,954,153
2,355,804
Total
Employed
4,419,915
2,852,017
2,269,683
Construction
Employment
225,416
136,897
99,866
Construction
Employment
as Percent of
Total Employed
5.1
4.8
4.4
 County and City Data Book, 1972 Edition, "A Statistical Abstract Supplement,"
 U.S. Department of Commerce,  Bureau of the Census, pp.  128, 550, 680.
                           III-9

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                         Table  lll-i
           Change in Construction Employment Level
                  Chicago Region  1967-19711
1
1967
I
1969
1971
1 ' i
   Chicago  Region
123,048
142,180
134,019
    1     Illinois State and Regional Economic Data Book, 1973 Edition,
         State of Illinois Department of Business and Economic Develop-
         ment, p. 30.
      The  past few years  of  national economic  recession and
the  cutbacks in Federal  and local program spending have had
a  significant i.npact on  the construction industry employment
levels.   Current construction employment estimates for the
Chicago  SMSA and State of Illinois are shown  in  Table III-9.
                         Table  III-S
           Current Construction Employment Levels
                          1

Illinois
Chicago SMSA
1970
225,416
136,897
1975*
185,800
119,000
Percent
Decrease
17.6
13.1
1    Division of State and Area Monthly Surveys, Bureau of Labor Statis-
     tics, U.S. Department of Commerce, November 1975.

*    Private contmunication, MSDGC,  verbal estimate.
The overall  impact was apparently more severe in  other re-
gions of  the state given  the  17.6 percent drop in  employ-
ment in Illinois as compared to  the 13.1 percent  drop in
Chicago.
                            111-10

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3.2  LAND USE

     The current and future land, uses near the proposed TAR?
project are described in this section.  Archeological sites,
present and planned cultural sites, and historical sites are
also presented as well as the locations of existing and
planned recreational sites near the proposed tunnel system.


3.2.1  Current Urbanization Patterns

     The current land uses in the vicinity of the proposed
Calumet Tunnel system are described below for the land
within 500 feet of the tunnel route, the proposed locations
of drop shafts and construction shafts, and access shafts.
Consequently, this section is limited to only the current
land uses and facilities within these 500-feet limits.
      (1)  Tunnel Route

          The tunnel route for the Calumet portion of the
     TARP system generally follows the Cal-Sag Channel, the
     Little Calumet River, and Calumet River.  In general,
     these areas contain a wide variety of existing land
     use including residential/ commercial, industrial,
     recreational, and vacant space.  The majority of the
     tunneling and conveyance structures follow existing
     waterways and should not cause relocation of existing
     development.

          The land immediately adjacent to the route along
     the Cal-Sag Channel  (Crawford Avenue to Western Avenue)
     is primarily industrial with some vacant lands.  The
     tunnel routing along the Little Calumet River has a
     variety of land uses nearby including the railroad
     tracks of B&OTC, Chicago and Western Indiana lines.
     Residential areas are primarily encountered along
     Indiana Avenue between 140th Street and Sibley Road.
     The Dixmoor Branch of the Calumet system passess
     through mixed residential and vacant lands as well as
     the Forest Preserve.  The Lansing Branch passes by
     the Little Calumet River and some residential and
     vacant undeveloped lands.

          Most of the land in the Calumet area is currently
     highly urbanized and developed.  The land use distribu-
     tion has been estimated as follows:
                           III-ll

-------
               Residential                49 percent
               Commercial and Industries  16 percent
               Open Space and Parks       35 percent
     (2)   Potential Rock Disposal Areas

          Rock accumulated from tunneling operations will
     be of a type similar to currently quarried rock in the
     metropolitan area, such as rock from McCook and Thornton
     quarries.  These two quarries have temporary storage
     capacity for rock prior to its sale for commercial use.
     The largest rock size expected from tunnel excavations
     will be about three inches in diameter, and the rock
     will be roughly cubical in shape.  Stearns quarry is
     commercially inactive and is capable of accepting large
     quantities of ncnsaleable fill from TARP.   Nonsaleable
     fill includes rock fines and clayey or flint-like rocks
     which make up the majority of the excavated material.
     All of these quarries are located in industrial areas.
     (3)   Potential Tunnel-Sludge Disposal Areas

          Approximately 32 percent of the metropolitan area's
     sewage sludge is shipped to the MSDGC's 10,000-acre
     landfill in Fulton County.  The balance of the sludge
     is distributed to the NuEarth Program,  broker sales,
     Lawndale Lagoons, and landfill.  Although only a few
     suitable landfill sites exist in the metro area, the
     Fulton site is capable of accepting additional sludge
     removed from the proposed tunnels.
3.2.2  Urbanization Plans

     This section describes the relationships between the
Calumet area's land use plans and the existing land use
along the proposed tunnel route, and at existing sites which
could be used for the disposal of excavated rock and dredged
sludge from the tunnels.

     (1)  Tunnel Route

          The Calumet Tunnel system section of TARP is
     designed to serve the south facility area of the Metro-
     politan Sanitary District of Greater Chicago area which
     contains approximately 293.2 square miles.  This area
     includes the southernmost part of the city of Chicago,
     six suburban communities, and numerous neighborhood
                           111-12

-------
areas. (See Appendix F).  The area is highly urbanized,
with land use and development planning functions
fragmented among the many jurisdictions.

     There are no major plans for redevelopment or new
large-scale development among the towns and communities
currently underway or under active consideration.  The
tunnel route follows existing waterways and if con-
structed would improve water quality, which might
attract additional water-using industry to the Calumet
area, as well as improve recreational park and water-
oriented development along the Calumet and Little
Calumet Rivers, and the Cal-Sag Channel.
 (2)  Potential Rock Disposal Areas

     The operating quarries are likely to continue in
operation, while Stearns quarry will probably be filled
up eventually and possibly used as a park.

     The Chicago Lakefront Plan has several alternatives.
One alternative recommends landfilling along the Lake
Michigan shoreline and constructing numerous islands
about a mile off shore.  This operation could" provide
adequate sites for rock excavated from TARP tunnels.
Although construction of the tunnel would make excavated
material available, use of the rock for this purpose
would have to be examined as part of the environmental
assessment of the lakefront Plan itself.  The other
alternatives will also require landfilling and recom-
mend the following:

          Expansion of the park base through shoreline
          extension.  This landfill would complete a
          continuous public shoreline, add new parkland,
          and strengthen the shoreline to withstand ero-
          sion.

          Breakwater construction and shoreline exten-
          sion and creation of sheltered water areas
          which increase shore protection and provide
          opportunities for small boating, swimming
          and fishing.

Overall, the Lakefront Plan depends on suitable exca-
vated material from the TARP project to construct these
new land forms.
                       111-13

-------
      (3)  Potential Tunnel-Sludge Disposal Areas

          The metropolitan area will probably continue to
     rely on the Fulton County site for disposal of sewage
     sludge, including tunnel sludge cleaned from TARP tun-
     nels.
3.2.3  Archeological Sites

     There are no known sites of archeological interest along
the route of the Calumet Tunnel system.  There is provision
in the MSDGC Contract Documents, General Specifications for
sewers, Page GSS-6 for the preservation of historical as
well as archeological specimens.  This section reads as fol-
lows :

         "Historical and Scientific Specimens

          The Contractor shall preserve and de-
          liver to the Engineer any specimens of
          historic or scientific value encoun-
          tered in the work as directed by the
          Engineer."

     Any archeological sites which may have existed at poten-
tial rock disposal or sludge disposal areas cited above have
probably been destroyed or covered with fill.
3.2.4  Cultural Sites

     There are several sites and facilities near the tunnel
route which could be termed sensitive rather than historic
or archeological.  These sites are considered cultural sites
and are identified as follows:

          Church                  142nd Street west of
                                  Burnham Avenue

          First Reformed Church   South Park Avenue south of
                                  Little Calumet River

          First Baptist Church    Riverview Drive and Cottage
                                  Grove Avenue

          Church                  151st Street and State
                                  Street
                          111-14

-------
          Thornton Junior College 158th Street and State
                                .  Street

          Church                  159th Street and State
                                  Street

          Holmes Schools          160th Street and Finch
                                  Avenue

          Riley School            160th Street and Lincoln
                                  Avenue

          Lincoln School          Broadway and Chicago Street,
                                  Blue Island

          St.  Paul's School       133th Street and Indiana
                                  Avenue

          St.  Mary's School       138th Street and Leyden
                                  Avenue

          Scanlan School          133rd Street and Calumet
                                  Avenue

          Aldridge School         130th Street east of Chicago
                                  & Western Indiana RR.
3.2.5  Historical Sites

     There are no sites or facilities of historic significance
along the Calumet Tunnel route which appear in the National
Historic Register.  There are also no sites or facilities
under consideration for registration.  As mentioned in
Section 3.2.3, however, if during construction specimens of
historic or archeological interest are uncovered, the
contractor must preserve and deliver same to the project
engineer for safekeeping.
3.2.6  Recreational Sites

     As the Calumet Tunnel route follows existing waterways
there are several parks and recreational facilities located
nearby or adjacent to the route.  These have been identified
as follows:

          Boat Harbor             Little Calumet River west
                                  of the Calumet Expressway
                           111-15

-------
          Boat Yards


          Gombos Boat Yard


          Forest Preserve



          Veterans Memorial Park


          Riverview Park


          Little Calumet Park


          Tomahawk Park


          Wigwam Park


          Raceway Park


          Triplex Marina


          Lion Field
Grand Calumet and Little
Calumet River

Little Calumet River and
New York Central RR

Thornton Road between
Loomis Street and Ashland
Avenue

South Park Avenue and
160th Place

Riverview Drive and Wood-
lawn East Avenue

158th Street and Keinbank
Avenue

151st Street and State
Street

158th Street and State
Street

Vermont Street and Ash-
land Avenue-Calumet Park

Little Calumet River west
of Halsted

South Indiana Avenue and
124th Street.
3.3  RESOURCES

     The following two sections discuss financial and labor
resources.  The first section provides an analysis of the
financial resources available to fund the Calumet Tunnel
system and the other two tunnel systems, and the second sec-
tion presents a profile of the labor force in the Chicago
metropolitan area.
3.3.1.  Financial

     This section discusses the financing schedule and avail-
ability of pollution control funds for:
                            111-16

-------
          The MSDGC's Flood and Pollution Control Program

          The Calumet Tunnel system (water pollution con-
          trol tunnels only)

          The total Phase I Tunnels (water pollution con-
          trol tunnels only).

     In addition, this section addresses the availability
of funds for certain elements of the MSDGC's Flood and Pollu-
tion. Control Plan, which are not part of the plan for the
Phase I Tunnels and which are closely related to .the overall
goal of meeting the 1983 water quality standards.  These
elements .include:

          Instream aeration

          TARP storage reservoirs

          Increases in treatment levels, efficiencies, and
          plant  capacities.

Both existing and potential funding sources  are  considered
for the  pollution control aspects of the program and for
the key  elements which are  not part of  the Phase I Plan to
assess how much  financial assistance current programs might
provide  and  to indicate how these programs must  be augmented
to complete  program implementation.  The impact  of the Phase I
tunnels  on the MSDGC's property tax rate is  also considered,
and the  annual sequence o±  anticipated  contract  award dollars
is  identified  for the construction of the Phase  I Tunnel
projects.  The fund commitment  schedule is  also  presented,
indicating anticipated  sources  necessary for the support  of
this award program.  The data and analyses  presented in this
section  indicate that the financing requirements of construc-
ting the Phase I tunnels of TARP can be met.  In addition,  it
can be reasonably assumed that  the financing requirements of
other key elements of the MSDGC's Flood and  Pollution Control
Plan associated  with meeting 1983 water quality  standards
(instream aeration and expansion of the Calumet  treatment
facilities)  can  be met.  In the case of the  West-Southwest
treatment plant  expansion project, the  financing feasi-
bility is very doubtful.  Finally, financing for the
TARP storage reservoirs is  uncertain.   The complex issue
of the authority of the Corps of Engineers in  the case
of urban drainage improvement projects  is currently under
consideration.   However, there  is presently  no congressional
appropriation  and no request from the U.S. Army  Corps of
Engineers for  an appropriation  to help  support the construc-
tion of  the  TARP reservoirs.
                            111-17

-------
(1)   Construction Cost Schedule

     The total Chicago Flood and Pollution Control  Pro-
gram has two major parts; TARP, to correct the  combined-
sewer overflow problem, and a series of projects  iden-
tified by the iMSDGC.  iMajor goals of this series  of
projects include:

          Increases in treatment levels, efficiencies,
          and plant capacities

          Extensions and enlargements of interceptor
          sewer facilities

          Flood control in separate storm sewer areas

          Waterway dredging

          Provision of sludge handling facilities.

Table 111-10 presents the MSDGC construction  and  financ-
ing schedule designed to meet the 1933 goals  of the
Federal Water Pollution Control Act  (PL 92-500) and the
flood control abatement objectives.  The schedule re-
quires that project awards be forthcoming through
FY 1986. The table presents a summary of the  Flood
and Pollution Control Plan by major category  and  antic-
ipated award levels.  The cost projections are  based
on 1975 construction costs and incorporate a.  six  per-
cent annual cost escalator.  Although the sewer con-
struction cost index rose 20 percent in 1974  and  rose
an estimated 12 to 13 percent in 1975, the consensus
of opinion among Federal and business financial leaders
is that the inflation rate will stabilize at  five to
seven percent over the next decade.  The six  percent
escalator thus represents a reasonable expectation  in
terms of the future impact of inflation on the  relevant
construction cost figures.  The plan has a total  ex-
pected cost of approximately $3.54 billion, of  which
approximately $1.84 billion is associated with  TARP.
Of the $1.84 billion, elements related to water pollu-
tion control account for approximately $1.03  billion
and measures related principally to flood control for
$.81 billion.1
This $.31 billion primarily includes the TARP storage reservoirs
and Phase II relief tunnels.
                      111-18

-------
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     Table III-ll presents  the  construction and award
schedules for the Calumet Tunnel  system.   The esti-
mated construction cost  for the Calumet tunnels (in
1976 dollars/ escalated  six percent annually)  is
$378.2 million.  The EPA have made  a preliminary deter-
mination that approximately 84  percent  ($87.0 million
in 1976 dollars) of the  collecting  structure and drop
shaft costs will be eligible for  construction grant
funds under the Federal  Water Pollution Control Act
Amendment of 1972  (PL  92-500).1  The other 16 percent
is associated with flood control  benefits and is,  there-
fore, ineligible for pollution  control  funding.  The
annual operating and maintenance  costs  for the Calumet
Tunnel system are estimated to  be approximately $2.5
million; the estimate  for the entire tunnel system is
$3.0 million annually.
 (2)  Sources of  Funds

     Certain funds  are  either already available or may
be requested under  existing legislation for implement-
ing a part of  the total Flood and Pollution Control Plan.
These funds are  derived from local,  State,  and Federal
sources.  The  Federal sources include grant programs
involving water  pollution control,  flood control, urban
renewal, and recreation facilities development.  This
section focuses  on  the  sources of pollution control
funds for implementing  the Calumet Tunnel system.
     1.   Metropolitan  Sanitary District of Greater
          Chicago  (MSDGC)

          The MSDGC  customarily finances construction
     and facilities  replacement by proceeds from the
     sale of construction  bonds.   The District is
     authorized  to incur indebtedness in an amount not
     to exceed five  percent of its total assessed valua-
     tion.  As of January  1,  1976, the unexercised debt-
     incurring capacity is $718.5 million.
The figure of 84 percent may not hold for the Lower Des Plaines
Tunnel system.  Certain costs for this system are still under
review with no final conclusions derived to date.
                      111-20

-------
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     Prior to 1971, the plan to issue bonds re-
quired a referendum.  In 1971, however, a bill was
enacted authorizing the issuance of up to S330
million in general obligation construction bonds
without referendum.  The MSDGC can issue these
bonds at a maximum rate of S100 million per year,
plus carry-over of the unused portion of char race
from previous years.  The bonds must be repaid
within 20 years from the dacs cf issuance.

     In support of existing national and state
goals, the District has already issued $249.5 in
Capital Improvement Bonds and has remaining unused
authority to issue $130.5 million of additional
bonds.  Approximately $66.3 million of cha renr.ir.-
ing authorization is targeted by the ::SDGC for -.  =
Phase I Tunnels.

     The present authorization of tne District. -.
issue bonds for pollution control wcrk is based
on prexrious water quality standards.   Since water
quality standards have become more stringent, th.3
MSDGC is currently formulating plans to ask Illinois
for an increased bonding authority in the vicinity
of $200-400 million.  In view of the District's
AA bond rating and additional dept-carrying capac-
ity, additional bond funds in the range of $200-300
million should be available in the near future at
a reasonable interest rate.

     The MSDGC is also authorized to levy an ad.
valorem tax for construction purposes in an amount
not to exceed $.26 for each $100 of assessed valua-
tion.  Table 111-12 presents an estimate of the
change in property tax rate attributable to the
anticipated Tunnel Plan financing requirements.

     For illustration purposes, the ad valorem
property tax for a $50,000 home is computed for
1981  (peak construction year), and for 1986 (end
construction year).  In 1981,  the home owner
would pay a $0.35 ad valorem construction tax,
while in 1986, he would only pay a $0.265 ad
valorem construction tax.
                 111-22

-------
                           Table 111-12
      1976  Estimate of the "Change in Property Tax Rate
             Attributable to the  Implementation  of
                     the Phase I Tunnel  System
Fiscal
Year
76
"7
78
"9
SO
31
32
33
84
Cost of Tunnel
Plan (SMillions)
50.7
92.2
159.8
133.5
139.9
173.0
95.7
57.5
22.2
35 5.7
36
2.2
Incremental Change
in Tax Rate 6/S100
Assessed Valuation
.005
.007
.013
.013
.012
.021
(.004)
(.005)
(.002)
(.003)
(.003)
Cunulative Chancre
in Tax Race C/S100
Assessed Valuation
.ro5 !
." "• O
.025
.033
.049
.070
.066
.061
.035
.056
.053
Assumptions:

         MSDGC's share of construction costs is  25 percent

         MSDGC financing is accomplished with 20-year bonds,  5  1/2 percent
         coupon

         TAX 3ASE ($22.7 billion in  1975) is escalated at six percent annually

         Operating/maintenance cost  not included in Tunnel Plan cost figures

         Effect of construction grant program disbursement schedule on MSDGC
         is not considered.
   This represents a 13.3 percent increase over the 1975  MSDGC  tax
   rate of $.4005 per $100 of assessed valuation.
                               111-23

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2.   State of Illinois

     By approval of the bond issue referendum of
1970, the State of Illinois was authorized to
issue bonds up to a maximum of $750 million.  Ap-
proximately $150 million of these funds have al-
ready been raised through bond sales  leaving ap-
proximately $300 million potentially  available
(by agreement with the State)  to the MSDGC for
implementing Phase I  TAP.F.   For FY 1976,  the
MSDGC.  A conservative posture would  suggest that
approximately $300 million would potentially be
available to the District in FY 1976-1977.
statewide appropriation of these funds is $206
million; therefore, it would be unreasonable to
expect that a -major portion of this potential
$300 million would be available in FY 1976 to the
MSDGC for the Tunnel Flan.  A conservative posture
would suggest that approximately $300 million
would potentially be available to the District in
FY 1976-1977.

     The State's ability to raise funds in the
general obligations municipal bond market is good,
as exemplified by its AA bond rating, which should
ensure that funds can be raised at reasonable cou-
pons.  The prospects of future or increased bonding
authorization are extremely bleak because of lack of
political feasibility and the requirement for referen-
dum.
3.   Federal  (PL 92-500)

     Of the total $18 billion appropriation under
PL 92-500, the State of Illinois was allocated a
total of $1.137 billion ($125 million in FY 1973;
$187.5 million in FY 1974; $252.3 million in FY
1975; and $571.0 million in FY 1976).  By virtue
of the State's priority scheme, the MSDGC antici-
pates that approximately 50 percent of the funds
will be allocated for its Water Pollution Control
Program.  Substantial portions of FY 1973-1975
funds have already been obligated to the District.
The major obligations include:

          $43.65 million for the O'Hare Sewer
          Project
                 111-24

-------
          $49.22 million for the North Shore sec-
          tion of TARP (Addison-Wilmette)

          $93.0 million for the construction of
          the O'Hare Treatment Plant Facilities.

     Unobligated Federal funds currently total
approximately $646.1 million ($5.5 million FY 1973
and 1974 funds; $68.9 million FY 1975 funds; and
$571.7 million FY 1976 funds).  FY 1975 and prior
years' funds must be obligated by June 30, 1976;
FY 1976 funds must be obligated by September 30,
1977.  Of this $646.1 million funds total, approxi-
mately $323.1 million will be available to the"
MSDGC in FY 1976 and 1977.  The Illinois priority
scheme for the allocation of these remaining funds
to the District provides that:

          Mainstream tunnels, drop shafts, and
          collecting structures receive 100 per-
          cent priority

          The Calumet system has some Step 2 and
          Step 3 projects in funding range

          The Lower Des Plaines system has some
          Step 2 projects within funding range.

     EPA headquarters has requested an increase of
$42 billion in the future Federal Pollution Control
funding authorization under PL 92-500.  EPA recom-
mends an annual appropriation of $7 billion for
FY 1977-1982.  Staff members of the Senate Public
Works Subcommittee have indicated that the Office
of Management and Budget  (OMB) recommendation to
the President will probably entail a multiyear
appropriation of $5 billion annually.  The staff
also indicated that the allocation scheme used to
parcel out funds to the states is likely to change.
The FY 1973-1976 funds  ($18 billion) were allocated
primarily on the basis of needs, as defined in the
1974 Needs Survey.  Under this scheme several
states  (including New York, California, Illinois,
Michigan, New Jersey, Ohio, and Pennsylvania) were
allocated over 50 percent of the total appropria-
tion.  The allocation of the State of Illinois
has averaged approximately 6.32 percent.  EPA-
Washington has recommended a formula which would
give equal weight both to state needs  (as defined
                 111-25

-------
     in the 1974 survey) and to projected state popula- .
     tion in 1990.  It is reasonable to expect that a
     formula similar to this will be adopted by Congress
     and applied to the FY 1977 appropriation.  The
     impact of this change in the allocation formula
     would be to reduce Illinois'  share of future na-
     tional appropriations to approximately 5.2 percent.
     Even if the allocation formula remains the same,
     the state's share of the national appropriation
     is expected to decline somewhat because its needs
     have been declining as a result of employing Pol-
     lution Control Bond funds.  The MSDGC's share of
     future Federal water pollution control appropri-
     ations is conservatively estimated to be 50 per-
     cent over the FY 1977-1982 period.  Assuming a
     $5 billion annual appropriation and a 5.2 per-
     cent allocation to the State of Illinois, the
     District could reasonably expect $780 million of
     additional Federal Funds available over FY 1977-
     1982.
(3)  Phase I Tunnels Financing Schedule - Currently
     Available and Additionally Required Fund's"

     Table 111-13 presents the award schedules antici-
pated for the Mainstream and Calumet Tunnel systems,
and the total Flood and Pollution Control plan.  The
table shows that the existing available funding from
the State and the MSDGC is sufficient to implement the
Calumet Tunnel system.  Additional Federal Water Pol-
lution Control funds of approximately $221.6 million
will be required to meet the implementation schedule
for the Mainstream and Calumet Tunnels.  In view of the
very conservative estimates of future Federal appropri-
ations, it can be reasonably assumed that the future
financing requirements can be met.
(4)  Financing of Maintenance and Operations Costs

     For maintenance and operations, the District is
authorized to levy an ad valorem tax in an amount not
to exceed $.37 for eacK~~$ 100 of assessed valuation,
less the amount received pursuant to the Industrial
Waste Surcharge Ordinance.  The State statute also
contains authority to impose a user charge which is
currently required under PL 92-500.
                     111-26

-------











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          Despite the fact that many municipalities  histor-
     ically have funded operation and maintenance  costs  cf
     treatment facilities by imposing ad, valorem taxes,
     this system does not provide incentivesfor domestic
     and low-volume commercial users to conserve water.
     EPA headquarters has contended, however,  that "a prop-
     erly formulated user charge system based  on ad  valorem
     taxes is a viable and appropriate method  of landing
     operation and maintenance costs."1  Region V  EPA has
     awarded two grants to the MSDGC to develop a  user  charge
     system to comply with the requirements  of PL  92-500.
     The final system will probably be based on water usage
     (as opposed to ad valorem taxes) with  several categories
     of user charge schedules.
      {5 •   Major  Non-Phase I TARP Elements: Currently
           Available  and Additionally Required Funds

           This section  addresses  the  financing schedule and
     availability of  funds  for  certain  elements of the MSDGC's
     Flood and Pollution  Control  Plan,  which  are not part of
     the Phase I Tunnel and Reservoir Plan and are closely
     associated with  the  overall  goal of meeting 1933 water
     quality standards.   These  elements include:

               Instream aeration  to  add dissolved oxygen to
               the waterway system receiving  plant effluents

               Increases  in treatment levels,  efficiencies,
               and plant  capacity

               Excavation of three TARP storage reservoirs
               to capture remaining  pollutant discharges,
               reduce backflows to Lake Michigan,  and
               control  flooding.
          1.   Instream Aeration

               In terms of project phasing  and  priorities,
          instream aeration stands ahead of the Tunnel  Plan
          (tunnel systems, drop shafts, and connecting
          structures).   Instream aeration  is not  a  treatment
          system and  is thus not eligible for FWPCA  funding.
          The Illinois EPA, however, has committed funds  for
1    Letter from EPA Administrator Russell E.  Train to House Speaker
     Carl Albert, February 3. 1975.

2    MSDGC'Facilities Planning Study, January  1975, p. M-XI-14.


                           111-28

-------
    the instream aeration phase of the project.   The"
    funding requirement (approximately $16.7 million
    for a series of eleven batteries of diffusers
    located adjacent to and parallel to the banks of
    the waterway)  will most likely be met  from  the
    $300 million of State funds targeted for the
    MSDGC or from funds raised by the District  through
    an anticipated increased or additional bonding
    authorization.

         Funding of instream aeration with the  currently
    available State funds would increase the additional
    funds required by the MSDGC to implement the  Tunnel
    Plan,  from $73.5 million to $90.2 million  (see
    Table 111-13).  In view of the sound fiscal posture
    of the MSDGC,  it can reasonably be assumed  that  the
    future financing requirements can
    2•    Treatment Plant Improvements

         Treatment plant improvements(Calumet  and West-
    Southwest plants)require an estimated  SI.02
    billion.   Construction of the O'Hare treatment
    plant is  planned for the near future;  the  pro-
    ject entails an estimated cost of  $124 million,
    of  which  EPA has obligated $93 million in  Step 3
    FWPCA funding, and the MSDGC is funding  the  re-
    mainder.

         In terms of priorities, the treatment plant
    expansion at Calumet (estimated cost of  $352.8   ,
    million)  stand directly behind instream  aeration.
    According to current estimates, this project will
    be  ready  for Step 3 FWPCA funding  in January of
    1979.  The West-Southwest treatment plant  expansion
    project (estimated cost of $666.3  million) is
    currently expected to be ready for Step  3  FWPCA
    funding in December 1979.^

         Focusing on the higher priority Calumet ex-
    pansion project, it is anticipated that  sufficient
    FWPCA and MSDGC funds will be available  to finance
    the proposed project.  As discussed in a previous
    section of this report, the MSDGC  can  reasonably ex-
    pect $780 million of additional FWPCA  funds  over the
    FY  1977-1982 period.  An estimated $345.8  million
MSDGC Facilities Planning Study, January 1975, p.  M-XI-14.

The  cost estimates for the three treatment plant projects- are based
on the estimates provided in the MSDGC's Facility  Plan (January, 1975)
These estimates were in 1975 dollars and had to be escalated for
the  assumed 6 percent annual inflation rate.
                      111-29

-------
     of this  total  is  required for implementation of
     the Phase  I Tunnel  system.   The remaining $434.2
     million  of Federal  funds  would more than cover
     the required  $264.6  million (75 percent of $352.8
           n) for  the  Calumet  treatment plant expan-
          project.   The  MSDGC's  share of the project
     ($83.2 million) will increase the District's
     additional funding  requirement from $132.0 million
     (additional funds required  for the_Tunnel Plan and
     instream aeration)  to $220.2 million.   In view of
     the MSDGC's AA general obligation bond rating and
     its current formulation of  plans to ask Illinois
     for an increased  or  additional bonding authority
     in the vicinity of  $200-400 million, it is reason-
     able to  expect that  the Calumet treatment plant
     expansion  project can be  financed.

          For the  West-Southwest treatment plant ex-
     pansion  project,  the financing feasibility cannot
     be defined an  this  time.  According to current
     estimates, this project will not be ready for
     Step 3 FWFCA  funding until  December 1979.  The
     remaining  portion of the  $780 million of FWPCA
     funds estimated to  be available to the MSDGC for
     the period FY  1977-1982,  would fall short by approxi-
     mately $330.1  million, if it were obligated to the
     West-Southwest treatment  plant expansion project.
     In addition,  the  funding  of this project would
     increase the  MSDGC's additional funding require-
     ment from  $220.2  million  to $386.8 million.  The
     projected  shortfall  in Federal funds and the sig-
     nificant increase in MSDGC  funds -required combine
     to make  the funding  feasibility highly doubtful for
     the West-Southwest  treatement plant expansion
     project.
     3.   Reservoirs

          The estimated  cost of the three TARP storage
     reservoirs  (Upper Des  Plaines, Mainstream, and
     Calumet systems) is $471.6 million in 1975 dollars.
EPA's portion of this project would be approximately $499.7 mil-
lion; the MSDGC's portion would be $166.6 million.

Addition of the flood control tunnels raises this figure to approxi-
mately $.81 billion in 1975 dollars escalated 6 percent annually.
                      111-30

-------
The benefits derived from the construction of the
reservoirs primarily are control of overbank flood-
ing and decrease of flood discharges into the down-
stream reaches of the waterways.

     The reservoirs, however, could potentially
qualify for Federal flood control funding.  The
Flood Control Act of 1937 established the principle
of Federal participation in flood control projects.
The 1944 Flood Control Act redefined flood control
to include channel and major drainage improvement.
In practice, however, this authority (drainage im-
provement) has only been applied to the agricultural
area.  There is no precedent for Federal partici-
pation (drainage improvement) in urban applications
such as the TARP reservoirs.

     The Corps of Engineers is now in the process
of determining the Federal interest in providing
funding for the total Underflow Plan.  The Chicago
District Corps of Engineers has prepared a report
entitled Urban Water Damage Study, The Chicagoland
Underflow Plan, dated December 1975.  Final recom-
mendations regarding the division of Underflow Plan
responsibilities depend on the character and degree
of interest at EPA headquarters.  The Chicago
District has sent the report to the North Central
Division office of the Corps of Engineers which
will, in turn, be sent to the Office of the Chief
of Engineers.
4.   Relationship of TARP Phases

     The systems and subsystems of TARP will be
constructed in two phases.  Phase I involves
construction of only the pollution control elements
of TARP and consists of the main wastewater
conveyance tunnels, drop shafts, and pumping
stations.  The remaining phase will be the construc-
tion of the flood control elements, which include
the relief tunnels and storage reservoirs.
                 111-31

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3.3.2  Labor

     This section provides a general profile of Chicago's
labor force and should be reviewed in conjunction with Sec-
tion 3.1.3 which discusses in detail the contract construc-
tion labor force.
     The Chicago metropolitan area labor force is diverse.
Traditionally, it has drawn workers from nearby states and
from rural areas in the south as employment opportunities
have increased or were perceived to be better than those
elsewhere in the south and central United States.  In 1970,
the Chicago SMSA civilian labor force comprised 64 percent
of the total Illinois labor force.  Labor force character-
istics for 1970 are detailed in Table 111-14.  The labor
force is predominantly male, with women comprising approxi-
mately 40 percent of the civilian labor force in 1970.
Total white collar workers comprised 53 percent of the labor
force in the Chicago SMSA in 1970.

     Unemployment rates obtained from the Bureau of Labor
Statistics, U.S. Department of Commerce are shown below:

       Jurisdiction        Rate          Date

     State of Illinois      8.7%     November 1975
     Cook County            9.6%     October 1975
     City of Chicago       11.2%     October 1975

     National unemployment for the third quarter was  8.4
percent.  Chicago's employment profile is heavily depen-
dent upon manufacutring and nonservice employment, all of
which were more vulnerable to the economic recession  than
other employment types.  Two other general trends that will
contribute to the Chicago area's keeping a relatively high
unemployment rate are higher productivity and labor force
growth.  Nationwide, productivity increased faster than
employment during the busy recovery period of 1970 to 1973
and this is expected to happen again during 1975 to 1978.1
The labor force is also growing because of an increasing
participation rate among women.  It is unlikely that this
trend will reserve itself in the next decade.
     Fortune Magazine, November 1975, p. 22.
                           111-32

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          III-33

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3.4  TRANSPORTATION

     Surface roadways and waterways are  likely  to  be  affected
by the construction and operation of  the  proposed  tunneling
project.  Therefore, this section describes  the existing
conditions of highways, streets, and  waterways  in  the project.
service area which might be affected.
3-4.1  Highways and Streets

     The roadways that are likely  to  be  affected  by the pro-
posed project primarily include  those to be  used  by trucks
transporting rock and spoil material  from construction sites
to disposal areas.  Since no decision on the disposal method
has yet been made, exact locations of disposal  sites and,
hence, truck routes cannot be  identified.   If Thornton Quarry
is used for disposal of the rock and  spoil material from the
Calumet Tunnel system, the most  likely truck routes for the
proposed five construction shafts, that  is,  No.  2,  4, 5,
6, and 7 would be as follows:

          From construction  shaft  No. 2, (located near the
          boundaries of the  city of  Chicago, Calumet City,
          and Burnham) to Thornton Quarry via 13Cth Street,
          Indiana Avenue, and  Vincennes  Road.

          From construction  shaft  No. 4, 5,  and 6 (located
          along Indiana Avenue)  to Thornton  Quarry via
          Indiana Avenue and Vincennes Road.

          From construction  shaft  No. 7  (located  along
          159th Street near Cottage  Grove Avenue) to
          Thornton Quarry via  159th  Street,  Indiana Avenue
          and Vincennes Road.

     Among the roads mentioned above, 159th  Street is a four-
lane highway.with total annual average daily traffic volume
in 1972 near the intersection  of Indiana Avenue of about
22,900 vehicles, including about 2450 commercial  vehicles
and less than 100 heavy trucks.1  Recent traffic  counts
for the other affected roads are not  available. However,
the 1967 traffic counts indicate an average  of  17,100
vehicles per day on 130th Street near  the intersection of
     Based on traffic maps prepared by the Illinois Department of
     Transportation, Office of Planning, Programming, and Environmental
     Science.
                          111-34

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Indiana Avenue.1   Similarly the 1969 traffic  counts on
Indiana Avenue  indicate an average daily  traffic  volume of
10,600 vehicles near  130th Street, 13,500 vehicles near
142 d Street, 9,500 vehicles near 159th Street  and 6,100
vehicles near Vincennes Road.
3.4.2  Waterways

     This  section describes transportation activities on rlie
waterways  in  the  Chicago metropolitan  area.   General infor-
mation concerning the waterways is given  in Section 2.1.1.
Harbors  and waterways in the Chicago metropolitan area are
shown in Figure III-l.  The discussion in this section is
presented  as  follows:

           Navigational season
           Water level
           Cargo movement.


      (1)   Navigational Season

           Commercial traffic uses Calumet Harbor throughout
     the year.  The general navigation season for Chicago-
     harbor extends from April to December.

           For the years from 1959 through 1974,  the closing
     date  for the Chicago Harbor varied from December 2 to
     December 17.
      (2)   Water Level

           The  depths of the waterways  vary with location.
     The minimum depth in the waterways  or segments of water-
     ways  is termed the controlling depth.  As of June 30,
     1974,  the controlling depth was nine feet for the Chi-
     cago  Sanitary and Ship Canal, the Calumet-Sag Channel,
     and the Little Calumet River and  Calumet River from
     the east  end of the Calumet-Sag Channel to Turning
     Basin No.  5 in the Calumet River.3   The controlling
     depth in  the Chicago River varies from nine feet in the
     South Branch to 21 feet in the North Branch.
      Traffic Map, Chicago,  Illinois, prepared by Illnois Department
      of Public Works  and Buildings, Division of Highways, Bureau of
      Planning 1967.

      1969 Traffic Map, Cook County, Illinois, prepared by Illinois
      Department of Public Works and Building, Division of Highways
      Bureau of Planning  1969.

      Booz, Allen & Hamilton, Idegtifica.tj.on of Facilities at the Port
      of Chicago, for  State  of Illinois Department of Business and
      Economic Development,  June 1975.

                           111-35

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                                                  FIGURE  III-l
                                          Harbors  and Waterways  of
                                              the Chicago Areal
WILL CO.    *i'
-------
     (3)   Cargo Movement

          The Chicago waterways play  an  important role in
     area waterborne commerce.  Of the 46.155  million tons
     of waterborne freight traffic through  the Port of Chi-
     cago in 1969, 17.268 million tons moved over the inland
     waterways.1  During 1974, the freight  movement over the
     waterways grew to 37.2 million tons.1   The waterway
     traffic growth patterns  in the State of Illinois are
     shown in Figure III-2.

          The facilities along some portions of the Chicago
     River handle deep draft  traffic  (draft greater than nine
     feet) 'and the remaining  waterways accommodate shallow
     draft barge traffic.
3.5  MAJOR PROJECTS AND PROGRAMS

     This section describes  those  capital projects costing
over one million dollars of  various  local, state, and Federal
government agencies and of private firms, which would be con-
structed in the area  of the  proposed Calumet Tunnel system.


3.5.1  Rail and Truck Terminal  Improvements

     The vicinity of  the proposed  tunnel route is a major
transportation corridor for  railways and trucks.  New facil-
ities will be added during the  period from 1976 to 1995 and
presently underutilized facilities will be used for other
purposes.  Details of proposed  rail  and truck terminal im-
provements can be found in "Recommendations for the Chicago
Area Freight System for 1995."2 The recommendations suggest
no major alterations  of the  existing pattern of rail and
truck terminal development.
      Booz, Allen & Hamilton, Economic Analysis of the Port of Chicago,
      for the State of Illinois,  Department of Business and Economic
      Development, November 1975.

      Chicago Area Transportation Study, CATS project 364 08, February 1974.
                           Ill-37

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                                               FIGURE  III-2
                                       Illinois  Waterway Traffic
                                                  Growth1
                                                                    I  154.3
                                                                      135.5
REVISED  1-29-73
             1950   1960   1970   1980   1990   2000   2010   2020  2030
                                   YEARS
        MSDGC, Environmental Impact Statement Related to the Tunnel and
        Reservoir Plan, November 1973.
                                111-38

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3.5.2  Public Acquisition of Energy-Utility Corridor

      The reference cited on the previous page also recommends
 the public purchase of a right-of-way along part of  the  north
 segment of the Calumet River which coincides with the  proposed
 Torrence Avenue route of the Calumet system.  Presently,
 privately owned rights-of-way along the river are used for
 transmission lines by Commonwealth Edison electric utility
 and by Natural Gas Pipeline Company of America  for a 36-
 inch diameter gas pipeline.  No petroleum pipelines currently
 use rights-of-way along the river.1

     The public right-of-way would concentrate  future utility
lines in a single right-of-way to make better use  of  land re-
sources while accommodating the growing residential  and in-
dustrial energy needs.  Under the proposed acquisition pro-
gram, the state would purchase those parts of the  designated
energy-utility corridor which might be in danger of  being
abandoned.  Lands would be classified as  "land-bank  property,"
and  funds derived from the sale or lease of  the  right-of-way
would be used to repay principal and interest.   Based on  Cost
analyses of reserving -the right-of-way in the area of the
proposed tunnel route, the corridor would consist  of  Common-
wealth Edison rights-of-.way near the river and  several rail-
way  corridors which cross the river at right angles.
     "Freight Facility Compendium," Chicago Area Transportation Study,
     CATS project 354 04,  April 1972.
                           Ill-3 9

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IV.   SUMMARY OF ALTERNATIVES

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             IV.  SUMMARY OF ALTERNATIVES
     Several basic alternatives  have  been  considered to re-
solve the flooding and pollution problems  of the Chicago
metropolitan area.  These alternatives  are:

          Separate sewers, which provide a separate storm
          sewer line parallel to existing  sanitary sewers
          and involves laying ever  440  miles of additional
          lines under city streets

          Collect discharges from 640 outfalls into 340 col-
          lection basins and provide  surface or subsurface
          storage at or near each of  those outfalls

          Ultimate surface collection,  which conveys and
          collects wastewaters  from the 340 basins into
          several large reservoirs  or storage basins

          Tunnels and reservoirs (TARP)  which is similar to
          ultimate surface collection except conveyance is
          done by deep tunnels.

     It is EPA's opinion that these alternatives have been
thoroughly weighed and evaluated in past studies and that
the proposed action  (TARP) is clearly .the  most effective and
least costly.  The following sections summarize many of the
options which have been analyzed over the  past five years!
and highlights the events  leading up  to the selection of
TARP.
4.1  ALTERNATIVE  PLANS

     During  the past 20  years,  numerous plans to solve the
flooding and water pollution problems in the Chicago
     Ba^ed on information presented in the Flood Control Coordinating
     Committee report,  "Summary of Technical Reports - Alternatives,"
     August 1972.
                            IV-1

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metropolitan area have been developed by government
agencies, local organizations, and individuals.  The
early plans focused mainly on flood control, but as
degradation of water resources continued to increase,
plans began to address water pollution control.
Promulgated water quality standards and Lake Michigan
backflow regulations also influenced the development
of additional plans.

     In November 1970, the Flood Control Coordinating
Committee (FCCC) was reactivated to review and
evaluate the plans developed and formulate additional
ones to address both the flooding and water pollution
problems.  The committee consisted of representatives
fron the State of Illinois, Cook County, the MSDGC,
and the city of Chicago.  Twenty-three alternative
plans were evaluated in detail with respect to
possible facility sites, sizes, and costs.  Alternatives
were selected for detailed study if they met overall
objectives.  Details of the process used in this
selection are presented in Section 4.1.2.  The overall
project objectives were established by the MSDGC to
comply with Illinois Pollution Control Board (IPCB.)
standards, and are as follows:

          Prevent all backflows to Lake Michigan to
          protect water supply resource

          Reduce pollutant discharges caused by combined-
          sewer overflows

          Reduce flooding in the combined-sewer and
          downstream areas.

     A chronology of the plans proposed and studies
performed during the past 22 years is provided in
Appendix G, "Chronology of Important Events - 1954
through 1975."

     The first section of this chapter identifies the
alternative plans evaluated by the FCCC from 1970 to
1972 and the additional plans developed since 1972.
In the following sections, the evaluation process used
is discussed, as well as the consequences of the "no
action" alternative.
                           IV-2

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4.1.1  Description of  Plans

     This section provides a brief description of the  plans
proposed to solve the  flooding and water pollution problems
in the Chicago metropolitan  area.^-  The plan designation  in-
dicated in parentheses are found in the FCCC's report,  "De-
velopment of a Flood and  Pollution Control Plan for  the
Chicagoland Area"  (August 1972).  The plan descriptions were
extracted fron this report.
      (1)  Original  Deep Tunnel Plan with Mined and  Surface
          Storage in  the Calumet Area (Alternative  A)

          The original  D-eep Tunnel plan was outlined  in  the
     Harza-Bauer Reports of 1964, 1966, and 1968.   The  1964
     report proposed  large tunnels under the waterways  to
     store and convey the overflows from combined-sewers to
     treatment points.   The 1966 and 1968 reports proposed
     a series of tunnels in the Niagaran and Galena-Platteville
     rock strata to convey the combined-sewage to a single
     storage location in the Calumet vicinity.  Mined stor-
     age volumes would  be provided in the Galena formation.
     Surface storage, in conjunction with mined storage,
     could be used  for  power generation.  Captured  combined-
     sewer overflows  would be treated at the Calumet  Sewage
     Treatment Plant  and at a new plant constructed nearby.
     Variations of  these plans considered underground storage
     in other locations, such as under the North-Side Treat-
     ment Plant.
      (2)  Deep  Tunnel Plan With Pumped Storage  Power (Al-
          ternative Ap*)

          This  plan is the Deep Tunnel plan,  as described
      above, with  mined and surface storage in the  Calumet
     The Metropolitan Sanitary District of Greater Chicago, "Environ-
     mental Impact Statement," preliminary draft, November 1973.

     The subscript "_" indicates a power generation plan for the al-
     ternative plan of the same letter.  The flood and pollution con-
     trol features of the basic plan are still retained in the "p",
     designated plan, except where noted.
                            IV-3

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area.  The plan includes pumped-storage power as a
source of revenue benefits.
(3)   Deep Tunnel Plan With Mined and Surface Storage
     in_the Calumet and Stickney Areas  (Alternative B)

     The plan, proposed in the Harza-Bauer Report of
November 1968, included a series of tunnels in the
Niagaran and Galena-Platteville formations to convey
combined sewage to storage locations in the vicinity
of the West-Southwest and Calumet Sewage Treatment
Plants.  Mined storage volumes would be provided in the
Galena-Platteville formation.  Survace storage in con-
junction with the mined volumes could accommodate peak-
ing power generation.


(4)   Deep Tunnel Plan (Calumet, Stickney Storage) With
     Pumped Storage  (Alternative Bp)

     The Deep Tunnel plan described above  (Alternative
B) included a variation which would utilize pumped-
storage power as a source of revenue benefits.
(5)  Deep Tunnel Plan With Mined and Surface Storage
     in the Calumet, West-Southwest and North-Side
     Sewage Treatment Plant Areas  (Alternative C)

     This plan is a modification of Alternatives A and
B.  A series of tunnels in Niagaran and Galena-Platteville
formations would convey combined sewage to the vicini-
ties of the three major sewage treatment plants:  Calumet,
West-Southwest, and North-Side.  Mined storage in the
Galena-Platteville formations and pumping to either
surface reservoirs or to constructed quarries would be
optional.  Captured combined-sewer overflows would be
treated at the existing West-Southwest, Calumet, and
North-Side Sewage Treatment Plants.
(6)   Deep Tunnel Plan (Storage in Three Locations) With
     Pumped-Storage Power (Alternative Cp)

     The Deep Tunnel plan described above (Alternative
C) includes a variation which would utilize pumped-
storage power as a source of revenue benefits.
                      IV-4

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(7)   State of Illinois, Division of Waterways Plan
     (Alternative D)                       ~"

     The Waterway Improvements plan outlined in the
Illinois Division of Waterways Report of November 1968,
included channel improvements and treatment of combined-
sewer overflows.  vva-erway improvements would comprise
a ten-foot wide.~ir.vr and deepening of the Calumet-Sag
Canal and the Chira-rro Sanitary and Ship Canal up to
Throop Street, removal of Brandon Road Lock and Dam,
and reconstruction of the Lockport Lock and Dam.  This
plan was subsequently updated to delete the channel im-
provements and to provide for 341 detention basins near
major outfall points that would be connected to MSDGC
interceptor sewers for the controlled release of de-
tained combined-sewer flow.
(8)  Composite Plan (Alternative Ei

     The Composite plan, outlined in the city of Chicago,
Bureau of Engineering Report of September 1963, in-
cluded a series of tunnels in Miagaran and Galena-
Platteville formation to transfer overflows to the West-
Southwest, Calumet, North-Side, or O'Hare Sewage Treat-
ment Plants.  Volumes of mined storage, surface storage,
pit or quarry storage, tunnel capacity, and pumping
capacity would be optimized.  Mined storage areas at
several locations would be included to reduce tunnel
sizes.  Captured combined-sewer overflows would be
treated at the Wesr-Southwest, Calumet, North-Side,
and O'Hare Sewage Treatment Plants.
 (9)  Chicago Underflow Plan - Lockport.  (Alternative F)

     The Underflow plan, as outlined in the city of
Chicago, Bureau of Engineering Report of May 1970, in-
cluded a series of conveyance and storage tunnels to
increase conveyance to Lockport, to provide the re-
quired storage volumes in the tunnel systems, and to
provide for the treatment of the captured volumes either
through existing plants or new facilities at Lockport.
The system would have an outlet below the Lockport Dam.
Tunnels would slope to existing and proposed wastewater
treatment plants where captured combined-sewer over-
flows would be pumped to treatment.
                      IV-5

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(10)  Chicago Underflow Plan - Single Quarry  (Alterna-
     tive G)

     The Single Quarry plan by the city of Chicago,
Bureau of Engineering, comprised a series of tunnels
in the Niagaran formation to convey combined sewage to
a pit in the McCook area.  Flow into the pit would be
by gravity during storms.  The tunnels would be de-
watered by pumping the tunnel volume co the pit.  Cap-
tured combined-sewer overflows would be treated at the
West-Southwest Treatment Plant.
(11) Chicago Underflow Plan - Two Quarries  (Alterna-
     tive H)

     The Two Quarry plan proposed by the city of Chicago,
Bureau of Engineering, is a modification of Alternative
G, comprising a series of tunnels in the Niagaran for-
mation which would convey combined sewage to pits in
the McCook and Calumet areas.  Flow into the pits would
be by gravity.  The tunnels would be dewatered by pump-
ing into the pits.  Captured combined sewage would be
treated at the West-Southwest and Calumet Sewage Treat-
ment Plants.
(12) Chicago Underflow Plan - Three Quarries (Alter-
     native J)

     The Three Quarry plan, a further modification of
Alternative G,  also proposed by the city of Chicago,
Bureau of Engineering, is similar to Alternative H.
Stearns Quarry, however, has been added to provide ad-
ditional storage volume and to improve the hydraulic
behavior of the system.
(13) Leffler Plan (Alternative K)

     The Leffler plan comprises the construction of a
series of dikes in Lake Michigan to develop ponds with
a total area of about 14,680 acres:  3,800 acres for
the North Shore Channel, 2,560 acres for the Chicago
River, and 8,320 acres for the Calumet River.  The
plan visualizes the development of an uninterrupted
highway from Wilmette to 95th Street, a series of
swimming areas, skating ponds, small boat harbors, a
local sightseeing highway, and a depository for river
dredgings.
                      IV-6

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(14)  Meissner Plan (Alternative L)

     The flood control plan outlined in the Meissner
Engineers Report of August 1958, comprises channel im-
provements, surface reservoirs, and discharges to Lake
Michigan (possibly into reservoirs).  More than 100,000
acre-feet of surface storage along waterways and in Lake
Michigan would be provided.  The main capacity would
be increased to 56,000 cfs.  The possible use of stone
quarries to store stormwater runoff was first developed
in this plan.
(15) Ramey-Williams Channel Improvement Plan (Alter-
     native M)

     This flood control plan, outlined ia the Metro-
politan Sanitary District of Greater Chicago Report
of April 1959, was developed to correct inadequacies
of the main channel outlet at Lockport.  Widening im-
provements to the Chicago Sanitary and Ship Canal would
increase the outflow at Lockport to 30,000 cfs without
attaining flood stages in the waterway.
 (16) Sheaffer Plan  (Alternative N)

     The Sheaffer plan proposes abandonment of the
existing sewage treatment plants and conveyance of all
combined sewage to areas in central Illinois for treat-
ment in aerobic treatment cells with spray irrigation
of effluent en underproductive farmland.  This plan
could be a supplement to the several containment sys-
tems, with or without the abandonment of the sewage
treatment plants.
 (17) Metropolitan Sanitary District of Greater Chicago
     Flood Control Studies (Alternative P)

     A flood control project outlined in the MSDGC Re-
port of July 1964, proposed flow diversions to the Des
Plaines River at Willow Springs and at Sag Junction,
removal of the rock humps at Summit, and utilization
of quarries, clay pits, and surface storage for flood
water storage.
                      IV-7

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(18)  Four Storage Plan (Alternative Q)

     The Four Storage plan is a further development of
the three storage locations and three quarry plans.
The plan comprises a series of separate zone tunnels
and conveyance structures and storage at the four major
sewage treatment plants:   West-Southwest, Calumet, North-
Side, and proposed O'Hare.  Tunnels would be dewatered
by pumping, typically to surface or pit storages at
the North-Side, West-Southwest:, Calumet, and O'Hare
Sewage Treatment Plants.   Surface storage would be pro-
vided where it would be more economical.  The North-
Side area storage would be in both a mined area and a
surface reservoir.
(19) Four Storage Plan with Pumped Storage Power (Al-
     ternative QQ)

     The Four Storage plan described above (Alternative
Q) includes a variation which utilizes pumped-storage
power as a source of revenue benefits.


(20) McCook, Calumet and O'Hare Storage Plan  (Alter-
     native R)

     The McCook, Calumet, and O'Hare Storage plan com-
prises a series of separate zone tunnels and convey-
ance structures and storage at West-Southwest, Calumet,
and O'Hare Sewage Treatment Plants.  Tunnels would be
dewatered by pumping at the West-Southwest and pro-
posed O'Hare locations.  The plan would provide quarry
storage in the McCook area, surface storage at the
O'Hare plant, and mined and surface or pit storage in
the Calumet area.
(21) McCook, Calumet, and O'Hare Storage Plan with
     Pumped-Storage Power (Alternative Rp)

     The McCook, Calumet, and O'Hare Storage plan de-
scribed above (Alternative R) includes a variation which
utilizes pumped-storage power as a source of revenue
benefits.
                      IV-8

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(22)  Chicago Underflow Plan, McCook and O'Hare Storage
     (Alternative S)

     The McCook and O'Hare Storage plan comprises a
series of tunnels, conveyance structures, and storage
at McCook and at the O'Hare Sewage Treatment Plant.
Tunnels would be dewatered by pumping at the West-
Southwest and O'Hare plants.  The plan provides for pit
storage at McCook and surface storage at the O'Hare
plant.
(23) Separate System of Sanitary Sewers (Alternative T)

     The Sewer Separation plan, as outlined in the city
of Chicago, Bureau of Engineering Report of April 1971
(revised),  developed a cost estimate for the separation
of sanitary and industrial wastes from stormwater by
constructing parallel sanitary sewers.  The proposed
separate sanitary sewers would drain into existing MSDGC
interceptors for conveyance to existing wastewater treat-
ment plants.  The separate storm sewers would discharge
directly to the waterways as at present.  No treatment "
for storm sewer outflows was provided.
 (24) Additional Plans

     Plans developed, but not evaluated by the FCCC,
are described below.  Although these plans appear to
be additional alternatives, they are variations or com-
binations of evaluated plans.
     1•   Original Keifer Underflow Plan

          Tunnels would be constructed in bedrock ap-
     proximately 200 feet below the surface to serve
     both as a conveyance system and as a storage facil-
     ity.  For larger storms, excess runoff would still
     be released to the waterways.  After each storm
     the tunnel-sewer would be dewatered by pumping
     to the interceptor sewer.  The original plan sug-
     gested that a series of special tributary sewers
     be installed throughout the metropolitan area with
     connections to large main sewers extending along
     the waterways.  Three of these underflow sewers
     are now under construction.
                      IV-9

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          2.    Tunnel and Reservoir Plan

               The Tunnel and Reservoir plan proposes a
          series of rock tunnels in the Niagaran formation
          to  convey combined-sewer flows to a primary stor-
          age reservoir in the McCook area.  The reservoir
          would be a 330-foot-deep rock quarry designed to
          hold 57,000 acre-feet of runoff.   Additional sur-
          face storage would be provided near the proposed
          0'Hare Treatment Plant to serve the northwest sub-
          urbs and at Stearns Quarry to reduce peak discharge
          Captured overflows from combined-sewers would be
          treated at the West-Southwest Treatment Plant, as-
          suming upgrading and expansion of this plant to
          handle one and one-half times dry weather flow.
          This plan is a composite of Alternatives G, H, J,
          and S, which were presented on the preceding pages.
          3.    C-SELM Study

               The Chicago South End of Lake Michigan study,
          reviewed by the U.S. Army Corps of Engineers, is
          a regional approach to wastewater management.
          This study assumes that some variation of an under-
          ground conveyance and storage system would be
          adopted to capture combined-sewer overflows.  The
          C-SELM study goes on to discuss various methods
          of treatment of all wastewater flows, including
          advanced physical-chemical waste treatment, ad-
          vanced biological waste treatment, and spray ir-
          rigation of effluent in a land treatment system.

     The alternative plans can be divided into four cate-
gories:  deep tunnel, underflow, waterway improvement, and
surface.  These categories represent different flood/pollu-
tion control schemes, which have also been evaluated.  The
following listing groups the alternatives by scheme category:

          Deep tunnel plans:  Alternatives A, Ap, B, Bp, C,
          Cp, and E

          Underflow plans:  Alternatives.F, G, H, J, Q, Qp,
          R,  Rr>, S, Tunnel and Reservoir, the Original Keifer,
          and C-SELM

          Waterway improvement plans:  Alternatives D, K, L,
          M,  N, and P
                           IV-10

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          Surface  (or near surface)  plans:   Alternative T
          and C-SELM  (certain portions).
4.1.2  Plan Evaluation and Elimination

     Of the 23 alternatives described in  the  previous sec-
tions, six alternatives were eliminated which did not meet
overall project objectives.  The  remaining 17 plans were
modified to meet the established  objectives.   The rationale
for eliminating the six alternatives, as  stated in the FCCC
report,1 is summarized in  the  following  sections.
      (1)  Leffler Plan  (Alternative  K)

          The Leffler plan did  not meet the project criteria
     because it used the  existing waterways to convey un-
     treated combined-sewer  overflows  to a series of diked-
     in storage ponds along  the Lake Michigan shoreline.
     ' (2)  Meissner Plan  (Alternative L)

          The Meissner plan  was  entirely a flood control plan,
      It proposed channel  improvements to convey large quan-
      tities of water  downstream  and into Lake Michigan and
      to store water in surface reservoirs and quarries.  No
      provisions were  provided for the treatment of combined-
      sewer overflows.  While the Meissner plan did not meet
      the criteria, some of its features  have been included
      in other alternatives.
      (3)  Ramey-Williams  Channel Improvement Plan (Alter-
          native M)

          This plan  was a flood water routing plan, to re-
     duce flooding through waterway improvements.  It did
     not include provisions for water quality control and,
     therefore, does not  meet project criteria.
     The Flood Control Coordinating Committee,  "Development of a Flood
     and Pollution Control Plan for the Chicagoland Area," Summary of
     Technical'Reports, August 1972.
                            IV-11

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     (4)   Sheaffer Flan (Alternative N)

          The Sheaffer plan proposed conveyance of all sani-
     tary sewage,  combined-sewer overflows, and a portion
     of the stormwater runoff from the separately sewered
     area, to remote,  down-state land disposal sites.  If
     such a plan were  considered, a collecting system and
     local storage facilities would be required,  not unlike
     those contained in many of the other alternatives.
     Therefore,  the Sheaffer plan is considered an extension
     of these systems  and not considered further.
     (5)   Metropolitan Sanitary District of Greater Chicago
          Flood Control Studies (Alternative P)

          This plan is essentially an integration of several
     special purpose flood control projects.  It does not
     meet project criteria because water quality considera-
     tions were not included.
     (6)   Separate System of Sanitary Sewers (Alternative T)

          This plan was not given further consideration be-
     cause of:  the cost, estimated by Chicago to be
     $4,466,500,000; the disruption of traffic and other
     municipal service; and ineffectiveness, because sewer
     separation would not reduce pollution of the waterways
     from surface runoff, and would not provide for flood
     control.
4.1.3  The No-Action Alternative

     The short- and long-term environmental impacts of al-
lowing existing wastewater conditions to continue are dis-
cussed in the following sections.  The purpose is to com-
pare the impacts assessed for each proposed plan with the
consequences of a "no-action" course.  The negative and/or
beneficial impacts of the no-action alternative on the
Chicago metropolitan area fall under five environmental cate-
gories:  water quality, water supply, water management goals,
flooding and backflow, and financial resources.
                           IV-12

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(1)   Water Quality

     The water quality of the Chicago area's waterways
will continue to deteriorate as combined-sewer over-
flows become more frequent and more concentrated with
pollutants.  As land development and population in-
crease, so will sewage discharges, and dilution-water
from Lake Michigan will have to be drawn to lower pol-
lutant concentrations to meet present water quality
standards.  Lake Michigan flow regulations limit dilu-
tion-water discharges to 3,200 cfs.  This allowable
flow rate is not sufficient to dilute pollutant levels
to water quality standards.

     Urban runoff containing combined-sewage overflow
will continue to increase in volume with land develop-
ment and population growth.  I.i Lake Michigan and the
inland waterways, water quality will be degraded to
severe levels by this runoff.  Some of the pollutants
commonly associated with urban/sewage runoff include:
ammonium compounds, suspended solids (SS), biochemical
oxygen demanding compounds  (BOD),  oils, grease, organic
and inorganic fertilizers, pesticides, solvents, herbi-
cides, and coliform.
 (2)  Water Supply

     Lake Michigan is presently a water supply resource
 for Cook County.  If additional water ±s drawn from
 the lake for dilution purposes, the supply may be tem-
 porarily threatened, and other water supply resources
 will have to be explored.  The critical demands for
 Lake Michigan as a water supply, however, presently
 take precedence over the demand for it as dilution
 water.  The possibility of altering the established
 discharge regulation is slight while water pollution
 problems persist.

     Groundwater is another water supply resource which
 will be depleted eventually.  Piezometric or hydraulic
 pressure levels of certain aquifers are already reduced,
 and further pumping will limit the use of these aquifers
 as a viable supply.
                      IV-13

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     (3)   Water Management Goals

          The Federal Water Pollution Control Act Amendments
     of 1972, ?L 92-500, have established goals for main-
     taining or improving the water quality of the Nation's
     surface water systems.  FL 92-500 states that pollutant
     discharge sources must be eliminated by 1983 and, wherever
     attainable, interim wazer quality standards must be met
     by 1977 to protect and propagate fish, shellfish, and
     wildlife, as well as to provide for water recreation.
     These goals will not be achieved in the combined-sewer
     service area of Greater Chicago even when existing dis-
     chargers meet current Federal and state effluent re-
     auirements.
     (4)   rloading and Backflow

          Flooding frequency within the combined-sewer ser-
     vice area and backflows to Lake Michigan will also in-
     crease as the area grows in population and develops.
     Damages ~o shorelines, personal property, public thorough-
     fares, and businesses will increase at a rate greater
     than that of flooding frequency, and the impact will
     be more severe than before.  Backflows, carrying com-
     bined-sewer overflow pollutants, will increase in volume
     and frequency and will further pollute Lake Michigan.
     (5)   Financial Resources

          The only beneficial impact of the no-action al-
     ternative on the community is in the area of taxes.
     Tax assessments for water and sewer use will increase
     by approximately 10 to 15 percent as a result of im-
     plementing any of the alternative plans.  For example,
     a maximum of one-third of the costs projected for im-
     plementing Phase I, the tunnel system phase of the
     Tunnel and Reservoir plan, could be funded by the local
     property taxes since Federal and state funds might
     cover only two-thirds of the project costs.  Normal tax
     rate increases can be expected if the no-action alter-
     native is implemented.
4.2  ALTERNATIVE PLAN MODIFICATIONS

     The Flood Control Coordinating Committee (FCCC)  modified
each of the remaining 17 alternative plans so that they would
                           IV-14

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achieve uniformly the project objectives, thus, eliminating
complex weighting factors and allowing immediate direct com-
parison of alternatives.  The committee applied four collec-
tion storage levels  (HODS) to each of the alternative plans.
This section addresses the MODS (modifications) or subsystems
of the plans developed by the FCCC in the following sections:

          Description of Subsystems
          Evaluation and Comparison
          Recommendations and Further Studies
          Plan Selection.
4.2.1  Description of Modifications

     The subsystems or MODS, as developed by the FCCC and
evaluated in detail by the FCCC' s technical advisory ccr.-
mittee, are described as follows:

          MOD 1 is the original plan, as proposed by the
          author, in which the storage volume differs signi-
          ficantly from the other plans.

          MOD 2 provides a system storage capacity of 118,000
          acre-feet (ac-ft) to contain the largest storm
          event of record.

          MOD 3 provides a storage capacity of 50,000 ac-ft
          to prevent backflow to Lake Michigan without im-
          provements to existing waterways.

          MOD 4 adds a storage volume of 20,000 ac-ft to
          the plan to collect a worst-storm rainfall.which
          has a recurrence interval of one year, and includes
          waterway improvements to prevent backflow to Lake
          Michigan for all storms recorded to date.

     The estimated storage volumes for MODS 2, 3, and 4 were
based on precipitation data collected during a 21-year period
(1949 to 1969).  The largest storms of record occurred during
this period and were considered in the storage volume esti-
mations.  To maintain consistency in the evaluation and com-
parison of alternatives, a computer program incorporated the
features of each MOD in each alternative.  MOD's 2, 3, and 4
were the only modifications applied to each alternative plan
in this computational effort.  MOD 1 was eliminated from fur-
ther consideration because it represents the original pro-
posed plan, which did not meet the established overall ob-
jectives of the program.  Some of the MOD 1 or original plan
features, however, have been incorporated in MOD'S 2, 3, and 4
                           IV-15

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4.2.2  Evaluation and Comparison of Modified Plans

     The evaluation and comparison of the 51 subsystems
(17 plans with 3 modifications each) was based on 8 princi-
pal factors, all of which were given equal weight in the
next step.  The parameters, for which values were estimated,
included:  present worth (1972) capital costs, expected
annual operating and maintenance costs  (1972 value), pro-
ject benefits, land acquisition acreage, underground ease-
ment acreage, resident and business relocations, overall
construction environmental impacts, and overall operation
environmental impacts.  For the purpose of comparing the
alternatives, Table IV-1 presents a matrix of the factors
and the modified plans under each MOD category.  The deri-
vation of the values indicated in the table and the ratio-
nale used in the evaluation, are summarized in the follow-
ing sections.1
     (1)  Capital Costs and Annual Costs

          The capital cost and equivalent annual cost fig-
     ures shown in T^ble IV-1 under each alternative, were
     calculated on a present worth basis as of 1972.  The
     total equivalent annual costs include estimates cal-
     culated for the project, operation, maintenance, equip-
     ment replacement, and power sales, with the latter
     treated as a negative benefit (a benefit which will
     cause an impact on existing conditions).

          A present worth analysis was performed to deter-
     mine, on a comparative basis, one-time construction
     cost factors and continuing operation, maintenance,
     replacement, and benefit factors.  A preliminary con-
     struction schedule for the pertinent phases of the
     flood control and pollution abatement program was
     developed for the 10-year period from 1972 to 1982,
     and taken into consideration in the analysis.

          For the economic analysis/ a discount rate of
     7 percent was used, and all costs and benefits were
     based on 1971 price levels that were accumulated to
     1972.  The project life selected for the purpose of
     financial analysis is 50 years and\covers the period
     of 1972 to 2022.  No charges were specifically in-
     cluded in the analyses which reflect interest during
     The Flood Control Coordinating Committee, August 1972.
                          IV-16

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                   IV-17

-------
construction.  In addition, the costs and benefits were
not escalated to reflect inflation.
(2)  Tangible Benefits

     The cost studies previously described were made
to determine the most economical plan which would com-
ply with established pollution standards, as well as
provide flood control for the several surface water-
ways without releasing flood waters into Lake Michigan.
Since this public policy has been established, the
least cost project for fulfilling the policy is assumed
to be justified and the benefits of the project to the
public are equal to project costs.  Some of these bene-
fits are tangible and can be quantified, while other
intangible benefits cannot.  Benefit analyses were per-
formed to determine whether appreciable differences in
the tangible, quantifiable benefits exist among project
schemes.

     Monetary values for some of the tangible benefits
were assigned to determine whether the benefits effec-
ted the relative desirability of the alternatives
evaluated.  Benefits for pumped-storage power genera-
tion differed from surface transport and navigation in
alternatives.  However, benefits for recreation and
land enhancement, and flood damage alleviation were
essentially equal to all alternatives.  The revenues
from pumped-storage power generation were considered
to increase total project costs.  Benefits for navi-
gation and surface transport are applicable only for
the MOD 4 alternatives, as shown in Table IV-1.  Tha
incremental navigation benefit, expressed as an equiva-
lent annual value, is approximately $15.0 million per
year and is less than the cost increment between the
MOD 3 and 4 alternatives, which is approximately $30.0
million (see Alternative H).  The benefits, therefore,
are nearly equal for all schemes of a given MOD and
do not significantly affect alternative selections.
(3)  Acquisition, Easements, and Relocations

     The tax base is normally reduced when land is
transferred from private ownership to public owner-
ship.  For several alternative plans, land require-
ments for either surface or underground easements do
not apply since the land is already publicly owned.
                      IV-18

-------
     The purchase of land for surface reservoirs, hold-
ing basins, pits or quarries, and the extensive ease-
ments required for mined storage chambers may result
in costly delays.  Land and underground easement acqui-
sition, therefore, is an important consideration in
the evaluating alternatives.  Many of the alterna-
tives will not require displacement of homes or busi-
nesses.  Alternatives with surface reservoirs or hold-
ing basins located in densely populated or developed
areas, are expected to have a significant relocation
impact.
 (4)  Construction Environmental Impacts

     Construction activities of each alternative are
expected to have localized effects on the environment.
These effects may include such impacts as:  traffic
disruptions, navigation disruption, fugitive dust emis-
sions, and higher noise levels.  Construction activity
will cause relatively short-term impacts, and these
changes are not irreversible.  Thus, areas can be re-
stored and used.

     Rock and spoil disposal is expected to be a major
problem with most of the alternatives.  Alternatives
which will produce large quantities of rock and spoil
will require either land or water disposal sites.  Rock
may be stockpiled and sold commercially, used as fill,
or used to develop winter recreational areas.  Rock
and spoil material is considered "clean" and treatment
or refining will not 15e required.

     Fugitive dust emissions resulting from quarry exca-
vations, surface reservoir dike construction, and other
rock handling operations must employ proper construc-
tion techniques to minimize dust problems.

     Vehicle traffic is not expected to be interrupt
significantly.  However, in a few locations near drop-
shafts, some disruption will be unavoidable.  The sepa-'
ration of combined-sewers into separate storm and
sanitary sewers, (Alternative T), may cause a major
impact on the environment.  Excavation of many
streets is required to implement this alternative.
This will result in traffic noise and other dis-
ruptions over most of the project area throughout
the construction phase of the project.
                      IV-19

-------
     Most alternatives are expected to be located under-
ground in industrial areas.   Disruptions caused by con-
struction activities will most likely be minimal.  For
example, noise will be minimal and, if necessary, cur-
rent noise abatement technology can be applied.

     Disruptions to navigation are expected to occur in
all MOD 4 alternatives which require increased depth
and channel width in the Calumet-Sag Channel and the
Chicago Sanitary and Ship Canal.  The impact is un-
avoidable and measures to mitigate this impact are
limited.  The other alternatives do not require water-
way improvement.
(5)  Operation Environmental Impacts

     The environmental impacts of each alternative will
most likely be minimal, since many of the systems will
be located underground.  Surface systems will be on
land zoned for industrial use.  Quarries are presently
surrounded by undeveloped land barriers, which will
minimize noise and adverse aesthetic effects.  Since
surface reservoirs occupy relatively large tracts of
land, the structure should be designed to be aestheti-
cally acceptable.

     Odor may become an operational problem, and a
properly operated facultative lagoon will be necessary
for each quarried pit or surface reservoir.  All pits
and surface reservoirs will most likely require mechani-
cal aeration equipment, which oxidizes the odor-causing
organic matter contained in the combined-sewer waste-
water.

     Conveyance tunnels and mined storage subsystems
specified in various alternative plans will be located
in the Niagaran and Galena geologic formations, about
300 and 800 feet below ground surface, respectively.
The level of the groundwater aquifer in the Niagaran
formation is above the proposed tunnels in most places,
and infiltration of groundwater into the tunnels will
result.  The water flow will be at a sufficiently high
rate, however, to eliminate the probability of aquifer
pollution.  The amount of water infiltrating the tun-
nels is expected to be small in relation to the total
aquifer supply, and no adverse effects on the long-
term water supply will occur.  In overdeveloped areas
(e.g., McCook) where the upper aquifer water levels
                      IV-20

-------
     are low,  the aquifer can be recharged to prevent ex-
     filtration of polluted water from tunnel and reservoir
     subsystems.   Groundwater levels in the Galena formation
     will be above proposed mined storage cavities in most
     of the planned locations.   Groundwater inflow is not
     expected  in these areas because the piezoretric (hy-
     draulic pressure)  level is lowered annually about 13
     feet due  ~o overdevelopment.  Costs for an artificial
     recharge  veil system have  been included in each alter-
     native.  This system would prevent leakage of polluted
     water into the aquifers.  The recharge water quality
     specifications will comply with present drinking water
     standards, and the mineral content will net exceed
     natural groundwater concentrations.  Thus, the overall
     quality of the groundwater will be protected.

          Alternative D is the  only plan thar may affect
     wildlife  =nd vegetation in the Chicago metropolitan
     araa.  If excavated rock and spoil material is dis-
     carded adjacent to the canals, some habitats may be
     permanently damaged.  Transporting the material to a
     disposal  sice away from existing waterways will miti-
     gate this effect.

          Fish species are not  expected to be affected ad-
     versely during overflow periods.  The DO level during
     dry weather, the high temperatures during the summer,
     and the ammonia-nitrogen levels in the restricted water-
     ways have limited the variety of fish.  In nonrestricted
     waterways, warm water biota and native game fish are
     also not  adversely affected by short-term oxygen de-
     pletion during overflows.

          Existing and planned  recreational lands adjacent
     to waterways will be enhanced by any of the alterna-
     tive plans.   Swimming, boating, and fishing may be
     allowed in waterways which presently are restricted
     because of poor water quality.

     In summary,  the results of the comparative analyses
are as follows:

          Land enhancement.  All alternatives will meet
          specified water quality standards; land enhance-
          ment of the recreational resources of the region
          will be similar for all alternatives.

          Overbank flooding.  All alternatives will elimi-
          nate backflows to Lake Michigan, will reduce the
                           IV-21

-------
          frequency and severity of overbank flooding and
          basement flooding adjacent to the waterways, and
          will improve movement in the waterway systems.

          Land.  The amount of land needed for construction
          of works is different for each alternative.

          Sewer service benefits.  A system of tunnels will
          reduce the cost of auxiliary outlet sewers; bene-
          fits would be attributable to MOD's 2 and 3 and,
          due to small storage capacity, no benefits for im-
          proved sewer service would be credited to MOD 4
          projects.

          Water supply.  Alternatives which include major
          project features sited in the underground aquifer
          systems, will include recharge systems for aquifer
          protection.

          Navigation and surface traffic.  Benefits from
          navigation and surface traffic are limited to MOD
          4 for all alternative projects; the estimated
          equivalent annual benefit accruing to these proj-
          ects is $15 million.

          Other factors.  Flexibility of phasing, expansion,
          and construction were considered in the evaluation.
4.2.3  Recommendations and Further Studies

     A technical advisory committee was organized by the
FCCC to prepare a detailed report on the proposed alterna-
tive plans.  The committee issued an interim report, entitled
"Evaluation Report of Alternative Systems," which the FCCC
reviewed and then unanimously agreed that the final plan
for flood and pollution control in the Chicago metropolitan
area "...should be in the form of the Chicago Underflow
plan (Alternatives G/ H, J, and S) with MOD 3 level of stor-
age.  These alternatives are less costly and more environ-
mentally acceptable to the community than any of the other
plans presented.  Detail studies along the lines of these
alternatives should proceed to develop the final plan layout."

     The advisory committee presented the MOD 3 reservoir
storage level of 50,000 ac-ft in the interim report and recom-
mended to the FCCC the adoption of the MOD 3 subsystem.  The
committee concluded that the modification will:
                           IV-22

-------
          Provide flood protection  for  the recurrence of the
          heaviest  storms  of  record without the need of re-
          leasing flood waters  to Lake  Michigan

          Capture 99.7 percent  of BOD substances in the com-
          bined-sewer overflows and provide subsequent treat-
          ment before discharging this  water to the water-
          ways, for all but the largest storms of record
          (75 percent net  BOD removal)

          Overflow  a substantial quantity of water only dur-
          ing a recurrence of the three worst storms of
          record

          Reduce overflow  events so that fish and other aqua-
          tic life  will not be  harmed by short-term DO de-
          pletion

          Provide the least costly  plan, as compared to the
          MOD 2 and MOD 4  plans, with the least disruption
          to the urban community.

     In August 1972, the FCCC published a report  presenting
a final recommendation.  The  report,  including seven technical
appendices,  recommended a  consolidation of Alternatives G, H,
J, and S, which ultimately resulted in  the Tunnel and Reservoir
Plan (TARP).  The committee then initiated a detailed environ-
mental assessment study to compare  TARP with five selected
alternatives, including the "no-action" alternative.  Alter-
natives Ap,  D, E, and F were  selected based on the previous
comparative analysis  (see  Section 4.2.2).  Fifteen environ-
mental parameters and five regional goal factors were identi-
fied as significant impact items.   The  impacts on these para-
meters and  factors  and the implications of the "no-action" al-
ternative were assessed to determine the "degree to which each
alternative met the overall project objectives.  Table IV-2
summarizes  the results of  this  assessment.  The final plan
selection, which was revealed in a  detailed report? was based
on this assessment.
4.2.4  Plan Selection

     The results of  the  detailed assessment of the six selected
alternatives showed  negative  construction impacts for all al-
ternatives.  In four of  the alternatives, the impacts range
     Flood Control Coordinating Committee,  August 1972.

     MSDGC, "Environmental Assessment of Alternative Management Plan
     for Control of Flood and Pollution Problems Due to  Combined-
     Sewer Discharges in the General Service Area of the MSDGC,"
     November 1973.

                            IV-2 3

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from negative to beneficial,  depending on whether rock and
overburden are disposed on-site, in a nearby landfill site,
or used in one of the proposed Lake Michigan landfill de-
velopments (e.g., lakefront peninsulas or islands and the
central araa air-rights development).  If the material is
utilized in lakefront development, construction impacts
will probably be beneficial instead of negative for '
any of the alternatives evaluated.  Other negative construc-
tion impacts may include:  localized degradation of air
quality, construction and traffic noise, construction-related
vibrations, energy consumption, and traffic congestion.  The
magnitude of these impacts will cover a wide range, depend-
ing on what abatement procedures will be routinely applied,
as well as on what construction procedures will be used.
Overall, the alternatives with more subsurface systems will
have less construction impact than surface-system-oriented
alternatives.

     The short-term and long-term impacts assessed for each
alternative will be beneficial.  Alternative D ranks lowest
in this respect, primarily because of the plan's surface
reservoir feature which will cause a substantial negative
impact on adjacent land uses.  Although Alternatives Ao, E,
and F, which were given a rank in the assessment analysis,
are essentially equal with respect to short-term and long-
term impacts.  They will achieve overall project objectives
on a nearly equal basis.

     TARP ranks slightly higher than the other alternatives
with respect to construction, short-term, and long-term im-
pacts.  The plan's greater reservoir capacity reduces the
untreated overflows to waterways.  In addition, the plan
ranks high in short-term land reclamation because existing
sludge beds will be removed.

     In summary, the FCCC concluded and stated that very
few negative impacts are expected for any of the alterna-
tives with tunnels, and adverse impacts will occur if the
"no-action" alternative is selected.  The negative impacts
of construction activities on the environment will most
likely be transitory, relatively short-term, and localized,
regardless of alternative.  Finally, the beneficial impacts
of Alternatives Ap,  D,  E, F,  or TARP will far exceed the nega-
tive impacts.   Within the scope of the analysis,  TARP has the
highest ranking and was, therefore,  selected as the most suit-
able plan to solve the flood and pollution problems of the
Chicago metropolitan area.
                           IV-2 5

-------
4.3  WASTE DISPOSAL ALTERNATIVES

     Construction and operation of the tunnel system will
generate waste materials that must be disposed of in an en-
vironmentally sound manner.  The large volumes of spoil
material generated during tunnel excavation should be removed
from the tunnel and conveyed to waste treatment facilities.
Drainage flow through the tunnels from groundwater infiltra-
tion and from grouting operations should be treated at
appropriate facilities before discharging into existing water-
ways.  Wastes generated during normal operation of the
tunnels will consist largely of sludge solids which would
impede proper operation of the tunnel's system if the material
is not removed.

     The available alternatives for disposal of these wastes
and the estimated cost of required disposal operations, are
discussed in the following sections.


4.3.1  Drainage Flow From Tunnel Construction

     Inflows of groundwater during tunnel construction and
operation can be expected, especially in fault zones and
places where the groundwater table is high.  Where infiltra-
tion is high, grouting operations will be carried out to limit
the flow to approximately normal sewer infiltration levels
(roughly 500 gpd/in. diam./mi). Water from the grouting
operation will add little to the tunnel drainage flow.
Maximum flow expected in the Phase I Calumet Tunnel will peak
at about 3.83 MGD over the length of the tunnel due largely
to groundwater infiltration.

     Current MSDGC construction specifications require holding
effluent from tunnel dewatering until most rock, mud, grout
material, and other solids settle.  A turbidity test should
be performed to determine the extent of settling.  The MSDGC
specifications further require the tunnel contractor to dispose
of settled solids in an environmentally safe manner.

     Should further treatment be necessary, drainage flow
could be pumped from the construction shaft to the nearest
treatment plant.  However, the anticipated quality of .the in-
filtrating water is such that necessary treatment beyond set-
tling is unlikely.  The 3.83 MGD maximum drainage flow repre-
sents less than one-half of 1 percent of the average flow
through the Calumet plant.  For this reason, the cost of treat-
ing the drainage flow is most likely a minor factor in deciding
the proper disposal method for tunnel drainage.  For settled
solids, the waste material could be conveyed to the appropriate
waste treatment facilities for processing.  This waste will
contain deleterious substances such as:  concrete particles


                          IV-2 6

-------
grout waste, and other construction waste material.  Another
alternative for the settled solids is to transport the material
to approved disposal sites.


4.3.2  Ultimate Disposal of Sludge

     The capture of combined-sewer overflows during storm
events will require the eventual disposal of sludge solids
flushed into the tunnels.  Several alternatives are avail-
able for the disposal of sludge solids captured by the tun-
nel system and conveyed to the West-Southwest plant for
treatment.  The major options open to the MSDGC presently
are:

          Land reclamation program in Fulton County
          NuEarth program
          Sludge sales to a broker as fertilizer
          Sanitary landfill
          Incineration with landfilling of ash residue.

These alternatives are discussed more fully in the sections
below.
     (1)  Land Reclamation Program in Fulton County

          The application of stabilized sludge to soil as a
     fertilizer in either liquid or solid form completes
     the recycling of the waste products.  The MSDGC cur-
     rently practices spreading of stabilized sludge on
     strip-mined land in Fulton County, Illinois.  Reintro-
     ducing organic material to the depleted soil by re-
     cycling sludge has been shown to be effective for land
     reclamation.  The MSDGC is still researching various
     aspects of land application of sludge including rates
     and methods of application and rates of vegetation up-
     take for various elements.  The basics of the program
     are well established and understood, however.

          At the Fulton County site, a monitoring program
     samples soil, plant, and runoff components of the eco-
     logical cycle for the presence of various elements and
     compounds.  Agricultural crops are regularly sampled
     for nitrogen and heavy metal concentrations.  Also,
     runoff from the area is tested for compliance with ap-
     plicable standards.  The MSDGC is capable of recycling
     the runoff if water quality is found to be unacceptable,
                            IV-2 7

-------
 (2)  NuEarth Program

     The MSDGC  currently  makes  available air-dried sludge
 from its West-Southwest treatment  plant for area residents
 to  use  as  fertilizer  for  gardens.   Air-drying of di-
 gested  sludge  is  done by  spreading it on sandbeds for
 about two  weeks,  which dewaters the sludge so it can
 be  bagged  as fertilizer.   The positive initial public
 response indicates  that this method of recycling wastes
 may find long-term  acceptance.   Unfortunately, climatic
 factors limit  the use of  this method of sludge dis-
 posal to approximately eight months of the year.
 (3)   Sale  of  Sludge to Brokers for Fertilizer

      Sludge that has been dried under heaters, retains
 a higher nitrogen content than digested sludge and
 makes an acceptable soil-builder and fertilizer.  Heat-
 dried sludge  is  sold by the MSDGC to a broker who sells
 it  as fertilizer,  so that a portion of the cost of
 drying the sludge is recovered.  This process consti-
 tutes a significant means of sludge disposal for the
 MSDGC.  Costs of various disposal options are compared
 later in this section.
 (4)   Sanitary  Landfill

      Placing digested sludge in a sanitary landfill is
 another  approved method of sludge disposal.  Wastes
 placed in  a landfill  are covered at the end of each
 day with a layer of soil so that potential contaminents
 are sealed up  each day  in a "eell".  Precautions are
 taken to protect groundwater supplies from contamina-
 tion  by  leachate near the disposal site.  This is
 usually  done by installing a drainage collection system
 beneath  the site.   Also, gases generated in the waste
 decomposition  must be dispersed to eliminate the pos-
 sibility of an explosion.

      The MSDGC plans  to utilize sanitary landfills as
 one component  of its  sludge disposal program.  In so
 doing, they will adhere to land disposal practices
 recommended by EPA.-*-
Brunner,  D.R.,  and Keller, D.J., "Sanitary Landfill Design and
Operation," U.S. EPA, Washington,  D.C.,  1972.


                       IV-2 8

-------
     (5)  Incineration With Landfilling of Ash Residue

         Incineration of raw sludge reduces substantially
    the volume of material that must ultimately be disposed
    of.  The combustion process converts the volatile frac-
    tion of the sludge solids largely to carbon dioxide
    and water vapor, leaving the nonvolatile component for
    landfill disposal, which comprises about 30 percent of
    total sludge solids.

         Incineration was a relatively inexpensive means of
    reducing the volume of sludge to be disposed of until
    the advent of strict air pollution regulations.  Require-
    ments to add costly emission control devices have caused
    many municipal incinerators across the country to close
    down.  Chicago is presently an air quality maintenance
    area  (AQMA) and compliance with established ambient air
    quality standards is required.

         Landfill disposal of ash residue is subject to the
    same restrictions that cover land disposal of digested
    sludge.
4.3.3 Disposal Costs

     Disposal costs have been developed by the MSDGC for
sludge produced at the treatment facilities, including
sludge from the TARP Mainstream/Calumet Tunnel operations,
for various combinations of the disposal alternatives
identified above.  The cost analysis of sludge disposal
systems presented here does not include a discussion of
alternative sludge stabilization systems examined by the
MSDGC for the treatment plants.  The interested reader
is referred to the MSDGC "Facilities Planning Study -
Overview Report" for detailed descriptions of these alter-
natives and their potential interfaces with the various
disposal schemes.

     By the year 2000, the MSDGC expects the plants to be
processing an average of 1,266 tons of sludge daily (dry
weight), including the tonnage contributed by the TARP
Mainstream, Calumet, and Des Plaines tunnels.  Sludge col-
lected by TARP is expected to contribute about 25 percent
of the volume handled by the treatment facilities.  Since
using certain stabilization processes, such as anaerobic
digestion, can reduce the amount of sludge to be disposed
of, disposal costs are presented in terms of the actual vol-
umes of sludge to be handled.  These costs are summarized
in Table IV-3.
                          IV-2 9

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     Two major quarries are actively operating in the
metropolitan area: the McCook quarry operated by Vulcan
Materials, Inc. and the Thornton quarry operated by
Material Service, Inc.  These quarries currently furnish
approximately 5,000,000 cubic yards per year of dolomitic
rock.  This rock is used mostly as concrete aggregate.
Some of the material is used as select fill material by
the area's construction industry.
 (2)  Throw-Away to Operating Quarries

     In exercising this option, the contractor would
merely transport the spoil to either McCook or Thornton
quarries, and provide the material free for subsequent
sale by the quarry operators.  This action would dis-
charge the contractor's obligation to dispose of the
material in an environmentally acceptable manner al-
though it would not enable the contractor to defray
his transportation costs through sale of the spoil.
 (3)  Spoil Disposal in Inactive Quarries

     Disposal of nonsaleable spoil in the commercially
inactive Stearns quarry is attractive because of the pos-
sibility of upgrading land use in that area.  The quarry
has a capacity of about 6.5 million cubic yards to street
grade.  Once filled to this grade, the site could be
designated for recreational or other valuable land uses
because of its central location.  The city of Chicago is
currently disposing ash waste in this site.
(4)  Sale to Other Parties

     Contractors may find it to their advantage to sell
some portion of the spoil products to users other than
the quarry operators.  This is expected to be an ac-
ceptable disposal alternative because of the existing
system of permits and licenses regulating uses of spoil
material.  The permit system, enforced by the city of
Chicago, has been effective in avoiding abusive disposal
practices in previous tunnel projects.
                      IV-3 2

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V. DESCRIPTION OF THE PROPOSED ACTION

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        V.  DESCRIPTION OF THE PROPOSED ACTION
5. 1  THE SELECTED PLAN

     TARP was selected air.cn g all alternatives  as  c>.e most
feasible plan to solve the flooding and pollution  problems
of Chicago.  The plan is a composite of several alternatives
 (G, H, J, and S) modified to provide optimum benefits  for the
lowest cost and minimum adverse environmental  impacts.   TARP
was first described in the FCCC'3 report of Augusr 1972.
Refinements were incorporated as field studies ani su~sur-
face exploration programs were ccrrpieted.  The s^iaies  ar.,.1
programs, however, did not change the original TA.~? cc.acec-,
but; only incorporated design revisions to optimize cv~r?.ll
system effectiveness.

     Essential to full utilization of the design  capacity of
TARP and, therefore, to the realization of maximum benefits
of TARP is the full participation of the combined-sewer
communities that are tributary to TARP.  This  participation
means not only connecting excess overflows to  TARP but  also
upgrading combined-sewer systems to transport  flows from a
five-year storm to TARP connecting structures, a  condition
assumed in the design of TARP and in subsequent analyses of
ultimate water quality benefits.

     TARP was developed to enable collection of storm  run-
off from urban communities within the MSDGC's  combined-sewer
servic'e area.  The polluted runoff water will  be  diverted
and conveyed to storage reservoirs.  When favorable dry wea-
ther conditions prevail, the wastewater will be pumped from
the reservoirs into conveyance  tunnels and transported to
appropriate sewage treatment facilities.  Based on rainfall
 records of the past  21 years,  the plan  is designed to  have  the
capability of handling runoff volumes equivalent  to all ex-
cept three of the severest storms recorded.

     The four systems that are  part of the Tunnel and  Reser-
voir Plan are:  Mainstream, Calumet, Lower Des Plaines, and
O'Hare, which are described in  the following sections.   Each
system is a completely independent operating unit with col-
lection, storage, conveyance, and treatment capabilities.
•Although this chapter summarizes the entire TARP,  the  objec-
tive of this EIS is to assess the effects of those tunnel
portions of the plan directly related to water pollution
                            V-l

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            FIGURE V-l
     Tunnel and Reservoir Plan
     System Layout and Routes
V-2

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control.  For the purposes of the impact analysis,  this
statement describes and evaluates the conveyance  tunnels
system and its subsystems only.  Figure V-l shows the pres-
ent routes and layout of the TARP systems relative  to the
MSDGC combined-sewer service, area, the MSDGC overall  service
area, and Cook County.


5.1.1  TARP Systems

     Each of the TARP systems (Mainstream, Calumet, Lower
Des Plaines, and O'Hare) consists of three component  systems:
reservoirs, conveyance tunnels, and sewage treatment plants.
For the TARP project as a whole, the planned component sys-
tems include three storage reservoirs, approximately  120
miles of conveyance tunnels, and four sewage treatment
plants.  McCook, the main storage reservoir, will have a
capacity of about 84,000 ac-ft and will be located  at
McCook Quarry, which is adjacent to the Sanitary and  Ship Canal
and the Des Plaines River.  One of the other two reservoirs,
will be located near the northwest boundary of O'Hare Inter-
national Airport and the other approximately six miles south
of the existing Calumet Sewage Treatment Works.  The  O'Hare
reservoir will be a small surface storage reservoir with a
capacity of 2,700 ac-ft and Thornton Quarry, the Calumet
reservoir will have a much larger storage volume of about
39,000 ac-ft.

     The conveyance tunnels, located 150 to 325 feet  below
ground level, will be constructed under existing waterways
or public rights-of-way, and within, for most of  the  route,
the silurian limestone  (dolomite) geologic formation.
Mining machines or "moles" will be used to excavate most of
the tunnels, which presently range from 10 to 30  feet in
diameter.1  .The tunnels will be concrete-lined as required
in certain areas.  The lining thickness will range  from 7
to 23 inches, based on one-half inch per foot of  tunnel dia-
meter and two additional inches.  For the entire  120-mile
length, the total wastewater capacity of the conveyance
tunnels is approximately 9,200 ac-ft.

     The combined-sewer wastewater collected in the tunnels
 (and later the reservoirs) of the three TARP systems, O'Hare,
Calumet, and Mainstream are  transported to their  respective
treatment plants, O'Hare, Calumet, and West-Southwest, for
complete treatment.  Capacity equal to approximately  0.5
average dry weather flow of  each plant will be available
during dry weather for continuous treatment of TARP flows, as
      The diameter expressed is an equivalent diameter,  since tunnels
      will be somewhat oval-shaped and not a true circle.
                            V-3

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summarized below (the plant capacities are future design,
not existing capacities):

                          Nominal     Available for
                         ADWF, MGO      TARP , MOD

       West-Southwest
       Calumet
       O'Hare
A water reclamation plant, the John F. Egan plant is pre-
sently under construction and will have a capacity of 30 MGD.
5.1.2  TARP Subsystems

    The subsystems common to all TARP systems -include col-
lecting structures, drop shafts, and pumping stations.  In
addition, the groundwater protection program and the tunnel
grouting program are considered common subsystems.  This
section presents a brief description of these subsystems.
    (1)  Collecting Structures

         New intercepting structures to collect existing
    combined-sewer overflows are shown in Figure V-2.  The
    collecting structure consists of a diversion unit at
    the overflow point and a connecting pipe to the entrance
    chamber of the drop shaft.  Most of the new structures
    will be located near curbs or low points of major pub-
    lic thoroughfares.  For collecting flows from existing
    interceptors, the structure consists of an overflow
    weir in addition to the diversion unit.  The weir wi'll
    allow the flow from existing interceptors to pass
    through the connecting pipe along with the flow from
    the new structure.
    (2)  Drop Shafts

         The drop shaft accepts the flow from the collec-
    ting structures and diverts this flow to the conveyance
    tunnel.  Figure V-2 illustrates the type EM15 drop
    shaft which is one of the two drop shaft designs pro-
    posed for the TARP systems.  The EM15 drop shaft will
    have a dividing wall with slots to aerate the incoming
    water.  Since the fall distance of the incoming water
    is expected to range from 200 to 280 feet, aeration of
    the water will reduce the impact at the bottom of the
                             V-4

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                                            FIGURE V-2
                                         EM15  Drop  Shaft
                                     and Collecting Structure
COLLECTING -,
S'-RUCTURE /
AIR v£NT CHAMBER
                                              TOP OF SILURIAN DOLOMITE FORMATION
                                                       CONVEYANCE TUNNEL
                                 V-5

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drop shaft.  The dividing wall of the shaft allows air
to enter or to escape on one side and water to flow in
on the other, larger side.

     The other drop shaft design is the DW4 type which
features a separate air vent shaft instead of a dividing
wall.  Although the concept and design features of both
drop shaft types are similar, the purpose and the phy-
sical dimensions are different.  The EM15 drop shaft
has a finished inside diameter of 4 to 9 feet and will
be used for low flow rate areas.  The DW4 has a 10 to
17 foot diameter and will be used for high flows.
  (3)  Pumping Stations

      Pumping stations will be constructed underground
 at the end of all conveyance tunnels and adjacent to
 all storage reservoirs.  These stations permit dewater-
 ing of the tunnels and reservoirs at a rate which will
 allow a full tunnel or reservoir to be emptied within
 two to three days.  If dewatering can be accomplished
 within this time, the need for aeration facilities is
 eliminated, thus saving some treatment costs.  In addi-
 tion to dewatering, the pumping stations will be used
 to transport bottom sludge dredged from reservoirs to
 treatment facilities.

      The capacity of each pump installed in a station
 is rated at 265 cfs, or 171 MGD.   The number of pumps
 necessary for each station depends on the expected
 maximum water inflow rate of a particular tunnel or
 reservoir.  The pumps are driven by variable-speed
 electric motors powered by Commonwealth Edison sub-
 stations located in the vicinity of the stations.
 The lift-height  (static head) requirements of the
 pumps, which provide an indication of pump depth, is
 expected to range from 60 to 300 feet.  The actual
 requirement will depend on operating conditions en-
 countered when the TARP systems are implemented.
  (4)  Groundwater Protection Program

      Groundwater infiltration into the component sys-
 tems (tunnels and reservoirs) may occur at rates signi-
 ficant enough to deplete aquifers used as water supply
 resources.  To protect these resources, an aquifer
 protection program has been incorporated in TARP.  The
 program consists of grouting, installation of recharge
 wells, and tunnel lining as required to limit ground-
 water inflow rates to a maximum of 1.5 MGD, or 2.3 cfs.
                       V-6

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     This  maximum rate  limit  is  based  on  the established
     500 gallons  per  inch  of  tunnel  diameter,  per mile of
     tunnel,  per  average day.   In tunnel  segments requiring
     a  number of  recharge  wells,  they  will  be  constructed
     approximately 1,000 feet  apart.   The areas  where recharge
     wells may be needed are  described in Section 8.1.2, Part
     (2).   The wells  will  be  used as a means of  injecting pot-
     able  water or water of equivalent quality into the aqui-
     fer to increase  the piezometric or hydraulic pressure
     level.  Thus, the  aquifer will  be replenished to its ori-
     ginal level.  In addition,  wastewater  exfiltration or
     outflow from the conveyance tunnels  will  be prevented.
     To monitor the extent of  groundwater infiltration and
     wastewater exfiltration,  observation wells  will be
     installed,and the  sampling  program to  be  followed is
     described in Section  10.1.4, Part (2).
     (5)   Grouting Program

          The objective of the  grouting program is to achieve
     maximum penetration and a  uniform grout spread for the
     purpose of effectively reducing groundwater infiltration
     and wastewater exfiltration.   The pattern and orienta-
     tion of grout holes in the TARP conveyance tunnels will
     depend on the observed amount of groundwater infiltra-
     tion.  In areas with relatively high inflow rates, an
     impermeable zone at least  equal to the tunnel diameter
     will be provided around the perimeter of the tunnel.

          Cement grout, which is a mixture of cement and
     water, will be injected under pressure into a drilled
     hole that intersects a source of seepage such as an
     open joint, fault, or bedding plane.   The grout mix
     will be composed of cement, sand, and water in varying
     proportions.  Liquifiers will also be used as required
     to counteract normal grout shrinkage* to retard grout
     setting time when pumping  at low rates, and to increase
     flowability of thick grout mixes used at high inflow
     areas.  The water-cement ratio of the grout to be used
     will vary from location to location within the tunnel
     and may even vary at a given location.  The range in
     water-cement ratio by volume is about 0.6:1 to 10:1.
5.2  THE CALUMET SYSTEM

     The components of the TARP Calumet system include:
one waste treatment plant, over 44 miles of conveyance and
relief tunnels,  and a proposed storage-reservoir.  The Calumet
                           V-7

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system layout, Figure V-i, shows a conveyance tunnel extending
from Crawford Avenue, under the Calumet-Sag Channel to the
Calumet Sewage Treatment Plant (CSTP).   At this point the
system essentially branches out in two directions, a "double-
barrel" trunk following Indiana Avenue extending south to
Thornton and the Little Calumet-Grand Calumet River extending
to the boundary of the MSDGC combined-sewer service area.
Four branch-lines intercept two of the three Calumet system
segments.  Three of these branch-lines connect to the Indiana
Avenue trunk and the other line connects to the Little Calumet-
Grand Calumet segment.  The branch-lines have been designated
by the MSDGC as follows: Dixmoor, Markham, Torrence, and
Lansing.  Figure V-3 provides an overall profile view of the
Calumet system and shows major streets, river system segments,
and tunnel elevations.

     The over 41 miles of conveyance and relief tunnel will
be constructed in two phases.  Phase I involves construction
of about: 37 miles of tunnel which will be the "main waste-
water conveyance system.  The remaining 4 miles will be
constructed in Phase II, parallel to the Indiana Avenue route,
to be used primarily as a relief system.  The Calumet con-
veyance tunnel will have 59 drop shafts and a storage volume
of approximately 2,000 ac-ft.

     The treatment facility associated with the Calumet
system is the Calumet Sewage Treatment Plant located near
Lake Calumet has an existing capacity of 220 MGD and a
plan to expand the capacity to 354 MGD has been proposed.
This plant will process wastewater from all Calumet trunk-
lines and branch-lines.

     The combined-sewer overflow conveyed by the system's
tunnels may be stored in the proposed Calumet system reservoir,
which may be located at Thornton Quarry.  The storage
capacity planned for this reservoir is 39,000 ac-ft and
the projected wastewater conveyed by the Calumet tunnels can
be stored for periods up to nine months.  Aeration systems
will be installed in the main storage reservoir to control
odor and septicity if storage must exceed the three day limit.

     The portion of the Calumet system addressed by this
environmental impact statement is described in detail in
the following sections: Component System and Component Sub-
systems.  The component system described is the main Calumet
conveyance tunnels only and does not include reservoirs,
waste treatment and the relief tunnel segment.  The sub-
systems described are associated with the conveyance tunnels
and include drop shafts, collecting structures, and pumping
stations.
                            V-8

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                                 FIGURE V-3
                          Calumet System Profile
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5.2.1 Component System

     The total design area of the Calumet conveyance tunnel
system is 90.8 square miles within the MSDGC "South Facility
Area."  The system will ultimately serve an area of 293
square miles which is presently using local combined-sewer
systems.  Approximately 21 of the total square mile design
area is within the Chicago city limits.  The remaining 70
square miles include all or parts of the following suburban
communities: Blue Island, Burnham, Calumet City, Calumet Park,
Dolton, Harvey, Phoenix, Riverdale, Robbins, South Holland,
and Thornton.

     The overall length of the Calumet tunnel is 37.2 miles
and the total number of subsystems include 59 drop shafts,
7 construction shafts, 25 access shafts, and 2 pumping
stations.  The tunnel segment will be excavated using full-
faced, diesel driven, mechanical boring machines, or moles,
and the inside diameters will range from 9 to 30 feet.  Most
of the tunnel length will be unlined.  The lined portion of
the tunnel will have a 12 inch concrete wall.  The average
excavation rate for the Calumet tunnels is 45 feet per day
(net), based on a 24-hour work day and a six-day work week.
In the unlined portions, rock bolting and grouting will be
done to assure rock bed stability and to minimize infiltration
of groundwater or exfiltration of wastewater.

     Until the capacity of the Calumet sewage treatment
plant is expanded to 354 MGD, the dewatering rate of the
Calumet conveyance tunnel is restricted to the treatment
plant's existing capacity of 220 MGD, or 340 cfs.  The 220
MGD dewatering rate results in a tunnel flushing velocity of
6.7 feet per second or greater for a period of about four
and one-half hours.  Thus, the dewatering cycle provides
self-cleaning for the tunnel system and minimizes accumulation
of bottom sludge, debris, and other benthal deposits.

     Several features are characteristic of specific tunnel
segments within the Calumet system.  To describe these
features, the system has been divided into four segments;
Crawford-to-plant, plant-to-Thornton, plant-to-Calumet City,
and Torrence Avenue.
      (1)  Crawford Avenue to Calumet Plant Tunnel

          This tunnel has an overall length of 48,570 feet
      (9.2 miles).  Figure V-4 is a map showing the proposed
     tunnel route in relation to the area's major thorough-
     fares, rail lines, and communities.  The tunnel will
     have finished diameters of 9',12', and 21' and slopes
                           V-10

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           FIGURE V-4
    Calumet System - Crawford
 Avenue to Calumet Plant Tunnel
v-n

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ranging from 0.5 to 8.0 feet per 1,000 feet.  The up-
stream and downstream tunnel-bottom elevations are  225
CCD  (Chicago City Datum) and 325 CCD, respectively.
In terms of Mean Sea Level  (MSL), the corresponding
elevations are 354 feet and 254  feet.

     Based on the geologic and hydraulic characteris-
tics of the area, the conveyance tunnel will be aligned
primarily within the dolomite (Ooliet and Kankakee
formations) deposits of the area with an overall rock
cover of 220 feet minimum.  The crown area of one section
of tunnel will be in the Racine dolomite formation.  This
section is approximately 4,000 feet long and located
between the Penn Central Railroad Tracks and Indiana
Avenue.

     One 33-fcct diameter construction shaft will be
located on the Crawford-::o-plant segment of the Calumet
runnel route.  The shaft will be at the end of the
tunnel segment on Crawford Avenue.   Construction equip-
ment, machines, and material will be transported into the
tunnel through these shafts.  During the tunnel construc-
tion phase, rock and spoil material will be removed
through one of these shafts.


(2)  The Calumet Plant to Thornton Quarry

     The plant-to-Thornton tunnel section will have
finished diameters of 30 feet for a length of 22,750
feet (4.3 miles)  and 9 feet for a length of 1,112 feet
(0.21 miles).  The route of this tunnel section and
its relationship to major thoroughfares, rail lines,
and waterways of the area are shown in Figure V-5.  Three
tunnel branches; Indiana Avenue to Markham, Indiana
Avenue to Dixiuoor, and Indiana Avenue to Lansing, are a
part of the plant-to-Thornton tunnel segment or trunk.
The Indiana-Markham branch extends westward from Indiana
Avenue, between 159th St. and Taft Dr., toward the
community of Markham and is 13,300 feet in length (2.5
miles).  The Indiana-Dixmoor branch also extends west-
ward from Indiana Avenue, but starts farther north
where the Little Calumet River crosses under Indiana
Avenue.  This branch is approximately 16,000 feet long
(3.05 miles) and parallels the Little Calumet River,
ending at the Dan Ryan Expressway near the community of
Dixmoor.  For the Indiana-Lansing branch, the 25,700-
foot long  (4.87 mile) branch extends eastward toward the
community of Lansing.  The tunnel branch starts at a
point on Indiana Avenue near Thornton Junior College and
parallels the Little Calumet River to the intersection
of 170th St. and Burnham Avenue.
                       V-12

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                                                FIGURE V-5
                                   Calumet System - Calumet  Plant
                                       to Thornton Quarry  Tunnel
                     N
                             mvEROALE
         KEY
       ••Bi CONVEYANCE TUNNEL
       r*rj* RELIEF TUNNEL
        J|  CONSTRUCTION SHAFT
        ^  DROP SHAFT
        A  ACCESS SHAFT
                                                                   L ANSI NO
                                                              ,s,   TUNNEL
                                                              -=	 / BRANCH
MARKHAM
                                V-13

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     The slope of the trunk and branch tunnels range
from 0.9 to 3.0 feet per 1,000 feet of tunnel.  Between
the Tri-State Tollway and 139th Street, the trunk
tunnel slope will be 0.9 feet per 1,000 feet and between
139th Street and the Calumet Plant, 3.0 feet per 1,000
faet.  The elevation range reflecting these slopes is
-291 CCD  (288 MSL) and -316 CCD  (263" MSI.)/ respectively.
For the branch tunnels, the slopes will be either 1,
2, or 3 feet per 1,000 feet of length and the elevations
will range from -176 CCD (403 MSL) to -303 CCD  (276 MSL).

     The tunnels will be aligned predominantly within
the Racine and Joliet dolomite formations.  However, a
short 5,500-foot section will be in the Kankakee dolomite
formation between 144th Street and 139th Street.  This
alignment was based on the area's present geologic and
hydraulic features and provides a rock cover of 160 to
290 feet above the crown of the tunnels..

     Excavation moles and other construction machines
as well as equipment and material will be transported
through three 25-to-30 foot diameter construction shafts.
The construction will be located as follows: between Taft
Drive and 162nd Street, at the end of tunnel segment
near 139th Street adjacent to the St. Paul's School, and
where the Little Calumet River crosses under Indiana
Avenue.  Construction equipment and machines for excavat-
ing the Markham tunnel branch will be introduced in the
Taft Drive-162nd Street shaft.  For the Dixmoor branch,
equipment and machines will enter through the Little
Calumet River-Indiana Avenue construction shaft.  As
stated for the Crawford-to-plant tunnel segment, rock
and spoil material will be removed through these construc-
tion shafts.
(3)  Calumet Plant-to-Calumet City Tunnel

     This tunnel segment has a total length of 20,900
feet (5.1 miles).  Figure V-6 is a map showing the pro-
posed plant-to-Calumat City tunnel route in relation to
the area's major thoroughfares/ rail lines, and communities,
The tunnel will have finished diameters of 12, 15, and
30 feet and slopes ranging from 0.7 to 2.0 feet per
1,000 feet.  The upstream and downstream tunnel-bottom
elevations are -277 CCD and -316 CCD, respectively.  In
terms of MSL, the corresponding elevations are 302 feet
and 263 feet.

     Based on the geologic and hydraulic characteris-
tics of the area, the plant-to-Calumet City tunnel
segment will be aligned primarily within the dolomite
                       V-14

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            FIGURE V-6
  Calumet  System - Calumet Plant
      to Calumet City Tunnel
                   GREEN SAY
                        ^
                        i
V-15

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(Racine and Joliet formations) deposits with an over-
all rock cover of 265 feet minimum.

     One 30-foot diameter construction shaft will be
located on the plant-to-Calumet City segment of the
Calumet tunnel system routes.  This shaft will be at
the intersection of Bensley Avenue and 138th Street
in the community of Burnham, just south of the Chicago
city limit.  Construction equipment, machines, and
material will be transported into the tunnel through
this shaft.  During the tunnel construction phase,
rock and spoil material will be removed through the
same shaft.
(4)  Torrence Avenue Tunnel

     The Torrence Avenue tunnel segment and it's branches
will have a finished diameter of 25 feet for a length
of 32,400 feet (6.14 miles) and 15 feet for a length of
9,600 feet (1.82 miles).  The route of this tunnel
section and its relationship to major thoroughfares,
rail lines, and waterways of the area are shown in
Figure V-7.  Two tunnel branches; E. 106th Street and
Calumet River-S. 122nd Street, are a part of the Damen-
to-Addison tunnel.  One branch extends eastward toward
Lake Michigan and the other also extends eastward under
the Calumet River and parallel to E. 122nd Street.

     The slope of the main trunk and branch tunnels
range from 0.9 to 2.0 feet per 1,000 feet of tunnel.
The main trunk line slope will be 0.9 feet per 1,000
feet and the slope of the two branches is 2.0 feet per
1,000 feet.  The elevations of the Torrence tunnel and
it's branches range from a minimum of -267 CCD (312 MSL)
to a maximum of -299 CCD (280 MSL).

     The tunnels will be aligned predominantly within
the Racine and Joliet dolomite formations.  This align-
ment was based on the area's geologic and hydraulic
features and provides a rock cover of 240 to 275 feet
above the crown of the tunnels.

     Excavation moles and other construction machines
as well as equipment and material will be transported
through one 25-to-30 foot diameter construction shaft.
The construction shaft will be located at the end of
the Torrence Avenue tunnel segment, where the segment
intersects the plant-to-Calumet segment.  As stated for
                       V-16

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            FIGURE V-7
     Calumet System  - Torrence
           Avenue Tunnel
 BURNHAM
V-17

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     for other construction shafts, rock and spoil material
     will be removed through this shaft for disposal.
5.2.2  Component Subsystems

     The subsystems of the Mainstream Conveyance Tunnel sys-
tem include drop shafts, access shafts, pumping stations,
and surface collecting structures.  In this section, the
sizes, locations, and number of these subsystems are des-
cribed in the four tunnel segments identified in the previous
section.
     (1)   Crawford Avenue to Calumet Plant Tunnel

          Seventeen drop shafts to intercept and transfer
     wastewater overflows to the tunnel system and four
     access shafts will be constucted along the tunnel route.
     The finished diameters of the drop shafts will vary and
     range from 5"8" to 15'0" as summarized below.  The
     access shafts, however, will all have a finished diameter
     of 3'6".

           No. of Shafts          Finished Diameter

                3                     15'0"
                4                     12'0"
                6                      9 ' 0 "
               ,2                      7'2"
                2                      5 ' 8 "
     Total: 17

     Figure V-4 shows the location of the  17 drop shafts
     and four access shafts along the conveyance tunnel
     route and Table V-l summarizes the MSDGC identification
     numbers, locations and sizes of the shafts.

          The pumping station for this segment of the tunnel
     system will be constructed underground near the Calumet
     Sewage Treatment Plant, which is at the downstream end
     of the conveyance tunnel route.  Four pumps will be
     installed approximately 40 feet below the tunnel bottom
     elevation and each pump will have a rated capacity of
     265 cfs or about 170 MGD.  For removing any infiltrated
     groundwater from the tunnel, a 5,000-GPM capacity pump
     will be installed at the station.

          The Crawford-to-plant tunnel segment will consist
     of 37 collecting structures to intercept combined-
     sewer overflows.  Twenty-two drop shaft connections
                            V-l 8

-------
will intercept the overflow points directly, 6 drop
shafts will be connected to existing interceptors
for relief, and 9 overflow connections lead to existing
interceptors.  The collecting structures for the 9
existing interceptors will consist of conduits of
sufficient size to allow the full capacity of the
existing sewer to flow to the tunnel without any over-
flow to surface water systems.  Therefore, the existing
interceptors will be relieved at 9 points.
 (2)  Calumet Plant to Thornton Quarry

     The plant-to-Thornton segment will have 24 drop
shafts constructed to intercept the overflows and con-
vey them to the tunnels and the access shafts.  The
finished diameters of the drop shafts vary from 4 feet
to 18 feet and the access shafts are all 3 '6" finished
diameters.  The numbers and sizes of these shafts are
as follows :

      No. of Shafts         Finished Diameter

           1                    18 '0"
           1                    15'0'
           4                    12'0f
           4                     9'0'
           6                     7'2f
           3                     5'8'
           5                     4'0'

Total: 24

The location of the shafts along this segment of the
Calumet tunnel route is shown in Figure V-5 .  A summary
of drop shafts and access shafts is presented in Table
V-l and includes the Dixmoor and Lansing branches of
the tunnel segment or trunk line.

     This portion of the tunnel system will not have
a separate pumping station.  All wastewater overflows
will be conveyed by gravity to the main pumping station
located near the Calumet Sewage Treatment Plant.

     The tunnel segment design includes a total of
38 collecting structures intercepting the combined-
sewer overflows.  Thirty-six of these drop shaft
connections will intercept overflows directly, and two
will connect directly to existing interceptors.  All
                       V-19

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existing overflow connections will be maintained to
enable relief of the combined-sewer system when the
tunnels become filled.

     To eliminate direct overflow discharge to water-
ways, two existing combined sewerlines will be connected
directly to interceptors, providing conduits of sufficient
size are installed to allow maximum flow to the inter-
ceptors in the event the existing sewer lines are filled
to capacity.  Therefore, two relief points are provided
for the existing interceptors.
(3)  Calumet Plant to Calumet City Tunnel

     The plant-to-Calumet City tunnel will have 8 drop
shafts to intercept the overflows and 4 access shafts.
The finished diameters of the drop shafts will vary
from 7 '2" to 12 feet.  The access shafts will all be
3' 6" finished diameters.  The number and size of these
drop shafts are as follows:

      No. of Shafts          Finished Diameter

           5                     12'
           1                      9'
           2                      7 '2"


Total: 8

The location of the shafts along this segment of the
tunnel route is shown in Figure V-6 and summarized in
Table V-l.

     This portion of the tunnel system will not have
a separate pumping station.  All wastewater overflows
will be conveyed by gravity to the Calumet pumping
station.

     The tunnel segment design includes a total of
13 collecting structures to intercept combined-sewer
overflows.  Ten of these drop shaft connections will
intercept overflows directly, two will connect existing
interceptors nearby, and one will connect directly to
existing interceptors for overflows .

     To eliminate three overflow discharge outfalls to
waterways, three existing combined sewerlines will be
connected directly to the interceptors, providing
                       V-20

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conduits of sufficient size are installed to allow
maximum flow to the interceptors in the event existing
sewer lines are filled to capacity.
(4)  Torrence Avenue Tunnel

     Ten drop shafts to intercept and transfer waste-
water overflows to the tunnel system and six access
shafts will be constructed along this tunnel branch.
The finished diameters of these drop shafts will vary
as shown below:.

      No. of Shafts          Finished Diameter

           1                     15'0"
           6                     12'O11-
           1                      9 ' 0 "
           2                      7 ' 2 "

Total: 10

Figure V-7 shows the location of the ten drop shafts
and six access shafts along the conveyance tunnel route
and Table V-l summarizes the number, locations and sizes
of these shafts.

     A dewatering pumping station for this segment of
the tunnel system will be constructed underground near
the intersection of this tunnel branch with the plant-
to-Calumet City segment, which is at the downstream
end of the tunnel route.  In order to remove water from
the tunnels, should rain continue to fall after the
tunnels have filled, a 5,000-GPM pumping capacity will
be installed at the station.

     The Torrence Avenue tunnel will consist of 13
collecting structures intercepting combined-sewer over-
flows.  Ten drop shafts will intercept overflow points
directly, two drop shafts will relieve new adjacent  inter-
ceptors, and one overflow connection will lead to an
existing interceptor.  The structure for the existing
interceptor connection will consist of a conduit of
sufficient size to allow the full capacity of the existing
sewer line to flow into the interceptor.  Therefore,
the existing interceptor will eliminate any overflow
to surface waters.
                       V-21

-------

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5.3  CALUMET TUNNEL SYSTEM OPERATION, MAINTENANCE, AND
     MANAGEMENT

     This section describes the important operation/ mainte-
nance, and management steps necessary to maintain and assure
that the tunnel system is functioning properly.  This section
also provides estimates of operation and maintenance costs,
which are treated separately in the following sections.
5.3.1 Operation Steps

     The operation of the Calumet tunnel system has one basic
step during wet weather conditions.  This step is the dewater-
ing of the tunnel at rates which do not overburden the treat-
ment capacity of the Calumet Sewage Treatment Plant (CSTP) .
In other words, the flow rate of water pumped from the tunnels
plus the flow rate of water from other sewers which connect
to the CSTP must not exceed the allowable peak flow through
the CSTP.  The operator of the pumping station uses two or
more of the four variable speed pumps simultaneously to set
the dewatering rate so that normally, total flow through
the Calumet treatment plant will be less than or equal to
design flow.  When required, such as during periods of
extremely wet weather, and during subsequent full tunnel flow,
the dewatsring rate can be increased so that total flow
through the treatment system is at allowable peak flow.
Thus, in order to properly control the dewatering pump rate,
the operator must constantly monitor the allowable flow rate
through the treatment plant.  This allowable rate will depend
on three variables: the extent of "downtime" for scheduled
maintenance, the frequency of malfunctions, and the extent
of capacity to be added to the plant.

     Another controlling factor for setting pump rates is
the maximum tunnel inflow rate.  Since the tunnels can be-
come pressurized in the beginning of a large storm event,
the dewatering rate must be slightly greater than the
maximum inflow rate to prevent pressurization.

     During the heaviest storms , when some overflow to
waterways is unavoidable, gates at selected drop shafts
at downstream locations will be closed by the operator -to
force the occurrence of overflows at locations along the
Calumet-Sag Channel and Calumet River systems.  Such action
will maintain sufficient capacity in the upstream portions
of the tunnel to eliminate overflows close to the Lake
Michigan shoreline.
                            V-24

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*
     High dewatering rates are necessary to achieve velo-
cities of tunnel water which will scour most of the sedi-
ment from the tunnel floor.  Some sediment will remain,
however, and to assure complete removal, the operator
would have to increase dewatering tirr.e from about four             /•
and one-half hours to eight hours by directing about 240           \
cfs of canal water to a drop shaft upstream of the pumping         '
station.  The operator would then pump this canal water to
the Calumet Sewage Treatment Plant for processing.

     During dry weather periods, only infiltrating water
from aquifers will flow into the tunnel.  To rid the tunnel
of this water, the pumping station operator will use a sepa-
rate pump with a capacity of about 5,000 gpm to lift the
water to the treatment system.  This dewatering of infil-
trating groundwater could probably be made automatic if
necessary.  To perform the dewatering manually, the opera-
tor must shut the pump off when there is not enough watar
tc warrant its use as well as shut it off in wet weather
when the main dewatering pumps are in use.

     A routinely required step that is critical to the sys-
tem is checking and testing the power sources to the pumps.
Lack of power or loss of power during wet weather could
result in polluting overflows at interceptor connections,
drop shafts, and outfalls.


5.3.2  Maintenance Steps

     Maintenance of various components in the Calumet system
can be divided into four categories:-


      (1)  Equipment Maintenance

          Pumps, pump controls, and power supply equipment
     must be checked and maintained routinely.  Preventive
     maintenance procedures should be applied to equipment
     used for emergencies or other needs critical to the
     proper functioning of the tunnel system.


      (2)  Repair to Tunnel Lining

          Those areas of the tunnels which are lined,
     bolted, grouted, or otherwise stabilized, will require
     periodic checking for leaks and structural faults,
     and repaired as necessary.  In addition the possibility
     of monitoring and recharge well plugging as a result of
     grouting should be assessed during the inspection.


                           V-25

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      (3)  Maintenance  of Surface Structures

          Permanent  surface structures will be built  at
     construction  shaft, drop shaft, and pumping  station
     locations.  These structures will require routine mainte-
     nance to assure aesthetic appeal, structural  soundness,
     and safety  for  workers and the public.  Access roads
     must be kept  in repair as well.
      (4)  Tunnel Sludge  Cleaning

          The tunnels  will be designed, so that dewatering
     will scour the  tunnel floor.  However, some  sludge
     may accumulate  over a period of several years and may
     eventually require  removal.  If removal becomes  neces-
     sary, the deposits  will be gathered with a dragline,
     lifted to the surface through construction shafts,
     and transported by  truck to appropriate disposal areas.
     The material is not expected to be odiferous or  diffi-
     cult to dispose of  in an environmentally sound manner,
     because it will probably be composed mostly  of sand,
     and partly of silt  and benthal deposits.


5.3.3  Operation and Maintenance Costs

     The best estimate of operation and maintenance costs
at the time of publication of this report is an annual
equivalent cost of $2.5  million.  This estimate is based
on the one given in  the  environmental impact statement
prepared for the MSDGC in November 1973.J-  The total  TARP
equivalent annual cost was given as $13.6 million, which
included total equivalent annual operating and maintenance
costs, replacement of  equipment costs, and water  costs for
aquifer protection.  The estimate of $2.5 million for
the Calumet Tunnel system was derived as the product  of  the
ratio of tunnel volume for this segment to total TARP tunnel
volume times the total cost of $13.6 million.2  The ratio
of tunnel volumes was  used because pumping station operation
     "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 Sani-
     tary District of Greater Chicago," MSDGC, November  1973.

     Tunnel volume (Calumet)    -.,«« „„., ,-,  *.   Calumet
                     .     x TARP O&M Costs «
     Tunnel volume (TARP)                     O&M Costs

     °r  9,'200 ac-ft x $13'6 million  a  $2-5 million.
                           V-26

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and maintenance costs are proportional to dewatering or
tunnel volumes, and these pumping costs far outweigh any other
operation and maintenance costs.  The derived estimate is some-
what conservative, because the total estimate includes the
water costs for aquifer protection by recharge wells.  MSDGC
nas determined that recharge wells will not be required for
most of the Phase I tunnel length, based on results from a
recent study they conducted.


5.3.4  Management Steps

     The reliability of the tunnel system will depend heavi-
ly on the development of suitable management plans and on
their routine effective execution.  Important requirements
of such management plans are discussed below.


      (1)  Pump Operation

          A standard procedure will be required for  control-
     ling starting time, pumping  rate, and duration  of pump-
     ing.  This procedure will allow for maximum possible
     dewatering rates to be kept within the constraints of
     maximum tunnel inflow  and of treatment flow capacity.
     The first constraint is use  of accurate, timely infor-
     mation on the maximum  inflow rate and water depth in
     the tunnel.  The second constraint is consideration in
     the plan of  allowable  flows  at the treatment plant.
     Since treatment capacity is  likely to be increased at
     the Calumet  plant, increases should be reflected in
     the pump operation plan.


      (2)  Canal Water Flushing

          The proposed use  of canal water to flush the
     tunnels would necessitate treatment of the water at
     the CSTP,  Since treatment capacity at the Calumet plant"
     can be regarded as a scarce  resource, canal water flush-
     ing should be monitored and  evaluated carefully.  For
     example, sediment build-up on the tunnel floors could
     be measured  periodically in  the cases where no  canal
     water is used for flushing.  The difference in  sedi-
     ment removal could then be calculated and evaluated
     against the  costs of diverting the canal water  to the
     tunnel and treating it at the Calumet plant.
                           V-27

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For the proposed flushing operation, a procedure should
be developed to control the timing of addition of canal
water to the tunnel so that the handling capacity of the
tunnel is not exceeded.
 (3)  Drop Shaft Gate Operation

     To minimize the potential for overflowing at up-
stream interceptor connections and drop shafts during
the heaviest storms, a procedure should be developed
for the pump station operator to control the timing
of closing downstream drop shaft gates.  The procedure
would rely on tunnel inflow rate data, tunnel water
level data, and upstream drop shaft water level data.
Experience under operating conditions might be neces-
sary to perfect this procedure.  Similarly, a proce-
dure should be developed to control the duration of
the gate closings to minimize the resultant overflow
at downstream drop shafts.
 (4)  Infiltration Monitoring

     Routine inspection of the tunnels and recording
of groundwater dewatering rates and dry weather tunnel
water level would allow for strict control of infiltra-
tion.  Any significant increase in recorded infiltra-
tion could be followed up by tunnel inspection to
investigate possible causes.  Experience under opera-
ting conditions could be used to develop procedures
for determining norms and variations from norms in dry
weather tunnel flow.  This might warrant investigation
for leaks in tunnel lining and grouting.
 (5)  Training of Operators and Maintenance Crews

     The management plan should make provisions for
adequate training of operators.  While the tunnel sys-
tem itself is not complicated, the decision criteria
which control the system are rather complex.  It is
important that all operators be both knowledgeable in
the fundamentals of the decision criteria and well
equipped to execute the management plan.  Maintenance
crews should require adequate technical training and
should be well practiced in any safety .procedures
which the management plan might recommend.
                      V-28

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VI.  EFFECTS OF CONSTRUCTION  ON
       THE NATURAL ENVIRONMENT

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            VI.   EFFECTS OF CONSTRUCTION ON
                  THE NATURAL ENVIRONMENT
     Construction of the conveyance tunnels,  in the Phase
I construction period, is expected to be spaced over a ten-
year period, although construction times for  individual tunnel
segments will be shorter than ten years.  This chapter describes
construction impacts upon the water, land, and air resources
of the Chicago area and continues the discussion of Chapter II,
Existing Natural Environment, and is, thus, divided into the
same five main sections:

          Water Resources
          Land Resources
          Atmospheric Resources
          Biological Resources
          Commitment of Natural Resources.

     In the water resources  section, the  effects of tunnel
construction upon surface water and groundwater supplies
are identified and evaluated.  Impacts  examined include
those associated with dewatering of the tunnels during con-
struction and interactions with other area water management
programs.

     Under  land resources, construction impacts related  to
the geologic and seismic regimes are evaluated.  The  land
resources section also  addresses spoil  disposal problems
and effects upon flood-prone areas.

     The section discussing  impacts upon  atmospheric  re-
sources  includes an evaluation of  the air quality  impact of
emissions from construction  equipment,  as well as  impacts
from noise  and dust during construction activities.

     The remaining sections  identify and  discuss the  possible
impacts of  TARP construction on the biological resources of
the project area and  describes the expected commitments  of
natural resources.


 6.1  WATER RESOURCES

      The effect of tunnel construction on area water re-
 sources is examined in the  following sections.  Sections
 6.1.1 and 6.1.2 evaluate construction impacts on surface
 water and groundwater supplies,  respectively.  Anticipated
                            VI-1

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effects related to the disposal of water pumped from the
tunnels during construction are addressed in Section 6.1.3.
Foreseeable impacts on other water management programs are
described in Section 6.1.4.

     In general, impacts on water resources during the tun-
nel construction phase are expected to be minor since most
of the construction activities will be carried out under-
ground.  In addition, impacts would probably be amenable to
mitigative measures, should their application prove necessary,
Measures for ameliorating potential construction impacts are
described in Chapter X.
6.1.1.  Surface Water

     Impacts on surface water quality and quantity caused by
construction of the Calumet Tunnel and it's branches are
discussed in this section.  Effects on water quality from
effluent discharged in tunnel dewatering operations during
construction are treated separately in Section 6.1.3.  The
Calumet Tunnel system has been divided into four segments
for further discussion:

          Crawford Avenue to Calumet Sewage Treatment Plant
          Calumet Plant to Thornton Quarry
          Calumet Plant to Calumet City
          Torrence Avenue Branch.
     (1)   Crawford Avenue to Calumet Sewage Treatment Plant

          This tunnel segment runs parallel to the Calumet-
     Sag  Channel and is approximately 9.2 miles in length.
     One  construction shaft, 17 drop shafts,  and 4 access
     shafts will ultimately be excavated along its length
     (see Figure V-4).   These shafts generally will be
     placed in paved or otherwise impervious  areas which will
     result in construction runoff and additional sedimentation
     loading of the Cal-Sag Channel, Calumet  River system,  and
     existing sewer systems during construction.  Several
     shafts are cited in a location with high erosion potential
     and  the construction of a berm around the site will be
     required to prevent soil from washing into the Calumet-
     Sag  Channel,  Little Calumet River,  and adjacent sewers
     during rainstorms.  Stockpiles of spoil  materials at the
     construction shaft are expected to be small, but the
     potential for sedimentation of the waterways exists if a
     berm around the pile or other suitable controls are not
     provided.
                            VI-2

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          Dewatering operations during construction are ex-
     pected to contribute a minor amount of flow to the
     Calumet-Sag Channel after appropriate treatment (see
     Section 6.1.3).  The Crawford Avenue-to-Calumet STP
     segment of the Calumet Tunnel system is expected to
     yield a maximum flow of about 1.1 MGD of infiltrated
     groundwater after construction of this system, which
     will  eventually be discharged into the Calumet-Sag
     Channel.   Since the average annual flow rate in the
     Channel from 1966,to 1975 was in excess of 1,000 CFS
     or about 650 MGD,  the flow added during construction
     dewatering operations will be insignificant.  The
     augmentation of flow to the channel is'beneficial, since
     it will enhance navigation along the waterway.
     (2)   Calumet Plant to Thornton Quarry

          This tunnel segment generally follows Indiana
     Avenue south to Thornton Quarry and has three connecting
     branches; the Dixmoor branch, the Markham branch, and
     the Lansing branch (see Figure V-5).  Total length of this
     segment including the branches is about 15 miles.  As
     shown in Figure V-5,  three construction shafts, 24
     drop shafts, and 12 access shafts lie along its length.
     As on the Crawford Avenue-to-Calumet STP segment, many
     of these shafts are also expected to be located in
     paved areas and the problems of sedimentation to the
     Little Calumet sewer and existing sewers will arise.
     As noted before, berms to control the runnoff of soil,
     and spoil materials will be required at shaft sites.
     No adverse impact to area waterways is expected, however,
     because of the developed nature of the selected shaft
     sites and the anticipated rapid removal of spoil material
     to a disposal site.

          Construction dewatering operations are expected to
     yield a maximum flow of about 1.8 MGD over the 15 mile
     length of the tunnel segment and it's branches.  Since
     the average yearly flow along the Little Calumet River
     over the years 1971 to 1975 averaged in excess of 320
     CFS or 200 MGD, the effect of the flow from tunnel
     dewatering operations is not likely to be negative.  On
     the contrary this augmentation of flow along the water-
     ways is expected to be beneficial to navigation.
1    USGS, Surface Water Supply of the United States, "Water Supply
     Papers Corresponding to Upper Mississippi River Basin Below
     Keokuk, Iowa," 1971.
                            VI-3

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(3)   Calumet Plant to Calumet City

     The Calumet plant-to-Calumet City segment runs
parallel to the B&O railroad tracks, Chicago Terminal
line, for approximately 0.5 mile.  The segment continues
in a straight course to the confluence of the Calumet
rivers, then bends southward and ends near the inter-
section of State Street and Stewart Avenue.  The overall
length of this segment is approximately 5 miles and
consists of one construction shaft, 8 drop shafts, and
4 access shafts which will be excavated along its length
as shown in Figure V-6.  Some of these shafts will be
placed in paved or otherwise impervious areas which will
result in runoff and additional sediment loading of the
river and existing sewer systems during the construction
phase.  Several shafts are located in high erosion potential
areas and construction of a berm around the shaft site
will be required to prevent soil runoff into the Little
Calumet River and adjacent sewers during rainstorms.
Although stockpiles of spoil material at the construction
shaft sites are expected to be small, the potential for
sedimentation still exists if a berm is not constructed
or other controls are not applied.

     Dewatering operations during construction are ex-
pected to contribute a small amount of flow to the Little
Calumet River after treatment.  The plant-to-Calumet
City segment of the Calumet Tunnel system is expected to
yield a maximum groundwater infiltration rate of about
0.7 MGD, which will eventually be discharged into the
river.  The average annual flow rate measured during
the period of 1971 to 1975 was greater than 20 CFS or
about 10 MGD.  This additional flow may be beneficial
and could improve navigation in the waterway.
(4)  Torrence Avenue Branch

     The Calumet Tunnel system branch generally follows
Torrence Avenue, which parallels the Calumet River.  As
shown in Figure V-7, this tunnel branch has two offshoot
tunnels, the East 122nd Street branch and the East 106th
Street branch.  The tunnel branch, including its offshoot
branches, is about 8 miles long and has one construction
shaft, 10 drop shafts, and 6 access shafts.  Most of
these shafts are expected to be located in paved areas
and sedimentation to the river and existing sewers will
result.   As specified for the other three tunnel segments,
berms will be required to control runoff of soil and
spoil material at the appropriate sites.  The effect of
                      VI-4

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     this runoff on the river, however, is not expected
     to be adverse.

          Dewatering operations to remove infiltrated
     groundwater are expected to result in a maximum
     flow of about 1.1 MGD over the entire length of the
     tunnel segment.  The average annual flow of the Calumet
     River, based on stream gaging data for the period of
     1971 to 1975, is approximately 330 CFS or almost the
     same as for the Little Calumet River.  The contribution
     of this flow from tunnel dewatering operations to the
     waterway will most likely be insignificant.
6.1.2  Groundwater

     During construction, infiltration of groundwater into
tunnels will necessitate dewatering.   Since all of the tun-
nel sections will be in the upper aquifer, construction
should have negligible effects on the lower aquifer.  Ex-
tensive inflow studies to measure piezometric or hydraulic
pressure levels have been carried out by HEC in boreholes
along the tunnel route, and inflow studies have been carried
out in existing tunnels.  Based on these data, estimates
can be made of dewatering which will be required during
construction, and of the effect of this dewatering on the
groundwater system.
     (1)  Infiltration Projections

          Infiltration results when the aquifer pressure
     level exceed pressure level in the tunnel, except during
     severe storms.  In this case, runoff water conveyed by
     the tunnels will raise pressure levels to a point greater
     than the aquifer's level.  When this occurs, exfil-
     tration will result rather than infiltration.  In view
     of the geohydrologic character of the upper aquifer,
     as discussed in Section 2.1.2, most inflow to the tun-
     nel will occur along joints, faults, and bedding planes.

          Studies of existing tunnels have indicated two
     significant factors concerning infiltration:

               Notable inflows in existing tunnels were
               generally associated with the upper and lower
               contact of the Romeo member of the Joliet
               Formation.
                            Vl-5

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          Inflows through  faults,  bedding planes, and
          joints decrease  with time as dissolved car-
          bonates precipitate  at leak points and seal
          openings.

     Inflow via the  contacts of the Romeo member in
the proposed tunnels may not differ significantly from
inflow through joints  in adjacent rocks.   The primary
solution proposed for  the  inflow problem will be a
grouting program.  Grouting  should limit infiltration
of groundwater to 500  gal./inch of tunnel diameter/
mile/day and will be widespread to assure that no
concentrated leakages  will occur.

     Due to the heterogeneous  nature of aquifer per-
meability, it is difficult to  predicr groundwater in-
flow to tunnel segments.   HEC2 used water pressure test
data from boreholes  as input to a computer simulation
to predict inflow to sections  of tne TARP Tunnel systems.
Two different approaches were  evaluated to approximate
the secondary permeability of  the rock mass for use
with the finite element analysis.   One approach expresses
permeability as a function of  equivalent porous rock,
and the other approach expresses it as a function of
only the openings between  the  intact rock.  Using the
first approach, permeability can be obtained easily
from results of water  pressure tests performed in drill
holes.  Using the second approach, difficulty is en-
countered in assessing the complex geometry of natural
fracture systems with  sufficient accuracy.

     Inflows were computed using a finite element
computer program developed by  Taylor and Brown.3   This
program solves problems of steady state flow through
porous media.  It can  accommodate zones of different
permeabilities in both horizontal and vertical directions
This program was easily applied, and the results were
believed to be as reliable as  any available method.
These results, however, were  found to be sensitive to
variations in assumptions  and  the input data had to be
screened carefully and in  a meticulous manner.
Harza Engineering Company, "Geotechnical Design Report, Tunnel
and Reservoir Plan, Mainstream Tunnel System," Metropolitan Sani-
tary District of Greater Chicago, Chicago, Illinois,  1975.

HEC, 1975.

 Taylor,  R.L.,  and Brown, C.B., Darcy Flow Solutions With a Free
 Surface,  Journal of Hydraulics Division,  ASCE, Vol. 93 No. HY2,
 March 1967.
                        VI-6

-------
     The inflows calculated provided a range of Ku/Kv
values (ratio of, horizontal to vertical permeability] .
The pre-grouting inflows tabulated by HEC in their
1975 report represents K^/KV values in the range of
10 to 500.

     Inflow projections for a section of the Calumet
Tunnel system indicated that pre-grouting total inflows
at Kh/Kv =10 would be about 1.0 MGD.   The reported
pre-grouting inflow estimate after construction of the
Calumet section was about 0.7 MGD.  Comparing predicted
and observed inflow, HEC states "... the water pressure
test results combined with the finite element computer
program used give an accurate estimate of relative
tunnel inflow and a reasonable, but generally low
estimate of actual inflows."!  Inflow estimations were
also completed for other sections of the TARP Tunnel
systems and included the southwest intercepting sewer
and the Mainstream Tunnel system.

     By studying the geohydrologic cross sections and
analyzing the pressure test data, the following was
concluded:

          On the average, sections of tunnels which
         - penetrate the Brainard shale exhibit an
          infiltration rate of about 0.001 MGD/mile or
          less.

          Infiltration from the Edgewood is approximately
          0.012 MGD/mile; from the Joliet and Kankakee
          formations collectively, about 0.033 MGD/mile;
          and from the Racine formation, about 0.030
          MGD/mile.

          Where the tunnel is near the top of the
          bedrock, the permeability probably increases,
          therefore, the infiltration rate for the Racine
          is estimated to be 0.040 MGD/mile.

     The appropriate rock formation infiltration rate
estimates were applied to each segment or branch of
the Calumet Tunnel system in order to estimate potential
infiltration.  Where the tunnel penetrated several
formations, the highest infiltration rate was used to
calculate inflow  for that segment.  Post-grouting
maximum infiltration rates of 0.50 MGD/mile were
 HEC, 1975.
                       VI-7

-------
used as an upper limit.   It  should  be  stressed that due
to aquifer variability, the  calculated infiltrations
should be considered only rough estimates  of  what may
actually be encountered during construction.   Based on this
analysis, inflow into the Calumet Tunnel  system following
grouting should be approximately 1.35  MGD  (930 gpm)
average per tunnel segment.

     Due to the heterogenous nature of the aquifer,  it
is virtually impossible to predict  specific locations
and quantities of leakage that may  be  encountered dur-
ing construction.  Consequently, the exact dewatering
requirements will only be found as  construction proceeds.
(2)  Dewatering

     In view of the relatively  low  transmissivity
(movement between two points) of  the  aquifer,  dewater-
ing at rates of several hundred gpm could  result in
minor temporary declines in  local water  levels.  Average
transmissivity values reported  from tests  in  the upper
aquifer range from about 16  gpd/ft  to 30,150  gpd/ft.
In areas of low transmissivity, the cone of depression
that would result from dewatering would  characteristi-
cally be deep, but of small  diameter  and steep sided.
Conversely, in areas of higher  transmissivity, cones
of depression associated with dewatering operations
would be of large diameter but  shallow (small  draw-
downs) and with flat side slopes.
     Pumping tests conducted by HEC- did  not  include
data for a sufficient number of observation wells  to
enable construction of distance versus  drawdowns graph;
however, semi-quantitative evaluation of  the  data  in-
dicates that the radius of influence of pumping at
400 gpm for 156 hours  (6.5 days) is probably  less  than
2,000 feet where calculated transmissivity is about
34,700 gpd/ft.  In addition, the EPA reports  that  in
the area of the Des Plaines-O'Hare System, "two pump-
out tests performed in the course of the  subsurface in-
vestigations failed to reflect any effect on  observa-
tion wells as close as 75 feet away."2  Due to the
fractured nature of the bedrock and resulting hetero-
geneity, the cone of depression will most likely be
asymmetrical.  From this data it appears  that dewater-
ing of the tunnel during construction will have a  mini-
mal, temporary effect on the local groundwater regime.
HEC, 1975.

EPA, "Final Environmental Impact Statement for the Metropolitan
Sanitary District of Greater Chicago, Des Plaines-O'Hare Convey-
ance System," Chicago, Illinois, 1975.


                       VI-8

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     (3)   Water Quality

          Tunnel grouting operations may result in clouding
     of groundwater drawn from nearby wells.  If this occurs,
     alternative measures will be required to provide users
     of these wells with another water supply source.  For
     the Calumet Tunnel system and it's branch tunnels there
     are no water supply wells located near the proposed
     tunnel route, and the clouding effect is not expected
     to occur.
6.1.3  Effluent Disposal From Tunnel Dewatering Operations

     Infiltration or groundwater during tunnel construction
can be expected, especially along fault zones and along the
boundaries between different rock types.  Where the infil-
tration rate is high, grouting operations will be carried
out to limit the flow to the amount of conventional sewer
infiltration, i.e., roughly 500 gallons per inch of tunnel
diameter per mile per day.  Water from grouting operations
will add little to tunnel drainage flow.  Maximum flow due
to groundwater infiltration expected for the entire Phase I
Calumet Tunnel system will be about 4.6 MGD after grouting.

     Drainage water present in the conveyance tunnels may
contain clay, concrete particles, grout waste, and  other
deleterious  substances.  Current MSDGC construction specifi-
cations-'- forbid the discharge from a construction site of
drainage water containing these substances.  Thus,  drainage
flow pumped  from the tunnels will be held  in settling tanks
until rock,  mud, grout material,  and other solids  settle
and a water  quality test has been performed prior to discharge
to waterways.  The tunnel contractor is required to dispose
of settled solids  in an environmentally safe manner although
the method of disposal will not be identified until the  pre-
construction meetings with MSDGC.

     The disposal of effluent from dewatering operations dur-
ing tunnel construction is expected to have a negligible
impact upon  the environment.
1    MSDGC, General Specifications - Construction Contracts, Section 19,
     March 1974.
                            VI-9

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6.1.4  Water Management Programs

     Construction impacts upon water management programs,
identified in Section 2.1.4, are expected to be minimal.
Most of the programs anticipate that construction of the
tunnels and related facilities will avoid adverse inter-
actions through proper planning.

     The only water management program identified as having
some potential for adverse interaction with tunnel construc-
tion is the 208 planning program currently underway.  A
major part of this program will be in-stream monitoring of
water quality parameters at 45 locations on the three major
river systems.  Inadvertent placement of a monitoring station
in the immediate vicinity of a construction site could produce
misleading data because of the discharge from tunnel drainage.
This is not expected to occur, however, since the construc-
tion shafts for each tunnel segment have been identified
clearly on reports available to the Northeastern Illinois
Planning Commission (NIPC), the designated 208 planning
agency.

     Tunnel construction is not expected.to interfere with
navigation of the affected waterways since precautions will
be taken to avoid discharge of sediment to these waterways.
Therefore, tunnel construction is not expected to necessi-
tate an increased frequency of waterway dredging by the U.S.
Army Corps of Engineers.
6-2  LAND RESOURCES

     The construction impacts of TARP on the land resources
of the project area are discussed in detail in this section
and divided into the following topics:

          Flood-Prone Areas
          Geology
          Seismicity
          Spoil Disposal.
6.2.1  Flood-Prone Areas

     Construction of the Calumet Tunnel system is not  .
expected either to aggravate or to relieve problems in areas
                            VI-10

-------
subject  to overbank  flooding.   Construction  of the tunnels,
drop shafts, and collecting structure need to be completed
before an effect is  realized.   Tunnel dewatering operations
will be  postponed during rainfall episodes which may  cause
flooding.


6.2.2  Geology

     Throughout the  Chicago metropolitan area, an extensive
program  of subsurface exploration has been performed.   After
analyzing the information obtained, the conclusion has  been
drawn that the geological formations underlying the area
are well suited to construction of underground conveyance
and storage systems.   The impact of construction on the
Chicago  area's seismic and subsurface geologic conditions
should be negligible.  The effect of the geologic conditions
on construction is dependent on a number of  interrelated
factors  and can be controlled  by careful design and construc-
tion.  The following effects are described based on the in-
formation presented  in reports issued by Harza Engineering
Company:1'2/3 DeLeuw, Gather,  and Company;4>5>6 and Bauer
Engineering, Inc.7
     Harza Engineering Company  (HEC),  "Evaluation of Geology and Ground-
     water Conditions in Lawrence Avenue  Tunnel, Calumet Intercepting
     Sewer 18E, Extension A,  Southwest Intercepting Sewer 13A," Chicago,
     Illinois, 23 p., 1972a..

     HEC, Geology and Water Supply, "Technical Report Part 4,  Develop-
     ment of a Flood and Pollution Control Plan for the Chicagoland
     Area," Metropolitan Sanitary District of Greater Chicago (MSDGC),
     Chicago, Illinois, 1972b.

     KEC, Geotechnical Design Report,  "Tunnel and Reservoir Plan Main-
     stream Tunnel System," MSDGC, Chicago, Illinois, 1975.

     DeLeuw, Gather, and Company, "Southwest Side Intercepting Sewer
     13A, Report of Tunnel Inspection," MSDGC, Chicago, Illinois, 1971.

     DeLeuw, Gather, and Company, Geotechnical Report on Upper Des Plaines
     Tunnel and Reservoir Plan, Vol. 1, "Bedrock Geologic Investigation,"
     MSDGC, Chicago, Illinois,  196 p., 1974a.

     DeLeuw, Gather, and Company, Geotechnical Report on O'Hare Under-
     ground Storage Reservoir,  MSDGC,  Chicago, Illinois, 123 p., 1974b.

     Bauer Engineering, Inc., Environmental Assessment, MSDGC, Chicago,
     Illinois, 237 p., 1973.
                              VI-11

-------
     A variety of factors control the interrelated impact of
geology and construction.  The geologic factors include:  en-
gineering properties of the rocks, rock structure variability,
bedding attitude, presence of geologic structures (faults,
folds, and joints)  within each rock unit, and other occur-
rences such as the presence of natural gas.


     (1)   Geological Constraints

          The physical aspects of the individual rock units
     define the impact that construction will have on sub-
     surface geology and, conversely, the impact geology
     will have on construction.   The engineering-geology as-
     pects of the rock units are summarized in Table VI-1 and
     the  following  sections discuss the potential  impacts of
     the  relevant geological formations on TARP.
          1.    Racine Formation

               Tunnel excavation and support conditions
          are expected to be variable but satisfactory within
          the Racine formation, especially in the reef core
          facies.

               Intensely fractured and faulted zones may re-
          quire steel supports.  The upper portion of the
          Racine is generally more permeable and less com-
          petent than the lower portion.   Structures such
          as  shafts may encounter weathered rock as they
          penetrate the upper portion of  the formation.  The
          interreef facies contains shale partings which
          crumble or disintegrate on exposure.  The follow-
          ing possibilities should be considered in design
          and construction planning:

                    Overbreakage may be fairly high in reef
                    flank areas where the beds strike (trend)
                    parallel to the tunnel line and dip at
                    higher angles.

                    Overbreakage will occur in unstable
                    areas which normally  are found with more
                    frequency in fractured, weathered, and
                    thinly bedded zones than in the more
                    massive reef core facies.

                    In the interreef facies the chert beds
                    and nodules might create difficult local
                    conditions of variable hardness.
                           VI -12

-------









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          Differences between the unconfined com-
          pressive strengths of reef and interreef
          rock could also create local conditions
          of variable hardness.

          Zones containing numerous shale part-
          ings will slake.
2.    Joliet Formation - Romeo Member

     The uniform, tough, dense character of the
Romeo member should make it good material for un-
derground construction, except in fractured zones
where excessive groundwater may be encountered
and where steel support and/or concrete lining
may be required.

     One potential problem associated with the
Romeo member is the possible accumulation of ground-
water at the upper contact where the Racine over-
lays the unit.

     The consistency of engineering-geology charac-
teristics would indicate generally satisfactory
tunneling conditions.  Rockfall and overbreakage
should be minimal except in intensely faulted or
jointed areas.
3•    Joliet Formation - Markgraf Member

     Aside from fractured zones where concrete
lining and/or supports may be necessary, and where
greater quantities of groundwater may be encountered,
the Markgraf should prove to be a satisfactory
rock for underground construction.

     The soft condition of the chert in the upper
zone may be slightly troublesome for machine tun-
neling.  The shale partings of the lower zone do
not appear to slake badly.

     The Lawrence Avenue, Southwest, and Calumet
intercepting tunnels have been constructed
principally in the Joliet formation.  Although
little short-term support has been required to
stabilize these unlined tunnels, the rock has a
tendency to break along its flat bedding planes
which will affect future tunnels in the Joliet
formation, under the projected operating conditions.
                 VI-14

-------
4,    Joliet Formation - Brandon Bridge Member

     This member is absent from most of the pro-
ject area and, therefore, is not considered as a
subsurface site for underground features.  If it
is found, the shale content of the rock will de-
tract from the suitability of the Brandon Bridge
member fo'r construction of underground facilities.
Although this member is uniformly thin-bedded,
overbreaks were rarely reported in previous tun-
neling projects.
5.    Kankakee Formation

     Preliminary study of the Kankakee formation
suggests that the rocks may have a number of pro-
perties that would detract from their suitability
as a medium for underground construction.  The
potential difficulties include overbreaks and
groundwater control problems, which could become
important where rocks are severly fractured.  Most
difficulties will be associated with the numerous
green shale partings characteristic of the forma-
tion, especially in its lowest 15 to 20 feet.
The formation has several thin-bedded zones.
6.   Edgewood Formation

     Wherever the Edgewood formation is badly frac-
tured, groundwater inflow may be heavy.  This for-
mation, however, is good rock for tunneling.  The
upper part is less argillaceous, less laminated,
and has softer chert, thus, it will be better than
the lower part which is more argillaceous, con-
tains harder chert, and is more closely laminated.

     Machine tunneling through the lower parts of
the Edgewood may be impeded by the chert nodules
and lenses, which are up to four inches thick, com-
bined with the increasing frequency and thickness
of shale partings and the gradation of the rock
to dolomitic shale.

     Another significant problem which will be en-
countered tunneling through the Edgewood formation
and the underlying Brainard shale is the irregularity
of the contact between the two formations.  The
                 VI-15

-------
     contact is somewhat more irregular than it is
     shown on the geologic sections.  Thus, predicting
     conditions at elevations or levels near the con-
     tact will be variable and subject to a large error.
     7.    Neda and Brainard Formations

          Together with the Neda shale above and the
     Scales shale below, the Brainard shale has a ten-
     dency to slake, which makes it the least satisfac-
     tory rock of the project for underground construc-
     tion.  No portion of the Calumet tunnel system
     will be constructed in the Brainard shale.

          The Brainard  and Neda exhibit pronounced  slak-
     ing  and crumbling  in rock core samples which are
     exposed to the atmosphere or placed under water.
     There may also be  some stress-relief phenomena
     present.  Pronounced slaking will lead to serious
     impairment of rock strength.  The dolomite inter-
     beds are not subject to slaking or disintegration.

          Since shale has a tendency to slake, and  pos-
     sibly to swell with the atmosphere, it will be
     necessary to take  remedial actions as soon after
     exposure as possible to control these phenomena.
     In these rocks, plastic strain is expected to
     occur throughout significant lengths of excava-
     tion.  It would be extremely difficult to position
     a significant length of tunnel in the Brainard
     formation because  of its variable thickness .

     The geologic constraints on construction are only
partially related to rock type.  Additional impediments
which have some impact on construction include faults,
folds,  and joints.
     1.   Faults

          A number of fracture, or fault, zones have
     been mapped (Figures 11-22 through 11-26).  Within
     the Mainstream Tunnel area, these zones are found
     near Chicago Avenue, Roosevelt Road, and Lawndale
     Avenue.  Along the Des Plaines Tunnel system faults
     have been mapped near 26th Street, Roosevelt Road,
     North Avenue,  and Irving Park Road  (not located in
     drilling).   Additionally, the Des Plaines Tunnel
                      VI-16

-------
will pass through the southern and western sections
of the Des Plaines structure, a zone of multiple
and complex faulting.  The Calumet Tunnel systems
are expected to encounter faulting near Little
Calumet Creek and State Street, Little Calumet
Creek and Cottage Grove, Dalton Avenue, Torrence,
118th Street, 109th Street, 107th Street, and
Burnham Avenue.  Additional faults have been mapped
in recently constructed tunnels.  As stated in
Section 2.2.3, faulting with small vertical dis-
placement is common in the Chicago area and numerous
small faults should be expected throughout the
proposed tunnel systems. •

     Faulting is expected to have several types
of impact on tunnel construction.  Fault zones
may be accompanied by brecciation of the rock or
may be marked by the presence of fault gouge or
mylonite.  These zones, as zones of inherent weak-
ness in the tunnel roof and walls, pose a concomi-
tant danger of an increase in rock fall.  The faults
are planes of movement which may cause abrupt rock
structure changes during tunneling operations.
Such abrupt strata changes may alter tunnel exca-
vation rates as well as increase (or decrease)  the
potential of overbreakage and rockfall.
2.   Folds

     The folds in the Chicago region are quite gen-
tle and generally have east-west trends.  Folding
should have only indirect impact on construction.
The structural characteristics involved in fold-
ing have raised or depressed various rock layers
in relation to a horizontal plane or line.  The
tunnels will, thus, pass through different rock
layers because of folding.  Within the Calumet
Tunnel system, prominent rock layer changes due to
folding are expected to occur only between 79th Street
and 87th Street since the tunnel system lies
predominately in the Racine Formation.
3.   Joints

     Joints are widespread throughout the rocks
in the Chicago area and may have an impact on con-
struction where:
                  VI-17

-------
               The tunnel is parallel to the joint orien-
               tation

               Complimentary joint sets or joints of
               varying orientation intersect

               Intense weathering or alteration has
               occurred along joint planes

               Joints abruptly change dip angle or horse-
               tail in passing from one lithologic unit
               to another.

     The above features of joints would result in local
     instability and would increase the potential for
     rockfall and overbreakage during tunneling.

     Another possible hazard would be encountering
natural gas.  If ignited, the resulting fire or ex-
plosion could damage equipment and cause loss of life.
Such gas accumulations could be found in the glacial
drift or in the rock mass itself.  In the Chicago area,
the presence of gas has been reported in drilling opera-
tions in the glacial drift; and asphaltum, a solid petro-
leum residue, has been found in rock strata of the Racine
formation.  Such conditions indicate the possibility of
encountering accumulations of gas, though the probability
is believed remote.  Gas detection devices, of course,
must be used during construction as a safety precaution.
 (2)  Construction Constraints

     In addition to the effects of geologic phenomena
on construction, various facets of construction may
have an impact on geologic features.  These effects are
considered to be negligible or easily mitigated by sound
design and construction procedures.

     Those operations which could affect the geology
of the area are:  subsurface exploration, either core
drilling or seismic; drop or access shaft construction;
mined or machine excavation for tunnel or underground
storage; and surface excavation.  Except for subsurface
exploration by seismic means, all of these operations
would entail material removal.

     Seismographic exploration of subsurface soils and
strata utilizes sound waves to detect varying densities
                       VI-18

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of material.  Sound is reflected at those levels or
strata where change occurs.  This procedure would have
negligible effect on the geologic features.  For core
drilling exploration, drill holes are filled after
tests have been completed to prevent interflow between
aquifers.

     The effects of construction activities on the geo-
logic conditions may include the following:

          Subsurface collapse
          Joint or fault weathering and alteration
          Induced motion along faults or fault zones
          Rockfall or overbreakage
          Surface landsliding or erosion.

     While subsurface collapse through rcckfall is pos-
sible, machine-excavated tunnels may require support
to prevent such failure of the surrounding soil or
rock.  For much of the tunnel lengths, the rock cover
over the tunnel crown is considered to be sufficiently
thick and structurally sound to preclude widespread
collapse.1

     Weathering or alteration along joint planes or
faults, due to the introduction of fluids or exposure
to the atmosphere, is expected to be a minor phenomena
during the construction stage.  Such alteration is
further dependent on the characteristics of the rock
layers traversed by the tunnels.  The excavation stages
are probably short enough so that alteration along the
joints will be locally restricted in the susceptible
shale units.

     Fault motion induced by tunneling operations  (blast-
ing, moling, etc.) which includes rockfall or over-
breakage,  is considered possible but unlikely.

     Surface excavation for reservoirs and construction
of drop and access shafts could lead to subsidence of
adjacent lands, as well as pronounced erosion.

     Under carefully controlled conditions and proper
construction procedures, the construction phase of the
project should have no pronounced impact on the geo-
logic conditions in the Chicago area.
Bauer, 1973.
                       VI-19

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6.2.3  Seismicity

     Seismic characteristics of the Chicago area, found in
the historical earthquake record, include frequency, magnitude
and probability of occurrence, and potential seismic events.
These characteristics have been described in detail in Section
2.2.4.

     The risk of the tunnel construction being impaired by
earthquakes is judged to be small, based on an evaluation
of this historical record.  As Figure 11-29 of Section 2.2.4
shows, the recurrence rate for a Modified Mercalli Intensity
 (-MMI) VIII event is about once for every 100 years with longer
intervals for higher intensities.  Insofar as the record can
be relied upon to indicate the level of future seismicity,
these higher intensities would not be expected to occur during
construction.

      Considering the record of local seismicity, however,
 the  faults in the project area should be assumed to be
 potentially active.  In a seismic event, two types of po-
 tential tunnel damage could result:

          Dislocation of the  tunnel along a fault
          Rock falls along faults or joints.

 General rock fall, which is unrelated to existing breaks, or
 the  formation of new cracks is unlikely.

      As discussed in Section  2.2.4, ground motion producing an
 MMI  of VIII can be expected from a local earthquake with a
 recurrence period of about 100 years.  This local earthquake
will  be generated by small movements on a fault  (a few centi-
meters) .  If the causative fault intersects the tunnel system,
 the  minor dislocation may offset the tunnel alignment.  Rock
 fall  in the vicinity of such  a dislocation may be extensive.
 Ground motion from a local earthquake may also cause extensive
 rock  fall in the tunnel wherever multiple joints or faults
 are  present.  Both the impact of tunnel dislocation along a
 fault, with the likely associated local rockfall, and general
 rpckfall along joints throughout the tunnel system caused by
 vibratory ground motion depend greatly on the distribution and
 nature of faults and joints.  Insufficient information is avail-
 able  on these subjects to make a valid judgment of potential
 damage.  The assessment of impacts depends on a slight upward
                            VI-20

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revision in the possible intensities of past local earthquakes
and cognizance of the imprecision of epicentral locations.
The occurrence of a large earthquake, however, during the con-
struction phase of the tunnel systems is not likely.

     The probability of fault motion or seismic events being
caused or controlled by construction procedures, based upon
experience from the already existing tunnels, is also con-
sidered to be small.  No seismic events associated with faults
exposed to blasting, water influx, or rock falls have been
reported during previous tunneling projects.
 6.2.4  Spoil Disposal

     This section outlines the environmental impacts asso-
 ciated with the disposal of rocks and spoil material exca-
 vated from the proposed tunnels and reservoirs.  The amounts
 of spoil material involved and the likely methods of dis-
 posal are identified for the TARP system as a whole and
 separately for the Calumet Tunnel system.  Spoil volumes
 produced by reservoir construction are discussed here to
 provide a proper perspective to the spoil disposal problem
 and to indicate the full extent of the impacts associated
 with the spoil disposal.

     In general, rock excavated from the McCook and Thornton
 quarries, to form the proposed storage reservoirs, is ex-
 pected to be equal to rock presently excavated for commer-
 cial purposes at the two sites.  This material could be
 used for such purposes as concrete aggregate and as fill for
 such projects as the "Ski Mountain" plan.

     Rock excavajted from the tunnels, however, is only
 expected to be suitable for low-grade commercial uses and
 for fill.  This assumption is based on past experience with
 spoil produced from the MSDGC's Lawrence Avenue Tunnel, a
 deep tunnel situated in the same rock formation as the pro-
 posed tunnels. Moled rock  from  tha Lawrence Avenue Tunnel
 was not considered suitable for use as concrete aggregate
 because the material contained a sufficient quantity of shale,
 fines, and other constituents not compatible for aggregate use,

     It is the MSDGC's stated policy that construction con-
 tractors shall be responsible for the disposal of material
 excavated from each Phase I tunnel segment.  The MSDGC's
 expectation is that the contractors will either find markets
 for excavated materials or will utilize suitable, environ-
                            Vl-21

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mentally acceptable waste disposal sites.  Since actual dis-
posal plans will not be identified until the preconstruction
meeting between the contractor and the MSDGC, the disposal
schemes outlined in this section are only speculative.  It
is assumed for the purpose of this analysis that the con-
tractors will sell marketable spoil as fill material when-
ever possible and dispose of nonsaleable spoil at area land-
fills.  The marketability of the spoil is affected by the
amount of shale and other non-dolomite constituents present
in the material.
     (1)  Tunnel and Reservoir Plan

          Excavation of the Phase I tunnels and the proposed
     reservoirs at McCook and Thornton quarries will produce
     a bulk measure of approximately 275,000,000 cubic yards
     (183 million cubic yards solid measure) of spoil mater-
     ial.  About 165,000,000 cubic yards of the total will
     be generated in the excavation of the reservoirs at
     McCook while about 92,000,000 cubic yards will be pro-
     duced at the Thornton quarry excavation site.  Construction
     of Phase I tunnels will generate roughly 17,620,000
     cubic yards  (bulk volume) of spoil material for
     disposal.  A detailed plan for the disposal of this
     considerable amount of material has not yet been
     developed.  However, the general disposal scheme which
     will be adopted is likely to be as follows:
          1-   Reservoirs

               Rock excavated from either McCook or Thornton
          quarry is likely to have much the same commercial .
          value as rock currently quarried, because the ex-
          cavation will be done by conventional methods
          rather than by mole machines.  It is expected,
          therefore, that a large portion of the excavated
          rock will be stockpiled in another area of the
          quarry for eventual sale.  Unuseable rock will be
          either stored in a separate stockpile on-site, as
          planned for McCook quarry, or stockpiled at Lincoln
          quarry or a MSDGC-owned site, as proposed for Thornton
          quarry.

               Sufficient room for stockpiling or reservoir
          spoil exists at the McCook quarry and neighboring
          sludge lagoons.  The required acreage varies with
          the allowable height of the stockpile.  Alterna-
          tives considered to date for stockpile size range
                           VI-22''

-------
    from 298 acres for a 600-foot-tall pile, which
    could be entirely contained by the quarry site, to
    770 acres for a 100-foot-tall stockpile.  A 770-
    acre site is presently not available in the Chicago
    area.  The existing sludge lagoons, which could be
    a possible site if expansion is allowed, are not ex-
    pected to be expanded'for storage purposes.  The
    Federal Aviation Agency  has indicated  recently
    that the maximum elevation of stockpiles  in the
    McCook area should be  limited to about 200 feet
    above street grade.  To  limit stockpile height to
    200 feet, approximately  600 acres would be needed
    for spoil storage.  This acreage would be avail-
    able at designated disposal areas of the McCook
    site, assuming some utilization of neighboring
    MSDGC sludge lagoons for a small amount of additional
    storage.
     2.   Tunnels

         Spoil generated by tunnel construction  is  ex-
     pected to be disposed of by  landfilling.  However,
     the  landfill -sites  and storage capacities have  not
     been identified as  yet.  The chemical composition
     of the spoil material, largely dolomitic limestone
     with some shale is  not likely to  cause  groundwater
     contamination as a  result of leachate from the  spoil.

          Excavation of all Phase I  tunnel systems over
     the ten-year period from 1976  through 1985 will
     produce approximately 12,000,000 cubic yards of
     rock and soil for disposal,  weighing about 26 mil-
     lion tons.   Peak production of  spoil material is
     expected to occur in 1980 when  approximately
     2,162,000 cubic yards (solid measure) of rock will
     be excavated.   Assuming a bulking factor (ratio of
     volume of spoil produced to the volume of rock
     mined)  of 1.5,  at the peak of construction,  con-
     tractors must dispose of roughly 3,243,000 cubic
     yards of material.  By assuming that the volume
     of spoil material produced is roughly proportional
     to construction expenditures over the ten-year
     period^ for the Phase I tunnels, one obtains the
     spoil production rates shown graphically in Fig-
     ure VI-1.
See Table III-ll, p.  111-21.
                       VI-23

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                                      FIGURE VI-1
                                Spoil  Production Rates  -
                         Phase I Tunnel  Plan  and  Calumet
                                    Tunnel System
   1 250 000 -
   3200,000-
5 I i 500,000 —T-
   1.000,000 •
 LEGEND

—— ALi.pu*SE TUNNELS

—— — CALUMET TUNNELS
                       YIAR Of CONSTRUCTION
                       VI-24

-------
          The environmental effects associated with such
     a plan are primarily emissions to the atmosphere
     from truck traffic and truck noise.  These atmo-
     spheric effects are evaluated in Sections 6.3.1
     and 6.3.2, respectively, of this chapter.  Other
     potential impacts on the natural environment, such
     as groundwater contamination by leachate, are not
     likely to occur due to both the stable nature of
     the spoil and the degree of isolation from the en-
     vironment provided by landfill operations.
 (2)  Calumet Tunnel System

     Excavation of the Phase I Calumet Tunnel system
over the ten-year period from 1976 through 1985 will
produce approximately 4,560,000 cubic yards (bulk volume!
of spoil for disposal weighing about 6,770,000 tons.
Peak generation of spoil material is expected to occur
over the period from January 1981 to January 1982 when
the rate of spoil generation will reach 970,000 cubic
yards per year.  This figure assumes the excavation of
631,000 cubic yards (solid volume) per year and a
bulking factor of 1.5.  Spoil production rates were
calculated from the MSDGC's construction schedule for
the Calumet Tunnel system shown in Figure VI-2.  Spoil
production rates for the Calumet Tunnel system are
compared with production rates for all the Phase I
tunnels in Figure VI-1.  In the absence of•information
concerning the contractor's specific disposal plans, it
is assumed that spoil material from the Calumet Tunnel
system will be disposed of as landfill.  One potential
site for the disposal of a significant amount of spoil
from the Calumet Tunnel system is Thornton Quarry.  The
disposal sites at the quarry has an available annual
capacity of at least 2.5 million cubic yards, which is
the amount of rock removed for commerical sales at this
quarry.  A comparison of the volumes involved shows
that the Thornton Quarry could easily accept all of the
spoil generated by construction of the Calumet Tunnel
system.  Possible truck routes to the Thornton Quarry
from the Calumet Tunnel construction shafts are shown
in Figure VI-3.  Other potential sites include the
Techny landfill, the Septon landfill, MSDGC property
south of Lake Calumet, and the Lincoln Stone Quarry
near Joliet, Illinois. Capacities for these sites are
not known at the present time.
                       VI-25

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                                          FIGURE VI-2

                                  Construction Phasing for

                                  Phase I - Calumet Tunnel

                                            System
             TT
            .Ji
Z r-
                     TT
                    S"
                    

LU
U
LU
CC
g
1
r>
Z
O
t—
a:
O
i
i-
2
^

a.
1
CC
O
o
X
a

z
V)
5
J,
£J
CO
Z
O
5
<
fe
o
1
2
a.
              I
              n
                             VI-26

-------
                            FIGURE VI-3

                    Disposal Truck Routes to Thornton

                     Quarry From Construction Shafts
      I  \
:-™,T	LA	Jl

   ^^  \   -Wi1 p
 	        <*  >        ,
I  4
                  VI-27

-------
          The significant impacts associated with spoil dis-
     posal from the Calumet Tunnel system are:

               Land use implications of filling in the
               Thornton Quarry

               Emissions to the atmosphere from truck traffic

               Noise from trucking operations.

Section 7.2.2 evaluates the impact on land use resulting
from filling in the Thornton quarry.  Impacts on air qual-
ity and noise levels resulting from truck disposal opera-
tions are detailed in Sections 6.3.1 and 6.3.2, respectively,
of this chapter.  Other potentially serious impacts upon the
natural environment, such as groundwater degradation by
leachate, are not likely to occur due to both the stable
nature of the spoil and the degree of isolation from the
environment provided by landfill operations.  Marketability of
the spoil will be limited because of the amount of shale and
other undesirable constituents present in the material.


6.3  ATMOSPHERIC RESOURCES

     The effects of construction on air quality and noise
are discussed in the following sections.


6-3.1  Air Quality

     Construction of the proposed tunnel would have a minor
impact on ambient air quality.  The impact would result from
air pollutants emitted by construction-related vehicles and
equipment and would occur at the construction and drop shaft
sites and along the vehicle routes.  The impacts at the vari-
ous locations are discussed below.


      (1)  Construction Shaft Site

          The principal source of air pollutants at a con-
     struction shaft site would be exhaust from trucks used
     to haul rock and spoil material from the site to dis-
     posal sites.  In addition to an estimated three to
     five truck trips per hour, construction workers would
     add approximately 54 car trips per day and concrete
     trucks may make one trip per hour.  Diesel-engine-
     operated equipment may also emit air pollutants at the
                            VI-28

-------
site.  They include the trolley used for transporting
rocks inside the tunnel, air compressors for supply-
ing air to the tunnel, and the crane used for raising
the muck carts to the surface.  The total emissions
from the above sources would be very small, and would
have negligible impact on ambient air quality.

     Another potential source of air pollution would
be dust generated when loading the muck from hoppers
into trucks and when driving the trucks on unpaved
roads.  However, with appropriate mitigating measures
as discussed in Chapter X, the dust problem can be
controlled.
(2)  Drop Shaft Site

     The sources of air pollutants at the drop shaft
site would be similar to those at the construction
shaft site.  However, because of the fewer number of
vehicles involved, there would be less impact.  Also,
the impact would be relatively short-term, since the
construction of a drop shaft is not likely to last for
more than three months.
 (3)  Vehicle Routes

     The construction-related vehicles would emit pol-
 lutants when traveling to and from the construction
 sites.  While the routes taken by the commuting workers
 would vary, the hauling trucks would follow well-planned
 routes.  The most likely truck routes for the Calumet
 system are shown in Figure VI-3.

     Vehicle emissions would generally depend upon the
 vehicle miles traveled  (VMT) and can be estimated by
 multiplying the VMT by suitable emission factors.

     For the Calumet Tunnel system, the average daily num-
 ber of truck trips originating from all tne construc-
 tion shaft sites and traveling to the proposed dis-
 posal sites is estimated at about 250, with an average
 round trip length of 8.0 miles.  Therefore, the average
 daily VMT by the haul trucks to be used in the Calumet
 system would be about 2,000.  The number of truck trips
 during the peak construction period in 1980 is expected
 to be twice the average number.  The truck emissions
                      VI-29

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     are estimated  using the peak year VMT and emission
     factors,  and are shown in Table VI-2.

                        Table VI-2
         Estimated  Emission From Rock and Spoil
                  Disposal Trucks, 1980

Pollutant
CO
HC
N02
S02
TSP2
Emission
Factor^
(gm/mi)
28.7
4.6
20.9
2.8
1.3
Estimated
Emissions
(kg/day)
57.4
9.2
41.8
5.6
2.6
                For heavy-duty diesel trucks from, Compilation of
                Air Pollutant Emission Factors, Supplement No. 5,
                AP-42, U.S. Environmental Protection Agency, April
                1975.

                Total  suspended particulates.
          The estimated  truck  emissions are very small com-
     pared to those occurring  from normal vehicular traffic
     on the proposed routes.   Therefore,  their impact on
     ambient air quality is  likely to be  insignificant.
     Similarly, the incremental  and cumulative impacts from
     the concrete truck  trips  and worker  trips are not likely
     to be significant.   The cumulative impact from vehicle
     trips originating from  the  other two tunnel systems is
     also likely to be minor.
6.3.2  Noise

     Adverse noise impacts during construction of the pro-
posed project would occur primarily during surface excava-
tion at the construction and  drop shaft sites and during
transportation of the rock and  spoil material along the routes
to the disposal sites.  Since most of the construction and
drop shaft sites in the Calumet Tunnel system would be
located in industrial areas,  noise impact at the construction
site is not likely to be significant.   Similarly, noise im-
pact of rock and spoil disposal trucks would not be signi-
ficant, because the number of truck trips generated
                            VI-30

-------
by the proposed project generally would be small compared
to the existing traffic volume on the most likely truck
routes to the disposal sites.

     In this section,  noise impact is discussed as follows:

          Noise at the Construction Shaft Sites
          Noise at the Drop Shaft Sites
          Noise Along  the Truck Routes.
     (1)   Noise at the Construction Shaft Sites

          Construction activities at the site of a construc-
     tion shaft can be divided into three phases.

          Phase 1 consists of excavating the soil to the
     depth of the bedrock, which is generally 20 to 25 feet
     below the surface.  This operation typically lasts for
     two to three months.  This operation uses conventional
     excavation equipment,such as a clam bucket.  The spoil
     material would be hauled by trucks to suitable disposal
     sites at a frequency of one to two trucks every two
     hours.

          Phase 2 involves blasting the rock with dynamite
     to the depth of approximately 300 feet.  Approximately
     400 feet of the initial section of the tunnel would
     also be blasted.  This operation may last for about
     six months.  Rocks would be removed by trucks in the
     same manner as the soil.

          Phase 3 involves finishing the shaft walls and
     excavating the tunnel by mole.  The rock from the tun-
     nel would be brought to the surface and taken in trucks
     to suitable disposal sites at a frequency of about
     three to five trucks per hour.  This operation would
     last 4 to 5.5 years at the construction shafts of the
     Calumet system.        .

          Assuming that two trucks and one loader operate
     simultaneously at the construction site, and that their
     maximum noise levels, at 50 feet, are 86 dBA in accord-
     ance with the Chicago noise ordinance, the cumulative
     noise levels near the construction site would vary from
     91 dBA at 50 feet to 61 dBA at 1600 feet.
                           VI-31

-------
     If exhaust  fans  are  used for tunnel ventilation,
the exhaust noise  is  likely to vary from about 75 dBA
at 50 feet to about 50  dBA at 1600 feet.1  The noise
from the mole and  from  blasting are not likely to be
heard at the surface.   Since all of the construction
shafts are located in areas which are relatively iso-
lated from the general  public,  the construction noise
impact at the construction shaft site is not likely
to be significant.
 (2)  Noise at the Drop  Shaft Sites

     The construction period at the site of a drop
shaft is shorter than that at the construction shaft
site.  The soil is  excavated in a manner similar to
that at the construction  shaft site.  A small pilot
hole is then bored  to the depth of the tunnel, which
is already excavated.   The entrance from drop shaft to
tunnel is excavated by  blasting.   The drop shaft is
then bored by means of  a  raise drill, which is raised
from the bottom to  the  surface.  The muck is collected
at the bottom of the tunnel and transported internally
to a construction shaft.   Only soil, no rocks, would
be transported from the drop shaft site.

     The construction at  a drop shaft site would prob-
ably last for only  three  months.   However, surface
noise would be produced primarily during surface ex-
cavation.  Surface  excavation is  not likely to last
for more than a few weeks.   Thus, the noise impact
would be short-term at  the drop shaft sites.

     As previously  stated,  most of the drop shaft sites
in the Calumet system are located in business/com-
mercial and industrial  areas where noise impact is not
as severe a problem as  it is in residential areas.
Appropriate measures to mitigate  the noise at sites
near all public areas are discussed in Chapter X.
(3)  Noise Along the Truck  Routes

     On probable truck  routes  to the rock and spoil
disposal sites, the existing traffic volumes range
from 6,100 vehicles per day to 22,900 vehicles per
 Based on the noise from ventilating fans used in a traffic tun-
 nel.  Environmental Research and Technology, Inc., Noise Level
 Analysis for Interstate 95 Fort McHenry Harbor Crossing and
 Approaches in the City of Baltimore, Maryland, prepared for the
 State Highway Administration, November 1974,  p. F-12.
                      VI-32

-------
      day.   The  number  of  truck  trips  generated  at  each  con-
      struction  shaft site is  likely to  be  between  72  to 120
      per day.   The  number of  truck trips generated during
      the peak construction period, involving  construction
      of the three tunnel  systems, would be approximately
      575 per day.   However, these trips would be  spread
      over  several routes.   Thus, the  incremental  truck
      trips resulting from tunnel construction would be  very
      small compared to existing traffic volume  on  the haul
      routes.  Consequently, the noise impact  from  additional
      truck trips  is not likely  to be  significant.
6.4  BIOLOGICAL RESOURCES

     Several drop shafts and access shafts will be constructed
near or just inside the boundary of forest preserves in the
Calumet Tunnel system project area.  On the plant-to-Calumet
City segment, one drop shaft will be constructed adjacent
to the Little Calumet River across from the forest preserve
surrounding Flatfoot Lake.  An access shaft and a drop shaft
will be constructed near forest preserves associated with
the Crawford-to-plant segment and the Lansing branch.  These
preserves are located near S. Halsted Street, adjacent to
Forestview Avenue and Jackson Street, and Reitveldt Road,
adjacent to 159th Street, respectively.  The Dixmoor branch
will have two drop shafts constructed near a forest preserve
located between 141st and 143rd Streets near S. Halsted
Street.  Some vegetation will be removed from the preserves
during surface construction activities, but the amount will
be insignificant with respect to the total available, or less
than several hundred square feet.  Wildlife abundance in
the project area preserves is low and not diverse, since
each preserve is small in area and surrounded by man's
activities (i.e., golf courses, railroad tracks, residential
development,  and commercial establishments).  Drop and
access shaft construction activities are expected to have
a minor, short-term impact on the wildlife and vegetation of
these forest preserves.
6.5  COMMITMENT OF RESOURCES

     Approximately 11,750,000 cubic yards  (solid measure) of
dolomitic rock will be removed from several geologic forma-
tions within the Silurian system during the Phase I construc-
tion period of TARP.  This volume is equivalent to 26,200,000
dry tons, assuming an in-place rock density of 165 pounds
                            VI-33

-------
per cubic foot (4,455 pounds per cubic yard).  The distri-
bution of this total amount between the three tunnel systems
is:  5,750,000 cubic yards  (12,800,000 dry tons) from the
Mainstream Tunnel system, 2,960,000 cubic yards (6,590,000
dry tons) from the Des Plaines Tunnel system, and 3,040,000
cubic yards (6,770,000 dry tons) from the Calumet Tunnel
system.  The average removal rate of rock throughout the
ten-year construction period will be 1,175,000 cubic yards
(2,620,000 dry tons) per year for all systems of TARP.
                           VI-34

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VII. EFFECTS OF CONSTRUCTION ON THE
          MAN-MADE ENVIRONMENT

-------
         VII. EFFECTS OF CONSTRUCTION ON THE
                   MAN-MADE ENVIRONMENT
     The effects of various activities related to the con-
struction of the proposed tunnel project on the man-made
environment are discussed in this chapter.  Only primary
and significant effects are assessed and evaluated.  To
present these effects, this chapter is divided into six
main sections:

          Socioeconomic
          Land Use
          Financial Resources
          Transportation
          Major Projects and Programs
          Commitment of Man-Made Resources.
7.1  SOCIOECONOMIC

     The socioeconomic section describes effects of the
projected construction activity evidenced by public annoy-
ances and incoveniences,  worker safety,  construction income,
and economic multiplier effect within the community, de-
scription of business activity and impact on the area labor
force.
7.1.1  Public Annoyances

     Major construction projects in urbanized areas usually
generate conditions which are considered annoying, and which
can create public inconvenience.  Tunnel construction in-
volves major activities which will necessarily reach
disparate parts of Cook County unlike single-site construction
projects.  These activities include:

          Construction of surface collection facilities

          Removal of pavement

          Excavation of trenches

          Blasting
                            VII-1

-------
          Replacement of necessary sewer lines

          Construction of access, drop, and construction
          shafts

          Haulage of debris and spoil material

          Exhaust and air support system operations.

The major annoyances and public inconvenience that are asso-
ciated with the above construction activities include:

          Noise and vibration effects
          Dust and dirt
          Traffic congestion and disruption
          Glare from night lighting.

Since much of the tunneling is performed by machines at
depths of up to 290 feet below ground/ the annoyances to
the general public are temporary and, to a great extent, can
be lessened through application of mitigating measures.
Effects of noise and fugitive dust have been discussed in
detail in Chapter VI and effects of construction traffic
congestion are discussed in Section 7.4.
     (1)  Glare From Night Construction Activity

          Glare from night lighting at construction access
     points can be annoying to surrounding residents.  This
     annoyance can be reduced by properly positioning the
     lights away from surrounding properties.
     (2)  Vibration Effects

          Construction of the construction access and drop
     shafts will require some blasting operations.  The
     vibration effects of blasting can potentially cause
     structural damage to residential homes if the velocity
     exceeds 4 inches per second.  Engineered structures
     can generally withstand 10 to 20 inches per second.

          The blasting operations while creating vibrations
     also create noise.  The average person's psychacoustic
     response to the combined vibration and noise generally
     intensifies the import of the blast without making the
     important distinction between motion and sound.
                           VII-2

-------
     In addition to the reaction to motion and sound
effects, people are sensitive to the duration of
a project and the frequency and time of blasting.  More
complaints and/or claims will be made the longer the pro-
ject lasts, the more often blasting takes place, and if
there is blasting during the night or quiet hours.

     Because of their concern over possible property
damage, people are more sensitive to blasting when
they are in their own homes.  They are less interested
and less concerned when occupying buildings in which
they have no financial interest but are still annoyed
by the noise.  Possible exceptions would be those persons
engaged in especially delicate work.

     With a well-planned operation, there is no need for
blasting effects to be either damaging, frightening or
of an unacceptable tolerance level.  First of all, the
MSDGC can make certain that no structural damage will
occur by placing blasting limitations in the project's
construction specifications.  Secondly, further reductions
in the allowable limits can be made to make the blasting
less noticeable (usually not very cost effective) or
take steps to keep the public sufficiently informed so that
observers of the blasting will have no cause for alarm and
will be willing to accept some minor irritation in return
for the benefits which the project will bring to the
community.

     The blasting need only occur during the day and will
be of a short duration.  Estimated duration periods for
both construction and drop shafts are stated below:

     Construction Shaft - 2 blasts per day, 10  seconds per
                          blast for 90 to 120 days.

     Drop Shaft         - 3 blasts per day, 10  seconds per
                          blast for 3 to 5 days.

     The blast vibrations and noise generated during the
construction of the Calumet Tunnel system may be
annoying to the public within 250 to 500 feet of the shaft
locations, but should not cause any structural  or physical
damage to properties nearby.
                      VII-3

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     (3)   Construction Locations Which May Cause Public
          Inconvenience

          Review of the proposed locations for construction
     access shafts and drop shafts in connection with the
     Calumet Tunnel plans  indicates  several locations of
     potential conflict with public  convenience.  The con-
     struction access shafts have purposely been placed in
     areas where there should be no  conflict with surrounding
     properties.  Generally, the sites are vacant, already
     owned by the MSDGC, and surrounded by vacant or low-
     utilization industrial areas.

          Several drop shafts, shown in Table VII-1, have
     been identified as potential locations of conflict with
     local vehicular and pedestrian  traffic because of their
     proximity to a surface street or intersection.  The
     shaft diameters range from 4 to 18 feet, and additional
     maneuvering space will be required for equipment and
     workers, as well as for the erection of safety barriers
     and equipment.  This  might mean that portions of the
     shoulders and possibly traffic  lanes temporarily would
     be blocked to traffic.  A few drop shafts appear to
     be located in parking or storage lots which would mean
     loss of some parking spaces or  rearrangement of stored
     items.  Of the 59 drop shafts reviewed, 7 appear to
     present potential conflicts  .  This will require
     exercising particular care in the placement of equip-
     ment, materials, and safety barriers, as well as a
     well-coordinated traffic control plan.  Since precise
     locations of shafts are not known at this time, it is
     difficult to predict the amount of inconvenience to
     the public.


7.1.2  Worker Safety

     Worker safety and prevention of accidents during TARP
construction and throughout maintenance and operation of
the completed systems requires adherence to all applicable
regulations of the OSHA Act.  Much of the system construc-
tion involves underground drilling,  moling, and blasting;
therefore, the establishment of surface support and communi-
cations systems for workers underground are critical.  Schedul-
ing of underground work must also be sensitive to weather
conditions.
                           VII-4

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                                    Table VII-1
            Drop Shaft Locations Posing Potential Conflict  Conditions'
Drop
Shaft
Number
              General
              Location
  Shaft
Diameter
            Comment
15-2


26

27

31

32

42

59
Chicago S Western  Indiana
RR and 138th Street

130th St. West of  Torrence Ave.

126th St. and Torrence Ave.

110th ST. West of  Torrence Ave.

NW Corner 106th St.  & Avenue "0"

Calumet Park (Union  St.)

SE Corner Indiana  Ave. & 166th St.
 5'8"


12 '0"

 9'0"

12 (0"

12'0"

12'-0"

 4'0"
May block a lane and shoulder


May eliminate some parking  spaces

May use public right-of-way

May eliminate parking spaces

May block a lane and sidewalk

Will requre portion of park

May block a lane and portion
of right-of-way
      MSP Tunnel and  Reservoir Preliminary Plans - "Photo Plan Maps  From Aerial
      Photographs Taken January 25, 1973," Photo Control From USGS 7 1/2 Foot
      Quadrangle Sheets, March 1974.
                                        VII-5

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     The MSDGC construction specifications include an exten-
sive section regarding safety requirements found in the
general specifications for their construction contracts.
In addition to compliance with OSHA, the contractor must com-
ply with the following regulations:

          Safety Rules - Metropolitan Sanitary District of
          Greater Chicago of March 1, 1970 and as amended

          The Illinois Health and Safety Act of March 16,
          1936 with all amendments thereto and all rules
          and standards implementing said act.

Safety engineers must approve and maintain the following
safety equipment for tunnel and excavation work:

          Adequate stretcher units convenient to work loca-
          tions

          Oxygen deficiency indicators

          Carbon monoxide testers

          Hydrogen sulfide detectors

          Portable explosimeter for the detection of explo-
          sive gases such as methane, petroleum, and vapors

          An adequate number of U.S. Bureau of Mines approved
          self-rescuers in all areas where employees might
          be trapped by smoke or gas

          An explosimeter at each heading to monitor con-
          tinuously the presence of explosive gases; it must
          automatically provide visual and audible alarms.

The contract specifications also require all power equip-
ment used underground to be certified and operated accord-
ing to OSHA regulations.
                           VII-6

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      Even with strict safety precautions during  the construc-
 tion period, accidents and injuries will occur.   Table VII-2
 shows the incidence of injuries which could  be expected based
 on national injury frequency rates for  1974  within the con-
 struction industry.  These rates are somewhat conservative
 when applied to specific construction projects,  but can pro-
 vide a minimum scale of expectation.  As shown,  the
 Calumet system construction potentially could experience a
 minimum of 90 disabling injuries and one fatal or permanent
 disability case during its nine years of construction.

                         Table VII-2
          Potential Work Injuries and Disabilities -
            Related to Calumet Tunnel Construction
Total Man-hours
of Exposure for
Calumet Tunnel*
6,360,000
Potential Disabling
Work Injuries^
90
Potential Fatal
and Permanent
Disabilities^
1
*    Metropolitan Sanitary District of Greater Chicago.

t    Frequency rate of 14.18 per million man-hours of exposure.

tt    Frequency rate of .16 per million man-hours of exposure.

1    Frequency rates from Accident Facts,  1975 Edition, National Safety
     Council, Chicago, Illinois, p. 35.


      A less conservative estimate can be made by reviewing
 the safety statistics  of other  tunneling projects.  The
 Washington, D.C. Metro (subway)  construction project has had
 45 miles of tunnels and 41  stations under  construction since
 1970.  They also have  been  using moles, for most of the tun-
 neling work.  Based on 45 million total construction man-
 hours, they have experienced eleven (11)  fatalities and
 1,829 cases of lost time due to injury. They have not broken
 out injuries, disabilities,  and deaths for tunneling per se.
 While the man-hour estimates are not comparable, the miles
 of tunnels give a relative  measure; approximately one death
 for every 4.09 miles,  and approximately 41 injuries every
 mile.  Using these measures for Calumet's  37.2 miles of
 tunnels would yield a  speculative maximum  of 9 fatalities
 and 1,525 work-related injuries. This level of incidence
 is certainly too high  for Mainstream Tunnel construction
                            VII-7

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alone, and is only mentioned an an example of  an  underground
construction project's safety record.  Worker  safety during
the maintenance and operation phase will also  involve  ad-
herence to OSHA and State of Illinois  safety standards,  parti-
cularly as they pertain to underground inspection and  re-
pair work.l
7-1-3  Construction Income

     The construction of the Calumet  Tunnel  system will
inject construction employment income into the Chicago area
economy.  Estimates of this income and of the secondary  ef-
fect of this income or economic multiplier effect  can also
be calculated.  The income injected into the Chicago area
economy due to construction employment on the Calumet
Tunnel system will generate a direct demand  for goods and
services resulting in additional employment opportunities.
(See Table VII-3).

     This impact is commonly referred to as nonbase or sec-
ondary employment and it is generated through the  salaries
and profits derived by the employees and the business created
in response to the identified direct demand.  The  extent of
secondary impacts that will occur in any given situation is
dependent on a complex set of factors concerning the local
economy.  Essentially, the extent of secondary impact is
effected by the proportion of dollars that remain  in the
economy under examination.  Dollars would not remain in
the economy, for example, if the products purchased through
direct demand had been manufactured outside of the subject
economy.  In this example, the dollar cost of the  product
would escape generating employment elsewhere; only the
value added in the local economy would generate local employ-
ment.

     Given the diverse economy of the Chicago area, it is
quite possible that a high proportion of goods and services
will be purchased locally.  Thus, the dollars spent for  con-
struction could potentially circulate in the local economy
two to three times.  We have attempted to estimate this
secondary impact through the selection of an economic multi-
plier which is then applied against direct construction  em-
ployment income.  We have used a multiplier of 1.8 which
indicates that a significant proportion of direct  expendi-
tures will remain within the local economy.
     Washington Metropolitan Area Transit Authority, "Accident
     Experience Summary," December 1975.
                           VII-8

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                    Table VII-3              .
     Estimated  Jobs  Generated By  Industry
Fiscal
Year
1976
1977
1978
1979
1980
1981
1982
1983
1984
1985 ,
Calumet
Construction
Cost in Millions
$17.9
$45.6
$45.6
$45.6
$45.6
$41.9
$16.1
$11.2
$ 8.9
-
Manufac-
turing*
200
510
510
510
510
468
180
125
100
-
Wholesale
Trade and
Transportation ,
Services*
93
238
238
238
238
219
84
58
46
-
Mining
and Other*
47
120
120
120
120
110
42
29
23
-
Derived by utilizing the following jobs per  billion dollars of
contract construction:  40,523 total,  11,180 for manufacturing,
5,220 for wholesale trade transportation and services, and
2,623 for mining and other.

"ELS Unpublished Data," Bureau of Labor Statistics, U.S. Depart-
ment of Labor,  February 1975.
                        VII-9

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     Table VII-4 presents construction and labor cost esti-
mates for tunnel construction only by segment of the Calumet
system.  Table VII-5 presents construction employment in-
come estimates by segment by year during the construction
period and the secondary effect of the income in the local
economy.

     The assumption inherent in the calculations are that
one man-year equals 2,000 man-hours.  Man-hour costs ranging
from $13.28 to $14.62 based on January 1976 cost levels were
used for Calumet system projections.  The economic multiplier
used is 1.8.  As shown, the peak construction man-loading
would occur in the years 1980 and 1981.  Construction in-
come would reach $19.1 million with a secondary economic
effect of $34.3 million within the Chicago area economy.
Contract construction earnings in the Chicago region in
1971 totaled- $2,055.4 million, or $2.0 billion.1  The Calumet
Tunnel project, at its peak, would represent less than 2
percent of total area construction earnings based on the
1971 reported earnings level.  Construction employment earn-
ings from this one project are not considered overly signifi-
cant in the perspective of the Chicago region's economy.

     Related to construction earnings is the number of con-
struction jobs which would be generated by the Calumet
tunneling project.  Table VII-6 shows job generation by year
based on the construction and man-hour estimates previously
established by segment by year.  Job generation would range
from 302 jobs in 1977 to a peak of 679 in 1981, thereafter
declining to 195 in 1984, the last year of construction.
The low level of job generation is due to the use of boring
machinery (moles) in tunneling.  Should the moles prove
inefficient or ineffective during the construction period,
it is quite likely that additional jobs would be generated
when conventional blasting and cutting methods are employed
as partial backup.

     Construction projects also generate jobs in other in-
dustries; primarily manufacturing, wholesale trade, trans-
portation and services, mining, and others.  Table VII-3
shows the generation of jobs in other industries based on
total cost of construction of the Calumet system.  These
jobs can be located anywhere depending upon the materials
and services bought and the natural chain of production.
     Table III-5, Chapter III, p. III-6.
                            VII-10

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                          Table VII-4
           Construction and Labor Cost Estimates By
                 Segment of  the Calumet System 1
Calumet
Segment
Cal-Sag
Dixmoor
Lansing
140th S Cal. City
Torrence
Markham
Indiana
Pumping Stations
Total**
Total
Construction
Estimate*
$61.5
$21.8
$26.2
$33.7
$53.7
$70.1
$32.5
$41.6
$278.4
Estimated
Labor
Cost*
$20.3
$ 7.3
$ 8.6
$10.9
$17.4
$22.1
$10.1
$12.4
$89.5
Estimated
Man-Years
Needed
695
265
316
391
601
80
365
469
3180
Estimates of
Construction
Duration
(years)
5.0
4.0
4.0
4.5
5.0
4.5
4.5
3.5
-
 1.
Metropolitan Sanitary District of Greater Chicago.
 *   Expressed in millions of dollars of construction labor.
**   Detail may not add to total- due to rounding.
                               VII-11

-------
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-------
                Table  VII-6
   Calumet  Construction Job Generation
Year
1977
1978
1979
1980
1981
1982
1983
1984
Total
Construction
Income
$ 8,761,700
$ 12,936,400
$ 13,529,000
$ 16,274,400
$ 19,102,900
$ 6,759,100
$ 6,759,100
$ 5,386,400
$ 89,509,000
Construction
Man -Hours*
605,187
915,102
959,725
1,157,134
1,358,440
487,962
487,962
389,024
6,360,536
Construction
Job Generation^-
302
457
480
578
679
244
244
195
-
Based on estimated average wage rates  ranging from
$13.28 to $14.62 which reflect January 1976 cost levels.

Based on one man-year = 2000 man-hours.  Estimates  provided by
Metropolitan Sanitary District of Greater Chicago.
                      VII-13

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7.1.4  Business Disruption

     Construction site activity and attendant truck traffic
in densely developed commercial retail areas can disrupt
operations of local businesses.  If public traffic flow is
impacted, business deliveries and services can be hurt.  This
has varying degrees of effect on sales depending on the
business's response to adverse conditions.

     Table VII-1 in Section 7.1.1 identified those construc-
tion access points where potential conflict with public
traffic flow is most likely to occur.  Of those points,
there are several located in or near commercially and
industrially developed areas.

     The following locations potentially could cause incon-
venience to surrounding business operations.  However, the
disruption would be temporary and should not cause signifi-
cant negative impacts on business activity and retail sales
volumes.
Shaft
Number
Shaft
Diameter
            General Location
32

15-2

59
12'0"

 5'8"

 4'0"
NW Corner 106th Street and Avenue "0"

Chicago & Western Indiana RR & 138th St.

SE Corner Indiana Ave. & 166th St.
     Estimates of the land needed surrounding a drop shaft
are as follows:

          150' x 150' for average drop shaft of 7'2" or less
          in diameter

          200' x 200' for larger drop shafts up to 13' in
          diameter.

     Construction of the drop shafts may take approximately
three months.  When built, the shaft will have a  concrete
cover, flush with grade, with a metal grate for access by
workers  (similar to a manhole).  Both the grate and cover
can bear pedestrian and vehicular traffic.  The trucks ser-
vicing the construction sites have been purposely routed
along major surface streets to expressways to minimize traf-
fic flow interruption.  The impact of these additional trucks
in the downtown area is hot considered significant enough
to create permanent adverse impacts on business activity.
No business structure will have to be acquired or demolished.
                         VII-14

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The only relocation needs are related to piles of material
in certain industrial yards which may have to be moved.
Thus, the effects are considered temporary and insignificant.
7.1.5  Spoil Disposal

     This section addresses the potential  impact of  disposal
of spoil from the tunnel construction  and  reservoir  excava-
tions on the local markets for high  quality rock products
(e.g., concrete aggregate, siluminous  aggregate, etc.)  and
low quality rock products  (primarily landfill).
      (1)  Tunnel Spoil

          It is estimated  that  the  construction of the Phase
      I TARP tunnels will produce  almost  12  million cubic
      yards  (approximately  26 million  tons)  of excavated ma-
      terial from the Mainstream,  Des  Plaines, and Calumet
      Tunnel systems over a ten-year period.  The potential
      impacts of disposing  of this volume of spoil critically
      depends on the quality of  the  material removed.   The
      focal point of the quality assessment  is a comparison
      of the geological characteristics of the TARP tunnel
      spoil with those characteristics of the spoil generated
      from the construction of the Lawrence  Avenue Sewer sys-
      tem. 1

          The tunneling technology  which is planned for the
      Tunnel Plan was also  employed  by the city of Chicago
      in the recent Lawrence Avenue  Sewer project.  Approxi-
      mately 350,000 tons of dolomite  limestone containing
      some shale rock were  excavated during  the course of
      the project.  Similarly, the material  that will be
      excavated from the TARP tunnels  and drop shafts will
      also be dolomite limestone with  shale.  As shown in
      Figure V-3, the Lawrence Avenue  material comes from
      the same geological formation  and would yield rock
      spoil  identical to that which  will  be  excavated for
      the construction of the TARP tunnels.
     This system was recently constructed to accommodate combined-sewer
     overflows and to act as an interceptor for the proposed Mainstream
     Tunnel system.
                            VII-15

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     Utilization of the mole (mechanical mining machine)
produces rock spoil which is thin and elongated rather
than cubical in shape.  Typical sizes of excavated rock
range from fine dust particles to laterally split rocks
which are about two to five inches in cross section and
1/2 to 3/4 inches in thickness.  In the case of the
Lawrence Avenue project, it was initially assumed that
the rock spoil could be marketed as concrete aggregate
and/or road base material.  It was discovered, however,
that the excavated rock material contained shale and
failed to meet Illinois standards for use in these cate-
gories.  As a consequence, this material was primarily
used as low quality landfill.  Shale and rock fines
present in the material tends to lower the quality and
thus, limit the marketability or uses.

     Experience with the Lawrence Avenue system strongly
suggests that the primary use for excavated materials
from the TARP tunnels will be for landfill.  This con-
clusion is further supported by the experience of a
major quarry operator in the Chicago metropolitan area
who had to abandon efforts to market this type of mate-
rial because it could not be crushed and refined in a
manner that would meet industry standards for high qual-
ity rock products.

     Since there are no reliable current estimates of
the demand for landfill in the local area over the pe-
riod 1976 to 1986, it was not possible to develop re-
liable expected sales estimates of the excavated mate-
rial from the TARP tunnels.  Therefore, although there
will be no significant economic impacts on the markets
for high quality rock products, a definite conclusion
concerning the market for landfill cannot be reached
at this time.

     In the worst case, where the demand for landfill
is satisfied by the existing supply, the excavated
material may have to be stored or simply disposed of.
However, proposed plans, such as the Lakefront and Ski
Mountain plans, can utilize the material should these
plans be implemented.  Storage and disposal of rock
spoil is analyzed in Section 6.2.4.
 (2)  Reservoirs

     As described in Section 6.2.4, spoil produced dur-
 ing excavation of the reservoirs is likely to be re-
 tained in stockpiles at the McCook and Thornton quar-
 ries under the ownership of the quarry operators.  Re-
 lease of this material on the market will probably be
 at the discretion of the quarry operators.  Thus, no
 significant socioeconomic impacts are expected.

                     VII-16

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7.2  LAND USE

     The proposed tunnel system would make efficient use of
land resources for several reasons.  First of all, the chief
structural components, which are the tunnels and pumping
stations, would be located underground.  Second, maximum use
has been made in the plan of existing combined sewers and
interceptors, minimizing the need for interceptor connec-
tions and drop shafts in the plan.  Third, MSDGC property
has been utilized for shaft locations wherever possible to
lessen the need for access easements and purchase of private
properties.  Fourth, the system would convey overflows to
existing treatment and sludge handling facilities, at the
Calumet Sewage Treatment Works plant, which also uses
MSDGC-owned land.  Fifth, rock and spoil from construction
would be disposed of at approved sites.  Sixth, requirements
for new access roads to surface construction sites have been
minimized by locating shaft sites close to existing roads.
Finally, all shafts would be located as close to the river
bank as possible, so that nearly all of the shafts would
make use of land which is prone to overbank flooding.  This
land is of relatively low value.

     Because of the tunnel system's efficient use of land,
the potential impacts on land use during construction are
few.  Analysis of land use impacts follows under the following
subsections:

          Alterations Near Surface Construction
          Rock and Spoil Disposal
          Archeological and Historical Sites
          Cultural and Recreational Sites.
7.2.1  Alterations Near Surface Construction

     The construction of 59 drop shafts, 22 access shafts,
and 5 construction shafts would require adequate space
around the shafts for maneuvering trucks and construction
equipment, for storing of equipment, and for mobile offices
where required.  The area needed at drop shaft and access
shaft sites would be a maximum of about 15,000 square feet,
or about one-third of an acre for the largest shaft,
which is 18 feet in diameter.  Space requirements for smaller
shafts would be less.  Each of these areas would be used
over a period of about three months.
                          VII-17

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     Construction shafts would be located on MSDGC land and
would each require several acres of land during construction,
over periods of from four to five and one-half years.

     The construction drop shafts are primarily located at a
waterway edge rather than at street edges.  Surrounding land
uses are predominately industrial with at least five shafts
on already MSDGC-owned land.  The shaft sites are also
located in open and vacant land areas, some of which appear
to be park or potential recreation areas, but the majority
of which are unutilized vacant spaces in industrial zones.

     The access shafts tend to be adjacent to street edges to
provide flexible access.  The majority are located, again,
in industrial areas and on vacant or open land.  At least
five are also located adjacent to a waterway edge.  Only
one access shaft appears to be located in a residential
area—access shaft 17 looks to be sited on a corner lot
(with nouss) at Indiana Avenue and Wabash Avenue.  The
small single family housing development is across from
Thornton Junior College.  This site location could cause
conflict with existing land use and become a nuisance to
surrounding residents.

     All of the land use effects are temporary and do not
actually change land use, but comprise minor interruptions
to the utilization of land at the drop shaft and access
shaft sites.

     Generally, the impacts on land use would be temporary
during surface construction of the Calumet Tunnel system.
These impacts are primarily consumption of a small amount
of valuable industrial property and reduction of traffic
capacity for periods of about three months at each of a
few drop shafts.
7.2.2  Rock and Spoil Disposal

     The active and inactive quarries in the area may be
used to store and dispose of rock and spoil materials ex-
cavated during construction.  No other possible storage and
disposal sites have been identified.  Excavated material from
the Calumet system should not change or interfere with the
current use of these quarries.
                            VII-18

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7.2.3  Archeological and Historical Sites
     (1)   Archeological Sites

          The lands which have the highest potential for
     containing material of archeological value to be dis-
     turbed during construction are the banks of the Little
     Calumet, Calumet and Grand Calumet rivers.  Although
     no archeological sites or materials are known to exist
     there, these areas have been actively used for commerce
     since the late 1700's and earlier by the Potawatomi
     Indians who hunted, traded furs, and occasionally
     camped in these areas.  Because little is known
     about the use of the area prior to settlement by
     Europeans, any archeological finds in the lands along
     the Little Calumet, Calumet and Grand Calumet rivers,
     on which shafts will be constructed, could have high
     potential value.

          Fortunately, the conventional methods of surface
     excavation planned for shaft construction would prob-
     ably allow adequate recovery of any archeological finds.
     In fact, the net impact is likely to be favorable, be-
     cause more archeological material of value would likely
     be recovered than destroyed.  The mitigating measures
     in Chapter X would help to ensure this result.

          The storage and handling of rock at Thornton
     quarry would have no impact on archeological resources,
     because the land there has already been disturbed.

          Construction of shafts along the Cal-Sag Channel
     would not be likely to result in archeological finds
     or losses, because the lands along these waterways
     have been extensively disturbed during river straighten-
     ing and canal excavation.
      (2)  Historical Sites

          There are no sites which have been designated
      as historically significant and none under consideration.
      Therefore, there are no impacts anticipated in this
      area of environmental concern.
                           VII-19

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7.2.4  Cultural and Recreational Sites

     No interference with any cultural sites is expected,
because all proposed surface construction is at least 100
feet away from any existing or planned site.  The several
park and recreational facilities which border the waterways
and Calumet Tunnel route were identified in Section 3.2.6
in Chapter III.  The construction of drop shafts and access
shafts will cause temporary interference with public usage
of some portions of these park areas.  The disturbance
should last between three to five years during construction.
As precise shaft locations are not known at this time,
it is difficult to define to any greater extent the location
and amount of space that may be required for construction
related activities.
7.3  RESOURCES

     The financial and labor resources which will be effected
by the construction and operation of TARP, and, where ap-
plicable, the Calumet Tunnel system, are discussed in this
section.
7.3.1  Financial Resources
     This section addresses the potential impact of allo-
cating approximately $1.03 billion to the funding of the
Tunnel Plan construction over the period 1976 to 1986.  The
alternative uses for these funds at the local, State, and
Federal levels are considered.  This section also addresses
the significant potential for the loss of approximately
$300 million of FWPCA funds to the State of Illinois which
could be precipitated by failure to implement the Tunnel
Plan.  Table 111-13 on page 111-28 displays the allocation
of total costs among the three levels; local, State, and
Federal.
     (1)  Metropolitan Sanitary District of Greater Chicago
          (MSDGC)

         If the District's share of the Phase I tunnel con-
    struction cost, $181.6 million, was not applied to the
                           VII-20

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TARP tunnel systems,  the District could finance  instream
aeration to the waterway system receiving plant  effluents
from the Calumet,  North-Side, and West-Southwest Treat-
ment facilities and  expand the treatment plants  at the
Calumet and W-SW  facilities.1  These two components of the
MSDGC's Flood and  Pollution Control plan have  an estimated
construction cost  (in 1975 dollars)  in excess  of $1.1  billion.-
From a broader perspective, project alternatives can
be addressed in context of the total budget  of Chicago.
Data supplied by  the MSDGC indicate that the city's
FY 1976 budget consists of appropriations totaling
$1.15 billion.  The  major categories of appropriation
include:

           Public  safety                   369 million

           Health                            41 million

           Environmental

               Water                      102 million
                Sewer and waste disposal    97 million

           Transportation                  221 million

           Housing and community
           improvement                      39 million

           Human  development, recreation,
           and  culture                      33 million

           Economic satisfaction  and
           consumer protection              23 million.

      In  view of  the multiplicity of  the  city's needs
and  the  complexity of the  budget formulation process,
it is difficult  to assess  realistically  the potential
alternative uses  of the.$181.6 million (average of     	
$14  million per  year) of district funds  targeted for the  •
Phase I  tunnel  systems.    On a relative  size basis, however,
 These projects  follow the tunnels in the District's priority
 scheme,  as stated in the Facilities Planning Study MSDGC Over-
 view Report.

 In terms of population, Chicago represents approximately two-thirds
 of the MSDGC.   In terms of assessed valuation, Standard and Poor's
 Municipal Bond  Selector, December 31, 1975, indicates that Chicago
 comprises approximately 61 percent of the District.
                        VII-21

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the average annual  dollar  volume is significant in com-
parison with several  of  the major budget appropriations,
In terms of tax rate  effect, however,  the funding of
the TARP will increase the construction portion
of the MSDGC tax  rate from $.118/$100  of assessed
valuation to only approximately $.171/$100 in 1986.
This increase is  relatively small in comparison to the
overall city of Chicago  rate ($8.557/$100 assessed
valuation) and other  tax rate figures  such as:

                               Tax Per  $100 Assessed
                                       Value
Board of Education                    $3.47

City General Fund
(fire, police, health,  etc.)    _      $2.929

Chicago Park District                 $ .774

Junior College Funding                $ .268

County Government Services           $ .65

Forest Preserve District             $ .096

In summary, it does  not appear that the MSDGC's portion
of the TARP funding  would cause any significant reallo-
cation of resources  at  the local level.


(2)  State of Illinois

     At the State level, the alternative use of the
$300 million currently  targeted for the Tunnel Plan
is funding of the MSDGC instream aeration project
and the expansion of the Calumet and West-Southwest
Treatment facilities.   These funds, however, would be
obligated later than the FY 1976-77 time frame because
the development of detailed plans for these facilities
will not be completed until FY 1979 and, therefore,
the proposed facilities will not be eligible for con-
struction funding until FY 1979-80, according to recent
In FY 1975, the MSDGC's tax rate was 40.05«/$100 of assessed valua-
tion  (25.23C/$100 for operations and maintenance; 11.75
-------
estimates supplied  by  the  MSDGC.   The non-MSDGC alter-
native uses for  the State  funds include some 400 projects
(approved by EPA for FWPCA funding)  on the Illinois
prioritized list of some 1,173 water pollution control
projects.  It must  be  emphasized,  however, that tradi-
tionally half of the State of Illinois funds have been
allocated to the MSDGC.   The current portion of funds
(available from  the State)  targeted for the MSDGC
for TARP will not cause  any significant or dis-
cernable disallocation of  resources.
(3)  Federal

     At the Federal  level,  the question of alternative
uses of the FWPCA  funds  targeted for TARP is more com-
plex and has very  serious  ramifications.  If the
Plan is not implemented,  there is a very high proba-
bility that approximately  90 percent of the current
$323.6 million targeted  for the MSDGC will be used
for other projects.

     The potential redirection of these funds stems
from the fact that the Calumet Sewage Treatment facility
expansion project, while high enough in the priority
list for FWPCA funds, will not meet the September  30,
1977 deadline for  Step  3 funding eligibility.  The
Step 2 grants were obligated in May and June of 1975,
and the construction design and specifications neces-
sary for Step 3  funding  are currently scheduled to be
completed in January of  1979.1  Step 3 funding for
these two treatment  facilities is estimated at $261
million.   Assuming  this project did not qualify in
time for existing  FWPCA  funds, it is estimated that
only approximately 10 percent of the $323.6 million
could alternatively  be allocated to other MSDGC
prioritized pollution control projects.
Construction design and specifications required for Step 3 fund-
ing for the West-Southwest Treatment facilities are scheduled to
be completed December 1979.

These funds would be employed specifically to provide treatment
capacity to provide for nutrient removal by nitrification and to
provide plant capacity for tertiary level of treatment by fil-
tration.
                     VII-23

-------
          In terms of a statewide reallocation of the FWPCA
     funds, Illinois EPA has indicated a very low probability
     that any of the funds could be obligated to non-MSDGC
     projects before the September 30, 1977 deadline.  Ac-
     cording to recent estimates by the Illinois EPA, some
     31 non-MSDGC projects are in jeopardy of not being ready
     by September 30, 1977 for Step 3 FWPCA funding.  Fail-
     ure to meet the September deadline would mean that the
     State of Illinois would have to request a reallocation
     of $165 million of Federal funds currently targeted for
     these projects.  This request, therefore, requires a
     comparable allocation of FY 1977 funds to initiate
     Step 3 funding.

          According to Region V EPA, any funds not obligated
     within the appropriate deadline  (September 30, 1977) would
     probably be reallocated by EPA headquarters among the
     other states according to the current allocation formula.
     These funds would thus be apportioned among projects
     (within these states) which are "next in line" in
     terms of State/EPA priority.

          In terms of non-FWPCA alternatives for the funds,
     the question is as complex as the Federal budgeting
     process itself; at this time in the political process,
     however, it is possible that any unobligated funds
     would not be reassigned but rather indirectly passed
     back to the tax-payers via an extension, beyond June
     30, 1976, of the current tax cuts and/or a further re-
     duction in the tax liabilities of businesses and in-
     dividuals.
7.3.2  Labor Resources

     Effects on the labor force in the Chicago area due to
construction of the Calumet system should be slight.
As shown in Section 7.1.3, the job generation in any
one year will probably not exceed 700.  Unemployment
within the construction field in the Chicago metropolitan
area for 1972 averaged a total of 5,910 out of an approxi-
mated labor supply of 114,000 persons.  Unofficial esti-
mates of the construction labor force in the Chicago metro-
politan area for 1975 were 119,000 persons with an unemploy-
ment rate approaching ten percent yielding a labor pool of
                          VII-24

-------
11,900.  Less than one percent of the construction labor
force would be involved in the Calumet project.  Therefore,
there should be no strain upon the labor force supply with
respect to other construction projects.
7.4  TRANSPORTATION

     Construction of the proposed project would generate
additional truck and other vehicle traffic, causing short-
term traffic disruption in some areas.  Other transporta-
tion resources are not likely to be affected by project con-
struction.  Traffic impacts would occur near the construc-
tion and drop shaft sites and along the routes used by con-
struction-related vehicles.

     The traffic generated by construction activities pri-
marily includes workers' commuting trips, as well as truck
trips for rock and spoil disposal.  The number of trips
generated at the construction and drop shaft sites are dis-
cussed below.
7.4.1  Construction Shaft

     An estimated 18 persons per shift would be required
for tunnel excavation.  Since there would be three shifts
per day, assuming an occupancy rate of one person per car,
the daily number of workers' trips to and from a shaft would
be about 54.  In addition, about three to five trucks per
hour would be transporting rock and spoil material from the
construction shaft to the disposal sites.  Thus, the average
number of daily trips generated at a construction shaft
would range from 125 to 175.  While workers' trip routes
would vary, truck routes would be well-planned and con-
stant.  The most likely truck routes to the disposal sites
are shown in Figure VI-4 in Section 6.2.4.  It is estimated
that construction activities at a construction shaft site
would last from 4 to 5.5 years, 312 days a year, and 24
hour a day.
7.4.2  Drop Shafts

     Assuming ten persons per shift would be working at a
drop shaft site for one shift per day, and assuming an oc-
cupancy rate of one person per car, the daily number of
workers' trips to and from the shaft site would be ten.
                          VII-25

-------
     No rock would be disposed  of  from drop shaft sites.
However, an initial layer of  soil  would have to be excavated
and disposed of.  Depending on  the drop shaft size, the esti-
mated volume of excavated soil  from one shaft would range
from 4.5 to 315 cubic yards.1   Assuming a truck capacity of
13 cubic yards, the total number of trips generated would
range from 1 to 25 for the entire  excavation of a drop shaft.
The construction at a drop shaft site  is expected to last
for about three months,  but the excavation would probably
last only a few weeks.   Assuming two weeks for the excava-
tion, the daily number of truck trips  would be less than
three.

     In addition to the  above estimated trips, there would
be truck trips for transporting construction equipment and
material.  These trips would  generally occur at the begin-
ning and the end of the  construction period.  The largest
number of such trips would result  from trucks transporting
concrete for lining tunnels to  construction shaft sites.
This would add approximately  one trip  per hour to the above
estimates.

     Comparison of the total  daily number of trips, as esti-
mated above, with the normal  traffic volume on affected roads
given in Section 3.4, indicates that impact of the additional
construction-related traffic  on the traffic flow would be
insignificant.  During the peak construction year, in 1980,
when all three tunnel systems would be under construction,
the estimated total number of construction-related trips
would be approximately 2,000  per day,  including 650 truck
trips.  These trips would be  scattered over many routes,
however, and would have  negligible impact on the existing
traffic flow.
7.5  MAJOR PROJECTS AND  PROGRAMS

     The effects of the  proposed  surface and subsurface con-
struction on other major projects and programs in the area
would be negligible.  Major  projects  and programs associated
     Based on the smallest drop shaft diameter of 3.5 feet and the
     largest of 17 feet, and assuming 25 feet of soil cover,  the loose
     excavated soil is conservatively assumed to occupy a 50 percent
     greater volume than its in-place volume.
                         VII-26

-------
with the communities in the Calumet system project area in-
clude:  street improvement, truck and rail terminal improve-
ments, acquisition of a public energy corridor, public
buildings, and residential land development.
7.5.1  Transit Improvements

     While currently available maps showing the alignment
of proposed CTA subway improvements do not depict the final
routes design, any potential interferences of the proposed
Calumet system with the routes are not expected to present
any potential conflicts.
7.5.2  Streets and Expressway Improvements

     All proposed shafts would be outside the proposed align-
ments of all road improvements.  No significant interference
to these road improvements is expected from construction
of the Calumet Tunnel system.
7.5.3  Rail and Truck Terminal Improvements

     The amount of land consumed during construction of the
proposed system is too small to have any impact on plans
for rail and truck terminal improvement, including plans
for reallocating storage space and rerouting vehicular traf-
fic.
"7.5.4  Public Acquisition of Energy-Utility Corridor

     During shaft construction along the Calumet-Sag Channel,
Calumet River, and Little Calumet River, construction
contractors would be required under contracts with the MSDGC
to survey all access routes to determine whether any pipe-
line crossings would need structural reinforcement prior to
use.  The contractors would also be required to make the
necessary reinforcements.  Therefore, no interference
with pipeline operation is expected.  Moreover, the amount
of land consumed by the Calumet system shafts in the proposed
energy corridor is minor compared to the area of the corri-
dor, and the shaft locations would not preclude further
utility development of the corridor.
                            VII-27

-------
7.6  COMMITMENT OF RESOURCES

     Construction of the proposed  project  would require
about 450,000 cubic yards of  concrete  and  undetermined quan-
tities of other construction  materials.  Construction vehicles
and equipment, as well as vehicles used  by construction
workers would consume approximately 186,000 gallons of gaso-
line and 100,000 gallons of diesel fuel  during project con-
struction.

     Electrical power needed  for constructing the TARP con-
veyance tunnels will be purchased  rather than generated on
site.  All underground construction activities will rely
heavily on electricity for power generation,  whereas sur-
face construction will use predominantly internal combustion
engines.  Tunneling machines  or moles  will be the principal
consumers of electrical power, and they  will  account for
much of the energy used in this project.   The amount of
power which may be consumed during construction is expected
to be less than one percent of total energy consumed in the
region.  The demand that this would place  on  the metropoli-
tan power grid depends on the number of  tunnels being con-
structed at the same time, and the extent  of  other construc-
tion operations that are underway.   Each tunnel system is
expected to consume a maximum of two to  five  Megawatts of
electrical power (MWe).  Assuming  a worst  case situation of
all three tunnel systems being constructed at the same time,
and coal is used to generate  a maximum amount of 15
Megawatts (5 MWe per system), approximately 70,000 tons
of coal will be consumed during each year  of  construction.
This estimate is based on a 8,500  Btu/lb heating value-
20 percent ash coal resource.  This consumption rate
represents approximately 0.06 percent  of the  total coal
production rate for the Illinois, Indiana,  western Kentucky,
and Michigan regions in 1969.1
    "Potential Pollutants in Fossil Fuels,"  Esso Research and
    Engineering Company, Report prepared for the U.S. EPA,  Office
    of Research and Monitoring, June 1973.
                          VII-28

-------
VIII.  EFFECTS OF OPERATION ON THE
           NATURAL ENVIRONMENT

-------
         VIII.   EFFECTS OF OPERATION ON THE
                    NATURAL ENVIRONMENT
     The significant effects of implementing TARP on the
natural environmental features of the Chicago metropolitan
area are discussed in this chapter and presented in five
sections:

          Water Resources
          Land Resources
          Atmospheric Resources
          Biological Resources
          Commitment of Natural Resources.
8.1  WATER RESOURCES

     The operation of the proposed tunnel system will have
a significant beneficial effect on the water resources of
the Chicago area.  Water quality conditions the past 20 years
have been poor, and aquatic life has dwindled to only
pollution-tolerant species.  Implementation of the tunnel
system will improve conditions so that a wider diversity of
aquatic life can be reestablished and existing aquatic life
can proliferate.  This section describes the impact of tun-
nel operation on surface water and groundwater supplies of
the affected area, as well as on wastewater and water man-
agement programs.  This discussion addresses the following
topics:

          Surface water quality and use as a resource
          Groundwater quality
          Impact on wastewater
          Interaction with other water management programs.
 8.1.1   Surface Water

     The  deep tunnel  system proposed by  the MSDGC will  affect
 surface water resources of the Chicago area in  a variety  of
 ways.   Discussion  of  the  impacts will follow  the structure
 of  Chapter  II; the description of  the existing  natural  en-
 vironment.
                           VIII-1

-------
 (1)  Water Quality

     Completion of the Mainstream, Calumet, and  Lower
Des Plaines tunnel systems will reduce spills to area
waterways, caused by combined-sewer overflows, from
approximately 100 occasions per year to about 10 occa-
sions per year.  The tunnel systems will capture for
treatment approximately 51 percent of the annual volume
of overflow from combined sewers, thus reducing  dis-
charges to area waterways from the present  level of
113,500 acre-feet per year to a level of 55,800  acre-
feet per year.  Because the tunnel systems  will  capture
the most he.avily polluted portion of the overflows, the
percent reduction in the pollutant load in  general will
exceed the percent reduction in overflow volume.  After
treatment, the amount of biological oxygen  demand (BOD)
released to the waterways is expected to be reduced by
about 78 percent  (net) from present releases  (approxi-
mately 38,700,000 Ibs/yr to roughly 8,500,000 Ibs/yr).
Discharges of suspended solids will drop from a  current
level of about 180,500,000 Ibs/yr to roughly 45,125,000
Ibs/yr (a net reduction of about 75 percent).  Currently,
overflows from the combined sewers occur 17.4 percent
of the time, releasing, untreated, the equivalent of
8.7 percent of the yearly average dry weather flow
to area waterways.^-  Implementation of the  tunnel
system alone will limit overflow episodes to approx-
imately 1.5 percent of the time, reducing releases
of untreated sewage to less than 2 percent  of the
yearly average dry weather flows.  The statistics on
pollutant reduction cited above and their sources are
summarized in Table VIII-1.

     By reducing the number of yearly combined-sewer
overflows from 100 to 10, a significant result will
be that the average duration of nonoverflow periods
will be increased from the current 3.1 days to 24 days.
This means that the quality of the waterways will be
governed, in general, by dry weather flow conditions.
Dry weather flow conditions, in turn, are strongly
influenced by effluent discharges from area treatment
plants and by BOD released through the accumulated
benthal deposits.

     As described in Section 2.1.1, the hot summer
months are the time of greatest strain on area water
quality.   During this period, decomposition of or-
ganic material in the deposits, retarded during  the
cooler months, is accelerated.  Decomposition results
Hearing on the Proposed Chicago Tunnel and Reservoir Plan,  Chicago,
Illinois, March 28, 1974.
                     VIII-2

-------
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-------
in consumption of dissolved oxygen (DO) and creation
of anaerobic conditions in the deposited material.
Presently, under dry weather flow conditions  (late
summer months), water quality along major sections
of the area's three primary waterways fails to meet
minimum Illinois standards for restricted waters.
This situation was documented in the Chapter  II dis-
cussion of existing water quality in terms of simu-
lated DO concentrations along the length of the major
waterways.  That discussion is continued and  updated
here.

     The upgrading of DO concentrations along area water-
ways as a result of tunnel operation is shown graphi-
cally in Figures VIII-1,2, and 3.  These figures compare
DO concentrations under existing dry weather  flow con-
ditions with concentrations expected with the Mainstream
and Calumet Phase I tunnels on line.   For the Des Plaines
River, this system will be modeled in the Section 208
planning currently underway.   For these simulations,
average 1974 treatment plant effluents were used, along
with flows from Lake Michigan representing average lock-
ages  (Lake Michigan water used in lock operations) and
leakages  (lake water leaking through lock gates).  The
simulations of conditions with tunnels on line assume
increased discharges from the West-Southwest and Calumet
treatment plants to reflect the expected dewatering of
the tunnel system in post-storm periods.  In addition,
the benthic oxygen demand (part of the total BOD) for
the simulation of Phase I conditions was assumed to
be reduced by 80 percent of that used for modeling
existing conditions (see Part (5) below.)  The assump-
tions used in the simulations are summarized in
Table VIII-2.

     In general, the simulations show that with the
Phase I tunnels on line, an improvement in DO concen-
trations averaging about 1.7 mg/1 above existing con-
ditions can be expected over the approximately 80 miles
of waterways modeled.   However,  as is evident from the
figures, the 4 mg/1 dissolved oxygen standards will not
be met over 70 percent or about 60 miles, of the water-
way during dry weather flow conditions  (mostly during
late summer months).  This is in addition to those ten
occasions during the year on which most standards will
not be met because the combined-sewer overflows will
exceed tunnel storage capacity,  causing overflow to
the waterways..
                     VIII-4

-------
                                    FIGURE VIII-1
                          Simulation of Dissolved Oxygen
                            Concentrations Along North
                               Shore Channel  and North
                                    Branch of the
                                    Chicago
                      in     •*

                         Wdd - N30AXO 03A10SSIQ
Kieffer and Associates, Memorandum to MSDGC, February 3, 1976.
                        VIII-5

-------
                                     FIGURE VIII-2
                           Simulation  of Dissolved Oxygen
                              Concentrations Along the
                               Main  Channel From Lake
                                Michigan to Lockportl
                                                  00
                                                  00
                                                  CO
    NVOIHOI1AI
     axvn
 to   «   *r  n  
-------
                                    FIGURE VIII-3
                          Simulation of Dissolved Oxygen
                             Concentrations Along the
                                Calumet River  System^-
                     CO
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                       VIII-7

-------
                         Table VIII-2
                   Simulation Model Inputs'
Dry Weather, Existing  Conditions
                North-Side   West-South-   Calumet      Lake
                   Plant      West Plant     Plant    Michigan
Flow  (cfs)

BOD (mg/1)

DO  (mg/1)
505
10
7.0
1274
8
7.0
332
20
7.0
273
0
6.0
     Benthic Demands  -  Same as previously used by the MSDGC as
       a result  of  calibration of computer with measured  in-
       stream  DO.
Dry Weather, First Phase TARP
Flow  (cfs)

BOD  (mg/1)

DO (mg/1)
North-Side
Plant
505
10
7.0
West-South-
West Plant
1460
8
7.0
Calumet
Plant
366
20
7.0
Lake
Michigan
278
0
6.0
     Benthic Demands  -  Twenty percent of those used  for  exist-
       ing conditions.
     Westfall, D.E.,  Kieffar and Associates, Memorandum to the MSDGC,
     February 3, 1976.
                            VIII-8

-------
     In addition, it is expected that Illinois  restricted
use standards will not be met under dry weather flow con-
ditions without additional measures because of  the  qual-
ity of effluent from area treatment plants.  Although de-
tailed information is lacking, it appears that  restricted
use standards for ammonia are not likely to be  met  with-
out upgrading of treatment facilities.  With respect to
phosphorus, the tunnel system is expected to intercept
and capture a significant portion of the 1,350  tons per
year of phosphorus currently discharged to combined-
sewer overflows by treatment plants.  Only about 20 per-
cent^, however, will be removed at the plant with current
levels of treatment.  The remaining 80 percent  of the
phosphorus will be released to the waterways until  addi-
tional treatment is provided.

     Likewise, until the MSDGC's large plants  are up-
graded to provide tertiary-level treatment, restricted
use standards for ammonia are not likely to be met  even
with the implementation of the tunnel system.   Currently,
the North-Side, West-Southwest, and Calumet treatment
plants will not be able to meet Illinois EPA standards,
which go into effect by December 31,  1977.  Ammonia in
the effluent from the Calumet plant in particular is likely
to cause violations of the Illinois Standards  for Secon-
dary Contact and Indigenous Aquatic Life along the
Calumet River system.  Effluent^concentrations of ammonia
from area treatment plants are shown  in Table  II-7,
page 11-37.

     Construction of instream aeration stations, 75
percent funded by an Illinois EPA grant,  is  imminent.
Operation of these facilities will have considerable
benefit to DO levels.  A recent study by the Harza
Engineering Company^ simulates DO levels  in  the North
Shore Channel at Wilmette downstream  in the  Sanitary-
Ship Canal to Lockport and the Calumet River,  O'Brien
Locks downstream in the Cal-Sag Channel to the junction
with the Sanitary-Ship Canal, before  and after opera-
tion of nine instream aeration stations.   The  effect
on the modeled streams of instream aeration  alone is
MSDGC Testimony,  Hearing on the Proposed Chicago Tunnel and Res-
ervoir Plan, Chicago, Illinois, March 28, 1974.

Harza Engineering Company, "Evaluation of Water Quality of Chicago
Area Streams," March 1976.
                      VIII-9

-------
very positive.  Although instream aeration is far from
adequate to bring DO levels in "summer existing condi-
tions" (dry weather flow) to standards, almost all zero
DO levels are eliminated and many reaches are elevated
from substandard concentration to meeting or exceeding
the standards concentration.

     The Harza study discusses briefly the effect on the
Des Plaines/Illinois River Lockport to Chillicothe of
three stages of development of MSDGC pollution control
facilities:  1) Phase I TARP, 2)  Phase I TARP plus ni-
trification at the major MSDGC plants, and 3) "Ultimate,"
i.e., all proposed MSDGC pollution control facilities,
including all of TARP.  These simulations show that, al-
though each stage improves the DO of the Lockport to
Chillicothe reach, violations of the DO standard will
not be completely eliminated during the critical summer
low flow, high temperature condition.  The reasons for
continuing problems are ammonia from MSDGC plants, re-
duced by nitrification but not eliminated, and benthic
oxygen demand.  The need for additional flow by Lake
Michigan diversion would need to be evaluated further
after several elements of TARP are operational and more
accurate water quality data is collected.

     In summary, implementation of Phase I tunnels will
limit combined-sewer overflows to about 10 occasions
per year.  Dry weather flow conditions will then be
the influencing factor in water quality in the area.
Under such conditions, Illinois Standards for Secondary
Contact and Indigenous Aquatic Life will not be met for
DO and probably not for ammonia.   For these reasons, -
implementation of the Phase I tunnels will not enable
an upgrading in water uses along large reaches of the
major Chicago area waterways.  Rather it is clear that
other programs for pollution control must also be under-
taken to attain state standards on these river systems.
Other programs being considered toward this end are:
upgrading of existing treatment plants, use of instream
aeration, and implementation of TARP Phase II.  The
water quality implication of these programs are dis-
cussed briefly below.
                   VIII-10

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     The increment of oxygenation provided by an  in-
stream aeration system in addition to the increment pro-
vided by the tunnel and reservoir system and the  up-
grading of MSDGC treatment plants would allow Illinois
Secondary Contact and Indigenous Life Standards to be
met over the entire 80-mile length of the modeled rivers.
The computer simulations of DO shown in Figures VIII-4,
5, and 6 assume 11 aeration stations over the modeled
lengths of the Main Channel and Calumet River systems.

     Upgrading of area treatment plants in conjunction
with operation of the tunnels and reservoirs could have
a significant beneficial effect on water quality  during
dry weather flow conditions.  Upgrading to tertiary
treatment with nitrogen and phosphorus removal would en-
able attainment of Illinois standards for ammonia and
phosphorus in area waterways.  In addition, DO concen-
trations would increase due to the absence of ammonia,
although the improvement would still not be enough to
meet DO standards along approximately 24 of the  80 miles,
or 30 percent of the modeled waterways.  Results  of MSDGC
computerized simulations of the impact of this combina-
tion on DO concentrations are portrayed in Figures VIII-4,
5, and 6.  The extremely high ammonia removal efficiency
called for by a recent report^-  (98 percent) will  probably
not be needed in order to meet water quality standards
proposed by the MSDGC assuming the addition of the  in-
stream aeration system.

     The addition of storage reservoirs to the tunnel
system would virtually eliminate release of combined-
sewer overflows to surface waterways.  With the  tunnels
and reservoirs on line, the MSDGC expects overflow  events
to be limited to three or fewer occasions over a 27-year
period.   This would prevent violation of Illinois  stan-
dards under wet weather flow conditions.  State  standards
will still not be met, however, under the critical  summer
dry weather flow conditions, because of high ammonia  con-
centrations in the effluent discharged from treatment  plants,
and because of the depletion of DO concentrations in  the
waterways.  Implementation of the tunnels and  reservoirs
will still not enable attainment of the  1977 DO  standard
over roughly 40 of the 80 miles of waterways.  The  impact
of the combination of the tunnels and reservoirs on DO
concentrations is shown in Figures VIII-4,  5,  and 6.
 Illinois State Water Survey, "A Waste Allocation Study of Selected
 Streams in Illinois," February 1974.

 MSDGC, "Facilities Planning Studies - MSDGC Overview Report,"
 Revised January 1975.


                      VHi-ii

-------
                                    FIGURE VIII-4
                             Simulation of  Dissolved
                            Oxygen Concentrations  Under
                            Combination of  Tunnels and
                                     Reservoirsl
            North Shore Channel
                     And
       North Branch Chicago  River
                                 NORTH BRANCH
                                 CHICAGO RIVER
                                           	 EXISTING CONDITIONS
                                           	WITH PHASE I TUNNELS
                                           	 FULLTARP
                                           _._._ FULL TARP& UPGRADING TO
                                                TERITARY TREATMENT
                                           —-- FULL TARP AND INSTREAM AERATION
    0   1   2   3   4   S   8   7   8   9   10  11   12  13  14   IS
1    J.  Irons, MSDGC, Personal Communication, February 10,  1976.
                        VIII-12

-------
                                              FIGURE VIII-5
                                        Simulation of  Dissolved
                                      Oxygen Concentrations Under
                                      Combination of  Tunnels and
                                               Reservoirs-^
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                                  VIII-13

-------
                                            FIGURE VIII-6

                                      Simulation of Dissolved

                                     Oxygen Concentrations  Under

                                     Combination of Tunnels and

                                              Reservoirsi
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The DO characteristics of the Des Plaines River system
is currently being modeled in the Section 208 planning
effort and will be described in the Lower Des Plaines
EIS.

     Information relating to the impact on water quality
of the various pollution control options described above
is summarized in Table VIII-3.
 (2)  Water Quantity

     Implementation of Phase I of TARP is not expected
to have a significant impact on annual flow rates and
water levels along the major river systems.  The tunnels
themselves are too limited in capacity to reduce notice-
ably the flood stages attained during the largest area
storms.  Flooding will still occur at nearly the same
existing frequency until the storage reservoirs are im-
plemented or the storage capacity is increased.
 (3)  Flow Regulation

     Capture of 51 percent of the combined-sewer over-
flow volume with subsequent treatment and release to
area waterways will have some impact on flow regulation.
As noted in Table VTII-2, operation of the tunnel sys-
tem is expected to increase the average flow of water
from the West-Southwest and Calumet plants by about
13 percent and 9 percent, respectively.  This modest
increase will allow a smoothing out of flow rates in
the Mainstream and Calumet River systems except for
those occasions when large storms occur.  In short,
the effect of tunnel operation on flow regulation through-
out the Chicago area is expected to be minor.
 (4)  Domestic Water Supply

     The capture, treatment, and release of combined-
sewer overflows is expected to have little, if any,
impact upon domestic water supplies.  Plant effluent
may eventually be upgraded to the point where it can
substitute for a portion of that direct diversion from
Lake Michigan used for maintenance of water quality.
Until then, it is unlikely that the additional flows
provided by TARP Phase I will enable the reallocation
of high quality Lake Michigan water for domestic uses.
                     VIII-15

-------
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     (5)   Benthal Deposits

          Implementation of the tunnel system will reduce
     releases of suspended solids to the waterways by about
     75 percent.^  It is expected that only a thin layer of
     sludge will be deposited on the river bottom after an
     overflow event once the tunnels have been placed in
     operation.   Because of this, the number of instances
     in which anaerobic decomposition occurs should be re-
     duced significantly.

          A significant reduction in benthic oxygen demand
     is predicted as a result of Phase I TARP.  The tunnel
     will capture all but the largest overflows, expanding
     the average duration of nonoverflow conditions from
     3.1 to 24 days.  Because of this, benthic oxygen de-
     mand will be reduced to about 20 percent of current
     levels.2  Dredging of existing sludge deposits from
     the waterways should further reduce the oxygen demand
     from organic sediment.
8.1.2  Groundwater

     The operation of the tunnel system and associated sub-
systems is expected to have two types of effects on the
natural environment.  Wastewaters conveyed by the system
may have an impact on groundwater resources caused by ex-
filtration.  Conversely, these resources may have an impact
on the tunnels because of groundwater infiltration.

     Although concrete linings and rock grouting will be
used to control infiltration and exfiltration  (see Section
5.1.2 of Chapter V), no combination of lining and grouting
can completely eliminate the inflow and outflow of water
between the tunnel and the surrounding rock.  Should the
grouting program fail, infiltration or exfiltration will most
likely occur and will cause a significant impact on tunnel
operations.  The inflow or outflow rates are expected to be
at the tunnel maximum level, as indicated in Section 6.1.2
and illustrated in Figures VI-1, VI-2, and VI-3.  The extent
      Westfall, D.E., Kieffer and Associates, Memorandum to MSDGC,
      February 3,  1976.

      Ibid.
                         VIII-17

-------
of grouting failures, however, can be monitored by:  routine
and frequent tunnel inspections, water level fluctuations in
observations wells, and chemical analysis of the observation
well water.

     Assuming that the number of grouting failures are kept
to a minimum, the impacts of groundwater infiltration and
wastewater exfiltration during operation of the tunnel sys-
tem are not expected to be significant.  The effects of
these impacts which are unique to infiltration and exfiltra-
tion, are discussed in the following sections.
     (1)  Infiltration

          During dry weather conditions, the pressure inside
     the tunnel will generally be low because of the nearly
     dry tunnel conditions.  During normal storm events, the
     tunnels will be partially full, and the pressure will
     still be lower than the groundwater inflow pressure.
     Therefore, when the tunnels are either dry or partially
     full, groundwater infiltration will take place.  If the
     tunnel is grouted according to specifications, inflow
     is not expected to exceed 0.05 MGD/mile.  For the Calumet
     tunnels, groundwater infiltration may be as low as
     0.01 MGD/mile.  Although the infiltration rate to the
     tunnel is small, the pressure will still be high enough
     to prevent exfiltration of wastewater from the tunnel
     into the aquifer.

          As revealed in Chapter V, the grouting program is
     designed to limit overall infiltration to 0.05 MGD/mile
     or less.  To achieve a rate lower than this, chemical
     and epoxy grouts may be required in addition to cement
     grouts.  This requirement is dependent on nature and
     density of fracturing and on seepage or infiltration
     conditions encountered during construction which dictate
     what grouting method should be employed.

          Without the tunnel grouting and/or lining programs,
     maximum infiltration of groundwater can occur at the
     rates specified in Section 6.1.2.  The impact, there-
     fore, is expected to be significant with respect to
     tunnel operations and their associated systems.  The
     flow rate can be"as high as 40 MGD total for the Calumet
     Tunnel system and represents over 18 percent of the
     system's treatment capacity.

          The results of tests  conducted in two tunnels
     completed to date confirm  that the grouting program is
                          VIII-18

-------
effectively limiting groundwater infiltration to  less
than half of the figure of 500 gallons per day per
inch of tunnel diameter per mile considered  acceptable
for sewer performance.  If groundwater infiltration  is
controlled by the grouting program in Phase  I tunnels
as well as has been done in the two demonstration tun-
nels, then the effects on groundwater due to infiltra-
tion would be even less than is stated in this EIS.
 (2)  Exfiltration

     During major storm events, the  hydraulic  or outward
pressure in the tunnel may exceed  the  inward pressure of
the aquifer.  Exfiltration will then occur  until tunnel
pressure and aquifer pressure  achieve  equilibrium.
This would result in adverse effects on groundwater
quality in the vicinity of the tunnel, and  would neces-
sitate an aquifer protection system.  Preservation of
the aquifer can be  achieved by establishing or preserv-
ing two physical conditions throughout the  project
area:

          Maintenance of  a high piezometric level with-
          in the aquifer  in relation to hydraulic grade
          levels in tunnels and shafts by a system of
          recharge  wells

          Limitation of exfiltration as well as infil-
          tration by a combination of  grouting and
          tunnel lining,  as discussed  previously.

      Although  data was  not available to indicate the  ex-
 pected maximum tunnel  pressure during a simulated  flood
 condition,  studies have  identified general  areas in which
 aquifer  recharge will  be  necessary to sustain poten-
 tiometric  levels and  thus to  avoid exfiltration.1
 Figure VIII-7  shows areas which may require installa-
 tion  of  recharge wells.   These areas correspond  to
 existing or imminent  low potentiometric surface  areas.
 The need for  future recharge  wells was based on  pro-
 jected water  level declines.   The recharge  system, if
 required,  would consist  of wells  spaced approximately
 Harza Engineering Company,  "Development of a Flood and Pollution
 Control Plan for the Chicagoland Area;  Geology and Water Supply,"
 Technical Report, Part 4, MSDGC, 1972.
                      VIII-19

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                                               FIGURE VIII-7
                                            Aquifer Protection
                                                    Needs
LEGEND:
    AREAS IN WHICH INITIAL RECHARGE WELL INSTALLATION
    IS NECESSARY

    AREAS IN WHICH FUTURE RECHARGE WELL INSTALLATION
    MAY BE NECESSARY
   HEC,  1972
                                 VIII-20

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     1,000  feet  apart.    The  system is  designed to allow a
     water  injection  rate of  100  gpm which would result in
     an equivalent  recharge amount of 0.73 MGD per mile of
     tunnel.   Due to  the  variability of the aquifer,  addi-
     tional testing will  be necessary during construction
     to delineate specific locations for recharge wells
     and to determine appropriate injection rates.

         According to present plans, the proposed tunnel
     system will be situated  beneath existing potable water
     main systems at  a minimum vertical distance of 70 feet.
     In order to determine the potential for pollution of
     the potable water from exfiltration of the combined
     sewage,  a "worst case" analysis was performed.   This
     analysis was based on the following assumptions:

               The  sewage tunnel  is unlined, and only major
               open joints have been grouted

               Pressure head  in the sewage tunnel is the
               same as at laitid surface

               Ratio  of horizontal to vertical permeabilities
               is one,  Kn/Kv=l/ and permeability rate is
               0.001  ft/min

               The  water main is  empty

               The  concrete  lining of the water main is
               damaged to the extent that it does not func-
               tion as a seepage  boundary.

         The analysis indicated  that even under such criti-
     cal and unlikely circumstances, it would take approxi-
     mately 280 days  for the  exfiltrated seepage to reach
     the water main,  and the  rate of seepage in the main
     would  be about 0.07  gpm  per  foot of water main line
     affected (or 0.5 MGD/mile).

          It is extremely unlikely that this situation will
     occur.  Based  on the projected rate of flow of the sew-
     age effluent,  there would be sufficient time to imple-
     ment mitigative  measures in the event exfiltration
     occurs, providing observation wells are installed.
1    HEC, 1972.

2    Ibid.
                         VIII-21

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          A "worst case" situation would necessitate  the
     emptying of the water main for repairs to damaged  lining.
     Monitoring efforts  (i.e., water level and water  quality
     movements) in nearby observation wells will  reveal any
     adverse or potentially adverse changes before  they could
     become manifest in non-test wells located farther  away.
     These observation wells should be located along  the
     entire length of the tunnel route.  Figure VTII-8  shows
     the locations of existing observation wells  as revealed
     in a 1975 report by HEC.
     In view of the heterogeneous nature of the aquifer sys-
tem,  the observations and conclusions presented herein should
be considered as estimates or relative assessments.  The dis-
tribution of observation wells along the Calumet Tunnel system
appears inadequate for effective monitoring.  In addition, the
potentiometric surfaces and tunnel pressures of this system
will have to be more fully defined to adequately calculate
exfiltration potential and to design the proper exfiltration
control systems.


8.1.3  Wastewater

     Treatment of captured overflows from the combined sewers
is the ultimate goal of the proposed deep tunnel system.
The dewatering of intercepted flows from the tunnels is de-
signed to be completed within about 2.5 days to avoid the
possibility of septicity in the tunnels.  Implementation of
the tunnel system will increase dry weather flows  from the
West-Southwest and Calumet plants by roughly 13 percent and
9 percent, respectively.1  Increased flows through these
two plants and changes in selected effluent characteristics
relative to 1973 levels are shown in Table VIII-4.
     Westfall, D.E., Kieffer and Associates, Memorandum to MSDGC,
     February 3, 1976.
                          VIII-22

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             FIGURE VIII-8
     General Location of Existing
           Observation Wells
VIII-23

-------
                          Table VIII-4
               Comparison of Anticipated Effluent
            Flows and Characteristics  Resulting From
           Phase I Tunnel Dewatering With 1973 Average
                      Operating Parameters^

Flow (cfs)
DO (mg/1)
BOD (mg/1)
NH3 (mg/1)
North-Side STP
Phase I (1973)
505 (505)
7 (7)
10 (10)
5 (5)
West-Southwest STP
Phase I (1973)
1460 (1340)
7 (7)
8 (7)
7 (7)
Calumet STP
Phase I (1973)
366 (325)
7 (7)
20 (15)
18 (18)
    Westfall, D.E.,' Kieffer and Associates, Memorandum to MSDGC, February 3, 1976.


   As is evident from the table,  the effect of Phase I tunnel
   dewatering operations on treatment plant effluent quality
   is not expected to be significant.   The likely dilution of
   intercepted flows and the modest  increases in flow to the
   treatment plants from dewatering  form the basis for this
   finding.

        Effluent flows and chemical  characteristics are indi-
   cated in Table VIII-5, assuming addition of the storage res-
   ervoirs and expansion and upgrading of the MSDGC"s large plants
   to provide tertiary treatment  including nitrification of ammonia.

                          Table VIII-5
                   Efflue_nt Flows and Chemical
                 Characteristics Resulting  From            ^
      Addition of Reservoirs and Upgrading  of MSDGC Plants

Flow (cfs)
DO (mg/1)
BOD (mg/1)
NH3 (mg/1)
North-Side STP
TARP (Upgrading)
505 (505)
7 (7)
10 (8)
5 (2.5)*
(4.0)**
West-Southwest STP
TARP (Upgrading)
1587 (1587)
7 (7)
8 (8)
7 (2.5)*
(4.0)**
Calumet STP
TARP (Upgrading)
391 (391)
7 (7)
20 (8)
18 (2.5)*
(4.0)**
* Summer months .
** Winter months.
Irons, J., MSDGC, Personal Communication, February 10, 1976.
                             VIII-24

-------
     Ammonia concentrations of 2.5 mg/1 (summer)  and 4.0 mg/1
(winter)  for the upgraded plants represent the minimum level
that must be attained by December 31,  1977, to meet Illinois
Effluent Discharge standards for plants treating in excess
of 50,000 population equivalents of load.   In addition,
under these standards, BOD levels from MSDGC plants must be
limited to no more than 10 mg/1 by December 31, 1977.  The
projected improvement in BOD levels beyond the mandated
limit due to plant upgrading is a result of MSDGC's companion
effort to meet DO standards in the waterways by limiting
BOD releases from MSDGC treatment plants.   Currently, Illinois
has no BOD standards specifically for waterways and the
limitation that must be met is the effluent discharge standard.

     At this time, information on the design and operation of
the reservoir storage systems is insufficient to enable a
determination of the effect of variable dewatering rates on
the quality of treatment plant effluent.

8.1.4  Water Management Programs                            ~~

     Improvements in water quality resulting  from operation
of the tunnel system are,  in general,  consistent with  the
aims of other area water management programs.  The  tunnel
system, in conjunction with a water storage  system,  is
widely recognized in virtually  all area plans as a  necessary
component to control pollution  and flooding  problems in
the Chicago area.  Although the tunnels alone would not at-
tain fully the  goals of the various programs  identified in
Section 2.1.4,  operation of the tunnels without the reser-
voirs would enable pollution control aims  to  be at  least
partially accomplished.

     A decision to construct the tunnel system prior to the
completion of the 208 Planning  Program would certainly re-
duce the options open to the 208 planning  agency  (Northern
Illinois Planning Commission)  in developing  an areawide waste
treatment management  plan.  With the commitment to  a signi-
ficant component of the TAKP system, the potential  utility
and  impact of the waterway monitoring  and  modeling  to  be
                          VIII-25

-------
undertaken as part of the 208 program will necessarily be
reduced.  However, the 208 Planning Program is still ex-
pected to provide significant data affecting the design and
implementation of other components of the TARP project, in-
cluding reservoir storage of combined-sewer overflows, up-
grading and expansion of area treatment plants, and the use
of instream aeration.

     No major conflicts could be identified between imple-
mentation of the tunnel system and other water management
programs in the Chicago area.
8.2  LAND RESOURCES

     The effects on land resources of implementing TARP are
discussed in this section of the EIS.  The assessment focuses
mainly on the Calumet Tunnel system and is presented under
the following land resource categories:

          Flood-Prone Areas
          Geology and Seismicity
          Land Disposal of Sludge.
8.2.1  Flood-Prone Areas

     The flood-prone areas within the MSDGC combined-sewer
Service area are expected to be beneficially affected as a
result of Calumet Tunnel system operation.  The effect will
be very small, however, since the combined-storage capacity
of the Calumet Tunnels is only 1,690 ac-ft, which is equiva-
lent to approximately 0.4 inches of runoff water.  The
drainage basins and areas susceptible to overbank flooding
associated with the Calumet Tunnel route have been des-
cribed in Section 2.2, Land Resources, of this EIS.  Al-
though some flooding as well as overflow relief can be
expected within certain portions of these drainage basins
and flood-prone areas, the amount will be insignificant un-
less a larger storage system is incorporated as part of
the tunnel plan.  For the Calumet system, there will be 101
                          VIII-26

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overflow relief points and 59- drop  shafts  for collecting
runoff wastewaters.  Most of these  relief  points  and drop
shafts will be located within flood-prone  areas.   Table VIII-6
presents the number of drop shafts  and  relief points for all
the Calumet Tunnel segments as compared to all the TARP sys-
tems combined.  This table provides an  overview of the incre-
mental, beneficial effects which  the Calumet  Tunnel system
is expected to have on the MSDGC  flood-prone  areas.

                       Table VIII-6
          Comparison of Calumet Tunnel  Segments
            to All TARP Systems - Drop  Shafts
              and Overflow Relief Points

                                   All          Percent (%)
  Component          Calumet      Systems*        of  Total**

Drop Shafts            59          341             17.0

Overflow Relief       101          644             15.7
Points
*    Mainstream, Calumet, and Lower Des Plaines.
**   Fraction of Calumet with respect to total  for all systems.
8.2.2  Geology and Seismicity

     Many of the geologic constraints  placed on the construc-
tion procedures  (Chapter 6.2.2)  are  also applicable to the
long-term operation of  the  tunnel  systems.   Remedial mea-
sures taken to decrease the geologic impact during the
construction phases will further add to the long-term sta-
bility of the systems operations.  The impact of operations
on the gross subsurface geologic and seismic characteris-
tics of the Chicago region  is  considered to be negligible.
Some impact of operations within a localized or restricted
geologic area can be expected,  and this impact could have a
further impact on the operation of the system.
     Bauer Engineering, Inc., November 1973,
                          VIII-27

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     The interplay of operations and  geologic  or  seismic
conditions is directly dependent upon a  number of physical
aspects of the various strata, or geologic  structures,  to
be traversed by the tunnels and associated  systems.   These
geologic constraints, discussed in detail in Chapters 2.2.3
and 6.2.2, consist of the engineering properties  of  the
rocks, rock structure variability, bedding  attitude,  and
geologic structures such as faults, folds,  and joints with-
in each rock unit.  Awareness of specific problems posed by
these geologic constraints and remedial  measures  taken to
secure short-term stability during the construction  phase
of the project should be sufficient to ensure  the long-term
(operational) stability of the system.
     (1)  Geologic Effects

          A number of geologic conditions would appear to
     have a unique impact on long-term  operation of the
     tunnels and associated systems.  These  conditions do
     not necessarily pose a problem during the  construction
     phase.  Among these constraints are:  stress changes
     induced by system operation or by  progressive yielding
     of the rocks with time, the erosive or  corrosive  effects
     on the rocks of waste materials and flood  waters  carried
     by the tunnels, weathering or corrosive effects at
     joints or fracture zones with time, the erosive effects
     of rock falls moved along the length of the tunnels
     during periods of flooding, and the effects of a  seis-
     mic event or earthquake on the tunnel and  related
     features.

          The degree of maintenance required will be a
     direct function of the long-term effectiveness of the
     rock anchoring system applied to certain segments of
     the tunnels.1  Although the anchoring system can  be
     Harza Engineering Company (HEC), Geotechnical Design Report,
     "Tunnel and Reservoir Plan Mainstream Tunnel System," MSDGC,
     Chicago, Illinois, 1975.
                          VIII-28

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relied on during tunnel excavation, tunnel operation
and a progressive yielding over time resulting  from
stress relief will induce stress changes  in  the vici-
nity of the tunnel periphery, and the  long-term relia-
bility of the anchoring system will diminish.   In  these
instances, rock falls would be expected,  and these
falls would require clean-up, rebolting,  regrouting,
and patching of the rock fall zones.   The frequency
of these occurrences can become so great  that future
lining of the tunnel could be warranted even after
start-up of operation.  This provision should not  be
discounted.  In this sense, operation  of  unlined tun-
nel segments should be regarded by the MSDGC as an
"experimental," pilot venture.  Most of the  Calumet
Tunnel system will be unlined  (over 90 percent)  and
the rock fall impact could be significant during the
operation of this system.

     The materials carried by the tunnel  systems may
have an erosive or corrosive effect upon  the rocks.
Wetting and drying laboratory tests have  indicated
that almost all the rocks  (with the exception of shale)
have a low chemical reactivity with sewage.^ However,
the rocks may be highly reactive to certain  industrial
wastes expected to enter the tunnels and  the long-term
effects will not be known until further tests are  con-
ducted.

     It appears probable that for an unlined and unsup-
ported tunnel, over a period of time,  the thin  shale
partings and interbeds found in the Interreef facies
of the Racine, in the Markgraf and Brandon Bridge  mem-
bers of the Joliet and in the Kankakee dolomites will
be subject to deterioration.  Deterioration  would  be
especially rapid when the shale interbeds are subjected
to alternate wetting and drying.  Wherever a shaley
parting or interbed occurs near the crown of a  moled
tunnel, it will act as a weak plane to which the crown
portion will tend to break back with time, forming a
flat roof.  Structural weakening and fallout from  the
Harza Engineering Company (HEC), Geotechnical Design Report,
"Tunnel and Reservoir Plan Mainstream Tunnel System," MSDGC,
Chicago, Illinois, 1975.
                     VIII-29

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rock surrounding the  tunnels  would also be expected
with time wherever closely  spaced shale partings and
joints intersect.!

     Rock falls would cause a decrease in the hydrau-
lic efficiency of the tunnel.   Further, irregularities
in tunnel shape caused by a rock fall will be subject
to more concentrated  attack by erosional forces asso-
ciated with flowing water.  Hence, the tunnel condi-
tion could worsen rapidly in  the absence of remedial
measures. ' Moreover,  the fallen rock could damage
downstream tunnel sections  as it is transported by the
flowing waters.  Additionally, since the diameter of
the proposed tunnels  will be  greater than the approxi-
mately 17-foot diameter of  existing tunnels,  the,
crown areas of the proposed tunnels will be somewhat
less stable.
 (2)  Seismic Effects

     The seismicity of the  Chicago area has been des-
cribed in detail  in Chapter 2.2.4 and the construction
phase-seismicity  interrelations have been discussed in
Chapter 6.2.3.  The recurrence rate for an MMI VIII
earthquake is about once  for every 100 years and the
last VIII earthquake  was  in 1909.  This recurrence
rate is well within the 30-to-40  year funding life span
of the tunnel system.

     A local earthquake can be generated by small (a
few centimeters)  movements  on a fault.  If the causa-
tive fault intersects the tunnel system, the minor
dislocation may offset the  tunnel alignment.  This may
alter the tunnel  support  systems as well as destroy
the integrity of  the  nonstructural tunnel lining, thus
exposing the surrounding  rocks, especially shales, to
deterioration.  Rock  fall in the vicinity of such a
dislocation may be extensive, especially along joints
or other fractures in unlined tunnels.

     The impact from  earthquakes generated by faults
at some distance  from the tunnel and associated systems
is expected to be slight.  Rock falls can be expected
Harza Engineering Company  (HEC), "Evaluation of Geology and
Groundwater Conditions in  Lawrence Avenue Tunnel,  Calumet Inter-
cepting Sewer 18E, Extension A. Southwest Intercepting Sewer 13A,"
Chicago, Illinois, 23 p.,  1972  a.
                      VIII-30

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     along some pre-existing joints or fracture zones.
     General rock fall,  unrelated to existing breaks and
     the formation of new cracks is unlikely in light of
     the particle velocities required to cause breakage
     compared to the peak vertical velocities for all but
     the largest earthquakes (MMI VIII).
8.2.3  Sludge Waste

     Sludge solids from combined-sewer overflows will be
captured by the Calumet Tunnel system operation.  Sludge
from this system will be processed at the Calumet Treatment
plant and then will be disposed of in a variety of ways.

     The MSDGC estimates that sludge generation from the
Calumet system will increase the sludge load of the Calumet
plant by 19 to 27 tons per day (tpd), or by about 16 percent
over the current sludge-handling rate.  Ultimate disposal
of the sludge solids is expected to be as follows:
     Disposal Method

     Fulton County site

     Landfill disposal

     NuEarth Program

     Broker sales

          Total
Sludge Pro-
duction From
Tunnels (tpd)*

     12.0
     27.0
1973 Sludge
Disposal Rate
From Calumet
Plant (tpd)

    45

    20

    20

    42

   127
The disposal impact of the increment of sludge produced by
the Calumet system upon sludge handling and disposal prac-
tices at the Calumet plant is not expected to be significant,
     Calumet Tunnels and Branches.
                          VIII-31

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8.3  ATMOSPHERIC RESOURCES

     The impact  of tunnel operation on  atmospheric resources
is discussed  in  the following sections:

          Air Quality
          Odor
          Aerosols
          Noise.
8.3.1  Air Quality

     Operation  of the proposed tunnel  system is not likely
to have any  direct effects on the ambient air quality.
However, there  may be an indirect impact  on air quality be-
cause of the use  of electrical power to operate the tunnel
dewatering pumps.   If the required electricity is generated
in a fossil  fuel  power plant, the pumps would require addi-
tional fuel  to  be burned, causing emission of air pollu-
tants at the power plant site.

     The entire tunnel system would require about 107.1
million kilowatt  hours (kWh) per year  to  operate the pumps
and aerators^-,  of which about 10.4 million kWh would be
required by  the Calumet system.2
     Bauer Engineering,  Inc., "Environmental Impact Statement,"
     Preliminary Draft,  prepared for the MSDGC, November 1973.

     Environmental Assessment Statement for Calumet Tunnel System,
     MSDGC with assistance from Bauer Engineering, Inc., January
     1976.
                           VIII-32

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     If the energy for the entire system is purchased from
the Commonwealth Edison system, it would amount to approxi-
mately 0.03 percent of the utility's net energy generation
in 1980^.  The relatively small amount of additional fuel
required to supply this energy is not likely to have signi-
ficant adverse effect on the region's air quality.

     Instead of purchasing it from a utility, the required
power may be generated using gas turbines.  The turbines
could be owned and operated by the MSDGC, however, such
operation would not be economical based on the present high
cost of fuel oil.  Therefore, the use of gas turbines is
unlikely to be the choice for the proposed project.  Hence,
the air quality impact of gas turbine operation has not been
evaluated.
8.3.2  Odor

     If combined-sewer overflows are stored in the tunnels
for a long period of time, anaerobic conditions may develop,
resulting in odor generation.  Typically three to ten  days
of storage are required for anaerobic conditions to develop.
The tunnels are planned to be dewatered within two days  of
receiving combined-sewer overflows, thus eliminating the
possibility of anaerobic conditions developing.  Therefore,
no odors should be generated during the storage of combined-
sewer overflows.

     If the tunnels are used to transport dry weather  flows,
the drop shafts would provide ample ventilation to maintain
aerobic conditions and prevent generation of odor.
8.3.3  Aerosols

     Aerosols are  fine airborne  liquid particles.   These
may be produced in the drop shafts when the wastewater falls
at high velocity.  If not properly controlled,  these  aero-
sols, made of polluted water, may escape  into the  atmosphere
through the drop shaft opening.  Since pathogenic  organisms
are present in the raw sewage flowing down the  drop shaft,
the aerosols would present a potential health hazard  to
nearby residents.  The proposed  drop shafts are designed  to
prevent the escape of aerosols into the atmosphere.   There-
fore, no adverse impacts are expected from them.
      Op. cit., Bauer Engineering, Inc., November 1973.
                          VIII-33

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8.3.4  Noise

     Potential  sources  of  noise during the tunnel operation
include dewatering pumps and water falling down the drop
shafts.  The pumps will be located from 250 to 300 feet un-
derground and noise  from them is not expected to be heard
at the surface.  The water falling down the drop shafts
will be aerated to cushion its impact.  Thus, the noise will
be minimized and will not  cause significant adverse impacts.
The velocity of the  air leaving the drop shafts will be con-
trolled so that no whistling sound will be produced.
8.4  BIOLOGICAL RESOURCES

     Operation of the Calumet Tunnel system and subsystems
is not expected to have  a  negative effect on the natural
vegetation, terrestrial  and  aquatic life, and avian life of
the forest preserves in  the  project area.  Surface struc-
tures, such as drop shafts and access shafts, will require
a small amount of space  (less than 150 square feet of area).
Although several drop shafts will be located on lands owned
by the Forest Preserve District,  the effects will be bene-
ficial rather than negative  since the purpose of the drop
shafts is to relieve flooding and remove point and nonpoint
sources of pollution.
8.5  COMMITMENT OF RESOURCES

     Operation of the Calumet Tunnel  conveyance system,1
will involve the yearly consumption of  roughly 15  Megawatts
of electric power.  Assuming that coal  will  be burned to
generate this amount of electricity,  an estimate of the quan-
tity of coal which will be consumed would  be approximately
70,000 tons per year.  This estimate  is based on a heating
value for coal of 8,500 Btu/lb and an ash  content  for coal
of 20 percent.  More typical values for coal produced in the
Illinois region would be roughly 14,000 Btu/lb and 10 per-
cent ash.2  Thus, the consumption of  70,000  tons of coal per
year is a worst-case estimate.  The total  amount of coal pro-
duced in the Illinois region (Illinois,  Indiana, western
     MSDGC, November 1973.

     "Potential Pollutants in Fossil Fuels,"" Esso Research and
     Engineering Company, Report prepared for U.S. EPA, Office
     of Research and Monitoring, June 1973.
                          VIII-34

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Kentucky and Michigan) in 1969 was 131,000/000 tons.   Gen-
eration of 75 Megawatts of electricity for tunnel operation
would therefore involve consumption of about 0.06 percent
of the total regional production of coal in 1969.  For this
reason, generation of electricity for tunnel operation is
not expected to have a significant impact on area energy
resources.
     Op.  cit.
                          VIII-35

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IX.   EFFECTS OF OPERATION ON THE
        MAN-MADE ENVIRONMENT

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          IX.  EFFECTS OF OPERATION ON THE
                  MAN-MADE ENVIRONMENT
     The effects of operation of the Calumet Tunnel  system
on the man-made environment are described in the  following
sections:

          Socioeconomic
          Land Use
          Financial Resources
          Transportation
          Other Projects and Programs
          Commitment of Resources.
9.1  SOCIOECONOMIC

     The  socioeconomic  effects  of operation on the man-made
environment  are  divided here  into two sections; operation-
related income and  operation-related employment.  They are
discussed below.
 9.1.1   Operation-Related Income

     Operation  and maintenance of the Calumet Tunnel system
 have been  estimated as generating approximately $1.1 million
 per year in salaries and wages.1  The maintenance and opera-
 tion program is for both systems and cannot be separated out
 individually.   This estimate assumes approximately 76 persons
 at an  average annual salary of $15,000.


 9.1.2   Operation-Related Employment

     Operation  and maintenance of the Calumet Tunnel system
 are estimated to require 76 persons on a full-time basis.
 There  should be no difficulty in filling these positions from
 the available labor supply.
      MSDGC,  "Facilities Planning Study - South Facility Area,"  Revised,
      January 1975.

      Ibid.
                            IX-1

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9.2  LAND USE

     The operation of the Calumet Tunnel system would have
only slight impact on land use including permanent consump-
tion of small amounts of industrial land of varying value,
some reduction of riverbank flooding, required coordination
of planned public facilities with shaft surface structures,
and consumption of land for sludge disposal.  These possible
impacts are discussed in the following sections:

          Alterations Near Surface Structures
          Sensitive Resource Areas
          Sludge Disposal.
9.2.1  Alterations Near Surface Structures

     The five construction shaft sites combined will consume
28.2 acres of MSDGC property, resulting in the permanent use
of these sites for environmental protection.  Environmental
protection use would be compatible with surrounding land
uses...  The drop shafts and access shafts would each consume
a portion of land measuring about 25 feet by 25 feet, or 625
square feet.  About half of the land consumption of these
625-square-foot areas would be in MSDGC-owned, public-owned,
and vacant land, resulting in their environmental protection
permanent use.  The next most common location of drop shafts
and access shafts would be in railroad and industrial yards,
causing some reallocation of industrial space.  Even in the
most intensively used industrial areas, this reallocation
would probably only slightly interfere with operations and
would not force any changes in use of industrial property.
The remaining locations of drop shafts are along waterway
and street edges.  None of these land uses would be affected
by system operation because the surface structure of each
drop shaft can bear the loads of traffic and materials
handling.  Access to a drop shaft would be required so in-
frequently that it would cause no substantial interference
with the surrounding land use.  Therefore, the operation of
the system can be regarded as compatible with land use near
surface structures.
9.2.2  Sensitive Resource Areas

     The cultural and recreation areas identified in Chap-
ter III as sensitive resource areas, are not expected to ex-
perience any significant effects from the operation and main-
tenance functions related to the Calumet Tunnel system.
                           IX-2

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Forest preserves and park areas are also not expected to be
affected, providing the areas are returned to their original
state or revegetated after construction.

     To some degree, the Calumet Tunnel system may help to
alleviate the frequency of riverbank floodirig and thereby
could contribute to the feasibility of opening up these lands
to broader development.  However, insufficient data exists
at the writing of this statement to determine just how much
the system would alleviate the frequency of flooding.  It can
only be said that the quality of land along the riverbanks
along the tunnel may be enhanced by such reduction .in flood-
ing, and that the enhancement could stimulate land use change.

     The potential for land use change is similar for prime
areas; from vacant or underutilized land to landscaped open
space with pedestrian access.  Industrial areas may also be
encouraged to upgrade their facilities and waterway edges
providing a more attractive environment.


9.2.3  Sludge Disposal

     The disposal of sludge resulting from flows to the Calu-
met Sewage Treatment Works from the Calumet Tunnel system
would require no new sludge disposal sites.  The following
existing sites would receive the sludge as divided below:

          MSDGC Fulton County landspreading
          operation  ................... 44%
          NuEarth Program  (end use by  consumer
          Wholesaling to broker  (end use by
          consumer ....................  34%

          Landfilling at sanitary  landfills  .......  12%

                                                   Total  100%

     Thus, about  22 percent of the sludge  would  go to the  Nu-
Earth Program and landfilling, and would remain  in the metro-
politan area.  The consequence,  for land use,  would be con-
sumption of some  sludge disposal capacity  at a rate somewhat
     Value is Imhoff sludge only.  Program can be expanded to accept
     TARP sludge.
                            IX-3

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greater than that under existing conditions.   The increase
in the rate of consumption of sludge disposal lands is bal-
anced directly by the resultant decrease in the rate of
solids deposited in the waterways.  Since these solids would
ultimately be dredged from the waterways and disposed of on
land, the Calumet Tunnel system would effect no change in
the quantity of land used for sludge disposal.
9.3  FINANCIAL RESOURCES

     This section addresses the potential economic impacts
from the annual costs of operations and maintenance of TARP
- Phase I (estimated at $13 million for all three tunnel
systems).  It addresses the impact of these costs on the
household, commercial, and industrial sectors of the MSDGC.
Economic impact is assessed in terms of its effects on the
tax rate structure and the manner in which operations and
maintenance costs are financed.

     The current method for financing operations and mainte-
nance costs of treatment facilities is an ad valorem tax.
The MSDGC is authorized to levy an ad valorem tax ^for the
District's operations and maintenance functions in an amount
not to exceed $.37 per $100 of assessed valuation.  The
MSDGC's total tax levy for 1975 of $.4005 per $100 of as-
sessed valuation included a $.2523 per $100 of assessed valu-
ation rate for operations and maintenance and a $.1175 per
$100 of assessed valuation rate for construction.  In addi-
tion to the ad valorem tax, industrial discharges are sub-
ject to an MSDGC user charge imposed through the adoption of
an "Industrial Waste Surcharge Ordinance" by the MSDGC Board
of Trustees, December 10, 1970.

     In view of the requirement for a user charge system un-
der PL 92-500 and the authority of the State of Illinois to
impose one, the potential economic effects of financing
additional annual operations and maintenance costs of $13
million must be addressed on the basis of a user charge
method of financing as well as an ad valorem tax method.

     Table IX-1 illustrates the impact on the MSDGC tax rate
of the annual operations and maintenance cost associated
with TARP - Phase I (the portion applicable to the Calumet
Tunnel system is $2.5 million annually).  The projected
incremental impact in FY 2000 is $.8522 per $100 of assessed
valuation.  Thus the MSDGC tax rate would increase to $1.2527
per $100 of assessed valuation in the the year 2000 from
the 1975 rate of $0.4005 per $100 of assessed valuation.
                           IX-4

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     For illustration  purposes, the total ad valorem property
tax for a $50,000  home is computed for 1981  (peak  construction
year), 1986  (end construction year), and 2000.  The  total ad
valorem tax  includes the tax rate attributable to  operations
and maintenance  (Table IX-1),  and the tax rate attributable
to construction for the Phase I period (Table 111-12).   In
1981, the home owner's total ad valorem property tax xvould
be $44.985;  in 1986, it would amount to $48.05; and  in  2000,
it would reach $57.25.  Without the Calumet Tunnel System,
the home owner would only pay a total ad valorem property
tax of $12.615  (1976).
                         Table IX-1
        1976 Estimate of the Change in Property  Tax
    Rate Attributable to the Operations and Maintenance
           Costs  Associated with TARP - Phase  I
Fiscal
Year
1976
1977
1978
1979
1980
1981
1982
1983
1984
1985
1986
2000
Tax Base
($ billion)
24.06
25.61
27.04
28.66
30.38
32.20
34.13
36.18
38.35
40.65
43.09
97.43
TARP Phase- I
Annual O&M2
($ million)
14.04
15.16
16.38
17.68
19.10
20.62
22.28
24.06
25.99
28.07
30.31
83.03
Annual Adjustment to
MSDGC Tax Rate
(
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     Economic impacts of operations and maintenance funding
on a user charge basis as opposed to an ad valorem tax basis
cannot be quantitatively addressed at this time.Region V
EPA has awarded two grants to the MSDGC for the development
of a user charge system to comply with the requirements of
PL 92-500; however, the contractor has not yet made a defi-
nitive set of recommendations to the District concerning a
viable user charge system.  Historical experience indicates
that the final user charge system will probably be based on
water usage with several categories of user charge schedules.
Tentative indications from the MSDGC suggest that the rela-
tive proportions of annual operations and maintenance costs
currently financed by households as opposed to commercial and
industrial users will be significantly shifted when the
change from an ad valorem tax basis to user charge financing
basis takes place.  Under the current scheme  (ad valorem tax),
all property owners and properties pay the same MSDGC tax
rate; however, assessments are divided into five major cate-
gories which include:

          Vacant land - assessed at 22 percent of market
          value

          Single family property - assessed at 22 percent of
          market value

          Rental income property - assessed at 33 percent of
          market value

          Commercial, industrial property - assessed at
          40 percent of market value

          Miscellaneous property - assessed at 30 percent of
          market value.

Thus, industrial and commercial properties pay almost double
the rate of households.  The ultimate user charge system
selected will very likely result in household/residential
users paying a higher user charge  (per gallon of water) than
industrial and commercial users.  Thus, the total portion of
annual operating and maintenance costs financed by households
will increase under a user charge system.  In view of the
relatively modest size of the operation and maintenance costs
associated with TARP - Phase I, it is extremely unlikely that
the additional cost burden (resulting from TARP - Phase I)
shouldered by households under a user charge system would
cause any significant impacts on household liquidable income.
In terms of positive economic benefits, the user charge sys-
tem will provide the financial incentive for water conserva-
                           IX-6

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tion and will slightly relieve the disincentive which ad_
valorem taxation presents to industrial and commercial ex-
pansion within the District.
9.4  TRANSPORTATION

     Potential impacts of the proposed Calumet Tunnel system
operation include: flood control on local streets, and flow
regulation and sedimentation prevention in local waterways.
However, the impacts of the tunnels alone, without the reser-
voirs, would not be significant.

     Although the Calumet Tunnel system would capture over-
flows from small storms, it would not prevent overflows from
major storms.  Since flooding of local streets occurs only
during major storms, the tunnels would have an insignificant
effect on preventing traffic disruption during floods.  Simi-
larly, barge traffic on the waterways is slowed down or inter-
rupted only during major storms.  Therefore, the tunnels also
would not have significant beneficial effects on barge traffic,

     The Calumet Tunnel system  is expected to capture approxi-
mately  75 percent of suspended  solids from the combined-sewer
overflows.  Normally, these solids enter the waterways, and
most of them eventually settle  to the bottom.  Continued dis-
charge of suspended solids to the waterways would increase
bottom deposits and decrease water depth.  The Corps of Engi-
neers is responsible for dredging the waterways to maintain
adequate water depth for navigation, and control of suspended
solids by the Calumet Tunnel system would slow down the sedi-
mentation rate and help reduce  dredging frequency.  However,
the present depth of the waterways is more than adequate, and
frequent dredging is not required.  Therefore, the potential
benefit of reduced dredging frequency as a result of the Calu-
met Tunnel system would not be  significant.
9.5  MAJOR PROJECTS AND PROGRAMS

     The only aspects of the operation of the Calumet Tunnel
system which could possibly interfere with other projects and
programs are inspection and maintenance of the shafts and
tunnels.  However, the frequency of such inspection and main-
tenance trips is too small to have any noticeable effect on
future major projects and programs.
                           IX-7

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9.6  COMMITMENT OF RESOURCES

     The major electrical power consumer during the opera-
tional phase of TARP will be the pumping stations which pump
wastewater from the tunnels to the reservoirs and from the
reservoirs to the treatment plants.  Approximately 100 mil-
lion kilowatt hours per year is expected to be consumed in
operating the eight 300-cfs and four 50-cfs pumps at the
TARP planned reservoirs.  In addition, the 150-horsepower
aerators to be installed at the main reservoir will use
approximately eight million kilowatt hours per year.

     Peak power consumption, during TARP operation in 1980,
is expected to be about one-half of one percent of peak re-
quirements for the entire area in 1980.  Pumping operations
at the main reservoir will be the major cause contributing
to the greatest peak load.  Assuming the pumps at the reser-
voir operate at their rated capacity of 2,400 cfs, about
75 Megawatts of electrical power will be consumed during
peak load periods for an average year.
                           IX-8

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X.  UNAVOIDABLE ADVERSE IMPACTS AND
          MITIGATIVE MEASURES

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          X.  UNAVOIDABLE ADVERSE IMPACTS AND
                    MITIGATIVE MEASURES
     Impacts on the natural and man-made environments are
considered adverse if they cause a significant change or
stress in areas such as natural and socioeconomic resources.
These adverse changes or stresses would cause the applicable
medium to be less safe, healthy, abundant, aesthetically or
culturally pleasing, or productive.  The degree of adversity
is usually measured on a case-by-case basis and focuses on
the critical environmental issues that are relevant to the
applicable geographic area.


10.1 NATURAL ENVIRONMENT

     This section of the EIS addresses the unavoidable ad-
verse impacts of the TARP conveyance tunnels on the natural
environment of the Chicago metropolitan area.  In addition,
possible measures to mitigate these impacts are described.
Many of these measures will be implemented by the MSDGC or MSDGC
contractors as indicated in Appendices H and I.  The assess-
ment of impacts, as well as descriptions of mitigative mea-
sures, are presented in terms of the following topics:
                    •
          Water Resources
          Land Resources
          Atmospheric  Resources
          Mitigative Measures.


10.1.1  Water Resources

     The unavoidable impacts on water resources associated
with the TARP project  area are expected to  include altera-
tion of both surface water and groundwater  quality.  A dis-
cussion of these  impacts is presented in  the following sec-
tions.
      (1)  Water Quality

          Construction runoff will further degrade surface
     water quality, as well as increase existing sewer  sys-
     tem loadings in the Calumet Tunnel system.  Surface
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construction activities, such as excavating and stock-
piling, introduce the potential for sedimentation or
siltation of waterways and additional sedimentation
loading of existing sewer systems, especially in areas
which have high soil erosion characteristics.  For the
Calumet Tunnel system, most of the 59 drop shafts,
22 access shafts, and 5 construction shafts will be
located along the tunnel route in paved, cemented,
or otherwise impervious areas.  Runoff carrying sedi-
ment from spoil material stockpiles and excavated areas
potentially can enter the Calumet Sag Channel, the
existing sewers, and the Calumet River system.  This
effect, however, is expected to be short-term.

     Silt and other pollutants present in effluents re-
sulting from tunnel dewatering operations have a short-
term adverse impact on water quality if the effluent is
discharged directly into surface water systems.  The
Calumet Tunnels are expected to yield a maximum total
flow of approximately 4.6 MGD resulting from ground-
water infiltration.  If the infiltrated water is
pumped out of the tunnel segment and discharged
directly into the Calumet Sag Channel or the Calumet
River system, water quality degradation of these
surface water systems will temporarily be worse than
existing conditions.
(2)  Groundwater

     Infiltration of groundwater from the upper aquifer
into the tunnels will have a short-term adverse impact on
the piezometric or hydraulic pressure of the aquifer, and
a grouting program will be incorporated in the construc-
tion phase of the TARP tunnel systems to mitigate this
effect,  without the grouting program, groundwater in-
filtration rates can be as high as 1.4 MGD per mile of
tunnel, with the average infiltration rate of ground-
water for the Calumet Tunnels approximately 0.7 MGD
per mile of tunnel.  These rates are sufficient to
reduce the upper aquifer pressure to an undesirable
low level.  To monitor grouting integrity during tun-
nel operation, the MSDGC should install a number of
observation wells  spaced at  appropriate intervals along
the tunnel route.  The monitoring program provides a means
to determine the extent of infiltration early so that
appropriate mitigative measures can be applied.

     Exfiltration of wastewater, as it is conveyed by the
tunnel system, may have a long-term effect on groundwater
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     quality.   The magnitude of  the impact  depends  on how
     long the  grouting program maintains  its integrity during
     operation of  the system.  As  indicated for infiltration,
     a tunnel  grouting program will be incorporated and grout-
     ing integrity will need to  be monitored.   Although infil-
     tration is expected to occur  more often than exfiltration,
     exfiltration  can become a serious problem when conveyance
     tunnels are nearly full.  At  this time, tunnel pressures
     will exceed inflow pressures  and exfiltration  will result.
     Pollutants present in the tunnel wastewaters,  such as
     hazardous metals and coliform bacteria, may seep into the
     upper aquifer and degrade groundwater  quality.  To main-
     tain surveillance and to enable timely application of
     remedial  measures, observation or test wells should be in-
     stalled,  spaced appropriately along  the Calumet Tunnel route,

          Although tunnel dewatering will be necessary dur-
     ing construction, the amount of water to be disposed
     of is not expected to cause any adverse impact on the water
     system for receiving this effluent.   The effluent re-
     sulting from  dewatering operations could be disposed
     of in one of  several ways:

               By  discharge to existing waterways
               By  discharge to existing combined-sewer systems
               By  injection into the upper aquifer.

     Although  injection of the effluent into wells  would serve
     to retain the groundwater in the study area, an exten-
     sive and  costly recharge program would be required.

          Regardless of which method is used, disposal will be
     preceded  by effluent turbidity treatment to reduce sus-
     pended solid  levels.  This  will be accomplished by re-
     taining sediments in settling basins for a time suffi-
     cient to  allow the sediments to settle.  The quality of
     the effluent  will be analyzed prior to discharge to de-
     termine if additional treatment is needed.


10.1.2  Land Resources

     The Calumet tunnels are not expected to have an "adverse
effect on the  land-related environment of the area south .of
Chicago.  These features, such as the geologic and seis-
mic characteristics of the environment, however, may affect
tunnel construction and operation with varying degrees of
severity.  Descriptions of these impacts as well as dis-
cussions of their magnitude are presented in the following
sections.
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(1)  Geology

     Rockfall or partings may result when the Calumet
Tunnel system tunneling operations enter shale formations
or thin rock beds.  During both construction and opera-
tion phases of the system, unstable conveyance tunnel con-
ditions will prevail in these formations and beds.  Sta-
bilizing measures therefore will be incorporated and in-
clude such measures as rock bolting for short-term sta-
bility and concrete lining for long-term stability against
shale partings.

     Unstable conditions are caused by shale deteriora-
tion, which may occur in certain portions of the TARP
tunnel systems.  To show how adverse this condition
can be, serious problems involving deterioration of
shale have .been encountered during underground natural
gas exploration efforts conducted in northern Illinois.
Contact of the shale with water or moist air appears
to cause deterioration.  Attempts to stabilize the beds
and to seal the shale have largely failed in those
projects for which reports are available.  In a mined
underground gas storage reservoir near Kankakee, Illinois,
various methods were employed to stabilize the Brainard
shale including rock bolts, timber shoring and wire mesh.
The methods met with little success and deterioration
continued after the supports were installed.  The shale
absorbed water around and above the rock bolts and shor-
ings, and support from these elements was lost as ravel-
ing of the rock continued.

     Similarly, attempts to use gunite to prevent or
retard deterioration of the shale were unsuccessful.
The small amount of water in the gunite. appeared to
cause the shale surface to soften so that the gunite
spalled.  Raveling of the shale at the Kankakee facil-
ity progressed so far that the openings were greatly
enlarged, and the horizontal area of the pillars was
reduced.  Because of reduced bearing capacity, the
pillars failed and caused further roof collapse.

     Based on the problems encountered in this gas ex-
ploration effort, shale deterioration can be expected
when tunnel systems are aligned within formations con-
taining this rock material.  Appropriate measures to
mitigate these problems will be incorporated during con-
struction of the TARP tunnels as necessary.
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          Rockfall  may  occur when  tunnel  construction  activ-
     ities enter  fault  zones,  rock folds,  or  joints  in which
     rock  formations  are weak  and  supportive  characteristics
     are poor.  Structural  support or  remedial  measures will
     be installed by  the MSDGC contractor to  stabilize tunnel
     conditions.  This  effect  is expected to  occur during the
     construction phase only and,  therefore,  is considered
     short-term.
     (2)   Seismicity

          The Calumet conveyance tunnels will intersect several
     joints and one identifiable fold along their route and will
     also traverse minor fault zones.  These geologic features
     are  susceptible to earth movement, and seismic events
     of significant magnitude will result in a shearing or
     opening-closing movement.  Tunnel alignment, concrete
     lining,  and all stabilization measures may be altered
     when these events occur, and an extensive tunnel in-
     spection and maintenance program will be required.

          Although stabilization measures such as rock bolt-
     ing, grouting, and tunnel lining may have a tendency
     to reduce the impacts,  the measures are not expected to
     eliminate them entirely.
10.1.3  Atmospheric Resources

     Unavoidable impacts on the atmospheric resources of the
Chicago area are expected as a result of TARP tunnel system
construction activities.  The impacts will be short-term,
however, and can be mitigated by applying one or more avail-
able measures.  Potential air pollution and noise resulting
from construction are discussed below.
     (1)   Air Quality

          Chicago is in an air quality maintenance area  (AQMA)
     and overall air quality standards have been violated
     frequently.  During worst case conditions  (i.e., low
     wind speed and temperature inversion) hydrocarbon and
     nitrous oxide, as well as particulate standards were
     exceeded, and such instances have been frequent.  With
     respect to air quality impacts related to the TARP tun-
     nels, a short-term impact is expected during the con-
     struction phase.  Gaseous emissions from construction
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     vehicles and equipment with combustion engines will in-
     crease pollutant levels and degrade air quality further.
     Particulate content of the air during excavation activ-
     ities is also expected to increase during this period.
     These particulate emissions will occur mostly in the
     vicinity of the construction shafts where rock and spoil
     are loaded into trucks by hoppers.
     (2)   Noise

          Noise produced during the construction phase of
     TARP may affect the environment in the vicinity of con-
     struction and drop shaft sites and along the routes used
     by trucks transporting rock and spoil material to the
     disposal sites.  For the Calumet Tunnel system, how-
     ever, most of construction and drop shaft sites will be
     located in open space, commercial, or industrial areas,
     and the impact of noise at these sites is not likely to
     be adverse.  Similarly, noise impact along the routes
     used by rock and spoil disposal trucks would not be
     significant.  The number of truck trips expected will
     most likely be small compared to the existing traffic
     volume on the planned truck routes to the disposal sites.
10.1.4  Mitigative Measures

     For each impact assessment described in the previous
sections, several possible mitigating measures are available,
some of which will be applied by the MSDGC contractors.  This
section describes the typical, possible mitigative measures
and presents them under the appropriate impact category.
     (1)   Surface Water Quality

          To prevent soil from washing into waterways and
     sewers, a berm (trench or ridge) will be constructed
     around sites that are susceptible to runoff.  A berm
     will also be constructed around stockpiles of spoil
     material to minimize the potential for runoff and sedi-
     mentation .

          Effluents from tunnel dewatering operations should
     be pumped to wastewater facilities for treatment prior
     to discharge into waterways.  The amount to be treated
     is small and the added load to the applicable treatment
     plant is considered insignificant.
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(2)  Groundwater Quality

     To detect any adverse water quality or quantity
changes in the vicinity of the TARP Tunnel systems, ob-
servation wells will be constructed along the entire
tunnel alignment.  These wells will be installed at
approximately one-half to three-quarter mile intervals.
The minimum offset distance from the edge of the tunnel
is approximately 30 feet to ensure that the well will be
outside the grouted area.  An adequate number of appro-
priately spaced observation wells have been installed
along the Mainstream Tunnel route.  However, for the
Lower Des Plaines and Calumet Tunnel routes, additional
wells need to be installed for monitoring purposes and
spaced as specified above.

     The MSDGC is not planning to monitor groundwater
quality along the Calumet system.  A routine program
should be implemented in order to determine whether ex-
filtration or infiltration is occurring.  The wells and
the tunnel should be equipped with continuing water level
recorders so that aquifer pressure can be correlated with
tunnel pressure.  In addition, the wells need to be sam-
pled both weekly and after major storm events.  The
groundwater sampled should be analyzed for the follow-
ing constituents on a weekly basis  (minimum program):

          NH3  (as N)                *
          Total Bacteria Plate Count      *
          Conductivity  (or calculated^TDS)
          TOC  (Total Organic Carbon).

     This monitoring program will provide sufficient
data to detect any alterations in groundwater condi-
tions  (infiltration or exfiltration) and, thus to  en-
able mitigation of any adverse effects.  Modification
of the well spacing criteria may be necessary as the
heterogeneity of the rock material changes.  This  will
be dependent upon actual conditions prevalent at the
time of construction and operation.

     While large quantities of exfiltration are not likely,
exfiltration is not impossible, particularly if seismic
incidents damage tunnel linings.  To evaluate the  effects
on aquifer water quality as well as water level fluc-
tuations, sampling will need to be performed for param-
eters and at locations, depths and times to be deter-
mined by agreement between the MSDGC, the Illinois EPA,
Analyzed weekly (all other biweekly).
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and the U.S. EPA.  These monitoring design criteria will
become conditions written into permits for construction
and operation of the tunnels.  In addition, the require-
ment for water quality monitoring will be a part of the
special conditions for all grants made to the MSDGC for
the Mainstream Tunnel system.

     By monitoring the observation wells on a regular
basis, potential for infiltration of groundwater into
the tunnel system will be detected before it occurs.
The primary measure used to prevent excessive ground-
water inflow is the grouting program.  Therefore, the
grouting program must be extensive, and effective enough
during the construction phase to limit the infiltration
to a maximum allowable daily rate of 500 gal./in. diam./
mile of tunnel.  In addition, grouting integrity will be
maintained throughout the operational phase of the tunnel,
Grouting will be done at maximum pressures to ensure
that each grout hole is properly filled.  This will
prevent groundwater from reestablishing seepage paths
toward the tunnel.  Precautionary measures will be taken
during grouting to avoid plugging of observation wells,
and precise records of grouting will be kept for future
reference.  In unlined tunnels, any future rock falls
will affect the integrity of the grout applied during
construction.  Should these rock falls occur in zones
where extensive grouting was done, infiltration/ex-
filtration problems may become critical.  Precise grout-
ing records will assist in ascertaining such problems.
 (3)  Geology

     Rock bolting, grouting, and tunnel lining will be
the measures applied to prevent slaking and shale part-
ing.  Concrete tunnel lining appears to be the best de-
terrent procedure for reducing shale deterioration and
will be used in most of the TARP tunnels where alignment
will be on shale formations.  Tunnel alignment of the
Calumet system will be predominately in stable dolomite
formations and most of the system will be unlined.

     A few published reports indicate that, for limited
excavating operations, slaking of shale units can be
controlled and even prevented by conditioning the ven-
tilating air circulated through the underground chambers.
Temperature must be maintained within a very narrow range
and relative humidity must be high.  While this procedure
will be of great general assistance during construction, its
effectiveness is not considered to be sufficiently proven
for it to comprise a totally reliable scheme in itself.
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     Drop and access shafts will be concrete lined, and
surface reservoir excavations will use the adequate con-
trol procedures common to construction or quarrying in-
dustries.  Stable ground slopes for soil and rocks will
be maintained during the construction period.

     The need for rock reinforcement and support in the
tunnel will be determined when actual conditions are
established during tunnel excavation.  Installation of
more support or reinforcement than is needed could re-
sult when design and installation of rock reinforcement
systems are specified prior to construction.  If the de-
sign specifications for rock support and reinforcement
are established prior to construction; they should only
be used as an estimating procedure.
(4)  Air Quality

     Although air pollutant emissions from construction-
related vehicles and equipment cannot be avoided, pre-
ventive maintenance done on a regular basis will reduce
the emissions, as well as prevent exhaust-related odors.

     Fugitive dust emissions, which will also occur at
construction sites, will be minimized by following accep-
table construction practices.  For example, excessive
dust emissions will be avoided by closing the bottom of
the loading hopper before emptying rock and spoil from
a muck cart into a disposal truck.  After the muck cart
is completely unloaded, the hopper gate will then be
opened to let the rock and spoil material fall gradually
into the truck.  Spraying the excavated material with
water would further reduce dust emissions.  Roads at
construction sites should be paved or frequently wetted
to minimize dust.
(5)  Noise

     Noise from construction vehicles and equipment can
be minimized by using the new construction equipment
and trucks which have lower emission levels and by
operating them in accordance with the municipal noise
ordinance.

     Exhaust noise will be reduced by installing effi-
cient exhaust silencers or mufflers and by erecting
enclosures around the equipment.  Erecting plywood
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     enclosures around air compressors or a soundproof shed
     around exhaust fans could substantially reduce their
     noise levels.  Noise caused by rock blasting can be
     minimized by using heavy mats on the surface above the
     blasting area to absorb the associated shock waves.

          Overall, the impact of noise on a community can be
     minimized in several ways:

               Explain project benefits and mitigating mea-
               sures practiced by the applicant to the af-
               fected community in public workshops and semi-
               nars .

               Notify residents in the vicinity of construc-
               tion and drop shaft sites prior to a blasting
               operation.  Explain duration and possible ef-
               fects of blasting by leaflets distribution,
               signs, and public announcements.

               Restrict construction activities to daylight
               hours in sensitive public and residential areas,
10.2 MAN-MADE ENVIRONMENT

     TARP is expected to result in some unavoidable short-
<;erm impacts on the man-made environment.  However, the de-
gree of adversity will change as local environmental condi-
tions change and will vary widely during both construction
and operation periods of TARP.  The following sections assess
the potential impacts in general and describe the possible
mitigative measures which can be applied.


10.2.1  Socioeconomic

     The unavoidable adverse impacts on the socioeconomic
environment that will result from the construction and opera-
tion of the Calumet Tunnel system are described generally
below.
     (1)  Light Glare

          Construction schedules anticipate three shifts of
     labor on the tunneling efforts.  This will require
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bright night lighting in construction shafts and drop
shaft areas.  This lighting may produce glare which
will be annoying to the surrounding community, particu-
larly in residential neighborhoods.
(2)  Waste Spillage and Dispersion

     The spillage of debris from trucks transporting
waste from the construction sites to rock quarries or
designated disposal sites will cause an adverse aethes-
tic impact on the communities adjacent to the truck
route.  In addition, during wet weather conditions, the
debris could enter sewer systems and nearby properties.
Transport of debris and construction materials to and
from the construction access points will also create
noise and vibration annoyances, as well as add to traf-
fic volumes.
(3)  Traffic Congestion

     While some locations of potential conflict be-
tween construction activity and traffic flow have been
identified, the adverse impacts are likely to be short-
term and relatively insignificant.  During construction
of sewer connections, drop shafts, and collecting struc-
tures, local traffic may have to be rerouted or may have
to cross temporary planking or plates in areas where
surface excavations are in progress.  The extent of
this impact can be measured by traffic volume.  As
stated in previous sections of this EIS average traffic
volumes presently range from 15,500 to 81,100 vehicles
per day on several of the major thoroughfares associated
with the Calumet Tunnel system.

     Traffic disruption will most likely occur in high-
density areas of each community where construction activity
is on or near public rights-of-way.  Sidewalks and traf-
fic lanes may be temporarily eliminated or blocked to
provide enough room for erection of safety barricades
and storage areas.
 (4)  Worker Safety

     Tunnel construction projects will inevitably in-
volve injuries, disabilities, and perhaps fatalities
as a direct result of construction activity.  For the
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     Calumet Tunnel construction the frequency rate  should
     not be adverse when compared to any other construction
     project of similar type and magnitude.  The potential
     number of disabling work injuries and  fatal or  permanent
     disabilities can be a minimum of 90 and 1, respectively.
10.2.2  Land Use

     The construction and operation of the Calumet Tunnel
system is not expected to affect existing land use patterns
or future land use plans established for historical, cul-
tural, archeological, and recreational purposes.  Land being
used for public thoroughfares, however, will be affected
during construction of drop shafts, connecting lines, and
collecting structures.  The impact is expected to be short-
term and reversible if the thoroughfares are returned to
their original condition.  The major thoroughfares, which
may be affected by the Calumet Tunnel system shaft con-
struction are as follows:

          Leyden Avenue and 138th Street

          East 130th Street near South Greenwood Avenue

          Indiana Avenue near 154th Street

          Indiana Avenue and Taft Drive Intersection

          161st Street and Damen Avenue

          Stewart Avenue near State Street

          South Torrence Avenue at E. 130th Street, £. 123rd
          Street, and E. 117th Street

          South Avenue "0" and E. 106th Street intersection

          170th Street and Burnham Avenue intersection

          Wood Street near Ashland Road.


10.2.3  Financial and Labor Resources

     Neither the construction or implementation of TARP is
expected to have an adverse impact on present and projected
financial and labor resources.
     National Safety Council, "Accident Facts," Chicago, Illinois Office,
     1975 edition.
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 10.2.4   Transportation

     Trucks and automobiles associated with TARP construc-
 tion activities may have an adverse short-term effect on
 normal traffic patterns in certain portions of the  South
 Chicago  area.

     Additional vehicular traffic will be  generated in  the
 vicinity of construction sites.  Up to 150 trucks and  54
 other vehicles  (i.e.,  automobiles, jeeps,  etc.) per day
 would visit each  construction  shaft site 24 hours a day,  312
 days a year, for  a period ranging from four to six  years.
 Traffic  at drop shaft  sites, however, is expected to be much
-less:  up to a total of 25 trucks over a period of  three
 months and 10 other vehicles per day during the same period.


 10.2.5   Major Projects and Programs

      The proposed drop shaft,  construction shaft,  and
 pumping  station locations of the Calumet Tunnel system  are  not
 expected to result in  short- and long-term adverse  impacts  on
 the Calumet area  communities'  projects and programs.


 10.2.6   Mitigative Measures

     Many measures and alternatives are available to miti-
 gate the adverse  impacts on the man-made environment.   Ex-
 amples of possible measures which can be used to reduce the
 impact are described in this section.  Some of these measures
 will be  applied by the MSDGC or MSDGC contractors.


      (1)  Light Glare

          Proper  positioning of light fixtures can  minimize
     glare which  would affect  the surrounding community.
     The bright lighting, however, can serve a useful pur-
     pose in commercial areas  as a crime deterrent.  High
     intensity lighting has been used successfully  by many
     cities as a  crime deterrent in high-crime-rate districts.


      (2)  Waste Spillage and Dispersion

          Excessive solid waste spillage resulting  from load-
     ing disposal trucks within the construction site will  be
     minimized.   Trucks will not be overloaded and  the  waste
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material will be dampened as necessary to prevent fugi-
tive dust emissions.  Mud and grime from truck wheels
will be removed at wheel washes at all truck exits to
prevent the spread of these materials to the surround-
ing neighborhood streets.

     As indicated in the MSDGC's General Specifications
for sewer construction contracts (see Appendix I), the
contractor is responsible for cleanup and restoration to
preconstruction condition of the construction site and
areas affected.  During the construction phase, the con-
tractor is responsible for maintaining the construction
sites to ensure they are free from debris and spoil
material and is also responsible for keeping equipment
in orderly storage areas with minimum disruption to
public activities.
 (3)  Traffic Congestion

     Public traffic flow will be given priority, par-
ticularly emergency and public service vehicles.  Care-
ful routing and scheduling of trucks hauling equipment
and debris will be done to avoid peak travel periods:
7:00 to 9:00 a.m. and 5:00 to 6:30 p.m.  Appropriate
visible and audible warning systems for construction
points of activity will be installed and an overall
traffic control plan employed by the contractor.  This
plan will be monitored and updated as necessary with
contingent routes and strategies to accommodate changes
in traffic and special events (parades, holidays, street
closings, bridge and light malfunctions, etc.).  Local
jurisdictions should be alerted and approvals should
be obtained for planned truck routes and traffic con-
trol plans.
 (4)  Worker Safety

     Strict adherence to all safety regulations and
employee training programs serves as the most effective
means to minimize or prevent injuries to tunnel con-
struction and operation employees.  Safety specifications
established by the MSDGC are presented in Appendix H.
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(5)  Land Use Alterations

     Land owners (private,  industrial,  and commercial)
should be contacted well before construction begins in
their respective property areas.  The owners should be
informed of plans such as proposed shaft locations,
truck traffic routes, access requirements, and possible
impacts.  Other measures which will be used to prevent
or mitigate the expected impacts on the man-made envi-
ronment include:

          Public thoroughfares excavated for installa-
          tion of connecting pipes, collecting struc-
          tures, and shafts will be repaved or rebuilt
          to their original condition.

          The MSDGC will notify the State of Illinois
          Historic Preservation officer to obtain appro-
          priate approval of shaft locations prior to
          construction.  Once approval has been obtained
          procedures will be established for halting
          shaft construction temporarily in the event
          important artifacts are found or uncovered.

          Excavation workers should be informed of
          potential value of finds and trained in the
          rudiments of identifying and preserving arti-
          facts if the Preservation officer or desig-
          nated representative cannot be present during
          construction of a particular shaft.
     Transportation

     Although the number of truck trips during the peak
construction period is expected to be a small fraction
of the total traffic volume on most truck routes, these
routes will be selected on the basis of the least im-
pacts.  The planned truck routes will avoid residential
areas and other sensitive areas (i.e., hospitals,
libraries), as well as congested streets, especially
during rush hours.  If feasible, railroad hopper cars
can also be used along with trucks to transport rocks
and spoil material to disposal sites since several  ~
construction shafts are near railroad yards with load-
ing facilities.
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                        CHAPTER XI
                CONCLUSIONS AND RECOMMENDATIONS
     The following is a summary of the principle conclusions
of the Final EIS, as well as recommended and suggested miti-
gative measures.

     1.  Implementation of the Calumet Tunnel system will
significantly reduce the pollutant load in the Chicago water-
ways.  These loadings will be reduced further with the imple-
mentation of the Mainstream and Lower Des Plaines Tunnel systems,
Water quality will be enhanced further with the upgrading of
MSDGC's treatment facilities and the construction of the flood
control aspects of the Tunnel and Reservoir Plan.

     2.  Significant earthquake events could adversely affect
tunnel alignment and tunnel lining.  Smaller earth movements
could also affect the lining and grouting of the tunnels. It
is, therefore, essential that MSDGC's inspection and main-
tenance program be extensive enough to insure efficient
operation of the system.

     3.  The rock spoil excavated from the Phase I tunnels is
not expected to be marketable.  Evaluation of various disposal
alternatives leads to the conclusion that adequate environ-
mentally acceptable landfill sites are available to handle
the volume of rock which will be generated by the Phase I
tunnels under consideration.  We will rely on existing local,
state, and Federal regulations to insure that disposal takes
place in an acceptable manner.  Additionally the MSDGC will
be required to inform USEPA of their spoil disposal program
as it is developed through discussion with the Contractor.
This will be a condition of any grant awarded to the MSDGC
for the Calumet Tunnel System.

     4.  Although an effective grouting program is proposed,
it must be sufficiently flexible to respond to the actual
conditions encountered during construction.  Should the
grouting not be sufficient, additional infiltration could
adversely affect the hydraulic pressure of the upper aquifer.
Additionally, under surcharged conditions, exfiltration
will occur, resulting in adverse impacts on the groundwater
quality of the upper aquifer. Observation wells to monitor
grouting integrity during operation are necessary along
the entire tunnel alignment. If pollutants are detected
in the observation wells, additional mitigative measures
must be implemented to protect the upper aquifer, including
a groundwater recharge system. Chapter X discussed particular
aspects of the monitoring program, which will be developed
in conjunction with the MSDGC, IEPA and QSEPA. This monitoring
program will also be a grant condition.
                            XI-1

-------
     5.  Since the majority of the construction shafts  and
drop shafts are in close proximity to area waterways, runoff
from these sites could adversely affect water  quality.  Berms
will be constructed around stockpiles of construction materials
and spoil materials to preclude runoff into the waterways.

     6.  It is presently proposed that water pumped from the
tunnels during construction be discharged directly to the
waterways after a period of settling.  Since the possibility
of silt and other pollutants still exists after settling, it
is recommended that these dewatering flows be  discharged to
MSDGC's intercepting system for treatment, except during
periods of combined sewer overflows.  This will be a condition
of any grant awarded for the Calumet Tunnel System.

     7.  Although no known historic, architectural, or  arch-
aeological resources will be affected by the proposed project,
the possibility of finding archaeological resources must be
investigated by the MSDGC.  This must be accomplished by
contacting the State Historic Preservation Officer.

     8.  Conformance with applicable regulation of the  Occupa-
tional Health and Safety Administration, U.S.  Department of
Labor, and the Bureau of Mines, U.S. Department of the  Interior
is essential for safety of construction workers.

     9.  There exists a wide range of potential adverse impacts
which could develop during construction.  This includes blasting,
waste spillage, traffic congestion, light glare, and fugitive
dust at construction and disposal sites.  While these effects
could be considered insignificant any measures taken to reduce
their impact would aid in public acceptability of the project.
These suggested mitigative measures are discussed in Chapter  X.
                            XI-2

-------
         APPENDIX A




WATER QUALITY MONITORING DATA

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                                Table A-6
     Chemical, Physical, and  Biological Analyses  of
                      Water  From Test Wellsl


Qnstituenti/
NH Side of
MoCook Quarry
Date sample Collected 11/1/74
I




II.








III.





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VI.





General Data
&&/
Color!/
Turbidity*/
Conductivity^'
IfcHwratureJ/
Cations * Heavy metal ion*
Iron (Fe) - total dissolved!/
Iron (Fe) - total
Manganese (hit) - total
Chromium ICr) - total
Chraniurc (cr) - hexavalent
Copper (Cu)
Lead (Pb)
Mercury (HjiS/
Cations - Alkali earths and ratals
Calcium (Ca)
Magnesium (Mg)
Sodium (Nc)
Potassiun (k)
Jwnonta Nitrogen (NH4)
Anions
Sulfate (S0i)
Chloride (cl)
Nitrite (NO?)
Nitrate (103)
Nitrogen (H) - total dissolved
Orthophosphate (P04J
Phosphorus as P04
Cyanides as CN
Organic, nonionic, and
calculated values
Phenolic material as CgHsOH
Surfactants.
Total suspended solid* (TSS)
Total dissolved solid* (IDS)
volatile suspended solids (VSS)
Hardness a* CaC03 - total
Alkalinity as CaCCfe
Saturation tartexW
Biochenucal
Biochemical Oxygen Droand (BOD)
Chemical Oxygen Dewnd (COO)
gnlfj^ff (H2S)
TOtal ColifdP&M/
Fecal ColifooS/
Fecal streptcoocciiV

7.8
10
920
53.5

0.2
0.3
-
-
-
-
-
-

148
70
35
4
-

245
62
-
1
-
_



-
-
924
659
377
+ 0.4

-
-
-
1
1


9/13/74

7.7
1167
600
4190
56

3.5
18
-
-
-
-
•
-

135
130
633
233
96

87.25
558
-
_
217.21
2 J°/



-
7.13
2656
878
1935
+ 1.0

.
695
-
-
-
HE Side of

9/19/74

8.1
2500
40
4990
57.5

1.87
2.11
0.10
0.02
0.02
0.138
0.27
0.5

158
90.9
569
178
224

76.0
510
0.125
0.625
242
J.16
2.36J/
0.04


0.004
1.26
5
2788
2
582
2078
+ 1.5

16
S9S
0.39
20,000
10
10
MccooK Quarry ' 1 Mi. South of

9/20/74

7.6
2500
40.5
4000
56

1.80
2.00
0.09
0.02
0.02
0.034
0.08
0.5

156
95.5
569
178
155

86.0
504
0.150
0.600
222.7
2.03
2.22I/
0.038


0.006
1.14
12
2730
2
590
2033
+ 1.0

35
542
0.24
20,000
10
10
Thornton Quarry
9/21/74

7.6
3000
45
4000
56

1.55
1.60
0.06
0.02
0.02
0.034
0.19
0.5

167
95.5
534
194
157

80
496
0.150
0.600
217.6
1.90
2.46»/
0.032


0.005
1.20
9
2664
3
572
2010
* 1.0

23
527
0.32
19,000
10
10
9/5/74

3.5
U
73
560
54

0.5
6
-
-
-
-
-
-

30
10
135
6
0.5

40
18
-
0.08
1.0
1
1



-
0.04
451
242
260
* 0.8

-
16
-
-
-
1/2 Mi. west of
Thornton Quarry
10/4/74

8.25
4.0
1100
53.5

0.2
0.2
-
-
-
-
-
-

202
30
18.2
12.1
-

220
39
-
0.3
-
_



-
-
937
834.1
377
+ 1.0

-
•
-
-
-
SE Comer of
MoCook Quarry
11/10/74

7.8
23
1290
53

0.2
0.6
-
-
-
-
-
-

185
110
76
13
-

400
120
-
1
-
•~



-
-
1420
916
42]
+ 0.6

-
~
••
1
I

All value* are reported » ma/I except ** otherwise noted
pH units
Pt - Co units
J T units
umhos • 25*C
•T
                                            y Filtered through 0.45 membrande filter.
                                            £/ Values reported as ppb
                                            '/ value* reported in 119/1 as P
                                           W Assume Temp. - 5ST
                                           ii-' Value* reported a* ocgani
HEC,  1975.
                                 A-10

-------
                                             FIGURE A-l
                                    Location of  Sampling  Sites
                                   for  Waterway  Bottom  Deposits^
r
         The MSOGC, Environmental Assessment statement for Mainstream Tunnel
         System, Damen Avenue to Addison Street, August 1975. p.  v-40.


                                   A-ll

-------
                                           KEY  TO FIGURE  A-2
                                      The Metropolitan Sanitary
                                     District  of Greater Chicago
R-X = Treated Runoff Plants
D-x = Domestic Waste Plants
I-X = Industrial Waste  Plants  (>10,000 gpd)
Map Codes                          Description of Plants

   R-l                  FISHER BODY DIVISION
                        79th Street & Willow Springs Road
                        Willow Springs
                        (Settling lagoons with oil separation)

   R-2                  INTERNATIONAL HARVESTER
                        10400  W. North Avenue, Melrose Park
                        (Oil separation, aeration, filtration)

   R-3                  MATERIAL SERVICE CORP. YARD #19
                        47th Street & Plainfield
                        McCook
                        (Oil separation)

   R-4                  NORTH  AMERICAN CAR CO.
                        Off Old Sag Road
                        Lemont
                        (Oil separation)

   R-5                  O'HARE INTERNATIONAL AIRPORT
                        (Oil separation systems and aeration)

   R-6                  FRITZ  CARTAGE
                        138th  & Ashland Avenue
                        Riverdale

   R-7                  REYNOLDS METALS
                        1st Avenue & 49th Street
                        McCook

   D-l                  CAR CARRIERS CORP.
                        13101  S. Torrence Avenue
                        Chicago
                        (Activated sludge and sand filter)

   D-2                  CECO FABRICATING CORP.
                        Ceco Street
                        Romeoville, Illinois
                        (Activated sludge)

   D-3                  ELK GROVE MOBILE HOMES
                        941 W. Higgins Road
                        Elk Grove Village
                        (Activated sludge and sand filter)
                                A-12

-------
                                                 KEY TO  FIGURE A-2
                                                      Continued


Map Codes                           Description of  Plants

   D-4                  FRANCISCAN SISTERS
                        1210 Main Street
                        Lemont,  111inoi s
                        (Activated sludge system)

   D-5                  HOLY FAMILY VILLA
                        123rd Street & Will Cook Road
                        Lemont
                        (Imhoff tank, sand filter and polishing pond)

   D-6                  HOLY SPIRIT CONVENT
                        Waukegan & Willow Road
                        Northbrook
                        (Imhoff tank and sand filter)

   D-7                  J.P. KENNEDY SCHOOL
                        123rd Street & Wolf Road
                        Palos Park
                        (Imhoff tank and sand filter)
   D-8                  LEHMAN TRAILER PARK
                        500 W. Touhy Avenue
                        Bensenville
                        (Activated sludge)

   D-9                  LEMONT MANUFACTURING CO.
                        Ceco Street & Stephens Street
                        Lemont
                        (Activated sludge)

   D-10                 MATTERHORN SUPPER CLUB
                        123rd & Rt. 45
                        Palos Park
                        (Aeration, oxidation pond,  sand filter)

   D-ll                 MOUNT ASSISSI ACADEMY
                        1602 Main Street
                        Lemont
                        (Oxidation pond)

   D-12                 OASIS MOBILE HOMES
                        7500 N. Elmhurst Road
                        Bensenville
                        (Activated sludge)
   D-13                 PARADISE TRAILER COURT
                        Rt. 83 S Rt. 30
                        Chicago Heights
                        (Activated sludge)
                                 A-13

-------
                                                 KEY TO FIGURE A-2
                                                      Continued
Map Codes                           Description of Plants

   D-14                 PLEASANTDALE SCHOOL
                        75th Street & Wolf Road
                        Pleasantdale
                        (Trickling filter unit)
   D-15                 ST. VICENT DePAUL SEMINARY
                        127th & Rt. 171
                        Lemont
                        (Irohoff tanks, oxidation pond)

   D-16                 SPRING LAKES MOBILE HOMES
                        100 First Street
                        Bartlett
                        (Activated sludge)
   D-17                 STANDARD OIL (O'HARE TERMINAL)
                        2201 S. Elmhurst Road
                        Des Plaines
                        (Activated sludge and filtration)

   D-18                 TOUHY MOBILE HOMES, INC.
                        400 W. Touhy Avenue
                        Des Plaines
                        (Activated sludge)

   D-19                 TRAILER RANCH, INC.
                        573 S. Milwaukee Avenue
                        Wheeling
                        (Activated sludge)
   D-20                 VILLA WEST SUBDIVISION
                        135th Street & 86th Avenue
                        Orland Park
                        (Activated sludge)
   D-21                 COG HILL COUNTRY CLUB
                        119th & Archer
                        Lemont

   1-1                  CLOW CORPORATION
                        1050 E. Irving Park Road
                        Bensenville, Illinois
                        (Holding pond with oil separation)

   1-2                  COMMONWEALTH EDISON, CALUMET
                        3200 E. 100th Street
                        Chicago
                        (Settling basins)
                                  A-14

-------
                                                 KEY TO FIGURE A-2
                                                      Continued
Map Codes                           Description of Plants

   1-3                  COMMONWEALTH EDISON,  CRAWFORD
                        3501 S.  Pulaski
                        Chicago
                        (Settling tanks and filtration)

   1-4                  COMMONWEALTH EDISON,  FISK
                        1111 W.  Cermak
                        Chicago
                        (Settling pits)

   1-5                  COMMONWEALTH EDISON,  RIDGELAND
                        4300 S.  Ridgeland
                        Stickney, Illinois  60405
                        (Settling pit and filtration)

   1-6                  COMMONWEALTH EDISON,  ROMEOVILLE
                        135th Street & C.S.S. Canal
                        Romeoville
                        (Settling ponds and filtration)

   1-7                  ELECTRO-MOTIVE DIVISION, GENERAL MOTORS
                        9301 W.  55th Street
                        McCook
                        (Oil retention pond and separator with overflow)

   1-8                  INTERLAKE STEEL, CHICAGO PLANT
                        10730 S. Burley Avenue
                        Chicago
                        (Chemical precipitation with total recycle)
   1-9                  INTERLAKE STEEL, RIVERDALE
                        135th Street & Perry
                        Riverdale
                        (Settling and sand filters)

   I-10                 LEMONT MANUFACTURING
                        Ceco Street & Stephens Street
                        Lemont
                        (Settling tanks and filtration)
   1-11            '     REPUBLIC STEEL CORP.  (CHICAGO DIST.)
                        116th Street & Burley Avenue
                        Chicago
                        (Chemical flocculation S settling with filtration)

   1-12                 REYNOLDS METALS
                        1st Avenue & 49th Street
                        BrookfieId
                        (Chemical flocculation and clarification)
                                 A-15

-------
                                                  KEY TO  FIGURE A-2
                                                       Continued
Map Codes                           Description  of Plants

   1-13                 UNION 76 OIL REFINERY
                        135th Street and New Avenue
                        Romeoville
                        (Activated sludge,  oxidation  ponds)

   1-14                 UNITED STATES STEEL CORP.
                        3426 E.  89th Street
                        Chicago
                        (Oil separation chemical flocculation with clari-
                        fication and filtration)

   1-15                 WISCONSIN STEEL CORP.
                        106th Street and Torrence Avenue
                        Chicago
                        (Solids, oil and cyanide oxidation systems)

   1-16                 WILLIE BROS., CO.,  INC.
                        4930 W.  159th Street
                        Oak Forest

   1-17                 COMMONWEALTH EDISON,  STATE LINE GENERATOR
                                 A-16

-------
                                  Industrial  and  Privately-
                                   Owned Treatment Plants
                                  Within the  MSDGC Service
                                             Areal
                                                            LAKE MICHIGAN
                BUFFALO CK:*-^-^ • D19

                     WHEELING DR.
LEDGEND:

 R = DOMESTIC WASTE PLANTS

  I = INDUSTRIAL WASTE PLANTS

 D « TREATED RUNOFF PLANTS

   EXISTING TREATMENT PLANT

   PROPOSED TREATMENT PLANT
                                                 AL. UNION DRAIN
  Industrial Waste Loadings and Industrial  and Private Treatment Plant
  Locations, Appendix 8 of "Facilities  Planning Study - MSDGC Overview
  Report," Revised, Jan. 1975.
                              A-17

-------
       APPENDIX B

STRATIGRAPHY DESCRIPTION
        FOR THE
      CHICAGO AREA

-------
                        APPENDIX B

      STRATIGRAPHY DESCRIPTION FOR THE CHICAGO AREA
1.1  QUATERNARY SYSTEM

     The Quaternary System comprises all rocks and sediments
younger than the Tertiary.  The Pleistocene deposits  underlie
the surficial soils and any artificial fill materials in
the project area.  These materials are almost entirely Wis-
consinan in age and are generally divided into five substages:
(1) The Altonian, which includes till and outwash buried by
younger drift and found mainly in' the northwestern part of
the area; (2)  the Farmdalian, which includes local deposits
of peat, organic silts, and lake deposits;  (3)  the Wood-
fordian, which includes most of the Wisconsinan till, out-
wash, and lake deposits in the area; (4)  the Twocreekan,
which includes local lake and swamp deposits in the Lake
Chicago sediments; and  (5)  the Valderan, which includes lake
deposits in a small part of the Lake Chicago plain and part
of the youngest sand and gravel deposits in the Des Plaines
and Illinois Valleys.

     The Altonian substage has but one subdivision; the
Winnebago formation.  The Winnebago consists of silty and
sandy tills, and a silt member with peat.   It is found to
the northwest and west of Chicago.  The Farmdalian substage
consists of the Robein silt which has been  encountered in
borings in the northwestern part of the area.

     Sediments of the Woodfordian substage  or of Woodfordian-
Valderan age comprise the vast majority of  sediments  in the
Chicago area.  Because of the complexity of glacial sedi-
mentation, the deposits of the Woodfordian  glaciers are also
classified into morphostratigraphic units called drifts.
Each drift or moraine contains parts of all of the Woodford-
ian formations.  There are 27 named moraines and at least
19 stands of ice front are required to account for the
Chicago moraines.

     The Wedron formation of Woodfordian age averages 100
feet thick throughout the area but may be as thick as 300
feet.  There are five till members that range from sandy  .
and silty tills to clay tills and all have  particles  the
size of pebbles, cobbles, and boulders.  The tills also
contain beds of waterlaid sand, gravel, or  silt.
 Willman,  H.B.,  "Summary of the Geology of the Chicago Area", Illinois
State Geological Survey, Circular 460, 1971.
                            B-l

-------
     The most important of the morphostratigraphic moraines
of Woodfordian age are the Valparaiso drifts, Tinley drifts,
and the Lake Border moraines.  The Valparaiso drifts are
clayey, silty, and sandy tills with intermixed gravel and
sand deposits.  The Tinley drift is large clayey till with
interbedded silts and clays.  The Lake Border drifts are
clayey tills with some fine sandy gravels.

     Several Woodfordian age formations continued to be
deposited during Twocreekan and Valderan time.  The promin-
ent units are the Henry formation and the Equality formation.
The Henry formation is predominately sand and gravel with
local beds of silt and till.  The Equality formation is com-
posed of silt, sand, gravel, and clay deposits that accumu-
lated in glacial lakes.  Much of the eastern section of the
Chicago area is surfaced with Equality sediments.

     A number of Wisconsinan sediments are found as small
deposits throughout the region and include the Richland
loess, Parkland sand, the Grayslake peat, and floodplain
deposits collectively called the Cahokia Alluvium.

     Natural gas has been encountered on rare occasions in
the glacial drift during drilling operations in the Chicago
area.  One soil-boring for a building foundation encountered
a gas flow which is reported to have continued for 24 hours.
No gas was found in any holes drilled during the 1968, 1971,
or 1974 exploration programs.
2.1  PALEOZOIC

          Silurian.  The Silurian forms the bedrock surface
          in much of the Chicago region.  The Silurian pre-
          sent in the area falls into the Niagaran and Alex-
          andrian series.  The uppermost Cayugan series is
          not present.

          Niagaran series.  The Niagaran series is composed
          of four formations;  the Racine, Sugar Run, Waukesha,
          and Joliet.

          Racine formation.  The Racine formation, the young-
          est, most lithologically variable/ and stratigraph-
          ically highest of the bedrock formations of the
          Chicago area (except for some rocks in the Des
          Plaines disturbance), consists of dolomite with
          some chert.  North and west of Chicago the thick-
          ness of the formation thins to zero feet.  Drill
                             B-2

-------
hole data indicate that the thickness increases
toward the south and east, reaching 70 feet in
Wilmette, 213 feet at Roosevelt Road and Lake Shore
Drive, and a maximum of about 360 feet in the
Thornton area.  The thickness of the formation, as
found in drill holes, ranges from zero to 358 feet
with the thickness in the majority of holes rang-
ing from 100 to 175 feet.

The lithologic variability of the Racine dolomite
can be traced to its origin.  During its deposi-
tion, the Chicago area was occupied by a large com-
plex of coral reefs, which were as large as several
miles in diameter.  Three varieties, or facies, of
the Racine are recognized in the area:  the reef,
reef-flank, and interreef facies.  Some zones
within the Racine display thin alternating layers
of both the reef and interreef facies within a
short vertical distance.

Reef.  This facies is a light to medium gray, ex-
ceptionally pure  (non-argillaceous), massive,
porous, medium to coarsely crystalline dolomite.
Petrographic analyses show the crystals to be
interlocking and from 0.1 to 0.2 mm in size.

Irregularly shaped vugs, to a 0.25 foot maximum
dimension, are abundant in the reef facies.  Most
of the vugs are unlined, but a few are lined with
secondary calcite, pyrite, or quartz.  A black
asphaltic residue is found locally in the upper-
most part of the formation.

Reef facies constituted approximately 66 percent
of the Racine drilled along the Mainstream Tunnel
System, and it constituted the basal portion of
the Racine formation in all but three holes drilled
during the subsurface exploration programs.  Wide-
spread and relatively thick sections of interreef
rock are found, overlying the basal reef in some
areas.

Reef-flank.  The reef-flank deposits are transi-
tional between the massive reef facies and the
thinner and finer grained beds of the interreef
facies.  The reef-flank facies is found on the
margins of some of the larger reefs and is char-
acterized by beds that dip as much as 45 degrees
away from the central reef core.  Dipping beds
crop out and also occurred in cores in the Thornton
and the McCook areas.
                   B-3

-------
Interreef.  This variety of the Racine formation
is composed of argillaceous, silty dolomite.  Lo-
cally, it contains chert in the form of scattered,
porous nodules and as thin beds.  Sporadic thin
partings and lenses of green shale also occur.

Rock in the Racine, as seen in the cores, is gen-
erally fresh.  In a few holes, however, the upper
few feet of rock is weathered.  The weathered
zone is generally limited to the upper 10 feet,
but locally extends to a depth of 20 feet.  Stain-
ing on joint surfaces occurs in a few holes to
greater depths.  Weathered zones of a foot to a
few feet in thickness occur at depth in a few
holes.

Core recovery is usually very high in the Racine,
on the order of 95 to 100 percent, and the Rock
Quality Designation (RQD) is uaually higher than
85 percent.  Core recovery and RQD are both re-
duced at the bedrock surface where the rock is
weathered and closely fractured.

Sugar run formation.  In 1973 the Illinois State
Geological Survey designated a well-bedded dolo-
mite comprising the basal 25 feet of the Racine
formation as the Sugar Run formation.  The unit
is lithologically similar to many interreef de-
posits, and although readily observed in outcrop
in the Chicago area, it is difficult to identify
in cores, and may be locally absent.

Waukesha formation.  The Waukesha formation is a
slightly silty, dense to finely vuggy, fine
grained dolomite that occurs in smooth surfaced
beds that commonly are 2 to 8 inches thick but are
locally as much as 3 feet thick.  It is light
brownish gray and weathers brown.  It is exposed
at Joliet, in the Des Plaines River bluffs north-
ward from Joliet and in deep quarries at Elmhurst
and Hillside.  The formation is 20 to 30 feet
thick in the outcrop areas, but it is locally miss-
ing in the subsurface in the eastern part of the
area.  The Waukesha formation was not recognized
in exploratory holes drilled for the tunnel
excavations.
                  B-4

-------
Joliet formation.  The Joliet Dolomite is 40 to
60 feet thick and has 3 distinct units; the Romeo
member, Markgraf member, and Brandon Bridge mem-
ber.

     Romeo member.  The Romeo member is a persist-
     ent^fairly uniform, pure, white to cream,
     very dense, very fine grained dolomite, gen-
     erally about 14 feet thick, that underlies
     the Racine Dolomite and grades downward into
     the Markgraf member.  In exposures the Romeo
     member is locally mottled pink and exhibits
     poorly developed thick bedding.  The forma-
     tion provides a distinctive stratigraphic
     marker which is especially useful in determin-
     ing possible displacement along faults.

     The Romeo, found in tunnels and drill holes,
     is uniformly fresh rock.  Core recovery is
     commonly 100 percent and RQD is usually 95
     percent or higher.

     Markgraf member.  The Markgraf member is a
     widespread, distinctively light bluish gray
     dolomitic unit that underlies the Romeo mem-
     ber.  The upper contact is defined as the up-
     permost cluster of shale partings.  The mini-
     mum thickness is 9 feet;, the maximum is 51
     feet; and the average is 23 feet.

     The member consists of an upper zone which
     is fine-grained and dense and which contains
     a few thin clustered shale partings and soft,
    'porous chert nodules; a middle argillaceous
     zone; and a silty lower zone in which closely
     spaced dolomitic shale laminae become in-
     creasingly common.  The shale partings do
     not appear to slake badly.  In addition to
     interlocking dolomite grains averaging 0.04
     mm in diameter, petrographic analyses report
     thin/ opague streaks or organic matter.

     The Markgraf, found in tunnels and drill holes,
     is uniformly fresh rock.  Core recovery is
     commonly 100 percent and RQD is usually 95
     percent or higher.
                  B-5

-------
     Brandon bridge member.   The Brandon Bridge
     member is absent in most of the Chicago area.

Alexandrian series.  The Alexandrian Series is
composed of two formations;  the Kankakee and the
Edgewood.

     Kankakee formation.  The general character-
     istic feature of the Kankakee formation is
     wavy beds of fine-to-medium grained, greenish-
     gray, locally pinkish,  dolomite layers, one
     to three inches thick.   The bedding is often
     separated by numerous thin wavy partings of
     green shale.  The upper contact is marked by
     a thin lamina of bright green shale which
     occurs on a distinctive smooth, but deeply
     pitted, surface.

     Four zones of slightly differing lithologies
     have been identified within the Kankakee
     formation in the literature.  These zones have
     been named the Plaines, Troutman, Offerman,
     and Drummond members of the Kankakee formation.

     The uppermost zone, the Plaines member, is a
     distinctive, porous, pure, white dolomite
     unit.  Its thickness is two to three feet.
     The thickest zone of the Kankakee, underly-
     ing the Plaines member and comprising over
     half of the formation,  is the Troutman mem-
     ber.   Its description fits the generalized
     description of the Kankakee, greenish to pink-
     ish gray dolomite containing wavy green shale
     partings.  A few sporadic chert nodules occur
     in this unit.

     A thin zone, only a few feet thick, of slight-
     ly argillaceous, thin bedded dolomite com-
     prises the Offerman member.  The basal unit,
     the Drummond member, is a thicker-bedded,
     fossiliferous dolomite which contains thin
     shale partings, scattered glauconite, and
     rounded quartz grains.

     The shale partings of the Plaines and Drum-
     mond members, usually one-eighth inch thick
     (but up to one-half inch thick) and one inch
     apart have shown signs of deterioration in
                  B-6

-------
cores exposed to the atmosphere.  All labora-
tory tests were performed on freshly waxed
samples so that shale deterioration prior £o
testing was prevented.

The Kankakee dolomite, as found throughout
the Chicago area, usually has a thickness of
35 to 45 feet, but was found to range in drill
holes from 10 to 79 feet.  The contact with
the underlying Edgewood formation is conform-
able.  The Kankakee, found in drill holes, is
uniformly fresh rock.  Core recovery is gen-
erally in the 95 to 100 percent range and RQD
is commonly above 95 percent.  The RQD values
are slightly more variable than in the over-
lying units, however, and scattered values in
the 53 to 75 percent range are reported.

Edgewood formation.  The Edgewood formation
is the oldest unit of the Silurian system.
Its thicknes range varies widely because it
was deposited on the underlying erosional sur-
face developed on the top of the Maquoketa
group  (generally the Brainard Shale).  The
thickness ranges from about 10 feet, where
the Brainard was little eroded, to over 100
feet, where the Brainard was deeply eroded.

The Edgewood is a light gray to gray and fine-
to-medium grained dolomite slightly argill-
aceous in the upper 30 feet but very cherty.
Its upper contact is marked by the first
chert nodule below the top of the Kankakee
formation.  The chert occurs in the form of
interbeds and nodules to 0.3 foot thick at
an average spacing of one foot.  The chert
is white, soft, and porous.

The lower portion of the Edgewood may be
divided into an argillaceous, slightly cherty
colomite unit underlain by a very argillaceous,
noncherty dolomite unit.  The chert nodules
decrease in frequency and size with depth,
but become harder.  Conversely, the argil-
laceous content and frequency and thickness
of shale and dolomite shale partings in-
crease with depth through the formation.  The
base is marked by laminated, crinkled beds.
Where the Edgewood formation is very thick
             B-7

-------
     the lowest beds consist of dolomitic shale
     with a basal layer of dolomitic siltstone,
     and containing brownish-black pebbles in
     a dolomitic shale matrix.

     It has been proposed that the formation be
     divided into two parts, each of which is to
     be elevated to the rank of formation.  The
     upper, very cherty unit, described in the
     first paragraphs of the Edgewood description,
     would be called the Elwood formation, and the
     lower argillaceous, slightly cherty unit,
     described in the second paragraph, would be
     called the Wilhelmi formation.  The Wilhelmi
     formation would then be divided into two
     members; the Birds member, an argillaceous
     and slightly cherty dolomite overly the non-
     cherty Schweizer member, a very argillaceous
     dolomite to dolomitic shale.

     The Edgewood found in drill holes is uniform-
     ly fresh rock.  Core recovery is generally in
     the 95 to 100 percent range and RQD is com-
     monly above 95 percent.  A few RQDs in the
     80 to 90 percent range and an occasional
     RQD of 59 to 80 percent is reported.

Ordovician.  The Ordovician is subdivided into
3 series;the Canadian, Champlainian, and the Cin-
cinnatian.  These series, in turn, are subdivided
into groups.  The Middle Ordovician Champlainian
series has three groups; the Galena, Platteville,
and Ancelli; while the Canadian series has one
group, the Prairie du Chien; and the upper Ordo-
vician Cincinnatian has one group, the Maquoketa.
Only the Maquoketa group falls within the range
of the drop shafts and tunnels.

Cincinnatian.  The upper Ordovician is predomin-
ately gray and green shale, but includes brown,
red, and black shales.  It has a persistent lime-
stone formation in the middle and hematite oolites
at the top.

Maquoketa group.  The Maquoketa group consists
of four formations; the Neda formation, Brainard
shale, Fort Atkinson, and the Scales Shale.

     Neda formation.  The Neda formation, the
     uppermost formation of the Maquoketa group
                  B-8

-------
is an iron-oxide-bearing, brick red shale,
zero to 15 feet thick (5 feet average) of
restricted distribution.  It is found only
where the Brainard formation is very thick.
Much of the Neda was probably removed by pre-
Edgewood erosion.

Characteristics of the Neda formation, other
than color, are similar to those of the
underlying Brainard Shale.

Brainard formation.  The Brainard formation
is a dark greenish gray, thin bedded, fossil-
iferous, silty claystone to shale with inter-
bedded dolomite.  The upper contact is sharp.

As a result of pre-Edgewood erosion, as de-
scribed previously, the Brainard Shale varies
in thickness from one to 136 feet depending
on the configuration of the Brainard-Edge-
wood unconformity.  In many holes the forma-
tion is less than 50 feet thick.  It is local-
ly absent.

In general, the Brainard is lithologically
uniform.  Interbedded dolomite occurs as
3-inch-thick layers spaced about one foot
apart; generally more numerous where the
Brainard is thin.  Petrographic analyses re-
port 90 percent clay and 10 percent scattered
dolomite grains 0.01 to 0.02 mm in size, with
scattered clusters of pyrite.  X-ray analyses
indicate 3 parts illite clay to one part
chlorite intermixed with dolomite.

The Brainard, found in drill holes, is uni-
formly fresh rock.  Core recovery is gener-
ally above 90 percent and RQD is commonly
over 80 percent.

Fort Atkinson formation.  The Fort Atkinson
varies considerably in composition.  It con-
sists of gray, fossiliferous, shaly lime- •
stone; tan and pink, crinoidal coarsely
crystalline limestone overlying fine grained
dolomite; and mostly fine grained limestone
with shale partings.  In borings in the Chi-
cago area, it is a very hard, brownish-gray
medium grained, fossiliferous dolomite with
             B-9

-------
some shale beds.  It varies in thickness from
6 feet to 40 feet, averaging 17 feet.

Petrographic analysis reported granular inter-
locking grains of dolomite, 0.02 to 0.4 mm in
size elongated paralled to bedding, and fossil
fragments.

Scales Shale.  The Scales Shale is largely
gray shale, but the lower part is locally
dark brown to nearly black in the southern
part of the area.  Much of the shale is dolo-
mite.  Thin beds with small black phosphatic
nodules and small pyrite fossils occur near
the base and locally near the top.  As ob-
served in borings, this formation is a soft,
dark gray, very uniform thin-bedded shale,
averaging 100 feet in thickness.

Petrographic and x-ray analyses show 5 to 10
percent scattered dolomite grains in a matrix
of clay that is three parts illite to one
part chlorite.  Disseminated pyrite is also
present.
             B-10

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          APPENDIX C

DESCRIPTION OF FAULTS LOCATED
     IN THE CHICAGO AREA

-------
                        APPENDIX C

    DESCRIPTION OF FAULTS LOCATED  IN THE CHICAGO AREA
1.1  FAULT CHARACTERISTICS

 ;    By definition, a fault is a fracture along which dis-
placement has occurred.  In the three recently completed
tunnels, much of the fault displacement was seen to be hori-
zontal, or strike-slip, as shown by slikensided fault sur-
face (scratched surfaces showing the direction of movement).
As there is no vertical movement along a strike-slip fault
and as joint and fault fillings are very similar, it is
likely that some faults were mapped as joints.

     As bedding is horizontal or very gently inclined, and
as the fault movement appears to have been largely strike-
slip (horizontal), substantial horizontal movement is
required to produce a vertical displacement of as little
as one foot.  Since the identification of faults in flat-
lying strata, by means of seismic surveys or core drilling,
depends primarily on observations of vertical displacement
of beds, strike-slip faulting, prevalent in the Chicago
area, would be expected to be undetected by these methods,
unless core drilling disclosed a zone of disturbed rock
attributable to faulting.

     The fault surfaces are generally slickensided and
often have fluted or washboard structure.  All striations
noted were horizontal or near-horizontal.  The faults are
invariably filled with grey, black or green clay and lesser
amounts of breccia.  Fault widths are largely in the range
of a fraction of an inch to 2 or 3 inches, however, a few
of the faults obtain locally a width of 6 inches, and a
maximum width of 12 inches was noted on a fault in the
Southwest Tunnel.  Apparent stratigraphic offsets vary
normally from a fraction of an inch to 6 inches, and reach
a maximum of 8 inches.
2.1  SURVEY RESULTS

     Most of the fault dips in the Chicago area were found
to be vertical or near-vertical.  A few of them varied from
the vertical by as much as 15 degrees.  The seismic survey
delineated 30 faults in the area surveyed, omitting the Des
Plaines disturbance and its boundary faults.
                            C-l

-------
     In the area north of Irving Park Road, along the North
Shore Channel, and along the North Branch of the Chicago
River, only one seismically mapped fault was actually crossed
by the line of explorations.  Displacement at this fault was
indicated to be only about 10 feet.  The eastern end of
another fault came within 1,000 feet of the North Branch
section.  Although slight undulations were interpreted from
the core borings in the beds in the areas of these two
faults, they are no greater than in other areas along the
North Branch where no faults were mapped.  Furthermore, the
rock in the holes drilled to explore these faults revealed
no disturbance.  Although no fault at this location has
been shown, a fault having predominantly horizontal move-
ment and little vertical displacement cannot be excluded.

     One fault was mapped by the seismic survey as crossing
the Chicago River between Polk and Harrison Streets.  A
group of holes were drilled to confirm the existence, nat-
ure, and extent of any fault at this location.  The drilling
confirmed the fault, and indicates a displacement of 25
feet on the top of the Galena between Taylor Street and
Roosevelt Road.  The southern side was found to be lower.
It appears now that the zone of possible fault disturbance
is limited in extent.

     There is a disturbed and faulted zone in the area be-
tween Chicago Avenue and Lake Street.  No fault was mapped
in this area by the seismic survey.  Nevertheless, drilling
in this area encountered extensive lengths of hole in rock
that was closely fractured, fragmental, and gouged.  Joints
showing slickensides were also common.  In one drill hole
the Maquoketa shales were sheared and showed signs of re-
molding.

     To further delineate this zone of disturbance, two
additional holes were drilled.  One drill hole contained
considerable sections of fragmental core and had a Galena
top 30 feet higher than that in the hole, 1,300 feet to
the south.  A core loss, perhaps due to poor quality rock,
of 13 feet was reported in the latter boring.  The dis-
placement of beds in this area would seem to indicate a
fault or fault zone between these holes.  It is possible
that an additional fault of lesser displacement could
occur between Randolph and Ohio Streets.  It is in this
area where a proposed short feeder tunnel intersects the
main tunnel.

     Additional evidence of faulting in this area is found
in reports of the Des Plaines Street and Chicago Avenue
                            C-2

-------
Tunnels.  The former, excavated in 1938, encountered a zone
with clay slips or faults carrying large quantities of water.
The main fault was reported as nearly vertical with a
northeast-southwest orientation.  This broken zone is loca-
ted south of Erie Street at the tunnel elevation of approxi-
mately -160 CCD (Chicago City Datum).  Clay slips which were
very wet and which required timbering were also described
in the Des Plaines Street Tunnel report.

     Seepage in the Chicago Avenue Tunnel, driven in 1930,
was reported to have increased greatly when the tunnel
reached distances of 600 feet east and west of a shaft at
the Chicago River.  At that point two 300 gpm pumps were
required to control the leakage.  One pump was operated
16 hours per day, six days per week and the other pumped
about 24 hours per week.

     In another reach of the Chicago Avenue Tunnel, numerous
faults were mapped and were reported to form a graben 820
feet wide, extending east and west of a shaft at the Lake
Shore.  The faults in this area are nearly vertical and
contain clay filled, brecciated zones up to three feet wide.
Displacements greater than 13 feet are reported in six
faults, two of which had displacements of 36 and 48 feet.
These faults were very troublesome to tunneling, because
of large water inflows and a need for support of the roof
rocks.  Joints showing solutioning and filled with clay
pockets up to 100 feet wide were reported.  Some of these
required timbering and one necessitated the use of concrete
lining.

     The faulting, close jointing, and disturbance observed
in the 1971 exploration program, in the Des Plaines Street
Tunnel, and in the two reaches of the Chicago Avenue Tunnel
are very likely interrelated.  A more detailed evaluation
of the areal and vertical extent of the zone, the magnitude
of the displacement, brecciation, leakage, and solution
phenomena will require further drilling in the design phase.

     Seven faults crossing the line along the tunnel, along
the Des Plaines River, and south of the Des Plaines complex
were mapped by the seismic survey.  Subsequent drilling has
not confirmed the presence of three of these faults.

     Of the remaining four faults, three have been substan-
tiated by the 1971 explorations.  These have apparent dis-
placements of 25 feet, 50 feet, and 10 feet.  Displacement
of the fourth fault was measured at 20 feet in the drilling.
However, no fault of such large displacement was observed
                            C-3

-------
in the Southwest Intercepting Sewer ISA Tunnel, which crosses
this same seismically mapped fault.

     Rock in the vicinity of the 25 foot and 10 foot faults
displayed unusually severe fracturing or gouge.  In particu-
lar, one boring north of the 25 foot fault followed for 20
feet a joint filled with clay and broken pieces of dolomite.
In some cases, the joint filling was wider than the core
diameter.  A core loss of eight feet was also reported in
this hole, and slickensided joint surfaces were found in
another drill hole south of the fault.  A core sample from
a boring north of 10 foot fault contained gouged sections
and the Platteville section was closely fractured.
3.1  FAULTS AFFECTING TARP

     Two feeder tunnels, which will intersect the proposed
Tunnel from the west, may cut by a 50 foot fault, based on
the seismic survey.  This fault may cross the more northern
of the feeder tunnels and a 20 foot fault may cross the
southern tunnel.

     Data mapped by the seismic survey on the geologic
structure and on faulting in the Lake Calumet area has not
been substantiated by drilling.  In this area ten faults
were mapped by the seismic method.  All of these are shown
in the area east of the Calumet Tunnel.  No faults were
mapped along the tunnel alignment from the Calumet Tunnel
northwest to the Chicago Sanitary and Ship Canal.

     The proposed tunnel may cross one fault having a dis-
placement of 20 to 30 feet, and another fault with a dis-
placement of about 30 feet.  The tunnel is close a fault
of-unknown displacement near its intersection with the 30
foot fault.

     The Calumet River branch of the tunnel may cross five
east-west trending faults.  These faults, located from south
to north, have a displacement of about 20 to 25 feet.  The
short feeder tunnel which intersects this tunnel segment fol-
lows or closely parallels a 20-to-25 foot fault throughout
the length of the tunnel.

     The Little Calumet River branch of the system parallels
one fault for a considerable distance and may cross another
fault as well, depending on the exact location of the tunnel,
The displacement on the former fault ranges from a few feet
to about 30 feet and the latter is about 20 feet.
                           C-4

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      APPENDIX  D




AIR QUALITY STANDARDS

-------
                        APPENDIX D
                  AIR QUALITY STANDARDS
     Air quality is measured in terms of time-averaged
pollutant concentrations in the air, usually at ground
level, where people and property are most often exposed to
the pollutants.  For various substances which have been
identified as air pollutants, air quality standards for
them have been set at the Federal and state levels.

     The air quality standards can be divided into the
following classes:

          Ambient air quality standards
          Nondegradation criteria
          Standards for hazardous air pollutants
          Occupational Safety and Health Act regulations.

     The first two classes of standards apply to pollutant
concentrations in the outdoor air, whereas the third, stan-
dards for hazardous air pollutants, applies to the emission
of such pollutants.  These standards are discussed below.
The fourth class, the Occupational Safety and Health Act
regulations, apply to pollutant concentrations inside indus-
trial plants and other job areas where workers are likely
to be exposed to pollutants.  Therefore, they are not dis-
cussed here.
1.1  AMBIENT AIR QUALITY STANDARDS

     Pursuant to the Clean Air Act of 1970, the U.S. EPA
has established national ambient air quality standards for
six pollutants:  sulfur dioxide, particulate matter, carbon
monoxide, hydrocarbons, nitrogen dioxide, and photochemical
oxidants.  These standards are shown in Table D-l.  They
consist of both primary standards, which are intended to
protect public health, and secondary standards, which are
intended to protect public welfare, including protection
against damage to property and vegetation, and aesthetic
damage.

     The State of Illinois has also established ambient air
quality standards.  The state particulate standards are the
same as the Federal standards.  However, for carbon monoxide,
oxidants, hydrocarbons, and nitrogen dioxide, the state has
only one set of standards equivalent to the Federal secondary
standards.
                            D-l

-------
















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-------
2.1  NONDEGRADATION CRITERIA

     The intent of the nondegradation criteria,  established
in December 1974, is to prevent,significant  deterioration of
air quality in areas with currently clean  air.   These cri-
teria apply to increments in the existing  ambient concentra-
tion of particulate matter and  of sulfur dioxide.

     Three classes with different allowable  increments in
the above concentrations have been established:   Class I
represents the cleanest areas in which  a small  increment
may cause significant deterioration, Class II represents
the areas in which an increment associated with moderate
urban growth may not significantly affect  the air quality,
and Class III represents the highly developed urban areas
in which degradation of air quality up  to  the national
ambient air quality standards may not be considered signi-
ficant.  Table D-2 summarizes the nondegradation criteria.

                          Table D-2
              Significant Deterioration  Criteria
Pollutant

Particulate matter
Annual geometric mean
24 -hour maximum
Sulfur dioxide
Annual arithmetic mean
2 4 -hour maximum
3 -hour maximum
Allowable
Class I
5
10
2
5
25
Increments
Class,
10
30
15
100
700
II
S


               For Class III, the above concentrations could increase
           until the air quality degrades up to the national ambient
           standards.

     Initially,  all areas  in  the  U.S.  were designated as
Class II, but  the states have the option of reclassifying
any area to suit local  community  needs.   Illinois has not
reclassified any areas  in  the state.
3.1  HAZARDOUS AIR  POLLUTANTS

     Those air pollutants with no applicable ambient air
quality standards are  included in the hazardous air pollu-
tant category.  The EPA  has  also established emission
standards for such  pollutants.  At present, asbestos, beryl-
lium, and mercury are  designated as hazardous air pollutants
The EPA has the authority to include other substances in
this category if they  are found to pose a threat to public
health and welfare.
                            D-3

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        APPENDIX E




NOISE:  UNITS AND STANDARDS

-------
                        APPENDIX E

                NOISE;  UNITS AND STANDARDS


1.1  NOISE UNITS

     Noise is often defined as unwanted sound.  A complete
noise description includes magnitude, frequency distribu-
tion, direction of propagation, variation with time, and
operating conditions of the noise generator.

     Urban noise is a mixture of sounds produced by a variety
of sources including vehicles, industrial plants, construc-
tion activity, sirens, appliances, power equipment, and con-
versation.  Although noise is generally uniform in all direc-
tions, it varies in magnitude and frequency with time.  It
is possible to describe urban noise in terms of its magni-
tude for each frequency and at each instant.  However, such
description would be too voluminous and difficult to compare
with other noise.  Various noise units have been developed to
describe urban noise in terms of a single number, which can
account for its magnitude, frequency, and duration.  This
section describes the basic unit of noise:  the decibel  (dB] ,
the A-weighted decibel  (dBA), and the day-night sound level
1.1.1  Decibel  (dB)

     The magnitude of noise is generally measured by its
sound pressure level referred to a standard pressure level.
The reference pressure level is generally taken to be 0.0002
microbar, which is the threshold of audible sound.  Because
of the vast range of sound pressure levels that can be heard
by the human ear, noise is expressed in terms of a logarithm
of the ratio of measured to standard sound pressure levels.
The resulting unit is termed as decibel (dB).  Thus, dB =
20 log.. n  /P*, where P » measured sound pressure; P* «
reference sound pressure, generally taken to be 0.0002
microbar  (.2 x 10"^ Newton/m2) .
 1.1.2  A-Weighted  Sound Pressure  Level  (dBA)

     Human response to noise varies with noise  frequency.
 The response is approximately constant  for  frequencies between
 500 and 10,000 Hz, but drops off  sharply below  100 Hz and
 above 20,000 Hz.   To account for  this variation in human noise
                            E-l

-------
response, the measured noise signal is weighted,  giving less
importance to the  low and high frequencies  and  more importance
to the midrange  frequencies.  There are several internationally
approved noise weighting scales designed for  different purposes.
For community noise,  the A-scale is used, and the resulting
unit is called dBA.
1.1.3  Day-Night  Sound Level (L, )
       -   an

     Many attempts .have been made to describe  the time-varying
noise in terms of a  single index.  The U.S. EPA has recommended
the day-night sound  level (Ldn) as an index for community noise.
It is based on the Equivalent Sound Level  (Leq) .  The Leq is
defined as "the constant sound level which if  lasted for the
actual total duration of the noise signal, would yield the
same value of energy average as the actual sound level over
the total duration of the noise."!

     The L(jn represents the average Leg over 24  hours, with a
10-dB nighttime weighting.  Mathematically, L^n is expressed
as follows: 2
dn
             " L°910 (if x 10 V" + ^ x  10 'Ln  -  "1/10,

           where  L,   = weighted noise level  for  24 -hour
                  dn   period
                  L,   = average of hourly Leq's between 7 a.m.
                        and 10 p.m.
                  Ln  = average of hourly Leq's between 10  p.m
                        and 7 a.m.
2.1  NOISE STANDARDS

     Various Federal,  state, and local governmental agencies
have established  noise control regulations and  guidelines.
     Bolt, Beranek & Newman Inc., Noise in the Urban Environment, for
     city of Chicago, Department of Environmental Control, November
     1970.
     Information on Levels of Environmental Noise Requisite To Protect
     Public Health and Welfare With an Adequate Margin of Safety, U.S.
     Environmental Protection Agency, Report 550/9-74-004, March 1974.
                             E-2

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At the Federal level, the Department of Housing and Urban
Development  (HUD), the Federal  Highway Administration (FHWA),
the Occupational  Safety and Health Administration (OSHA), and
the EPA have noise standards  or guidelines in effect.  The
State of Illinois and the city  of  Chicago also have established
noise control regulations. These standards and guidelines are
discussed below.
2.1.1  EPA Guidelines

     In response  to  the  Noise Control Act of 1972, the EPA
identified long-term noise  levels considered necessary to
protect the public health and welfare with an adequate margin
of safety.  These identified noise levels do not represent
EPA standards, but are considered necessary by the EPA both
to protect the most  sensitive segment of public from any
measurable hearing loss  and to'minimize feelings of annoyance,
both with an  adequate margin of safety.  The EPA findings
are given in  terms of Leq over 24 hours; Table E-l shows
the EPA findings  in  terms of L
-------
2.1.2  HUD Noise Criteria

     The Noise Abatement and Control Standards established
by HUD are intended to remove uncontrollable noise sources
from residential and other noise-sensitive areas and to
prohibit HUD support for new construction on sites having
unacceptable noise exposure.  The HUD noise criteria for
funding new residential construction are given in terms of
Noise Exposure Forecast (NEF) values.  The NEF values can
be converted into L^n by using the equation, L^n = NWF + 35 dB.
The criteria in terms of L
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2.1.4  OSHA Noise Regulations

     OSHA, of the Department of Labor,  has  established
noise standards to protect the health and  safety of in-
dustrial workers.  According to OSHA standards,  a worker
may not be exposed to noise levels  greater  than  90 dBA
for eight hours per day.  For shorter durations, exposure
to higher noise levels is allowed as follows:
      Duration Per Day              Sound  Level
           (Hours)	                 (dBA)

             8                           90
             6                           92
             4                           95
             3                           97
             2                          100
             1.5                        102
             1                          105
             0.5                        110
        0.25 or less                    115


The EPA has recommended a  limit  of  85  dBA for eight-hour
exposure with higher limits  for  shorter durations.
2.1.5  State of Illinois Noise  Standards

     The Illinois noise standards  apply to noise levels
measured beyond 25  feet from  a  property-line noise-source.
The standards vary  with types of land use, which are divided
into three classes:  A, B,  and  C.   The standards depend
not only on the class  in which  the noise  level is measured,
but also on the class  in which  the noise  source is located.
For example, a noise source located in Class C may emit
higher noise to an  adjacent Class  B area  than Class A area.

     The Illinois noise standards  are given in terms of
octave band sound pressure  levels  and can be found in the
Environment Reporter.^
     Illinois Noise Pollution Regulations, Environment Reporter, Noise.
     Control Regulations, October 1975,  p. 81:4921.
                              E-5

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2.1.6  City of Chicago Noise  Standards1

    The city of Chicago promulgated a comprehensive noise
control ordinance in July  1971.   This ordinance established
limits on noise from motor vehicles,  construction equipment,
power tools and equipment, and  recreational vehicles sold,
as well as operated in the city of Chicago.  Standards for
noise from buildings were  also  established.

    The maximum allowable  noise levels measured at 50 feet
from new construction vehicles  and equipment sold in Chicago
are shown in the following table.
Manufacture Date
After Jan. 1, 1968
After Jan. 1, 1972
After Jan. 1, 1973
After Jan. 1, 1975
After Jan. 1, 1980
Noise Limit (dBA)
Vehicles
(8,000 Ibs. or
more gross weight)
88
88
86
84
75
Construction
Equipment*
N/A
86
84
80
75
    Does not include pile drivers.
    The noise responsibility  does not end with manufacturers.
The user must maintain  the  product so that it will not emit
more noise than the manufacturer intended.  For vehicles with
gross weight 8,000 Ibs. or  more, the following noise restric-
tions apply during operation:
Date
Before Jan. 1, 1973
After Jan. 1, 1973
Noise Limit (dBA) at 50 feet
For Posted Speed Limits
35 mph or Less
88
86
Over 35 mph
90
90 -
    City of Chicago Noise Ordinance, Chapter 17 of the Municipal Code
    of Chicago, as amended in 1971.
                            E-6

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     The noise ordinance also prohibits use of noisy con-
struction equipment in residential areas between 9:30 p.m.
and 8:30 a.m. except for work on public improvements and
work for public service utilities.

     In the case of noise from buildings, the restrictions
apply to noise levels measured at the property line or at
the boundary of zoning district as follows:
Type of Land Use
Residential
Commercial
Industrial
Location of
Noise Measured
Property Line
Property Line
Zoning District
Boundary
Noise Limit (dBA)
55
62
58 to 66
                             E-7

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                    APPENDIX F

     SOCIOECONOMIC DATA BY COMMUNITY FOR THE
MAINSTREAM, CALUMET, AND DES PLAINES TUNNEL SYSTEMS

-------
APPENDIX F
SOCIOECONOMIC DATA BY COMMUNITY FOR THE
MAINSTREAM,
CALUMET, AND DES
PLAINES TUNNEL
SYSTEMS
SOCIOECONOMIC DATA - MAINSTREAM AREA COMMUNITIES1
Community
Bedford Park
Bellwood
Bensenville
Berkeley
Berwyn
Bridgeview
Broadview
Brookf ield
Burr Ridge
Chicago
Cicero
Countryside
Des Plaines
Elmwood Park
Evanston
Forest Park
Forest View
Franklin Park
Glencoe
Glenview
Golf
Harwood Heights
Hillside
Hinsdale
Hodgkins
Hometown
1970 Population
583
22,096
12,956
6,152
52,502
12,522
9,623
20,284
1,637
3,369,357
67,058
2,864
57,239
26,160
80,113
15,472
927
20,348
10,675
24,880
474
9,060
8,888
215,918
2,270
6,729
Percent Change
From 1960
-20.9
6.6
41.7
6.2
-3.2
70.7
12.1
-0.7
447.5
-5.1
-3.0
-
64.1
9.6
1.0
7.1
-11.0
11.1
1.9
37.2
15.9
59.3
14.0
23.8
101.6
-10.0
Median Family
Income- 19 70
-
13,008
13,394
13,708
11,836
11,910
12,553
12,993
-
10,242
11,265
12,976
14,056
13,028
13,932
11,941
-
12,833
29,565
19,137
-
13,208
14,079
19,185
-
11,118
    F-l

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SOCIOECONOMIC DATA - MAINSTREAM AREA COMMUNITIES'1
                    Continued
Community
Indian Head Park
Justice
Kenilworth
LaGrange
LaGrange Park
Lincolnwood
Lyons
May wood
McCook
Melrose Park
Morton Grove
Niles
Norridge
Northbrook
Northfield
Northlake
North Riverside
Oak Park
Park Ridge
River Forest
River Grove
Riverside
Rosemont
Schiller Park
Stickney
Stone Park
Summit
Westchester
Western Springs
1970 Population
473
9,473
2,980
17,814
15,459
12,929
11,124
29,109
333
22,716
26,369
31,432
17,020
27,297
5,010
14,212
8,097
62,511
42,614
13,402
11,465
10,432
4,360
12,712
6,601
4,429
11,569
20,033
13,029
Percent Change
From 1960
22.9
238.0
0.7
16.5
12.1
10.1
12.0
6.5
-24.5
1.9
38.4
54.1
20.8
134.6
25.1
15.4
1.4
2.3
30.5
5.6
35.5
7.0
345.8
123.5
5.8
45.8
11.5
10.7
20.2
                                              Median Family
                                               Income-1970
                                                 11,745
                                                 34,573
                                                 16,552
                                                 15,237
                                                 21,365
                                                 11,998
                                                 11,573

                                                 12,121
                                                 16,488
                                                 14,159
                                                 13,996
                                                 19,994
                                                 21,268
                                                 12,561
                                                 13,219
                                                 12,949
                                                 17,472
                                                 21,236
                                                 12,480
                                                 16,389
                                                 12,824
                                                 12,695
                                                 12,060
                                                 12,013
                                                 10,281
                                                 15,812
                                                 19,502
                      F-2

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        SOCIOECONOMIC  DATA - MAINSTREAM AREA COMMUNITIES1
                             Continued
                                      Percent Change    Median Family
    Community       1970  Population      From 1960       Income-1970
Willow Springs          3,318               41.3           12,713
Wilmette               32,134               13.7           21,809
Winnetka               13,998                4.7           28,782
Skokie                 68,322               15.1           16,423
     Suburban Fact Book -  1973, Northeastern Illinois Planning Commission.
                                F-3

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          SOCIOECONOMIC DATA - CALUMET AREA COMMUNITIES1
                                      Percent  Change   Median Family
    Community
Alsip
Blue Island
Burnham
Calumet City
Calumet Park
Chicago
Dixmoor
Dolton
Evergreen Park
Harvey
Lansing
Markham
Oak Lawn
Phoenix
Posen
Riverdale
Robbins
South Holland
1970 Population
11,141
22,958
3,634
33,107
10,069
3,369,357
4,735
• 25,937
25,921
34,636
25,805
15,987
60,305
3,596
5,498
15,806
9,641
23,931
From 1960
195.5
17,0
46.7
32.4
19.2
-5.1
53.9
38.4
7.2
19.1
42.6
36.6
119.5
-14.4
21.7
31.6
28.4
129.8
Income-1970
12,687
11,470
11,262
11,823
12,546
10,242
10,565
13,282
13,903
11,035
13,069
12,045
13,824
9,800
11,866
12,520
8,192
14,495
    Suburban Fact Book - 1973, Northeastern Illinois Planning Commission.
                               F-4

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     SOCIOECONOMIC DATA - DES PLAINES AREA  COMMUNITIES1
Community
Broadview
Brookf ield
Des Plaines
Elmwood Park
Forest Park
Franklin Park
LaGrange
LaGrange Park
Lyons
Maywood
McCook
Melrose Park
North Riverside
Park Ridge
River Forest
River Grove
Riverside
Rosemont
Schiller Park
Western Springs
1970 Population
9,623
20,284
57,239
26,160
15,472
20,348
17,814
15,459
11,124
29,019
333
22,716
8,097
42,614
13,402
11,465
10,432
4,825
12,712
13,029
Percent Change
From 1960
12.1
-0.7
64.1
9.6
7.1
11.1
16.5
12.1
12.0
6.5
-24.5
1.9
1.4
30.5
5.6
35.5
7.0
345.8
123.5
20.2
Median Family
Income- 1970
12,553
12,993
14,056
13,028
11,941
12,833
16,552
15,237
11,998
11,573
-
12,121
13,219
13,472
21,236
12,480
16,389
12,824
12,695
19,502
Suburban Fact Book - 1973,  Northeastern  Illinois Planning Commission.
                              F-5

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                   APPENDIX G





CHRONOLOGY OF IMPORTANT EVENTS - 1954 THROUGH 1975

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                              APPENDIX G

          CHRONOLOGY OF IMPORTANT EVENTS - 1954 THROUGH 1975
       Month
 .958   August
1959   February
1960   March
1961
Description of Events

Leffler Plan proposed
(Alternative K*).

Meissner Plan proposed
(Alternative L).
Ramey-Williams Channel
Improvement Plan pro-
posed  (Alternative M).
       Reports Issued
Meissner, John F.,  "Flood
Control - A Report  for the
Metropolitan Sanitary
District," Engineers, Inc.

Ramey, H.P., "Floods in
the Chicago Area,"  A Report
for the MSDGC.

McCarthy, R.L.,  "Supplement
to Proposed Flood Control
Project for the  MSDGC."

State of Illinois,  "Report
on Plan for Flood Control
and Drainage Development,
Des Plaines River,  Cook,
Lake and DuPage  Counties,"
Dept. of Public  Works and
Buildings.
                                           Appendix G.
1964
Original Deep Tunnel
Plan with Mined and~
Surface Storage in
the Calumet Area
proposed  (Alternative
A).

Metropolitan Sanitary
District of Greater
Chicago Flood Control
Studies resulted  in
proposed plan
 (Alternative P).
           Flood Control Coordinating Committee designations.
                                  G-l

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 |ar

1965
Month
1966
       May
       October
1967   January
       November
Description of Events

Flood Control Coordi-
nating Committee
(FCCC) formed and
members appointed by
Governor of Illinois.

Commenced investigations
on mining machines
(MSDGC).
Reports Issued
            Original Chicago
            Underflow Plan for
            Flood and Pollution
            Control proposed
            (city of Chicago).

            The FCCC appointed
            members for a tech-
            nical advisory
            committee (TAG).

            Lawrence Avenue under-
            flow sewer system con-
            struction commenced
            (city of Chicago).

            MSDGC initiated feasi-
            bility studies on
            Chicago tunnel plans.

            Drilling and testing
            of deep aquifer test
            and specific capacity
            wells commenced  (MSDGC)
                        Harza Engineering Co.
                        and Bauer Engineering, Inc.,
                        "A Deep Tunnel Plan for the
                        Chicagoland Area," A Report
                        for the MSDGC.

                        Harza Engineering Co.
                        "Appraisal Report on Storm
                        Drainage by Alternative
                        Open-cut and Tunnel Sewers
                        for the Eastwood Wilson
                        Auxiliary Outlet Sewer
                        System," report for
                        Department of Public Works.

                        City of Chicago, "The
                        Chicago Underflow Plan for
                        Flood and Pollution Control,"
                        Dept. of Public Works,
                        Bureau of Engineering.
                                 G-2

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Year   Month

1967   November
       (Continued)
            Description of Events

            Seismic survey of 5
            locations commenced
            to determine effi-
            cacy of vibrosis
            (MSDGC).

            Drilling and testing
            of 36 shallow and
            deep holes commenced
            to determine general
            subsurface conditions
            (MSDGC).
                               Reports  Issued
1968
February
1968
May
Seismic survey com-
pleted
Harza Engineering Co.
and Bauer Engineering,
Inc., "Pollution and
Flood Control: A Program
for Chicagoland," a report
for the MSDGC.

Seismograph Service Corp.,
"Reports on a Vibrosis
Survey, Chicagoland Deep
Tunnel Plan for Pollution
and Flood Control, Phases
I-III Mobilization and
Reconnaissance," for the
MSDGC.
       May
       July
                                    Harza Engineering Co., and
                                    Bauer Engineering, Inc.,  '
                                    "Chicagoland Deep Tunnel
                                    System for Pollution and
                                    Flood Control - First
                                    Construction Zone Definite
                                    Project Report," for the
                                    MSDGC.

                                    McCarthy, R.L., "The Metro-
                                    politan Sanitary District
                                    of Greater Chicago Flood
                                    Control Report."
                                 G-3

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       Month

       July
       (Continued)
            Description of Events
       September
1968
November
       November
       November
            Composite Plan
            proposed(Alternative
            E).
            State^of Illinois,
            Division of Waterways
            Plan proposed
            (Alternative D).

            Drilling and testing
            completed.
                   Deep Tunnel Plan with
                   Pumped Storage Power~
                   proposed(Alternative
                   V
                   City of Chicago Under-
                   flow Plan revised.
                   Sheaffer Plan proposed
                   (Alternative N).
       Reports Issued

Harza Engineering Co. and
Bauer Engineering, Inc.,
"Chicagoland Deep Tunnel
System for Pollution and
Flood Control - First
Construction Zone Definite
Project Report Appendices."

City of Chicago, "Composite
Drainage Plan of the
Chicago Area," Dept. of
Public Works for the TAG.

Harza Engineering Co. and
Bauer Engineering, Inc.
"Design, Construction, and
Financing Schedule for the
Composite Drainage, Flood
and Pollution Control Plan
for the Combined Sewer
Portion of the Metropolitan
Sanitary District of
Greater Chicago."

State of Illinois, "Chicago
Drainage Plan," Dept. of
Public Works and Buildings.
Seismograph Service Corp.,
"Report on Borehole Logging
Services, Chicagoland Deep
Tunnel System for Pollution
and Flood Control," for the
MSDGC.
                                 G-4

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Month       Description of Events

November    Deep Tunnel Plan with
(Continued) Mined and Surface Storage
            in the Calumet and Stick-
            ney Areas proposed
            (Alternative B).

            Deep Tunnel Plan
            (Calumet, Stickney
            Storage) with Pumped
            Storage proposed
            (Alternative B .)

            Deep Tunnel Plan with Mined
            and Surface Storage in the
            Calumet, West-Southwest
            and North-side Sewage Treat-
            ment Plant Areas proposed
            (Alternative C).
            Deep Tunnel Plan (Storage
            in Three Locations) with
            Pumped Storage Power Pro-
            posed (Alternative C ).

            Report on effects of deep
            tunnel storage upon MSDGC's
            sewage treatment capacity
            presented to MSDGC.
                                                  Reports Issued
1969   January
January
February
Bauer Engineering, Inc.,
"The Effect of Deep
Tunnel Storage upon
District Sewage Treat-
ment Capacity."

Anderson, A.G., and
Dahlin, W.Q., "Project
Report No. 100 - Supple-
ment No. 1 - Effect of
Air and Detergents on
Flow Pattern." University
of Minnesota.

Harza Engineering Co.,
and Bauer Engineering,
Inc., "Report on the
Impact of the Deep
Tunnel Plan on the Water
Resources of Northeast
Illinois," for the MSDGC.
                          G-5

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Year   Month

1969   April
       July
       September
1969   October
1970   May
       June
Description of Events        Reports Issued

                        Koelzer, V.A., Bauer, W.J.,
                        and Dalton, F.E., "The
                        Chicago Area Deep Tunnel
                        Project - A Use of the
                        Underground Storage Re-
                        source," JWPCF.

                        Bauer Engineering, Inc.,
                        "The Role of Storage in
                        Sewage Treatment Plant
                        Design," for the MSDGC.

                        City of Chicago, "Combined
                        Underflow-Storage Plan for
                        Pollution and Flood Control
                        in the Chicago Metropolitan
                        Area," Dept. of Public Works.

                        Papadopulos, I.S., Larsen,
                        W.R., and Neil, F.C., "Ground-
                        water Studies - Chicagoland
                        Deep Tunnel System," Ground-
                        water Journal, Vol. 7, No. 5.

Chicago Underflow Plan- State of Illinois, city of
Lockport proposed       Chicago, MSDGC, "Underflow
(Alternative F).        Plan for Pollution and Flood
                        Control in the Chicago
                        Metropolitan Area."

Chicago Underflow
Plan - Single Quarry
proposeH(Alternative
G).

Chicago Underflow
Plan - Two Quarries
proposed"
(Alternative H).

Chicago Underflow Plan-
Three Quarries proposed
(Alternative J).

Four Storage Plan
proposed (Alternative Q).
                                 G-6

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Year
Month
Description of Events
Reports Issued
1970
June        Four Storage Plan with
(Continued) Pumped Storage Power
            proposed (Alternative Q ).
                                   E~
            McCook, Calumet, and
            O'Hare Storage Plan
            proposed (Alternative R).

            McCook; Calumet, and
            O'Hare Storage Plan with
            Pumped Storage Power pro-
            posed  (Alternative R ).

            Chicago Underflow Plan,
            McCook and O'Hare Storage
            proposed (Alternative S).
       November
1971   January
       February
       April
            The FCCC reactivated.

            Work program prepared for
            development of a flood and
            pollution control plan.

            Additional subsurface analysis
            initiated.
            Separate System of
            Sanitary Sewers
            proposed and evaluat-
            ed  (Alternative T).
                        DeLeuw, Gather, and Co.,
                        "Southwest Side Intercepting
                        Sewer 13A, Report of Tunnel
                        Inspection Performed, November
                        1970," for the MSDGC.

                        Metcalf & Eddy, "Application
                        of Storm Water Management
                        Model to Selected Chicago
                        Drainage Areas - Phase I,"
                        report to city of Chicago,
                        Dept. of Public Works.

                        City of Chicago, "Estimate
                        of Cost To Provide a
                        Separate System of Sanitary
                        Sewers for the city of Chicago,"
                        Dept. of Public Works.
                                 G-7

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  ;ar   Month
1971   May
       May
Description of Events

The Technical Advisory
Committee re-establish-
ed.
Reports Issued
       September
       September
       October
       October
1972
Tunnel and Reservoir
Plan (TARP) proposed.
       January


       August
                        MSDGC, "Position Paper
                        Concerning Combined Sewer
                        Overflows."

                        Consoer, Townsend and
                        Associates, "Chicagoland
                        Flood and Pollution
                        Control Program Second
                        Interim Report on Treat-
                        ment to the city of
                        Chicago," a report for
                        the MSDGC.

                        Harza Engineering Co.,
                        "Chicagoland Flood Control
                        and Pollution Abatement
                        Program, Interim Report,
                        Geology and Related
                        Studies."

                        Bauer Engineering, Inc.,
                        "Final Report - Drop Shaft
                        Investigation for Crosstown
                        Expressway (1-494)."

                        Harza Engineering Co.,
                        "Evaluation of Geology
                        and Groundwater Conditions
                        in Lawrence Avenue Tunnel.
                        Calumet Intercepting Sewer
                        18E, Extension A, South-
                        west Intercepting Sewer
                        13 A."
                        MSDGC, "Evaluation of
                        Alternative Systems."

                        MSDGC, "Summary of Technical
                        Reports."
                                  G-8

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Year   Month
Description of Events
Reports Issued
1972   August
Additional boring tests Seismograph Service Corp.,
       October


       November
       December
1973   July
                   completed.
TARP adopted by FCCC
Board.
                        "Borehole Logging Report
                        for North-Side Rock Tunnel
                        Project."
                        DeLeuw, Gather, and Co.,
                        "Preliminary Plans for
                        O'Hare Collection Facility,"
                        conventional intercepting
                        sewers and TARP.

                        MSDGC, "Technical Reports -
                       "Development of a Flood
                        Control Plan for the Chicago-
                        land Area," Part I - Data
                        Collection; Part II -
                        Computer Simulations Programs;
                        Part III - Treatment;
                        Part IV - Geology and Water
                        Supply; Part V - Alternative
                        Systems; Part VI - Power
                        Generation; Part VII -
                        Benefit-Cost-Financing-
                        Scheduling.
Issued "Environ-
mental Assessment"
and "Environmental
Impact Statement" for
TARP for Corps, of
Engineers  (MSDGC).

Preliminary plans and
designs for Upper Des
Plaines system and
O'Hare collection
facility prepared
 (MSDGC).

Hydraulic model studies
of drop shafts and
collecting structures,
computer services, re-
finement of TARP, and
preliminary designs of
drop shafts initiated
 (MSDGC),
                                  G-9

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       Month
Description of Events
                             Reports Issued
1973   July
       (Continued)
1974   April
       March-
       September
1975   January
       July
Preliminary plans for
second phase Calumet
tunnels, administration
of subsurface exploration,
and preparation of geo-
technical design report
for Calumet system
initiated (MSDGC) .

Preparation of geo-
technical design for
Mainstream tunnels and
two reservoirs initiated
(MSDGC) .

Mapping of Mainstream,              -
Calumet and Lower Des
Plaines systems commenced
(MSDGC) .

Subsurface exploration of
Lower Des Plaines, Calumet,
Upper Des Plaines, Mainstream
and reservoir systems
commenced (MSDGC) .

Reservoir sites proposed for
O'Hare and Calumet areas
(MSDGC) .

Drop shaft modeling studies  Anderson, A.G. and
completed and reports issued Dahlin, W.Q. , Status
(University of Minnesota) .   Reports No. 1 through
                             6, for the city of
                             Chicago.
Drop shaft modeling
study completed
(University of Minnesota).
                             Anderson, A.G. and
                             Dahlin, W.Q. , "Model
                             Studies of Drop Shafts,
                             Final Report,"
                             University of -
                             Minnesota, for the city
                             of Chicago.
Hearings conducted by MSDGC
pertaining to EPA con-
struction grant for
tunnels and shafts of
Addison to Wilmette and
O'Hare systems.
                                 G-10

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Year   Month       Description of Events        Reports Issued

1975   September   Hearings conducted by
                   Illinois EPA for desiign
                   grants of all first phase
                   tunnel systems.

       November    Public hearing conducted by
                   U.S. Army Corps of Engineers.
                                 G-ll

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                 APPENDIX H

       METROPOLITAN SANITARY DISTRICT
             OF GREATER CHICAGO

GENERAL SPECIFICATIONS—CONSTRUCTION CONTRACTS

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March 1 974

                                        INDEX

                THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
                               GENERAL SPECIFICATIONS
                               (CONSTRUCTION CONTRACTS)


SECTION                                     TITLE                                   PAGE

    1          Definitions  	    GS-1
    2          Powers of the Engineer	    GS-1
    3          Contractor's Plans, Data & Samples  	    GS-2
    4          Approval of Contractor's Plans	    GS-2
    5          Additional Sanitary District Plans	    GS-3
    6          Checking Plans  	    GS-3
    7          Keeping Plans & Specifications on the Work	    GS-3
    8          Lines & Grades  	    GS4
    9          Inspection & Testing of Materials & Equipment  	    GS4
   10          Inspections & Tests of Workmanship	    GS-5
   11          Measurement for Payment	    GS-6
   12          Intent of Plans & Specification	    GS-6
   13          Ground Surface & Underground Conditions	    GS-6
   14          Existing & Future Structures 	    GS-7
   15          Space for Material, Equipment & Plant	'	    GS-7
   16          Cleaning Work Sites  	    GS-8
   17          Provisions for Delivery at Site	    GS-8
   18          Procedure & Methods	    GS-8
   19          Handling Water at Treatment Plant Sites	    GS-9
   20          Openings, Cutting & Fitting	    GS-9
   21          Water, Power & Sanitary District Equipment	    GS-10
   22          Safety	    GS-10
   23          As-Built Drawings	    GS-12
   24          Open Burning	    GS-12
   25          Equipment Manuals	    GS-12
   26          Posting of Project Signs	-.	    GS-12
   27          Operating Personnel Training  	    GS-12
   28          Proprietary Designations	    G8-13
   29          Fire or Other Emergency	    GS-13
                                           H-l

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March 1974
                     TOE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
                                 GENERAL SPECIFICATIONS
                                   (CONSTRUCTION CONTRACTS)
Definitions.
 (1)   Whenever the following terms in quota-
tions  appear  in  the contract  documents, they
shall be interpreted as follows:
  "Sanitary District" or "District" -  The Me-
tropolitan Sanitary  District of Greater Chicago,
party  of the first part.
  "Contractor"  spelled  with  a  capital "C" -
The Contractor under this contract, party of the
se.cond part.
  "Chief Engineer" or "Engineer" - The Chief
Engineer  or   Acting  Chief  Engineer  of  The
Metropolitan Sanitary District  of Greater Chica-
go, or any other Engineer designated by him.
  The Purchasing Agent is the duly authorized
Officer of  the District,  carrying out the func-
tions  assigned to  him by the Purchasing Act (111.
Rev.  Stat.  1963, Ch. 42, Sec.  11.1-11.23) and
the Board of Trustees.
  "He", "him", "his", "it" or "it's" designating
the  "Contractor"  — The individual,  firm  or
corporation awarded the contract for the work
hereunder.
  "The work" - The  work  to be performed
hereunder, including all  material, labor, tools
and all appliances and appurtenances necessary
to perform and complete everything specified or
implied in  the contract or shown on the plans
and   specifications  furnished  by the-Sanitary
District, and  the  additional  plans and  infor-
mation  furnished  by  the Contractor under
Section (3), in full compliance with all the terms
and conditions hereof.
  "Site" - The location described in the Agree-
ment where the  work under this contract is to
be performed.
   "Plans"  —  The contract plans listed in  the
Agreement and  the additional plans, prints and
drawings furnished  by the Contractor in accor-
dance with the requirements of Section (3).
   "Written Order"  — A written order signed by
the Chief  Engineer  of  the  Sanitary District, a
duly  appointed  Acting  Chief Engineer or  an
Assistant  Chief Engineer  designated by  said
Chief Engineer, mailed to the Contractor at the
address designated  in  his proposal or to  such
other address  as he may designate in writing as
his official place of business.

  "Or equal" or "or equal thereto" — Wherever
a particular process, material,  device, detail or
part is specified herein followed by these words
or  by similar  or  equivalent expressions,  such
words or expressions  shall be understood  to
mean and permit  the  use of  another process,
material, device, detail or part that the Engineer
shall  determine is fully equal  in suitability,
quality, durability and  in all other respects, to
the  process,  material,  device, detail or  part
herein specified for such use and shall approve
for  such use in the work hereunder.

  "Designated", "ordered", "permitted",  "ap-
proved"  —  These words or  others  of  similar
import,  unless specifically  modified, shall  be
taken to  mean, designated, ordered, permitted
or approved by the Engineer.
Powers of the Engineer.
  (2)  It is covenanted  and  agreed  that the
Chief Engineer  and  his  properly  authorized
agents shall  measure and calculate the quantities
and  amounts  of  the several  kinds  of  work
performed under  this contract and on whose
inspection all work shall be accepted or con-
demned. The Chief Engineer, or other Engineer
designated by  him, shall  have full  power  to
reject or condemn  all materials furnished  or
work performed under this contract,  which in
his  opinion  do not conform to  the terms and
conditions herein expressed.

  To prevent all  disputes and litigations, it is
further  agreed  by and  between  the  Sanitary
District  and the Contractor  that the  Engineer
shall hi  all  cases  decide every question  of  an
engineering character which may arise relative to
the execution of the work under this contract.
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on the part of the Contractor, and his decision
shal!  he  final  and  conclusive  on both parties
hereto; and such decision, in case any question
may arise, shall be a condition  precedent to the
right of the Contractor to receive any money or
compensation for anything done or furnished
under this contract.

Contractor's Plans, Data and Samples.

  (3)  Within  thirty days  after  the  approval
of the bond of the Contractor  by the Board
of Trustees of the Sanitary District, the Contrac-
tor shall submit  to  the  Engineer for approval,
plans in  duplicate of the equipment, material
and apparatus included under this contract and
the foundations for  same (other  than those for
which details are given in the plans attached
hereto by the Sanitary District), as listed under
the Detail Specifications,  together with all other
information in such  detail as may be necessary
to  permit  the  Engineer  to  inform  himself
whether  the same will comply with the specifi-
cations, and to determine the  character of the
various   equipment,  material  and  apparatus
which the Contractor proposes to use. The time
for submitting Contractor's plans may  be ex-
tendf.ii by the Engineer at his discretion, if in his
opinion  such  extension  will  not delay  the
progress of work under the contract.

  All such  plans shall be of sizes to be desig-
nated or approved by the Engineer and shall  be
clearly identified by item number, if any, and
location of the equipment, material and appara-
tus in  the  work. The  general  character and
arrangement of the shop and working plans shall
be subject  to the approval of the Engineer and
before commencing such plans the Contractor, if
req ie,;ted,  shall confer  with  the Engineer re-^
garding  the character, scale, arrangement, and
completeness  of such plans. The detailed shop
pl?ns shall  give views, dimensions, instructions
and references so that duplicate parts for repairs
can be ordered end  made from the drawings at
-soy  *.h;ie  in the future.  The  assembly and
•wirWng  p^rtf shall shew necessary details, and
phns and elevations with dimensions,  instruc-
tion and references  for proper erection, instal-
lation and adjustment of the equipment.
  The Contractor shall furnish  to the Engineer a
tabulated list of the  minor equipment for which
plans may not be required, showing the name of
the manufacturer and the catalog number and
type of equipment proposed, together with such
dimensions,  specifications, samples,  or  other
data, as may be required to  permit intelligent
judgment of the acceptability of the same.
   Machinery, equipment, accessories or parts to
be furnished under  this  contract must  be of
current manufacture unless otherwise specified.
Such  material, whose manufacture  has  been
discontinued or is scheduled to be discontinued
within the life of the contract or duration of the
maintenance bond, will not be accepted unless
otherwise specified.
  The contractor  shall upon  request  furnish a
certified statement from the manufacturer that
any  equipment, accessories or parts  being  fur-
nished under  the  contract  are in current pro-
duction and  that  there are no present or near
future plans  to discontinue production of the
item or items in question.
Approval of Contractor's Plans.
   (4)   The plans submitted by the Contractor
for approval, as specified  in Section  (3), will be
examined by  the  Engineer and it  is  understood
by the Contractor in submitting the plans, that a
reasonable amount of time will be necessary for
their examination by the  Engineer before they
can be approved  by him or  returned for  cor-
rection.

   "All plans requiring structural design sub-
mitted by the Contactor shall be accompanied
by the calculations  for the work or design and
shall  be stamped  by a registered  structural
engineer having a  license  to practice in the State
of Illinois."


   Unless otherwise  instructed, the  Contractor
shall submit  to the Engineer for examination
three prints of each plan, and, as  far as possible,
all plans of any particular part of the structures
or equipment, and of parts connected therewith,
shall be submitted at the same time.  After the
plans have been  examined as above mentioned,
one print of  each plan will be returned  to the
Contractor  by the  Engineer  with his approval
thereon, or marked with notations or corrections
and changes that may be required. All plans not
approved by  the  Engineer shall be corrected or
revised by the Contractor as the  Engineer  shall
direct and shall be resubmitted in the same rou-
tine as before. No orders for any work, materials,
or equipment shown on any plans shall be given
by the Contractor without the written consent
of the Engineer.
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  No orders for any work, materials or equip-
ment shown on  any  plans  shall be given by
the Contractor without the written consent of
the Engineer prior to the time when such plans
or equipment have  been approved by him as
specified. Prior  to the  approval of any  such
plans, any work which the Contractor  may do
on the structures or equipment covered by the
same shall be at his own risk,  as the Sanitary
District will not be responsible for any  expense
incurred  by  the Contractor  in  changing struc-
tures or  equipment to make the same conform
to the plans as finally approved. No alterations
of any  plans shall be made  by the Contractor
after they have been  approved  except  by the
written consent of the Engineer.
   The  Contractor shall furnish the  Sanitary
District, as requested, and without extra charge
therefor, such number of complete sets of prints
of all plans, as approved, as  the Engineer shall
request  and in general not less  than eight, for
office files and for use  in  the  field. Erection
plans shall have all match marks shown thereon.
   After  the  work  has  been  completed, the
tracings   of  all plans  for  any  and  all  work
hereunder, made by or for the Contractor, shall
be corrected by him so as to show all work  as
actually completed.
   Prior  to the issuance by the Chief Engineer  of
the  final certificate specified in Article 35 of the
General  Conditions, the Contractor shall furnish
to  the Engineer, record prints,  in duplicate on
linen, of such drawings as have been submitted
by the Contractor as specified in Section (3), as
he may request.
   Upon approval of the plans, lists, samples and
other  data submitted  by the  Contractor, the
same shall become a part of this contract, and
the  equipment furnished shall be in conformity
with the same; provided, that  the approval  of
the  above plans, lists, specifications, samples  or
other data shall in no way release the Contractor
from his responsibility for  the proper design,
installation and performance of any material  or
equipment, or from his liability to replace the
same should it prove defective.

Additional Sanitary District Plans.

   (5) The  Sanitary District will, for conditions
noted in the Detail Specifications, prepare work-
ing  plans supplementary to the  plans previously
listed herein, showing such additional and revis-
ed details for construction purposes not shown
on  the  contract plans or which are  shown  as
typical only and require revision and additions
for construction purposes,  as  are required for
furnishing and erecting the structures and equip-
ment required under this contract. These  work-
ing plans will be furnished to the Contractor by
the Sanitary District within a reasonable time
after approval by  the Board of Trustees of the
Sanitary District of the bond of the Contractor,
and  as required  from  time  to time  for the
prosecution of the work.
   The Contractor shall  advise the Engineer in
writing sufficiently in advance of the time when
such  plans will be  required  for  the orderly
progress  of various  portions  of the  work to
permit their  preparation  and  shall make no
claims for  damages  for  delays that  may  result
from his failure  to so notify the Engineer.  These
plans will include such details as are not shown
on the contract  plans and which the Contractor
is  not required to furnish, as specified in Section
(3).
Checking Plans.

  (6) The  Contractor shall  check all  plans
furnished  by the Sanitary  District and  by him-
self for  dimensions, quantities and co-ordination
with other parts of the work under this contract,
and  shall  notify  the Engineer of all errors or
omissions which  he  may discover by examining
and  checking  the same. He will not be allowed
to take advantage of any error  or omission on
the plans, as full instructions will be furnished
by the  Engineer  should such  error or omission
be discovered, and the Contractor shall carry out
such instructions as  if originally specified. The
work is  to be  made complete and  to  the
satisfaction  of the  Engineer, notwithstanding
any  minor  omissions in  the specifications or
plans.
Keeping Plans and Specifications on the Work.
   (7) The Contractor shall keep on hand at the
work for reference  a complete  copy of these
specifications and a complete set of all plans of
the work, and also copies of all plans furnished
by the Contractor, all revised plans furnished by
the Sanitary District and all orders issued to the
Contractor  by the Engineer that relate to the
work under this contract.
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Lines and Grades.

  (8)    A surface  horizontal and vertical con-
trol  system as required  for  the  layout  of the
work under this contract shall be given  by the
Engineer. This horizontal  and vertical control
system must be verified  by the Contractor and
the Contractor will be entirely responsible for its
correctness. All other horizontal and vertical
control required for  the  complete layout and
performance of the work under this contract
shall be done  by the Contractor at the Contrac-
tor's expense, and  approved by  the Engineer.
The  Contractor must  verify and will be com-
pletely responsible for the correctness of all lines
and grades, including any given by the Engineer.

  In  tunnel construction, each shaft shall be
"plumbed" (line and grade transferred from the
surface  into the tunnel section) by the Con-
tractor,  and  approved by the Engineer. The
Contractor shall inform the Engineer, a reason-
able  time in advance,  of the times and places at
which he intends to do work.

   At the  Engineer's discretion, the  Engineer
will  make  occasional  field  checks  of control
work done by the  Contractor. The Contractor
shall  correct  any  mistakes due  to errors  or
omirsions  at  his  own  cost and  expense  as
ordered  by  the  Engineer. Unless  otherwise
noted, all  elevations  shown on the  plans and
mentioned in the specifications are  referred to
Chicago  City  Datum (C.C.D.).  The Sanitary
District considers Chicago City Datum to be at
Elevation  579.48 above New  York  Mean Sea
Level, USC&GS 1929 adjustment  (MSL-1929
adj).

Inspection and Testing of Materials and
   Equipment.
   (9)   All material  and  equipment  furnished
under this  contract  shall be subjected at all times
during manufacture, fabrication and erection to
such inspection and tests by the Engineer or his
authorized representatives, as will give due assur-
ance that  the  terms  of the specifications are
being complied with in all respects. Such inspec-
tion and tests shall be performed at the points of
manufacture or fabrication, or in the field, as are
herein specified therefor or as otherwise desig-
nated by  the Engineer. Where  inspections or
tests are  to be  made at  the  point  of the
manufacture  or fabrication, the Contractor shall
in all cases give ample notice to the Engineer to
permit  such inspection and tests to  be per-
formed before  painting is done and shipment is
made and shall  furnish to the Engineer copies, in
triplicate, of all mill orders and invoices covering
the same, to facilitate the identification of the
material inspected.
   All  inspecting and  testing of materials fur-
nished under this contract will be performed by
the Engineer or his  duly authorized  inspection
engineers or inspection  bureaus without cost to
the Contractor  unless otherwise expressly speci-
fied herein.
   When inspection of materials and equipment
is authorized in writing by the Engineer, it shall
be the  sole responsibility  of the  Contractor
hereunder to keep the Engineer, or such duly
authorized  inspection  engineers or  inspection
bureaus, fully informed as to when and  where
the material or equipment is to be inspected.  All
approved subcontractors shall be appropriately
advised of this requirement. If any material or
equipment is shipped  to the site of the work
without authorized inspection, it  may be subject
to  rejection.  Any  additional expense to the
Sanitary District for inspection of such material
or  equipment  at the site of the work  shall be
borne by the Contractor.

   All machining and  preparation  of test sam-
ples, required by the ASTM or other specifica-
tions and cited as  standard for this contract,
shall be  done  by  the Contractor  at  his own
expense.
   All specifications of any  society,  institute or
association  hereafter   referred   to  are hereby
made a  part  of  this  contract  the  same as if
written in full.

   The  following societies, institutes and assoc-
iations will be hereinafter designated,  by their
initials, as follows:

Name                             Designation
American Association of State Highway
   Officials	 AASHO
American Institute of Electrical
   Engineers	AIEE
American Institute of Steel Construction . AISC
Air Moving and Conditioning Association,
   Inc	AMACA
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American Petroleum Institute  	API
American National Standards Association  ANSI
American Society of Mechanical
  Engineers	ASME
American Society for Testing Materials  . .ASTM
American Welding Society	EEI
American Water Works Association  .... AWWA
Edison Electric Institute	EEI
Standard  Specification for  Road and Bridge
Construction of the Department of Public Works
and Buildings, Division of Highways,
  State of Illinois	IDH
Illinois Environment Protectional Agency. IEPA
Insulated Power Cable Engineers
  Association	IPCEA
Metropolitan Sanitary District of
  Greater Chicago	MSD
National Electrical Manufacturers:
  Association	NEMA
National Fire Protection Association ... .NFPA
Occupational Safety & Health
  Administration	OSHA
Steel Structures Painting Council	SSPC
U.S. Environmental Protection Agency  .USEPA

  Where reference  is made to standard specifi-
cations  of any of the  above societies, institutes
or  associations, these references  refer to  the
latest Standards and Tentative Standards of said
society, institute or association in force on the
date when bids on this contract were received;
except that, if a revised specification is issued by
said  society,  institute or association before
completion  of a part  of the work affected  by
said  specifications,  the  Contractor may,   if
approved  by the Engineer, perform the part of
the work affected in accordance with the revised
specifications.  In  interpreting said  standard
specifications, the "Purchaser"  shall  be under-
stood to  mean the Sanitary  District,  and  the
"Manufacturer,"  the Contractor  hereunder of
any person or persons  or corporation furnishing
materials  for  or performing  work under this
contract.
  For any  material not covered  by  the desig-
nated specification  of  some designated society,
institute or  association, appropriate methods of
testing and  inspection  to  be designated by the
Engineer shall be followed.
  All samples for analysis and tests  shall  be
taken in such manner  as to be truly representa-
tive of the entire lot under test and shall not be
worked on in any way to alter the quality before
testing. Where expressly permitted  by the Engi-
neer in the case of materials taken from stock or
for use in minor parts,  certified  analysis  and
tests of the manufacturer, furnished in triplicate,
may be accepted in lieu of the tests prescribed
above. In case  the  records  of  physical  and
chemical  tests of stock materials are  not avail-
able  a reasonable  number  of  tests shall be
furnished  to  the Engineer  free  of  charge as
required by the Engineer to satisfy himself as to
its quality.

   Inspection and tests of fabricated  parts and
manufactured articles  shall  be  made by  such
methods  and at such times as to insure compli-
ance  with the specifications in all respects. In-
spection of all metal work shall be made before
painting.
  Should the preparation  of the material be at
far distant or inaccessible points, or should it be
divided into unreasonably small quantities, or
widely distributed to an unreasonable extent, or
should the  percentage  of  rejected material be
unreasonably large, the additional cost of extra
inspection resulting therefrom shall be borne by
the Contractor, the Engineer being sole judge of
what is to be deemed extra inspection.
  The Engineer or his authorized representative
shall  have  full  power  to reject  any and all
material  or equipment  which fails  to  meet the
terms of the specifications and such material or
equipment shall be promptly removed from the
work  hereunder.  AH  material  or equipment
which  develops  defects during  the life of the
contract, either before or after erection, shall be
removed and replaced, notwithstanding that  it
may have passed the prescribed inspection and
tests.
Inspection and Tests of Workmanship.
   (10)   It is the intent, under this contract, to
secure high class workmanship in all respects and
that structures be  substantially  watertight.  By
substantially watertight is meant  concrete struc-
tures with no appreciable leaks  from cracks,
porous  places, holes, expansion or construction
joints, and metal structures or pipe lines with no
leaking  or sweating  joints  or  leaks  through
defective pipe materials.
   Any  imperfect work that  may be discovered
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before the final acceptance of the work shall be
corrected  immediately.  The  inspection of any
work  shall not relieve the Contractor of any of
his  obligations to  perform proper and satisfac-
tory work,  as herein specified, and all work,
which, during its progress may become damaged
from any cause, or fails  for any reason to satisfy
the requirements of the specifications shall be
removed and replaced by good and satisfactory
work without extra charge therefor.
  The Contractor  shall  perform all tests which
are specified  under  the various items of  the
contract. Any changes  or  repairs necessary to
put  all work and  equipment  in  satisfactory
adjustment and operating condition (except for
changes of repairs of equipment furnished by
the Sanitary  District), whether due  to defective
material, design or construction, shall be done
by  the Contractor at no additional  cost to the
Sanitary District. In  general,  all mechanical and
electrically operated equipment furnished and
installed under the various  items of  the contract
shall be given such operating tests as are neces-
sary to demonstrate  that it is in satisfactory op-
erating condition and adjustment.
   The Contractor shall furnish all  tools, mate-
rials,  labor and equipment, except as otherwise
specified,  necessary  for performing all  tests
specified  under  this  section  and  under  the
various items of the  contract and for making all
necessary repairs  and  adjustments  (except for
repairs and adjustments of equipment furnished
by the  Sanitary  District),. -at  no  additional
expense to the Sanitary District other than that
specified to  be paid under the various unit and
lump sum prices  of the  contract.  Power for
testing  equipment will be  furnished  by  the
Sanitary District, to  the extent permitted by the
Engineer, if  Sanitary District power is available
at the site of the work.

 Measurement for Payment.

   (11)  When  unit prices  are specified, all
 measurements of  quantities  for payment under
 the unit price item or items of this contract shall
 be made by the Engineer in the manner speci-
 fied, and the price  or  prices paid  shall include
 the  furnishing,  delivering,  erecting  and  con-
 necting  up  of all tools, materials, equipment,
 apparatus and appurtenances;  the furnishing of
 all labor  and performance of all work required
 for  the  installation;  and  all  plans, testing,
 painting, Contractor's bond, maintenance bonds
where required, and collateral work necessary to
complete  the work as specified in the Detail
Specifications. The cost of performing all work
specified  in  the  General  Specifications and
General Conditions, shall be included in the unit
and/or lump  sum price or prices specified in the
Agreement (unless  otherwise directly specified)
and no additional payment will be  made by the
Sanitary  District  to  the  Contractor for per-
forming  said specified work. No "extra"  or
"customery" allowances  for payment will  be
made under  any item, unless directly specified
therein, and no additional payment for work
included under any item of this contract will be
made under  other items  unless  directly  so
specified.
  Where payment  by scale  weight is specified
under certain items, the Contractor  shall provide
suitable weighing equipment which  shall be kept
in accurate adjustment at all times. The weighing
of  all  material  shall  be  performed  by  the
Contractor in the presence and under the super-
vision of the Engineer or his authorized  repre-
sentative.

Intent of Specifications and Plans.
  (12)  The specifications  and plans are  in-
tended to  cover the complete  installation. It. is
not  the  intent  to give   every  detail  in  the
specifications and  plans.  The Sanitary District
will  not be respbnsible for the  absence of any
detail the  Contractor  may require, or for any
special construction work, equipment, material
or labor which may be found necessary  as the
work progresses.  No  additional compensation
will  be allowed  the Contractor for  any such
special construction work, equipment, material
or labor  which may  be  found necessary for
performing or completing any work hereunder
unless it can be clearly shown, to the satisfaction
of the Engineer, that such special  construction
work, equipment,  material or labor is beyond
the  intent and scope of  the plans and specifi-
cations, or is not  included under the lump sum
or unit prices specified in the Agreement. If this
is shown, the payment  for such special con-
struction  work, equipment, material  or  labor
shall be made under  Articles 7 and 8 of the
General Conditions, after  the additional cost has
been agreed upon and a written  order by the
Chief Engineer has been issued.
 Ground Surface and Underground Conditions.
   (13)   Where profiles of the ground or cross
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sections showing typical elevations of the pre-
sent ground and of the finished surfaces of cuts
and fills adjacent  to the structures to be built
under  this  contract are shown  on  the  plans
hereto attached, the elevations are believed to be
reasonably correct but are not guaranteed to be
absolutely so, and together with any schedule of
quantities, are presented only  as  an approx-
imation. The Contractor shall satisfy himself,
however,  by actual examination  of  the site of
the work, as to the existing elevations and the
amount of work required under this contract.
   Where test pits and borings have been dug
on the site of the work, the results supplied to
the District by the soils engineer may be given
on the plans or are in file in the Engineer's Of-
fice for the information of the contractor. The
District does not guarantee the accuracy or
correctness of this information. If the contrac-
tor desires any additional information relating
to the soils investigation, he should contact
the soils consultant to obtain such informa-
tion.  The  District does  not guarantee  the
accuracy or correctness of any  such informa-
tion supplied  by the soils consultant  to the
prospective bidder.  The  contractor   must
satisfy himself by making borings or test pits
or by such other methods as he may prefer to
determine the character, location and amounts
of water, peat, clay, sand, quick sand, gravel,
glacial drift,  boulders, conglomerate,  rock,
gas and other material to be encountered and
work to be performed.

Existing and Future Structures.

   (14)   Various  underground,  and  overhead
utilities and other structures are shown  on the
plans hereto attached. The location, material
and dimensions of such structures, where given,
are believed to be reasonably correct, but do not
purport  to  be  absolutely so. All known struc-
tures  both  under and  above  ground, either
existing  or  under  construction, except  con-
tractors' plants, are plotted on  the  plans  and
profiles for the information of the Contractor or
are on file  in the office of the Chief Engineer,
but information so given is not to be construed
as a representation that  such structures will be
found or encountered  as  plotted, or that no
other such structures will be  found or encoun-
tered. Other structures may also be encountered
which  may  be  built under  existing or  future
contracts,  or by  other parties,  which are  not
shown on the plans. All structures encountered
shall  be  protected  and  supported, and,  if
damaged,  repaired  by the Contractor without
charge therefor  to the  Sanitary District. The
Contractor shall arrange with the owners of said
structures for the shifting, temporary removal
and  restoration  and protection of  same where
necessary  for the prosecution of work under this
contract, at no  additional  expense  to the Sani-
tary District except as otherwise specified here-
in.

   Where all or part of the  site on which work is
to be performed has been utilized under former
contracts  for the storage  of Contractor's ma-
terials and for Contractor's temporary roadways
and  tracks, the  Contractor shall make no claim
for extra  cost of his  work due to encountering
debris or other obstructions resulting from such
use.

Space for  Material, Equipment and Plant.

   (15)  The  Contractor shall have the use  of
such  available areas on unoccupied and unused
property of the Sanitary District adjacent to or
near  the  site of the  work,  for the  storage  of
material  and  for  field  erection of  plant and
equipment as are not needed for other structures
to be built under existing or future contracts, or
for delivery  of  material and equipment  under
existing or  future  contracts, or for other pur-
poses of  the Sanitary  District. Ail areas on
Sanitary  District property shall ba used  under
conditions to be approved  by the Engineer, and
in no case will  the Contractor be permitted to
block access to  other parts of the  work  under
construction  or to the treatment  plant. The
Contractor  shall submit drawings showing  tne
proposed  layout of his plant to the  Engineer for
approval,  if required.  All oiher  necessary  or
additional storage facilities shall be  provided by
the Contractor.
   When  considered necessary and ordered by
the Engineer, the Contractor shall  immediately
remove or relocate any of his tracks, equipment,
buildings  or  other  structures which, in  the
opinion of the  Engineer, constitute an obstruc-
tion or interfere with the proper carrying on of
any  other work, without  additional charge  to
the Sanitary District.
   Where the Sanitary District has prepared areas
at the site of  the work for use as parking spaces
for the Contractor's forces,  the parking of  the
cars of the Contractor's forces in locations other
than in such parking areas will not be permitted.
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Cleaning Work and Sites.

  (16)  The Contractor shall keep  the site  of
the work and  adjacent premises as free  from
material, debris and rubbish as is practicable and
shall remove from any portion of the site, if, in
the opinion  of  the  Engineer,  such  material,
debris or rubbish interferes with the operation
of  the  existing  plant or other contractors,
constitutes a nuisance, or is objectionable in any
way to the public. The Contractor further agrees
to remove all machinery, materials, implements,
barricades, staging, false-work, debris  and rub-
bish connected  with  or caused  by said  work
immediately upon the completion of the  same
and to clean all structures and work constructed
under this contract  to the satisfaction of the
Engineer;  regrade all areas  which  have  been
rutted  or  disturbed so that the  areas will drain
without  pockets; and  to  leave  the premises,
upon completion of the contract, in at least as
good condition as when he entered upon them.
Provisions for Delivery at Site.
   (17)  The  Contractor shall  make his own
arrangements   for  delivery  of  materials  and
equipment to the site, except as may be other-
wise stated in the Agreement.
   Where the Sanitary District has railroad con-
nections serving the site, the Contractor will be
permitted the  use of such tracks  only to the
extent  that it  does not  interfere  with  the
Sanitary District's operations.  Any damage to
plant tracks due to the Contractor's  use other
than  normal wear shall be promptly  corrected
by repair or replacement to the satisfaction of
the Engineer.
   The Contractor, subject to the approval of the
Engineer, will be allowed a reasonable use of any
existing roadways that are under the jurisdiction
of the Sanitary  District. Any repairs or main-
tenance made necessary by the Contractor's use
of any such roads shall  be done  by the Con-
tractor without expense to the Sanitary District.
The  Contractor's  use of  the  roads  shall be
strictly in  conformity with  conditions to be
 prescribed by  the Engineer and shall not inter-
fere  with their use by the Sanitary District or
other contractors. The Contractor shall so con-
 duct his  work as  to  keep  all  existing roads in
continuous  service,  except  as   otherwise
specified.
  The Contractor shall provide and maintain at
his  own expense such other roadways or other
means to  obtain .access to the work as he may
require. Such  roadways  and other  means  of
access may also  be used by the Sanitary District
or other contractors  now or hereafter engaged
upon work on this site.
Procedure and Methods.

  (18)   The  attention  of the  Contractor is
particularly  called to the time allowed for the
completion  of the work  included  under  this
contract. To avoid delay in the  completion of
work hereunder, he shall submit the names of all
sub-contractors and suppliers of material  and
equipment for approval within 10 days after the
date of approval  of his bond and shall place all
orders for material and equipment within 5 days
after receiving the approval of the Engineer. The
Contractor's  attention is further called  to the
fact that the Sanitary  District  may take  over
certain parts of the work under this contract for
permanent operation as rapidly as completed in
advance  of the completion of the contract as a
whole.

  The Contractor shall determine the procedure
and methods and also  design and furnish all
temporary structures,  sheeting,  bracing,  tools,
machinery,  implements  and  other equipment
and plant  to be  employed in performing the
work  hereunder,  and  shall  promptly submit
layouts and schedules  of his proposed methods
of  conducting the work to the Engineer for his
approval. The use of  inadequate  or  unsafe
procedures,  methods,  structures or equipment
will not be  permitted,  and the  Engineer may
disapprove and reject any of same which seem to
him to be unsafe for the work hereunder, or for
other work  being carried on in  the vicinity, or
for work which has been  completed or for the
public  or  for  any  workmen,  engineers  and
inspectors employed thereon, or that interferes
with  the work of the Sanitary District or other
contractors,  or  that  will  not provide for the
completion  of the work  within the specified
time, or that is not in accordance with all the
requirements herein specified.

  The  Contractor shall employ and assign to
work on this contract only, a qualified technical
engineer, satisfactory to the Chief Engineer of
the Sanitary District, to act as contact man with
the Engineer.
                                            H-9

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  Before  starting  construction, the Contractor
shall submit his proposed order of procedure to
the Engineer for approval. The construction of
the various parts of the work shall be performed
in such sequence that interference with opera-
tions of  the  Sanitary District or  other  con-
tractors will be kept to a minimum.
  The acceptance  or approval  of any order of
procedure,  methods, structures  or equipment
submitted or employed by the Contractor  shall
not in any manner relieve the Contractor of any
responsibility  for  the  safety, maintenance  and
repairs of any structure or work, or for construc-
tion,  maintenance  and  safety  of  the  work
hereunder, or  from  any liability  whatsoever on
account of any procedure or methods employed
by  the Contractor,  or due to any failure or
movement of  any  structures or equipment fur-
nished by him. When  constructed,  even though
in accordance  with the approval of the Engineer,
should  any structure or  equipment installed
hereunder   afterwards  prove  insufficient  in
strength or fail on account of poor workmanship
or any procedure  or methods employed by the
Contractor, such failure shall in no wise form
the basis  of any claim for  extra compensation
for delay, or for damages or expenses caused by
such  failure,  or  for extension  of time  for
completion  of this  contract,  or for material,
labor or  equipment required  for  repairing or
rebuilding  such structure  or equipment, or for
repairing or replacing any other work that may
be  damaged  in any  way  by  the  failure  or
movement of  any structure  or equipment or by
any other happening.

   The Contractor  shall,  at his  own expense,
provide any necessary temporary blocking, sup-
ports or  protection  for  all structures already
constructed or now hereafter under construc-
tion,  with which his work comes in contact, to
prevent injury to the same,  and shall make good
at his own expense any damage done by him to
any  part  of said  structures or their appurten-
ances  in  unloading  and  installing  any  of the
work, material, apparatus or equipment included
under this  contract, or in  removing plant or
other property or in  cleaning up.

   The Contractor  shall furnish such protection
as may be necessary against damage in any way
to the work,  material, apparatus or the equip-
ment included under  this contract before  and
after  the same have  been installed (including all
necessary  protection for structures and equip-
ment which may be damaged by winter condi-
tions), and  shall be fully responsibile for such
equipment until its final acceptance.

Handling Water at Treatment Plant Sites.

   (19)   The Contractor shall make all arrange-
ments for  handling and  disposing of  water
entering  the work to  maintain safe, dry  and
satisfactory  working  conditions.  He  will  be
permitted a reasonable use  of existing drainage
ditches and  the drains and appurtenances con-
structed under various  items of this contract for
the disposal  of water  under conditions satis-
factory  to the  Engineer, except as otherwise
specified. In  using  the drainage ditches and
drains, the Contractor shall keep them free from
concrete,  clay  or other deleterious  substances,
and if such  substances are allowed to enter the
drains, their use may be forbidden altogether by
the Engineer. The discharge of water containing
clay or  other  solid matter  into the drainage
system will under no circumstances be allowed.
The Contractor shall be responsible for the care
of  all drains  and  appurtenances  constructed
under this contract during its en-tire life, and just
prior  to  its completion, all  drains  and  appur-
tenances   shall  be  thoroughly  cleaned  of all
debris, deposits or other substances which will
interfere  with  their proper  operation  and all
broken or damaged parts shall  be replaced or
repaired without cost to the Sanitary District.

Openings and Cutting and Fitting.
   (20)   The Contractor shall provide all open-
ings and  recesses in the concrete, brickwork and
other parts of  the work, that may be required
for any class or part of the work to be furnished
or performed hereunder, or that are  ordered by
the Engineer.  He shall do all drilling, cutting,
fitting,  patching and  finishing  that  may be
required  to make the various classes and kinds of
work hereunder go together in a proper, work-
manlike and finished manner.
   All such work shall be performed with proper
and suitable tools in a  workmanlike manner. No
cutting will be allowed except by the permission
of  and subject to the  direction or approval of
the Engineer. Where holes are to be cut through
concrete walls or floor slabs, a core  drill or saw
shall be used to prevent spelling of the concrete.
   The Contractor shall cut all openings required
for setting inserts in concrete or brick masonry
placed under other contracts. All cutting shall be
                                            H-10

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confined closely within the limits required for
installing  the inserts.  Any concrete or brick
masonry removed beyond the required limits
and any damage to existing structures or equip-
ment resulting from  the  cutting of concrete or
brick masonry, shall be  promptly  replaced or
repaired by the Contractor at his own expense in
such  a manner as ordered  by  the  Engineer.
Inserts shall be  grouted in, and the  cutting shall
be done so that the grout can be thoroughly
bonded and keyed  to the existing  structure.
Grout shall be  so placed as to make watertight
joints and shall be neatly finished off flush with
the surface of the adjoining structure. Reinforce-
ment steel which may  interfere with the setting
of inserts shall be removed from all openings cut
in the concrete, unless  otherwise  specified or
ordered.
   The cost of making all pipe connections to
work performed  under other  contracts shall be
included as part  of the work under the appro-
priate unit and lump sum items of this contract
unless otherwise specified.

Water, Power and Sanitary District Equipment.

   (21)  The Contractor shall arrange  for his
own  water  supply, which shall be of quality to
be approved by the Engineer, free from  con-
tamination.
   The  Contractor,  if  he so desires,  will be
permitted  to use water from the Sanitary Dis-
trict  mains where it is  available and does not
interfere with the work of the Sanitary District
or the requirements  of other contractors on the
site. The Sanitary District, however, will not be
responsible for  any interruption of service, or
possible inadequacy  of  the supply. The  Con-
tractor will be  required to pay for  the water so
used from the Sanitary  District mains at the
current rate paid by the Sanitary District to the
various municipalities for purchase of water, and
shall, at  his own  expense,  install a  meter or
meters of approved type for the measurement of
the water so used. He will be required  to make
such temporary connections as  he may need,
subject to the  approval of the Engineer, and to
restore all  existing facilities  prior to the  com-
 pletion of the work at no additional expense to
the Sanitary District.
   The Contractor shall arrange for  his  own
supply of power.

   The Contractor will  be permitted  the use,
without  charge, of  washrooms and  toilets  in
existing Sanitary District buildings, as approved
by the Engineer.
  The Contractor  will not be permitted to use
any  Sanitary  District equipment  or  facilities
except in case of emergency  or  as specified
herein. If such equipment or facilities are used in
case of emergency, the Chief Engineer shall first
give his permission and shall determine the cost
of such use.
  The cost  for use of its facilities shall be paid
to  the  Sanitary  District  on  bills rendered
monthly.

Safety.

  (22)  The Contractor shall be responsible for
the safety of the Contractor's employees, Sani-
tary District personnel and all other personnel
at the site  of the work. The Contractor shall
have a competent safety engineer (s) on the job
at all times while  work is in progress. He shall
be provided with  an appropriate office on the
job site  to maintain and keep available safety
records  and up-to-date copies of all pertinent
safety rules and  regulations. "
  A resume of the qualifications of the Safety
Engineer must be submitted to the District
and approved by the  Engineer prior  to the
start of any field work. This resume shall in-
clude such items as;  experience, education,
special safety and first aid courses completed,
and safety conferences attended.

   The safety engineer shall:
   Be completely  familiar with  all  applicable
   health and safety requirements of all  govern-
   ing legislation  and ensure compliance with
   same.
   Schedule and   conduct  safety meetings and
   safety training  programs as required by Law.
   Post all  appropriate notices regarding safety
   and  health  regulations at  locations  which
   afford maximum exposure to all personnel at
   the job site.
   Post  the name,  address  and  hours  of the
   nearest medical doctor; name and address of
   nearby clinics  and hospitals,  and  the tele-
   phone numbers of the fire  and  police de-
   partments.
   Post  appropriate  instructions and  warning
                                             H-ll

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  signs  in  regard  to  all hazardous  areas  or
  conditions.
  Have  proper safety and  rescue equipment
  adequately maintained and  readily available
  for any  contingency.  This  equipment shall
  include such  applicable items  as; proper fire
  extinguishers, first aid  kits,  safety ropes and
  harnesses,  stretchers,  life  savers,  oxygen
  breathing apparatus, resuscitators, gas  detec-
  tors,  oxygen deficiency indicators,  explosi-
  meters, etc.

  Make inspections at least once daily to ensure
  that all machines, tools and  equipment are in
  a  safe  operating  condition;  that  all  work
  methods are not dangerous;  and that all work
  areas are free of hazards  and submit  to  the
  Engineer each day  a copy of his findings on
  an inspection check list report form.
  Also  submit to the  Engineer copies of all
  safety records along with all safety inspection
  reports   and certifications  from  regulating
  agencies and insurance companies.

  The Contractor shall report to the Engineer
all accidents involving injury to personnel or
damage to equipment and structures. In addi-
tion, the Contractor shall furnish to the En-
gineer a copy of all accident  or health hazard
reports prepared for OSHA.

  All personnel employed by the Contractor or
his  Subcontractors whenever  entering the  job
site, any  shaft, or  tunnel  headings  shall  be
required to wear approved safety hats.

  The Contractor shall comply with all require-
ments  relating to  noise levels  as specified in
OSHA.
  When the work is  located  on or  close to
roadways, the Contractor shall provide all neces-
sary traffic control for protection of the travel-
ing public.
  The Contractor  shall comply  with the provi-
sions of "State  of Illinois Manual of  Uniform
Traffic  Control Devices"  or other  pertinent
governing regulations for traffic control.

  Where work is  in  tunnel or for excavations
more than  10 feet  in depth, the Contractor shall
also provide the following safety equipment, all
subject to the approval of the Engineer:
  Adequate stretcher units placed in convenient
  locations adjacent to the work;
  Oxygen deficiency indicators;

  Carbon monoxide testers;
  Hydrogen Sulphide detectors;
  Portable explosimeter for the  detection of
  explosive gases such as methane; petroleum,
  vapors, etc.
  An adequate number of U.S. Bureau of Mines
  approved  self rescuers  in all  areas  where
  employees might be  trapped by smoke or gas.

  In  tunnel  work  an additional  explosimeter
shall  be provided at the heading at  all  times
which will continuously monitor  for the pre-
sence of explosive gases. This explosimeter shall
be  the  type that automatically provides both
visual and audible alarms.

  No employee will  be allowed to work in areas
where concentrations of  airborne contaminants
exceed  Federal  threshold  limits.  Respirators
shall not be  substituted for environmental con-
trol  measures  and  shall be  used  only as pre-
scribed by OSHA.

  Internal   combustion  engines  other  than
mobile  diesel powered equipment shall not be
used  underground.  All mobile diesel  powered
equipment  used underground shall be certified
by the Bureau of Mines as prescribed in OSHA.

  All internal  combustion equipment shall be
operated in such a  manner  as to prevent any
health hazards to personnel from exhaust fumes.

  All haulage equipment such as  hoists,  cages
and elevators operating in excavations and shafts
shall conform to all requirements described in
OSHA.
  In addition to the safety requirements herein
set forth, the Contractor shall comply with the
health and safety laws, rules and regulations of
federal,  state  and local governments, including
but not  limited to:
  Safety Rules — Metropolitan Sanitary District
  of Greater Chicago, dated March 1,1970 and
  as subsequently amended;

  The Illinois Health and Safety Act approved
  March 16,  1936,  together with all Amend-
  ments thereto and  all rules  and  standards
  implementing said Act;

  The Federal Occupational Safety and Health
  Act of  1970, which  includes "Safety and
  Health  Regulations  for  Construction",  to-
                                           H-12

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  gether with all Amendments thereto and all
  rules and standards implementing said Act.

As-Built Drawings.

  (23)   Upon completion  of the work under
this contract, the Contractor shall furnish to the
Sanitary  District one complete  set of As-Built
drawings.

  The original reproducible Contract Drawings
will be made available to the Contractor by the
Engineer upon which the Contractor shall make
the necessary additions and corrections to show
the As-Built conditions. The changes shall  be
made by using opaque black ink and standard
drafting  techniques. Each  drawing changed or
unchanged shall  bear  the  notation AS-BUILT
near the title block and shall be signed as to its
correctness by the Contractor and submitted to
the Engineer for approval.

  The Contractor  shall include in the  appro-
priate pay items of this contract, all engineering
and  drafting  costs required to  produce these
As-Built  drawings.
Open Burning.

   (24)   The  Contractor shall  not dispose of
any material, debris or rubbish by open burning
on the site of the work or on any other site, and
shall comply with all rules and regulations of the
Illinois Pollution Control Board (IPCB) in effect
and as may be amended during the course of the
contract.
 Equipment Manuals.
   (25)  In addition to  the requirements speci-
 fied in Section (3) of the General Specifications,
 the  Contractor shall  provide  9  copies  of an
 Equipment Manual for all equipment furnished.
 The Manual shall consist of bulletins,  certified
 manufacturers'  prints,  as-built  drawings  of
 equipment,  and  other  pertinent data  which
 provide  all  information necessary  to install,
 service, maintain, repair, and operate each piece
 of equipment, and shall  include  parts lists,
 service and  maintenance instructions,  and per-
 formance data.

   The Manual must be submitted and approved
 prior  to the beginning of the Operation Test as
 specified under Section  (10) and of the Operat-
 ing  Personnel  Training  as specified  in Section
(27) of the General Specifications. Only 2 copies
of the Manual will be required for purposes of
review by  the Engineer with 9 approved copies
to be delivered to the Engineer prior to opera-
tion testing and personnel training.

  the Manuals shall be  bound in vinyl multi-
ring binders  bearing the  contract  title  and
number on the cover and in the window on the
binder backbone. The inserts shall be SVz" x 11"
in size, with  any  larger sized inserts  folded to
8T/2" x 11". The Manuals must include an index
and tabbed  sheets,  which  will  contain  item
numbers and descriptions in sufficient detail for
easy reference to any particular piece of equip-
ment included in the Manual.

Posting of Project Signs.

  (26)   Prior to the start of construction, the
Contractor shall erect two 4' x 8' signs on the
job site  for public viewing at locations desig-
nated by  the Engineer.  These  signs  shall be
erected  in  accordance with regulations of the
USEPA and  IEPA for  grant funded projects.
These signs will be furnished to the Contractor
by  the Sanitary District at storage locations on
District property.

  For  each sign,  the Contractor shall  furnish
and install (2) 6"   x  6"  x  14'  long dense
structural grade Southern Pine mounting posts
which are to be set 4 feet into the ground and 5
feet apart (center  line  to  center line).  The
bottom of the signs shall be 6-feet above ground.
The Contractor shall also furnish (4) 3/8" x 10"
long mounting bolts  with nuts and  washers for
each sign.

  These signs shall be  maintained by the Con-
tractor for the duration of the contract. Upon
completion of this contract and acceptance by
the  Sanitary  District, the Contractor shall dis-
mantle the installed signs and deliver them to a
place to  be  designated  by the  Engineer. All
material furnished by the Contractor shall be-
come his property and the site shall be restored
to its original condition.

Operating Personnel Training.

   (27)   It shall be  the  Contractor's  responsi-
bility to furnish necessary  training and instruc-
tion to  make supervisory  and  operating  per-
sonnel completely familiar with  the  operation
and maintenance  of  all equipment  installed
under this contract. This training and familiari-
                                              H-13

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zation shall include coordination of new with
existing control.

   Such time as is necessary shall be devoted to
this requirement and a log shall be kept up to
date  by  the  Contractor  of  such training  in-
cluding  date,  duration,   equipment  and/or
systems covered and party or parties conducting
and attending the instructions. When all Operat-
ing  Personnel Training is  completed  the Con-
tractor shall  submit the  certified  log to the
Engineer.

Proprietary Designations.

   (28) When  proprietary specifications are used
in the contract  documents followed by an "or
equal" clause, they are intended to establish a
standard  of quality and not to inhibit the use of
products of other manufacture.

   Therefore,  all processes, materials,  devices,
details, or  parts specified by proprietary name
shall be understood to mean and permit the use
of other processes, materials, devices, details, or
parts that  the Engineer shall determine  to  be
fully equal in suitability, quality and durability
to  the processes, materials, devices,  or parts
herein specified. The Engineer shall be the sole
judge in determining equals of proprietary speci-
fications  and  his decision shall be  final and
binding to both parties.

   The foregoing  shall  be adhered  to  unless
specifically noted to the contrary in the  Detail
Specifications.  Such  note will  refer  to this
section.

Fire or Other Emergency.

  (29)   In the event of fire or other emergency
occuring at or about the site of the work, the
Sanitary District, at its option, may summon
such  aid  as  it deems necessary. The Sanitary
District reserves the right  to pay any third party
for  emergency services  so rendered, and  the
Contractor shall  promptly reimburse the Sani-
tary District  for  the amount of such payment.
No  liability on the part of the  Sanitary District
for  cause of damage shall be inferred as a result
of such aid being summoned, nor as a result of
payment  being made  for  such aid, and  the
Contractor hereby agrees to  indemnify, keep
and save harmless the Sanitary District from all
claims, judgments, awards and  costs which may
in anywise come  against the Sanitary District by
reason of its  summoning such aid and/or paying
charges therefor.  In the  event that the Con-
tractor  summons emergency aid, the Sanitary
District,  at its option,  may pay any party for
emergency services rendered, and the Contractor
shall  promptly reimburse the  Sanitary District
for  the amount of such payment. No liability on
the part of the Sanitary District shall be inferred
as a result  of such payment being made, and the
Contractor hereby agrees to  indemnify, keep
and save harmless the Sanitary District from all
claims, judgment, awards and costs which may
in anywise come  against the Sanitary District by
reason of its  paying  for emergency  services
rendered.
                                           H-14

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          APPENDIX I

METROPOLITAN SANITARY DISTRICT
      OF GREATER CHICAGO

GENERAL SPECIFICATIONS—SEWERS

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                                         INDEX

                THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO

                            GENERAL SPECIFICATIONS - SEWERS
SECTION
SUBJECT
 1         ' INTERFERENCE WITH OTHER CONTRACTORS
 2         EXAMINATION OF SITE
 3         LIMITS OF WORK
 4         UNACQU1RED RIGHT-OF-WAY
 5         LINE PIPES ON TUNNEL CONSTRUCTION
 6         STRUCTURES ENCOUNTERED
 7         CARE OF STRUCTURES AND PROPERTY
 8         WATER PIPES
 9         PUMPING, BAILING AND CLEANING
10         PLANT FOR TUNNEL CONSTRUCTION
11         PLAN OF TUNNEL FROM A CENTRAL SHAFT
' 1         PROTECTION OF STREETS AND TRAFFIC
! 3         REPAIRING OF PAVED STREETS AND SIDEWALKS
' •*         NEW PAVEMENTS, GUTTERS. CURBS AND WALKS
15         HISTORICAL AND SCIENTIFIC SPECIMENS
16         PLACING MATERIAL FURNISHED BY THE DISTRICT
       EARTH EXCAVATION - TUNNEL
17         Work Included - Tunnel
18         Lighting and Ventilation in Tunnel
19         Shafts
20         Excavation in Tunnel
21         Sheeting, Bracing and Lining in Tunnel
22         Breasting
23         Unauthorized Excavation in Tunnel
24         Disposal of Excavated Material - Tunnel
       EARTH EXCAVATION - OPEN CUT
25         Work Included - Open Cut
26         Excavation - Open Cut
27         Sheeting, Bracing and Timbering
28         Backfilling
29         Disposal of Excavated Material
30         Unauthorized Excavation
       ROCK EXCAVATION IN OPEN CUT AND TUNNEL
31         Description
32         Blasting
       SAND, GRAVEL OR LIMESTONE BACKFILL
33         Description
       PIPE SEWER
34         Gasket Specifications
35         Lay ing Concrete Pipe in Open Cut
36         Pipe Grade for Sewer in Open Cut
37         Pipe Grade in Tunnel and lacking
38         Setting Line and Grade
39         Clay Sewer Pipe
40         Concrete Sewer Pipe
41         Backfill
       IRON CASTINGS AND MISCELLANEOUS METALS
42         Description
43         Material and Workmanship
44         Bolts and Nuts
45         Inserts
46         Cast Iron Pipe
47     RESTORATION WORK
48     TESTS
49     PLUMING AND BY PASSING
50     SIGNS
PAGE NO.

 CSS-1
 GSS-1
 GSS-I
 GSS-I
 GSS-2
 GSS-2
 GSS-3
 GSS-4
 GSS4
 GSS4
 GSS-5
 GSS-5
 GSS-5
 GSS-6
 GSS-6
 GSS-6

 GSS-6
 GSS-6
 GSS-7
 GSS-7
 GSS-7
 GSS-8
 GSS-8
 GSS-8

 GSS-8
 GSS-S
 GSS-8
 GSS-9
 GSS-9
 GSS-9

 GSS-9
 GSS-9

 GSS-10

 GSS-10
 GSS-11
 GSS-12
 GSS-12
 GSS-12
 GSS-12
 GSS-12
 GSS-13

 GSS-13
 GSS-14
 GSS-14
 GSS-I 4
 GSS-14
 GSS-15
 CSS-15
 CSS-16
 GSS-16
                                           1-1

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                     THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
                           GENERAL SPECIFICATIONS - SEWERS
(1) INTERFERENCE WITH OTHER
   CONTRACTORS
  The Contractor shall  so  conduct the work
that  there  shall  be no interference with work
which may be in progress under contracts with
other contractors. In  case  of dispute between
the  Contractor and other contractors employed
by  the  Sanitary  District, the  decision  of the
Engineer shall be final and binding on both the
parties hereto.
  The Contractor shall at his own expense  re-
pair  any  damage  to  machinery, equipment,
masonry,  buildings or other  property  of the
Sanitary District or other owners or work under
construction by other contractors occasioned  by
the Contractor in the execution of this contract.
The  disposal  of  tools, material, machinery and
other supplies and appurtenances during storage
and  erection  on  the property  of  the Sanitary
District  or other  owners  shall be subject to the
approval of the  Engineer. The  Contractor shall
assume  all responsibility for the security and
safety of everything he  may  have on the prop-
erty  of the Sanitary District or other owners.
(2) EXAMINATION OF SITE
  The Contractor is required to examine the site
of the work and adjacent premises, the means of
access to the site, and to make all necessary in-
vestigations  in  order to  inform  himself  thor-
oughly as to the character and magnitude of all
work  involved in the complete execution of this
contract; also as to the facilities for delivering,
handling and installing  the  construction plant
and other equipment and the  conditions, and
the difficulties  that may  be  encountered in the
performance  of the  work specified herein. No
plea of ignorance of conditions that exist or that
may hereafter exist, or of difficulties that will be
encountered in  the execution of the work  here-
under, as a result of failure  to  make necessary
examinations and investigations,  will be ac-
cepted as a  sufficient excuse for  any failure or
omission on the part of the Contractor to fulfill
in every  detail  all the requirements of this con-
tract,  or  will be accepted as a basis for any claim
whatsoever for extra compensation or for an
extension of time to complete the contract.
(3) LIMITS OF WORK
   In order to  prevent interference between con-
tractors on adjoining sections, it is hereby agreed
that  the occupation of the space and the perfor-
mance of work within a distance of fifty (50)
feet  on either  end of the limits herein specified
or shown on  the plans, shall  be  such as the
Engineer may  direct. The Contractor  shall per-
form  any  work  ordered by  the  Engineer  in
writing, that is included within a  distance  of
fifty (50) feet beyond either end of said limits,
and such  work shall become a part  of this con-
tract, and the  Contractor shall  be paid for said
work performed by him at the unit prices herein
specified for each class  of work performed.  In
the event that the Contractor is ordered by the
Engineer,  in writing, he shall  omit the doing of
any work designated by the  Engineer which  is
included within a distance of fifty  (50) feet in
either direction, from either of the end limits of
this  contract,  and the Contractor shall  not  be
paid for any work  omitted and not performed
by him, or for any anticipated  profits on work
omitted, and  the work omitted may be per-
formed by the Sanitary  District or by any other
of its  Contractors. In  any event, the Sanitary
District shall not  be liable to  the Contractor for
any damages or extra expenses for any decrease
in the work to be performed hereunder, or for
any expense that  may  result  from any increase
of the quantities  of work, or from  the  perfor-
mance of any  work by the Contractor within a
distance  of  fifty  (50)  feet beyond either end
limit of this contract, in excess of the unit prices
herein specified  for work actually  performed,
nor shall the Sanitary  District be liable for dam-
ages on account of the occupation  by another
contractor of the  space within a  distance of fifty
(50) feet inside of either of the end limits of this
contract.

(4) UNACQUIRED RIGHT-OF-WAY
   All  of  the  permanent structures to be con-
structed under this contract are located within
the limits of public streets and highways and in
right-of-way on private  property which, if not
now acquired, will have been acquired  by the
Sanitary District prior to the date of commence-
ment of construction.
   In case the  Sanitary District  fails to acquire
any part of the right-of-way included within the
                                          1-2

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limits of the work specified under this contract,
as shown on  the accompanying plans,  on or
before sixty (60) days after the approval  of the
Contractor's bond, and if, in the opinion  of the
Engineer, such failure to acquire such part  con-
stitutes or causes a delay in the commencement
or prosecution  of all or any part  of the work
under this contract, then the time of completion
of the work to be performed under this contract
shall be extended for such period of time as the
Engineer may  determine that the work  under
contract has been  delayed  by such failure to
acquire the  same, and  such extension of time
shall begin at the time of completion as specified
in Article 23 of the General Conditions.  .   ..

  If  such  unacquired  right-of-way  is not ac-
quired within nine (9) months after the approval
of said bond, then  this contract, insofar  as it
relates to work to be performed within the prop-
erty  where said right-of-way is unacquired, shall
be null and void at the option  ol" either party
hereto, and the  Sanitary District shall  claim no
damages  against the Contractor  for  not  per-
forming any work on right-of-way which is unac-
quired, nor shall the Sanitary District be respon-
sible  for or pay  any damages to the Contractor
by reason of interference with his work  due to
the fact that all of said right-of-way has not been
acquired, nor on account of anticipated  profits
on work of any kind not performed.
   The  Contractor  will  not  be allowed to  con-
struct the work  on private property  until the
easement has been obtained.

(5) LINE PIPES ON TUNNEL
   CONSTRUCTION
   The Contractor shall place line pipes along the
route  of the work at such times and  places as
directed by the  Engineer. The  number  of line
pipes  to be placed shall be determined  by the
length  of the tunnel. Installation  is to be  at  a
rate  of one (1)  line  pipe per one thousand
(1,000) feet of tunnel on a straight line and one
at each point of curvature and one at each point
of tangency  on  a  curve, ail at  locations desig-
nated by the Engineer. The  size  of line pipes
shall  be determined by the depth of the sewer
tunnel  to be constructed. The size shall  be ten
(10)  inches finished diameter or smaller where
the  invert of the tunnel is one hundred (100)
feet or less below the top of ground and ten (10)
inches  finished  diameter or  larger where  the
invert of the tunnel is  more than one hundred
(iOO) feet below the  top of ground. The line
pipes shall be made of steel. Line pipes shall be
driven  or placed by other methods in a vertical
position from the surface of the ground to a
point inside the structures to be built under this
contract so  that a plumb bob can be threaded
through the pipe without  contact with the pipe
at any  point. The top of each line pipe shall be
provided with a standard screw cap, drilled and
tapped for and furnished with a  l'/2 inch plug.
In addition, two (2) standard screw caps shall be
furnished for use in checking the line. Each of
the additional caps  shall  have  holes  drilled at
locations ordered by the Engineer in order that a
     bob wire may be threaded through any of
the holes. If compressed air is used, each of the
additional caps shall be drilled and tapped for
and furnished with a 1/2 inch stopcock. The top
of each lino pipe  shall  be capped at  all  times.
except when  such  pipes are  being  used for
checking the line. The  Contractor shall obtain
any  permits necessary for this work and shall
repair  all  pavements damaged. The line  pipes
shall be removed for a  distance of at least five
(5) feet  below  the  ground surface when not
under pavement and at least two  (2) feet below
the top of any pavement. Where the  line pipes
project through the tunnel, the Contractor shall
cut olf the pipes to the outside neat lines of the
tunnel and  fill the opening  with concrete and
the balance of the pipe  or the hole left by the
removal of  the pipe shull be filled with sluiced
sand before the  surtace  of the  ground  is re-
stored.
(6) STRUCTURES ENCOUNTERED
   Various underground, surface and overhead
structures  are  shown  on the plans hereto at-
tached. The location  and dimensions of  such
structures where given, are believed to be reason-
ably  correct,  but do not purport  to  be abso-
lutely so.  These structures  are  plotted on the
plans and profiles for  the  information of the
Contractor, but information so given is not to be
construed  as a representation or assurance that
such structures will be found or encountered as
plotted or that such information is  complete or
accurate.
   The Contractor therefore shall satisfy himself
by such means as he may deem  proper as to the
location of all structures that may be encoun-
tered in the construction of the work.
   The plans do not show the location of under-
ground or overhead utilities serving the  prop-
                                             1-3

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erties adjacent to the sewer to be constructed,
nor highway drainage systems^, performance
  AH  structures lor obstructions encountered
during the pprfomumo of the work under this
contract, whether  shown  on the plans or not,
shall be relocated or protected from  injury by
the Contractor,  except as hereinafter provided.

(7) CARE OF STRUCTURES AND PROPERTY
   All poles, trees, shrubbery  fences, pavements,
sewer, water, gas or other pipes, wires, conduits,
culverts, drainage ditches and manholes, tunnels,
tunnel shafts, buildings  and all  structures and
property along the  route of the sewer to be con-
structed shall be supported and protected from
injury by the Contractor,  during the  construc-
tion and until the completion of  sai
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work has  been completed and  accepted by the
Engineer.
  On all connection items, the  Contractor shall
make a preliminary trench excavation to locate
the existing sewers and other utilities before he
begins the actual work of  excavation for the
connection to be built at each location.

(8) WATER PIPES
  Wherever, in  the performance of the  work
specified under this  contract, it shall be neces-
sary to remove, alter or repair water mains in the
streets, public  alleys and highways of the munic-
ipalities, the  Contractor  will  arrange for the
removal,  alteration  or repair  of  such  water
mains, without extra charge to  the Sanitary Dis-
trict, and in accordance  with the rules, regula-
tions and ordinances of the municipalities, under
which this work is  performed, subject to the
approval of the proper municipal officials.
   Wherever, in  the performance of the  work
specified under this contract, it shall be neces-
sary to remove, cut off or damage water service
pipes in any  way,  the Contractor  shall  alter,
repair or replace such water service pipes and
connect the same to the water mains and shall in
the  meantime  install and maintain temporary
service  in  place  of that  interrupted, without
extra charge to the  Sanitary District. The Con-
tractor shall perform all work  on water service
pipes in accordance with the rules, regulations
and ordinances of the proper municipal officials.
   Wherever it has been necessary to alter, repair
or replace  water mains or service pipes, the Con-
tractor shall take adequate measures to disinfect
the new section in accordance with AWWA stan-
dards. All work  performed  by the Contractor
shall have  the approval for standards and quality
of the local public health  agency having jurisdic-
tion  and  shall be  approved by them  before
placing the section in service.

(9) PUMPING, BAILING AND CLEANING
   The Contractor shall at all times during con-
struction provide and maintain ample means and
devices with  which to  promptly  remove and
properly dispose of all water or sewage entering
the tunnels, trenches, or other parts of the work,
and keep said excavations as dry as possible until
the  structures to be built therein are completed.
All  water pumped  or drained from the work
shall be disposed of in a suitable manner without
damage to adjacent property,or to sewers, pave-
ments,  electrical conduits,  or other  work  or
property. Until the acceptance of the work, the
Contractor shall, if so ordered by the Engineer,
keep the entire work pumped free of water and
sewage and before the acceptance of any part of
the work shall clean  the entire length of such
finished part of the work, to the satisfaction of
the Engineer.
  The Contractor shall make provisions to dis-
pose of  all accumulated surface water at the
site. The Sanitary  District  does not  and will
not provide  an outlet for  or handle  the dis-
posal  of any  such  accumulated surface water.
  The Contractor shall place and maintain any
temporary dams, flumes, bulkheads,  or  other
structures, necessary  to  prevent  water,  from
adjacent   sections of  the  sewer  or  adjacent
structures, from  entering the work  under this
contract, and shall completely remove  the same
when  ordered by  the Engineer where  emer-
gency  by-passing  of  sewage is required into
either  a  receiving  ditch, waterway  or  storm
sewer,  the  Contractor  shall  chlorinate  such
flows as  approved by the Engineer.
•   All  expense incident to   or caused by said
water conditions or by such interruption of the
work shall be included in the unit or lump sum
prices herein specified.
 (10)  PLANT FOR FUNNEL CONSTRUCTION
   Fireproof materials shall be used in all above
 ground tunnel  plant structures,  within  100 feet
 of the shaft. On all shafts, steel bracing and tight
 wood lagging will bt required. In the tunnel con-
 struction, steel ribs and wood lagging will be per-
 mitted. The electrical service buildings may be
 constructed of  eitner  wood,  steel  or  other
 material which, in the opinion of the Engineer,
 is acceptable.
   An adequate ventilation system shall be pro-
 vided to properly  ventilate all  sections of the
 tunnel in a manner satisfactory  to the Engineer.
   The Contractor shall have in operation in each
 heading at ail times  an audible automatic gas
 alarm. The alarm shall be Model No. 700 J-W
 Sentinal,  Audible  Combustible Gas Alarm as
 manufactured  by  Johnson &  Williams,  Inc.,
 Mountain   View,   California, or  an  approved
 equal. In addition, the Contractor shall have on
 the  job site  approved  portable testing equip-
 ment to  measure for  carbon  monoxide and
 hydrogen sulphide  gases and oxygen deficiency.
                                             1-5

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  Sanitary conveniences for the use of all per-
sons employed  on the  project shall  be con-
structed  and maintained by  the Contractor in
sufficient number  in accordance with the State
of Illinois Health and  Safety Rules, and in such
manner, and at such places as shall be approved
by the Engineer.
  Hoisting in shafts may be done by means of a
crane upon written approval of the Engineer.
  Cranes  and  other gasoline or diesel  powered
equipment must be kept 20 feet away  from the
shaft with the exhaust at least 30 feet away in
order to  keep the  contaminated air away from
the shaft  area.  However, in the  event  the Con-
tractor elects  to perform  construction  opera-
tions out  of a  single central shaft, cages must be
used exclusively for hoisting men and materials
during construction of the tunnels except during
the construction of the shaft. Hoisting equip-
ment shall be provided with all recognized safety
devices including landing dogs at  all  landings,
effective  devices to prevent over-winding, and
down speed regulators. Cages shall be of metal,
fitted to metal guide  bars  running from top to
bottom,  safely  constructed and properly equip-
ped with  strong metal covers, screens and auto-
matic devices  for  the   protection of persons
riding in them.
  An emergency exit  shall  be provided adjacent
to each  main shaft, in a manner satisfactory to
the Engineer.

(11) PLAN OF  TUNNEL FROM A CENTRAL
     SHAFT
  If the  headings  exceed  1,000  lineal feet in
length, the Contractor shall furnish a glass cov-
ered steel case  at least  thirty (30) inches  by
forty  (40) inches  of  a type approved by the
Engineer and shall  mount the same in a conspic-
uous place near the top of shaft as soon as the
shaft is  constructed.  The Contractor shall pre-
pare a detailed plan on linen showing all parts of
the shafts, plant and  tunnels in the vicinity of
the shafts and keep this plan complete  and cor-
rect at all times, the Contractor shall keep this
plan displayed in the above  mentioned case.

(12) PROTECTION OF STREETS AND
     TRAFFIC
  The Contractor  shall  make  provisions, so far
as is practicable, at all cross streets and private
driveways for the  free  passage of vehicles and
foot passengers  by bridge  or  otherwise. Where
bridging is impracticable or unnecessary, in the
opinion of the Engineer, the Contractor shall
make arrangements, satisfactory to the Engineer
and  the proper authorities, for the diversion of
traffic and shall  provide all  material and signs
and perform all work necessary for the construc-
tion  and maintenance of roadways  and bridges
for the diversion  of traffic. Where openings are
made in or adjacent to any street, alley or public
place,  the Contractor shall at his own expense.
furnish such   barricades,  fences,  lights  and
danger  signals, shall  provide such watchmen.
and  shall  take such other precautionary mea-
sures as are necessary  for  the  protection  of
persons or property. All material excavated and
the materials or plant used  in the construction
of the work shall  be so  placed us to safeguard
the  work  and allow  free  access  to   all  fire
hydrants,  water valves, gas valves, manholes or
electric, telegraph  and  telephone  conduits, and
fire alarm and  police  call boxes in the vicinity.
After completion  of the  work  the Contractor
shall  remove  all  equipment, falsework, build-
ings, temporary protections, barricades,  rubbish
and  unsightly  materials  that were created  by
his operations, and shall leave  the  work area
and  the  adjacent  premises in  a  clean  and
orderly condition.

   The Contractor shall  comply with the provi-
sions of "State of Illinois, Manual of Uniform
Traffic Control Devices" and any regulations for
all traffic control devices erected on Sanitary
District construction projects.
(13) REPAIRING OF  PAVED STREETS AND
     SIDEWALKS
   Roads or pavements, storm ditches, culverts,
gutters, curbs,  crosswalks  and sidewalks  de-
stroyed or damaged by the Contractor, either in
the construction of the work under this contract
or by  the hauling and  storing of- material other
than that  incidental to vehicular traffic on pub-
lic  streets and highways, shall  be  repaired  or
replaced by the Contractor without extra charge
therefor.
   If the destruction  or damage is due to settle-
ment caused by work in tunnel,  the ground sur-
face shall  be brought to its original elevation and
the  pavement, storm  ditches, culverts, gutter,
curb, crosswalk  or sidewalk shall be  replaced
immediately with new  material by the  Contrac-
tor.
                                          1-6

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  If the destruction or damage is due to work in
open cut, immediately after the trench or pits
have been refilled, the paving, storm ditches, cul-
verts, curb, gutter, crosswalk or sidewalk shall be
temporarily restored and  maintained by the
Contractor, in as near the original condition as
possible,  using old materials at hand or such new
materials as are necessary to keep the street safe
for traffic, until it is repaved or the  curbs, gut-
ters, crosswalks or sidewalks are reconstructed.


(14) NEW PAVEMENTS,  GUTTERS, CURBS
     AND WALKS
   The Contractor shall obtain  the  consent of
the  Engineer and  the  appropriate  Municipal,
County  or State authority having jurisdiction
thereover, before  constructing  the  permanent
pavements, gutters,  curbs,  crosswalks and side-
walks in  place of those destroyed or damaged.
The Contractor shall construct the  new  pave-
ments, gutters, curbs, crosswalks and sidewalks
in a careful and thorough manner of like charac-
ter to that destroyed or damaged,  or of such
other material as the Engineer shall  order, pro-
vided the use of such other materials will involve
no greater expense to the Contractor
   The use of old  material removed from the
work shall be subject to  the  inspection of the
Engineer,  and any  material  rejected shall be
replaced with new material.  Any deficiency shall
be supplied with new material  ot approved qual-
ity. The  materials used and the manner in which
pavements, gutters,  curbs,  crosswalks and side-
walks are restored shall  conform to the require-
ments and specifications of the municipality or
governmental agency under whoso jurisdiction
the  work  is  done,  and shall be subject to the
approval of the Engineer. See  Ordinances.  Ease-
ments and Permits  from  the  State  ol' Illinois,
County of Cook, Municipalities and other gov-
ernmental agencies.

(15) HISTORICAL  AND SCIENTIFIC
     SPECIMENS
   The Contractor shall preserve and deliver to
the Engineer any specimens of historic or  scien-
tific value encountered  in  the  work  as directed
by the Engineer

(16) PLACING MATERIAL FURNISHED BY
     THE DISTRICT
   The Contractor shall install in the work at
locations to  be  indicated  by the Engineer, any
materials not included in this contract, or herein
specified  to  be  installed  by the  Contractor,
which may be necessary to complete the work.
All  materials thus installed will be furnished at
the  site of the work by the Sanitary District at
its own expense, but the  Contractor  shall  per-
form such extra work in accordance with Article
7 of the General Conditions, "Extra  Work". The
Contractor shall  carefully  inspect all materials
furnished  by  the Sanitary  District at the time of
delivery, shall reject and  set aside  all cracked,
broken or otherwise defective pieces discovered
by him, and shall notify the Engineer in writing
of the same within twenty-four (24) hours after
the  inspection.  The Contractor shall be respon-
sible for all materials furnished by the Sanitary
District, after they have passed the Contractor's
inspection as being sound, until they have been
accepted in the  completed work. Any cracked,
broken or otherwise defective pieces discovered
after inspection by the Contractor  shall be re-
placed at his own expense.
      EARTH EXCAVATION-TUNNEL
(17) Work Included - Tunnel
   Earth  excavation  in tunnel shall include  the
loosening,  loading,  removing and disposing in
the specified manner of all materials, wet or dry,
necessary to be remo\ed for purposes of con-
•.truction.  the  furnishing,  placing and  main-
taining of  all sheeting, bracing and lining,  the
pumping, balling and cleaning, the protection of
existing structures and utilities from injury, the
protection  and repair of street surfaces and side-
waiks  and  all  incidental and collateral  work
necessury to complete the entire work as spec-
ified.

(18) Lighting and Ventilation in Tunnel
   All tunnel work shall be lighted with a suffi-
cient number of electric lights to  insure proper
work and inspection. A supply of fresh air suffi-
cient for the health, safety and efficiency of the
workmen and engineers shall be provided at all
times throughout  the length of the tunnel and
especially at the headings. Additional  lights and
ventilation  shall  be  provided  whenever  the
Engineer may direct.
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(19) Shafts
   The Contractor shall  make  all  arrangements
necessary for  the  location, construction and
operation of the shafts.
   The Contractor shall so excavate and support
the surrounding earth so that at no time is there
more than five feet, measured vertically, unsup-
ported by bracing as approved  by  the Engineer.
   In  case the shaft is built outside the line of
the tunnel, the tunnel connecting the shaft with
the  line  of the finished  work  shall  be  con-
structed  as provided in Section 7 of the General
Specifications-Sewers.
   The shaft shall be constructed of proper size
and shape and in no case be less than 12 feet in
diameter  and  shall  be  suitably  equipped  to
allow the work  to be carried on expeditiously.
   An approved ladder as shown on the plans in
a  separate well lighted  compartment shall  be
constructed  in each shaft so as to provide safe
entrance and exit. Suitable protection shall  be
installed  at bottom of shaft to  properly protect
the men.
   Hoisting in shafts may be done by means of a
crane as  described in  Section 10 of the General
Specifications-Sewers.
   Upon  the completion  of the work,  the Con-
tractor shall remove any concrete as directed by
the Engineer,  and shall completely backfill  all
shafts, drifts and tunnels not part of the finished
work.
   Backfilling shall be done as specified herein
under Sections 33 and 41 of the General Specifi-
cations—Sewers.

(20) Excavation In Tunnel
   The tunnel shall be excavated and trimmed to
such size and shape as will allow the placing  of
the full  masonry section  of the sewer  to the
specified tolerances of line and grade as shown
on the plans after all lining is in  place.
   The Contractor shall  so excavate the  tunnel
and support  the surrounding earth that no move-
ment  of  the earth over or adjacent  to the work
shall occur at any time and at no time will there
be more  than  five feet, measured  horizontally,
unsupported  by  bracing  as  approved  by the
Engineer.
   The Contractor shall use extreme care in exca-
vating  and  trimming to  insure  that  the full
masonry  section will be placed  within the speci-
fied tolerances of the correct lines and grades of
the finished structure.
   If steel bracing is used, the full masonry sec-
tion shown on (lie plans shall be placed inside
any indentations in the body of the plates used
to  support  the earth.  Flanges  or shapes  may
extend into the body of the masonry a distance
not to exceed two (2) inches. If wooden bracing
is  used,  no part  thereof shall extend into  the
sewer section  shown on the plans  No additional
payment  or allowance of any nature  will  be
made for the use of steel  plates  or shapes for
supporting the earth.
   Jf permission is given the Contractor to exca-
vate the  tunnel for a specified distance without
immediately placing the concrete lining, the pro-
posed  method of  braung  the tunnel and  the
extra braung  necessary  shall  be  submitted  for
approval
   In  case,  due  to  unforeseen  conditions  or
otherwise, any movement of the  earth  over  or
adjacent  to the work occurs, the Engineer  may
order  any  or all  work under   this  contract
stopped except that which assists in making the
work secure and in preventing further movement
of the  ground over  or adjacent to the work. The
Contractor shall resume tunneling at the place at
which  movement of the earth  over or adjacent
to  the work  has occurred only  when, in the
opinion of the Engineer, he has taken all neces-
sary precautions to prevent further movement.
   The Engineer will keep a record of the eleva-
tion of all sewer, water and utility lines to detect
any settlement of  or damage to  such utilities,
and the  Contractor shall  immediately  upon
verbal  notification  from the Engineer, perform
such work or  make such arrangements that will
restore any such  damaged  utilities and  will in-
sure against  further  settlement or damage.
(21) Sheeting, Bracing And Linmg In Tunnei
   The Contractor shall furnish, place and main-
tain all sheeting, bracing and lining required to
support the  sides,  floor and headings of the
excavation in tunnel
   On all  shafts, steel  bracing and tight wood
lagging  will be required.  If  the  sewer is con-
structed with or without the use of compressed
air, steel  ribs and  wood lagging will  be  per-
mitted. Bracing in  place supporting  the earth
shall  not  be  removed except by  permission of
the Engineer.
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  A drawing showing the method and  sizes of
lining and bracing proposed to be used  shall be
submitted  to  and  approved  by  the Engineer
before the  necessary materials or equipment is
ordered by  the Contractor.
  Special care shall be exercised to  insure that
full bearing is obtained between the lining and
sheeting and the earth.
  If at any time the method being used by  the
Contractor  for supporting any material or struc-
ture in or  adjacent to any excavation is not
reasonably  safe, in the opinion of the Engineer,
the Engineer may require and the  Contractor
shall provide additional bracing and support nec-
essary  to furnish  the  added degree of safety
required by the  Engineer. The Contractor shall
provide such added bracing and support  by such
method approved  by the Engineer  as  he  may
elect to use, but the taking of such  added pre-
cautions shall  in no way relieve the  Contractor
of his sole  and final responsibility for the safety
of lives, work and structures.

(22) Breasting
  The Contractor shall  at all times  keep  avail-
able near each heading sufficient breasting and
bracing to secure the heading  .igainst soil move-
ment.

(23) Unauthorized Excavation in Tunnel
  Wherever excavation is performed outside of
the specified outside dimensions of the masonry
section to  allow  the  placing of the sheeting,
bracing or lining and whenever the Contractor is
allowed to  excavate beyond the lines of the fin-
ished work for  his convenience, and whenever
material outside  of the specified outside dimen-
sions of the section, caves or breaks into  the
tunnel, then the Contractor, without extra pay-
ment therefore, shall completely fill  the remain-
ing space with concrete of the quality specified
for the sewer section or such other material out-
side of the lines  of the  finished  work as  the
Engineer shall  order.

(24) Disposal of Excavated Material — Tunnel
   All  excavated material, except that required
for  backfilling in open  cut elsewhere  on  this
work, and, except as stated in Section 15, of the
General Specifications-Sewers, shall be removed
from the site  of the work as  soon as excavated
and shall be disposed of by the Contractor with-
out additional charge therefor.
EARTH EXCAVATION-OPEN CUT
  Sections 25  to  30 of the General  Specifica-
tions-Sewers, inclusive, apply to  the excava-
tions  for work in  open cut shafts, pits or con-
nections  or excavations necessitated by cave-in.
(25) Work Included - Open Cut
  Earth  excavation in  open  cut  shall  include
clearing the site of the work, the loosening, load-
ing,  removing  and disposing in  the specified
manner all materials, wet or dry, necessary to be
removed for  purposes of construction;  the fur-
nishing, placing and maintaining of all sheeting,
bracing and  timbering;  the  pumping,  bailing,
fluming. cleaning,  and care of existing structures
and utilities;  the protection and repair of street
surfaces and  sidewalks;  backfilling and  all  inci-
dental and collateral work necessary to complete
the entire work as speufied.

(26) Excavation - Open Cut
  The excavation  between the lines of sheeting
shall be of sufficient  width  to permit the work
to be constructed  in the manner and of the size
specified.
  In  ail streets   improved  with  any type of
paving  the Contractor  shall,  unless otherwise
ordered by the Engineer, so excavate, sheet and
brace the trench or pits that the maximum  hori-
zontal dimensions  of the trench  or pit at the
surface of the  ground shall not exceed the out-
side horizontal dimension of  the structure plus
one-tenth (1/10) of the distance from the street
surface to the top of the masonry.
  Top soil shall be stripped off separately and
stored for replacement  of top surface over the
backfill.

(27) Sheeting, Bracing and Timbering
  The Contractor shall  furnish, place and main-
tain all sheeting, bracing and timbering required
to properly  support trenches  and  other excava-
tions  in open cut and to prevent all movement
of the soil, pavement, or utilities outside of the
trench  or pit.  Sheeting, bracing and timbering
shall  be so placed as to allow the work to be
constructed to  the lines and grades  shown on the
plans and as ordered by the Engineer.
  All  sheeting in  contact with the  concrete or
masonry shall  be  cut  off  j>s directed  by the
Engineer and left in place.
                                             1-9

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  If at any time the method being used by the
Contractor for supporting any material or struc-
ture in or adjacent to any excavation is not rea-
sonably safe in  the opinion of the Engineer, the
Engineer may require and the Contractor shall
provide additional bracing and support necessary
to furnish  the added degree  of safety required
by  the Engineer. The Contractor shall provide
such added bracing and support by such method
approved by the Engineer as he may elect to use,
but the taking of such added precautions shall in
no  way relieve the Contractor of his  sole and
final responsibility for the safety of lives,  work
and  structures.  The use of such  additional
bracing and support  shall  be  without additional
cost to the Sanitary  District. The failure of the
Engineer to order the aforementioned additional
bracing shall in no way relieve the Contractor of
his sole and final responsibility.

(28) Backfilling
  All backfilling of excavations in open cut on
paved roads  shall  be done as specified in Sec-
tions 33  and 41 of the General Specifications-
Sewers. All excavations in   open cut shall  be
backfilled to the  line and grades shown on the
plans or  to the ground  surface as found where
no lines or grades are shown on the plans. The
backfilling shall be done  as  compactly as pos-
sible, and the material shall  be well tamped  in
such a manner as  to  allow as little after-settle-
ment as possible.
  After the sewer or structure has been con-
structed and the concrete has hardened to the
satisfaction of the Engineer, the Contractor shall
backfill the trench in such  a manner  that will
cause no  damage to the sewer or structure by
the  shock of falling earth  or otherwise.  The
backfill shall be deposited in such a manner as to
prevent eccentric loading and excessive stress on
the sewer or structure. Top soil stripped in exca-
vation  shall be replaced on top of the backfilled
material.
  All  backfilling  operations shall be accom-
plished as speedily as possible, the trench being
filled as soon as the  concrete is sufficiently set.
In streets and in other places when the Engineer
shall so order,  the backfilling shall not be left
unfinished more than four hundred (400) feet
behind the completed masonry or pipe work.
  Where existing structures have to be removed
and backfilled or  where   additional  fill   or
mounds are placed  around  manholes  or *tms*
      top  soil  equal in depth to that in sur-
rounding area shall be placed in  the  backfilled
section and fertilized, seeded and rolled to the
satisfaction of the owner of the land.
   All fill slopes shall be not steeper than 3 hori-
zontal to I vertical, unless otherwise directed by
the Engineer.

(29) Disposal of Excavated Material
   All excavated material  except that required
for backfilling in  open  cut, and  except  that
stated in Section  I 5 of the General  Specifica-
tions-Sewers shall bo removed from the site of
the work and shall be disposed of  by the Con-
tractor without additional charge therefor.
   As far   as  possible,  all  excavated  material.
except that required for  backfill,  shall  be re-
moved from the site ol the work as soon as exca-
vated.

(30) Unauthorized Excavation
   Wherever excavation in open cut is performed
without authority, beyond  the lines and grades
shown on the plans or as directed by the Engi-
neer, the  Contractor shall  refill  without extra
payment  therefor,  all  such excavated space
beyond such lines and grades with concrete or
other material as the Engineer may direct.
ROCK EXCAVATION IN OPEN CUT
AND TUNNEL
(31) Description
  All rock excavation shall be performed by the
Contractor in accordance with  Sections 17 to
30, of the General Specifications-Sewers, inclu-
sive, as  far as they apply and supplemented by
the specifications for each excavation.

(32) Blasting
  Extreme care  shall be exercised in connection
with all blasting necessary  under this contract.
Signals  of  danger  shall be given and displayed
before the firing of any blasts; and the  Con-
tractor  shall  conform  his acts  to  and obey all
rules and regulations for the protection of life
and property  that  may  be required by law or
that may  be  made  from time   to time by the
Engineer relative to the storing and handling of
explosives and the firing of blasts. Whenever it
becomes necessary  to  blast  in   tunnel,  the
amount of air used  for ventilation shall be in-
creased  and the amount of explosive used at any
 Structure*
                                           1-10

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one time shall be kept to a minimum and shall
be so  placed as to minimize the amount of rock
breaking outside  of the lines  of  the finished
work. No blasting shall be done adjacent to any
part of the completed sewer or other structure
and the  material surrounding or supporting the
same  shall not be damaged by  blasting. In case
injury occurs  to  any portion  of  the sewer or
other structure or to the material surrounding or
supporting same,  due to explosions or blasting,
the Contractor, without extra payment therefor,
shall  rebuilt the sewer  or other structures and
shall  replace  the  material surrounding or sup-
porting same, and shall furnish such material and
perform such  work or repairs and replacements
as the Engineer may order.
   The  Contractor  shall employ  only  experi-
enced  and  qualified  dynamite  workmen  to
handle  all powder and caps. Only licensed dyna-
mite  workmen detailed to dynamite  magazines
shall have access to these buildings.
   The  Contractor shall comply with the provi-
sions of An  Act Regulating the Manufacture,
Possession. Storage.  Transportation. Use. Sale or
Gift of Explosives (Illinois Rev. St. Ch. 93, Sec-
tion  143-156. approved July  12.  1939.  and as
amended).  The  Contractor  ^iall  obtain  an
 Explosives  License  from  the  Department of
Mines and Minerals. State of Illinois, in  compli-
 ance  with said Act. and submit a  reproduced
 copy to the Engineer before- proceeding with the
 storage of dynamite on this contract.
   In addition, the Contractor shall comply with
all the  provisions relating tc  explosives  of the
 State of Illinois Health and Safety  Act  and all
 requirements  of authorities having jurisdiction in
 the area.
   The Contractor agrees to indemnify and save
 the Sanitary  District harmless  against all claims
 for damages  to real or personal property or for
 injuries to persons, or deaths caused in any man-
 ner whatsoever, by  explosions, blasting, handling
 or storing of  explosives for the work hereunder.
 SAND. GRAVEL OR LIMESTONE BACKFILL

 (33) Description
    All excavations under or adjacent to any type
 of pavement, including concrete, concrete  base.
 bituminous, gravel  or crushed stone,  shall  be
 backfilled as follows:
  Sand, gravel, limestone screenings or crushed
limestone backfill shall be used from the bottom
of the sewer trench or excavation up to a point
where the  distance to the top of the natural
ground  surface equals the distance  from  the
nearest edge of the sewer trench or excavation ^
to the  pavement. Tlii' wiidf  giuv»l, Unm.lui»»X
       It may contain material passing a No, 200
mesh sieve not to exceed ten percent by weight,
but  shall contain  no organic  matter.  Material •£
passing a No. 16  mesh  sieve  foall not.exceed_jg
eighty-five percent  by weight.tEighty-five per
cent of the material shall pass the one inch sieve
and  shall not contain  stone  larger than four
inches.  Backfill shall not contain any  frozen '>r
cemented material.
   Sand  and  gravel  material shall  be  obtained
from an approved sand and gravel pit or lime-
stone screenings or crushed limestone from an
approved material yard or quarry.
   Material removed from the  excavated  trench
will  not be allowed as  backfill,  unless it  is up-
proved by the Engineer as meeting the above
specifications.
   Cinders will not be approved as backfill.

PIPE SEWER

(34) Gasket Specifications
   Gasket stock shall be a synthetic rubber com-
pound  in which  the  elastomer-  is Neoprene,
exclusively.  Said  compound shall contain  not
 less  than 50% by volume of Neoprene and shall
 contain no  factice.  reclaimed  rubber or any
 deleterious substances.  The stock shall  be ex-
 truded or molded and  cured in such a manner
 that  any  cross-section  will be dense,  homo-
 geneous and free from porosity, blisters,  pitting
 and  other  imperfections. The  stock shall  be
 extruded or  molded with smooth surfaces to the
 required diameter within a tolerance of- ± 1/32"
 at any cross-section. The Compound  shall meet
 the  following physical requirements when tested
 in  accordance  with  the  appropriate  ASTM
 standards.
 TEST REQUIREMENTS

    Tensile strength - 1500 psi minimum, ASTM
 Test Standard D412.
                                            1-11

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  Elongation  at  Break  -  425%  minimum,
ASTM Test Standard D412.
  Shore  Durometer Type A-45 ± 5 for pipe
diameters less than 90" (55± may be used for
pipe diameters over 90"), ASTM Test Standard
D2240.
  Compression Set - 20% maximum when com-
pressed 22 hours at 158° F. ASTM  Test Stan-
dard D395 Method B.
  Accelerated Aging - 20% maximum tensile,
40%  maximum  elongation deterioration,   15
points maximum increase in hardness, ail  deter-
mined after oven aging, for 70 hours at 212° F.
ASTM Test Standard D573.
  Liquid  Immersion, Oil - 80% maximum vol-
ume change after immersion in ASTM Oil No. 3
for  70 hours at  212° F. ASTM Test Standard
D471. Test  specimens  shall  have  a height  or
thickness of 0.08" ±0.005". The test specimens
shall be circular discs cut from the  gaskets. The
specimen  diameter shall be that of  the  cross-
section of the gasket.
  Liquid  Immersion  Water - 15%  maximum
volume change after immersion in  water for 7
days  at  158° F. ASTM Test  Standard D471.
Test specimens shall have a height or thickness
of  0.08" ±0.005" (See note 4 under Section 7
of ASTM D471).  The test  specimens shall  be
circular discs cut  from the gaskets. The specimen
diameter  shall be that of the cross-section of the
gasket.
  Ozone  Cracking - no visible  cracking at  2
times magnification  of  the  gasket  after 100
hours exposure in 3 ppm ozone concentration at
100° F. Testing and inspection to be on a gasket
loop mounted to give approximately 20% elon-
gation.
  Durometer "A"  - Hardness increase after  48
hours at -i- 14° F. + 15 points maximum.
  The Contractor  shall  furnish  certified copies
of laboratory  reports from his gasket supplier
indicating conformance  with the above require-
ments for each shipment of gaskets. A minimum
of 2 tests for each pipe diameter shall be per-
formed at the Contractor's expense on gaskets
selected at random by  the Engineer. Tests shall
be performed by an independent testing labora-
tory and shall include all the tests listed above.

  Each  gasket  shall  be  permanently marked
with  the  manufacturer's  trademark  or name,
date  of  manufacture,  and the initials of  the
Metropolitan  Sanitary District. All  gaskets shall
be stored in a cool place, preferably at 70° F. or
less and in  no case shall the gasket for joints be
exposed to direct rays of the sun for more than
72 hours.
  No more than two (2)  vulcanized joints will
be permitted on any one gasket.


(35) Laying Concrete Pipe in Open Cut

(a) Excavation
  The trench shall  be  excavated in accordance
with the depths  and widths shown on the plans.
Trench widths in excess of those shown on the
plans will not be permitted.
  Steel or  wood sheeting shall be furnished and
installed as required and its use shall be deter-
mined by  the ground  conditions encountered,
easement agreements as specified or as directed
by the ENGINEER and as shown on the plans.
  Dewatering operations sufficient to maintain
the water level at or below the surface of trench
bottom or  base  of  the bedding course shall be
accomplished prior to placement of pipe or con-
crete, if not performed prior to excavation and
placing of the bedding  as called for on the con-
tract plans. The dewatering operation, however
accomplished, shall be carried out so that it does
not destroy or  weaken the strength  of the soil
under or alongside the trench. The normal water
table shall be restored to its natural level in such
a manner as to not disturb the pipe and its foun-
dation.

(b) Laying  Pipe
  The concrete  pipe shall be  laid to the lines
and grades shown on the plans.
  Where practicable, pipe  shall be laid with the
bell or groove end at the advancing end of the
pipe.  Before laying, the joint  surfaces  shall be
clean and  free  of  all  dirt and other  foreign
material. The gasket and the joint surfaces of the
pipe to be  laid shall be  lubricated and the gasket
properly placed  in the groove  on the spigot or
tongue end. The pipe shall then be laid and pull-
ed firmly into position. Care shall be exercised
to see that the pipe is straight and level as the
spigot enters the bell. The position of the gasket
shall be checked with a  feeler gauge to see that it
is properly  positioned.
  If adjustment in  the position of a length of
pipe is required  after it has been laid or if the
gasket is found to be out of place, the length of
                                            1-12

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    pipe shall be removed, cleaned and rejointed as
    for a newly laid pipe.
       Concrete  cradle as shown on the plans shall
    achieve a compressive strength of 2,000 pounds
    per square inch prior to backfilling of the trench
    over a level  as shown on the plans above the top
    of the pipe. Backfill below a level as shown on
    the plans above  the top of pipe may take  place
    after  the concrete  has  achieved  a sufficient
    initial set so that no damage to the concrete will
    occur when  placing the backfill.

    (36J Pipe Grade for Sewer in Open Cut
       The tolerance in the grade of installed rein-
    forced  concrete  pipe  shall  comply with the
    following:
       The invert  of the sewer after the pipe is  in
    place  shall be such that after flooding, the  Hood
    water will drain  off so that no remaining puddle
    of  water will be deeper  than  1/2" on pipe 36
    inches internal diameter or smaller, and 3/4" on
    pipe  larger  than  36 inches internal diameter.
    Any section of pipe that does not comply with
    this requirement shall be replaced at  the Con-
    tractor's expense.


    (37) Pipe Grade in Tunnel  and Jacking
       The  tolerance in  the grade of installed rein-
    forced  concrete  pipe shall comply  with  the
    following:  Departure from established grade -
2 "  »4^!, Departure from established line - 3".
       The return to established line and grade shall
    be at a rate  no greater than  3" per 100'.
       Any pipe placed which does not comply with
    this requirement  shall be replaced at  the Con-
    tractor's expense.

    (38)  Setting Line and  Grade
       The  Contractor is responsible for setting line
    and grade from the information included in the
     Plans and  Contract Documents, and  in  accor-
    dance with Section 8 of the  General Specifica-
     tions  (Construction  Contracts,)  "Lines  and
     Grades."  No payment in addition to  the price
     bid for the respective items will be allowed for
    setting line  and grade.
       The control of vertical  and horizontal align-
    ments shall  be accomplished by the use of a laser
     beam instrument. The Contractor  shall comply
     with the provisions of "an Act to Require Reg-
     istration   of  Laser  Systems..."  Approved
August  11, 1967, by the  Illinois State Legisla-
ture  and shall submit to the Engineer a  repro-
duced copy of the acknowledgement of registra-
tion  from the  State  Department of  Public
Health.

(39) Clay Sewer Pipe
  The  Contractor  shall furnish and lay  clay
sewer pipe in accordance with the provisions for
concrete pipe. See Sections 35,36,37 and 38 of*
the General Specifications-Sewers and as  shown
on the plans.
  All pipe and specials shall conform to Specifi-
cations  ASTM C13 or ASTM C200,  as shown on
the plans. Joints shall conform to ASTM Specifi-
cation C425, type 3.

140) Concrete Sewer Pipe
   All reinforced concrete circular pipe shall be
provided  with bell  and spigot or  tongue and
groove  type joints for use with rubber gaskets as
hereinafter -.pecified. Excessive  shrinkage cracks
in the bell and spigot or tongue and groove ends
or excessive bleeding at form ends which  expose
aggregates or  create voids, or other defects or
damage to the end of the pipe which would pre-
vent making a satisfactory joint, as determined
by  the  Engineer, shall be  deemed reason  for re-
jection  of the pipe. The pipe shall have a pre-
formed groove on the tongue or spigot  face of
each pipe section to properly position and con-
fine the rubber gaskets in the annular space.
   All reinforced concrete pipe  shall conform to
ASTM  Specification C76. The  pipe joints shall
conform to  ASTM Specification C361. AH refer-
ence to a specific class of pipe and wall thickness
shall conform to the requirements of that speci-
fied under ASTM Specification C76. The rein-
forcement steel in the joint shall be tied to the
pipe  barrel  steel as  called  for in  ASTM
C361.

   Gaskets for concrete pipe shall conform to
"Gasket Specification", Section 34 of the Gen-
eral Specifications-Sewers. The gaskets shall be
circular in cross section and shall be of sufficient
cross-sectional area and volume so that when the
joint is assembled, the gasket will be compressed
to form a water-tight seal. Gaskets shall be ex-
truded  or molded and  cured in such a manner
that any cross-section  will  be  dense, homoge-
nous and free from porosity, blisters, pitting and
other imperfections. The gaskets shall be molded
or extruded to the tolerance as specified.
                                                1-13

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  Any  foreign material  which  adheres  to  the
pipe and  interferes with  the  proper seating of
the gasket shall be removed. No cracked, broken
or otherwise defective gaskets shall be used in
this work. As the work progresses, the interior
of the pipe shall be cleaned of all dirt and all
other superfluous material.

  Lubricant  for  use  wit'i  the  gasket shall be
equal to the vegetable oil  soap as manufactured
by Davis Young Corp.. FMI Waynv. Indiana, or
a Bentonite Slurry diluted to a paste of con-
sistency satisfactory to the bnginver.  No petro-
leum product shall be used i- a lubricant.
  The Contractor shall  submit  to the Engineer
for  approval, detailed drawings  of the pipe  and
pipe joint to be furnished and placed under this
contract, including the dimensions of the rubber
gasket and the joint in the assembled  pipe posi-
tion.
  A tapered lifting hole  in concrete pipe  36"
in diameter  and  larger   as  indicated on  the
plans,  if  used,  shall be   filled  with  a fitted
precast  tapered  concrete  plug,  coated with
mastic  and driven  into   place  with  wooden
mallet.  For concrete  pipe placed in  open  cut
the top of the  plug shall  be covered with
cement mortar and hand trowelled  so as to
cover at least an  area three inches greater than
the opening. No  lifting holes shall be placed in
concrete pipe  less  than 36-inches in  diameter.

  The  supplier  of reinforced  concrete sewer
pipe shall submit for approval the design of pipe
sizes not listed in the tables of ASTM C76.  The
information submitted shall show wall thickness,
concrete strength, and the area,  type, placement
and strength of the steel reinforcement and shall
meet  the  D-load strength test  requirements as
called for in the ASTM tables.  .
  Reinforced  concrete sewer pipe delivered to
the job site shall be not less than ten (10)  days
old from date of manufacture and except for
closure pieces,  shall be  not less than  6-feet nor
more than 12-feet long unless otherwise approv-
ed by the  Engineer.
  On  each reinforced concrete pipe manufac-
tured, the following items shall  be clearly mark-
ed on the interior surface of the pipe: (1)  class
and size of pipe; (2) Date of manufacture; (3)
Name or trademark of the Manufacturer.
  No  reinforced concrete sewer pipe shall be
delivered  to the job site without the M.S.D. in-
spector's  stamp  affixed  thereon, and shall be
subject to re-inspection upon delivery to the job
site.

(41) Backfill
  In  locations where  the Permits,  Easements.
Ordinances or the Detail or the General Specifi-
cations require sand or other granular  backfill.
material shall be as specified in Section 33 of the
General Specification -Sewers.
  Where sand or oiher granular  backfill is not
required, regular  backfill  may be used. Regular
backfill  shall  be  a uniformly divided  material
free from debris, stones  larger than  6", obiee-
tionable organic matter and frozen materials and
must be capable of compacting to a dense, stable
backfill free of after-settlement.
  Backfilling, unless  otherwise  specified,  shall
take place in accordance with Section 28 of the
General Specifications-Sewers or in  accordance
with  applicable easements, ordinances or per-
mits.  The  Contractor's  attention  is directed
particularly  to the  backfill requirements of the
State Highway Permit.
  In  locations where  it  is  not  specified  that
sheeting must be left in place, sheeting s,ha|l bj£
extracted.
  Sheeting shall be extracted where  practicable
ahead of  the  backfilling  where this  procedure
can progress without endangering the side of the
excavation and in such a  manner as to leave  no
voids  in  the space previously occupied by the
sheeting.
  Sheeting  extracted after backfilling  shall  be
removed in such a manner as to preclude leaving
voids  in  the space previously occupied by the
sheeting and in such  a manner  as  to  be  con-
sistent with Sections 26 and 27 of the General
Specifications—Sewers.
IRON CASTINGS AND MISCELLANEOUS
METALS

(42) Description
  The Contractor shall furnish, deliver and place
iron castings,  including  manhole  frames and
covers, and miscellaneous metal  parts,  and such
other iron  castings and  metal parts as are shown
on  the plans or as ordered by the Engineer. AH
pieces  shall be plainly  marked  with the piece
mark as  called for on the plans. Painting, if re-
quired, shall be performed as called for in the
plans and specifications.
                                         1-14

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(43) Material and Workmanship
   All castings  shall  be of tough, close-grained
gray iron, free from blowholes, shrinkage cracks
and cold shuts. They shall conform to a suitable
grade of the "Tentative Specifications for Gray
Iron Castings,"  ASTM A48. They shall be  sound,
smooth, clean and free from'blisters and all de-
fects. All castings shall be made  by the  cupola
process. No plugging of defective castings will be
permitted. Where malleable castings are required
they shall  be furnished and installed hereunder
and shall conform to  the  "Standard Specifica-
tions for Cupola, Malleable Iron," ASTM A197.
   All  castings  shall  be  made  accurately to
dimensions shown and shall be placed, chipped,
filed or ground where marked or where other-
wise necessary  to  secure perfectly flat and true
surfaces. Allowance for shrinkage shall be made
in  the patterns so that the specified thickness
shall not be reduced. Manhole covers shall be
true and shall seat at all points. All drilling and
tapping shall be carefully and  accurately done.
   All  wrought-iron  parts  shall  be made of
genuine wrought-iron conforming to the require-
ments  of  the  "Standard  Specifications  for
Refined  Wrought-iron  Bars  and  Wrought-iron
Plates," ASTM  A189.
   Steel parts shall be open hearth medium steel
of quality  conforming to the "Standard Specifi-
cations  for  Structural  Steel  for  Buildings,"
ASTM A36.
   All parts called for on the plans as galvanized
shall be coated in accordance with "Zinc Coat-
ing on Standard Steel Shapes." ASTM A123. All
galvanized metals whose  coatings are damaged
during shipment or installation, shall be touched
up with MSDGC 117 Zinc rich primer paint.
   Bronze  bushings  shall  be of  good quality
phosphor-bronze.  All  parts  called  for  as
chromium-nickel steel  shall be made of a  ferrous
alloy approved by the Engineer.
   The  Contractor shall  notify   the  Engineer
when castings  and material parts  are ready for
inspection. See Section 9 of the General Specifi-
cations  (Construction  Contracts), "Inspection
and Testing of Materials".

(44) Bolts and Nuts
   Stud, tap and machine  bolts shall be of speci-
fied wrought-iron or of specified structural steel
of rivet quality  unless otherwise specified. In
general square  heads and hexagonal close fitting
nuts shall be used. All threads shall be clean cut
of the U.S. standard sizes.


(45) Inserts
   All inserts to be  imbedded in  the  concrete
shall be  heavily  galvanized malleable castings
suitably normalized and of a type approved by
the Engineer.


(46) Cast  Iron Pipe
   All cast iron pipe shall be furnished in accor-
dance with  ASA  Specification  A21.6 or A21.8
with the type of joint as specified in the Detail
Specifications and/or shown on the plans. Pipe
shall be furnished in full lengths except where
shown on the  plans in  lesser  lengths or where
necessary  to make closure.  Wall thickness desig-
nated by  a class number shall be based on ASA
Manual of Design A21.1.
   All fittings shall conform to ASA  Specifica-
tion A21.10 at the pressure rating as specified in
the Detail Specifications and/or shown on the
plans. Where ASA  A21.10 specification is not
applicable,  the fittings  shall conform to ASA
B16.1 Specification.
 , All rubber gasket joints for cast iron pipe and
fittings  shall  conform  to  ASA  Specification
A21.ll.
   Fittings for pipes over 12 inches in  diameter
shall be Class B.  Fittings for pipes 12 inches in
diameter or  less shall be Class D.
   Wall pipes and wall sleeves shall be furnished
with intermediate wall collars and shall have end
types as shown on the plans and shall be Class B
except  where they extend beyond the outside
surface  of the  wall in  which case they shall  be
Class D.
   Pipe  and fittings  shall  be furnished bitumi-
nous coated inside and outside unless otherwise
specified  in the  Detail Specifications  and/or
shown on the plans.
   Cement linings specified in the Detail Specifi-
cations  and/or shown on the plans shall conform
to  ASA  Specifications A21.4. Pipe  furnished
with cement lining shall be bituminous  coated
on the outside.
   Ductile Iron Pipe specified in the Detail Speci-
fications and/or shown  on the plans shall con-
form to  ASA Specification  A21.51  with  all
other requirements as listed above for cast iron
pipe, except for  wall thickress which shall  be
                                             1-15

-------
designated  by  a class number  based  on ASA
Manual of Design A21.50.


(47) RESTORATION WORK
  The Contractor's attention is directed to Sec-
tion 7 of  the General  Specifications-Sewers,
Care of Structures and Property.

   Restoration  work  shall  follow construction
work as  the  work progresses ;md be completed
as soon  as possible. Restoration work shall not
be  delayed and shall be completed no later than
thirty (30) days after sewer  or structure is in
place. Any testing or further inspection  neces-
sary for  final completion and inspection of the
sewer or structure shall not  be cause for  any
delay  of restoration work  required under  this
contract. This provision  for restoration shall in-
clude all public and private  property which  was
affected  by the Contractor's construction opera-
tions.  Such final  restoration that cannot be per-
formed  within  the  thirty  day  period due to
adverse  weather  conditions may, upon written
request,  including  a proposed  procedure  and
time schedule, be performed as approved by the
Engineer. Any delayed restoration  will be con-
tingent upon providing suitable safe temporary
facilities without inconvenience or nuisance in
the interim.

   The Contractor shall maintain existing surface
and subsurface drainage  conditions in all areas
along  the  line of the work, including highway
ditches,  storm  sewers, culverts,  natural terrain,
field tile  systems, etc.

   Whenever  public  or  private  property  is so
damaged or  destroyed, the Contractor shall at
his own  expense, restore  such property to a con-
dition equal to that existing before such damage
or  injury was done by repairing rebuilding, or
replacing it as may be directed, or he shall other-
wise make  good such damage or destruction in a
manner acceptable to the Engineer. If he fails to
do so the Engineer may, after the expiration of a
period of thirty (30) calendar days after  giving
him notice in writing, proceed to repair, rebuild,
or  otherwise restore  sucli property as may be
deemed  necessary, and the cost  thereof shall be
deducted from any compensation due, or which
may become due the Contractor under this Con-
tract.

   This  provision for restoration  work shall
apply to  all Items listed in the Proposal.
(48) TESTS
  An infiltration test shall be made by the con-
tractor in the presence of the Engineer after the
first one thousand linear feet or less of sewer is
completed, as ordered  by the Engineer.  Addi-
tional tests of the type  ordered by the Engineer
will be  required for each succeeding one thou-
sand linear feet  or less, as ordered by the Engi-
neer.  A  final  test of the type ordered by the
Engineer will  be required prior to final accep-
tance of  this contract. All  tests will be con-
ducted  in  a  manner to minimize  interference
with the contractor's work or progress. No addi-
tional pipe shall  be laid  until  the infiltration test
on the section tested is satisfactory.

  Where the  depth of the ground water  is not
sufficient to completely submerge the section to
be tested,  an  exfiltration test shall  be used in
place of an infiltration test when ordered by the
Engineer. The Contractor shall be allowed addi-
tional payment for exfiltration tests in addition
to the prices bid for  sewer Items. The additional
payment shall  be the actual cost of the work to
the Contractor and  shall be  determined  on a
time and material basis for labor, material and
equipment.
  No additional  payment for  infiltration tests in
addition to the prices bid for Sewer Items to be
tested as called for in the Detail Specifications
will be allowed.
  Personnel for  reading measuring devices will
be  furnished  by  the Engineer,  but all  other
labor, equipment, material and water, including
gauges and meters, will be furnished by the Con-
tractor.
  Infiltration  tests will be made by measuring
the infiltrated flow  of  water over a measuring
weir set up in the invert of the  sewer a known
distance from a limiting  point of infiltration. Ex-
filtration tests will be made by bulk heading the
section  to be tested  and admitting water to the
lower end  allowing  air to escape at the  upper
end until the sewer is filled. The bulkheads must
then be watertight and water  will be added until
a level of water four feet above the crown of the
sewer in the  manhole at the upper end of the
section is attained. The  rate of flow required to
keep this required head will be the exfiltration.
AH  tests will be  carried on for a length of time
and at intervals as ordered by  the Engineer.
  The infiltration or exfiltration shall not ex-
ceed  48-galIons   per day, per  inch of  sewer
perimeter per  mile of sewer,  and no individual
                                             1-16

-------
leak  will be permitted that in the opinion of the
Engineer might  endanger  the pipe-line or the
backfill around  it.  If the  leakage exceeds the
maximum  permitted, the  contractor shall im-
mediately make all repaks and replacements that
in the  opinion of the Engineer are necessary to
secure the required water-tightness.
   After all  repairs are made to  the satisfaction
of the  Engineer, the Contractor shall again make
an infiltration or exfiltration test  and this pro-
cedure will  be repeated until a satisfactory test is
made, if and when ordered by the Engineer. The
cost of any additional testing, as specified by the
Engineer, will be  at  the Contractor's expense
and  at  no  additional cost  to the  Sanitary Dis-
trict.
   The Sanitary District shall not be responsible
for any damage to the pipe lines or  otherwise
due to testing.
(49) PLUMING AND BY PASSING
  Flumes and by-passes shall be designed with
sufficient capacity to carry the maximum storm
flow without restricting the flow in the existing
sewer.  Plans and procedure shall be submitted to
the Chief Engineer for approval before proceed-
ing with the work.
(50) SIGNS
                       Signs, if requested, will
              erected  and  removed  under a
                   t a location or locations as
  The
his  own to
the Engineer, of
  The cost of furnishin!
signs shall  not  be  included It?
sum price of the contract.
.attach a tablet of
     signaled by
          x 36".
                                                  1-17

-------
            APPENDIX J




WILDLIFE AND VEGETATION INVENTORIES

-------
                                                                                      APPENDIX  J(l)
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                                                                                                                    43

-------
                                          APPENDIX J(2)
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-------
                            APPENDIX J(3)





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-------
                                                                        APPENDIX J(4)
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-------
APPENDIX J(5)


t-Sag Channel Watershed
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s in the watershed where hardwood tree specie
:he dominant plant species. This community Is
g the outer margins of the terrace areas and fla
a - c
0) 0) O
S 13 o




•

Plant species must be able
it soil conditions. Dominant
silver maple, willow, and
:>f the watershed.
ic flooding and w<
Is community are
along the streams <
to withstand period
plant species in th
'i
0 i
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• 1 s •
l a c
j r*? -3
" B s
§ ! *
£ C T?
nt to wet areas and/or floodplalns . It can exu
ly drained to well-drained soils. Three dlffere
sd Hardwood Forest Communities were Identlfle
S o 3
-as






this community include green
ous forbs and grasses character-
eluded in this community.
£ | S
* 1
S * •
: 8 §
25
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a -a «
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cottonwood . Other
ash, slippery elm,
istic of hydrophillc
b
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. One Is a mixture of bur oak, hackberry, gre
TJ
41
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8- 1
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w«
nd in marshy areas which may
in or a Floodpialn Forest Com-
nity must be able to wlthstanc
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wet soil conditions
ated with a floodpl

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dominant species
ik are the other s;
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:h are louna
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natural state
? * 2
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nunitles dominated by weedy forbs and grasse
•eas undergoing an ecological succession fro
'Ay caused by man in this case, to a more :
1 3 3
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Forest Community (•
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contains plant communities able to survive t
Itions of these disturbed areas. These comi
1 In abandoned pasture and cultivated fields,
drained by man for agricultural use and the
rbed areas are found In floodplalns, terrace:
oodplains or other low areas, and in some u
Lowland Successional Communities can exist
ell-drained soils. In order for ecological si
ver, these soils must be adjacent to areas >
seed sources for the component species of t
i unity. Three different Midland and Lowland
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were identified within the watershed. One
n
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this report are those species
. These -oecles are not nece
the environment of the commui
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" £ 2
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•Dominant species
ar« most prevalent in thi
doolr.sr.t in the context

-------
                                                        APPENDIX J(6)
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^unities
8
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a
lonai Communities - Transition
Upland Success
K
The typical plants of this community are goldenrod, red clover.


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sedy forbs and grasses which a
dominated by wi

Ceabane, thistle, milkweed, timothy grass. Kentucky blue grass.


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tershed undergoing an ecologies
41
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fox tall, orchard grass, dock, and other weedy forbs and grasses.


a more
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caused in most cases by man's
disturbed state

Another community has the same species of plants as the first but

•
41
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IA
tate in which plant communities
stable natural s

has an intrusion of woody plants such as elm, cottonwood, hawthorn.


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normal environmental condition
naturally under

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smraunities are often found in a
Successional C<

and Lowland Successlonal Community has a dense community of

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land areas of the watershed. T
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Successional woody vegetation. The dominant vegetatlonof these


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rately well-drained soils , prov
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communities consists of the above mentioned trees. The difference


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areas of existing or pre-existir
are adjacent to

between the two is that the trees have developed to the extent that


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41
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p
les of the Successional commuu
component spec

one canopy touches another. This character gives the appearance

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s waters hi

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lonal Communities were Identif
Upland Success

of a Successlonal forest.


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woody vegetation. The differei
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-------
                                                                       APPENDIX  J(7)
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                 APPENDIX K




COMMENTS ON THE DRAFT EIS AND EPA RESPONSES

-------
FOREST PRESERVE  DISTRICT
                      of Cook County, Illinois
Th« Board of
MATHEW W. BIESZCZAT
CHARLES S. BONK
MILDRED CASEY
FRANK W. CHESROW
CARL R. HANSEN
IRENE C. HERNANDEZ
JEROME HUPPERT
RONALD R. LARSON
              MARY M. MCDONALD
              RUBY RYAN
              JOHN H. STROGEH, JR.
              JOSEPH A. TECSON
              MARTIN TUCHOW
              HAROLD L. TYRRELL
              JOSEPH I. WOODS
GEORGE W. DUNNE,
                                        H«*oouMrr««», 536 NORTH HARLEM AVENUE, RIVER FOREST, ILLINOIS 60305
                                                  COLUMBUS 1-84001 FOREST 9-9420
                                                  Arthur L. Jauura, QENERAL SUPERINTENDENT

                                                           August 26,  1976
                        133
       United States  Environmental
       Protection Agency
       Region V
       230 South  Dearborn Street
       Chicago, Illinois  60604
                                                Re:  Tunnel Component of Tunnel and
                                                    Reservoir Plan proposed by the
                                                    Metropolitan Sanitary  District
                                                    of Greater Chicago, Calumet
                                                    Tunnel-System
       Gentlemen:
          In response to your July 1976 Environmental Impact Statement  regarding
       the TARP  proposed by the Metropolitan  Sanitary District of Greater Chicago,
       the Forest  Preserve District is vitally interested in the following:

                 1.  Infiltration effects upon the Flora above the tunnel
                     area are not indicated  on any reports submitted  to
                     the Forest Preserve.  This area in Cook County,  Illinois
                     is primarily an Oak, Hickory, Elm type forest.   Changes
                     in the upper water table  shall have an adverse effect
                     upon the Oak, Hickory and other species of Flora within
                     the District's property.   Temporary dewatering of the
                     tunnels during construction shall also have a serious
                     effect upon the Flora of  the region.  The District  would
                     appreciate receiving the  answer to the effect upon  the
                     Flora by qualified experts.

                 2.  What effect shall dewatering and infiltration have  upon the
                     District's recreation lakes that are fed by ground  water?
                     Shall this dewatering,  due to infiltration during the life
                     of the tunnel, and also during construction, have a deleterious
                     effect upon the District  lakes along the Des Plaines River by
                     lowering the level of these lakes?
                                           K-l

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                                    -2-
United States Environmental Protection Agency
         3.  The District serves the public in its use areas, primarily
             by drinking water wells which are constructed into the
             bed rock.  Is it possible for these wells to become unusable
             after the construction of the tunnel, due to exfiltration?
             It should be noted that most of the length of the tunnel under
             Salt Creek and the Des Plaines River is under Forest Preserve
             District lands.  Also, a large segment is under the North Branch
             of the Chicago River on District property.  If city water is pro-
             vided in the place of wells and fountains destroyed, who would
             construct the water mains, and maintain them, and pay for all
             the original and future costs?

         4.  Your statement on Page VIII-34 par. 8.4 Biological Resources,
             is not correct.  Several drop shafts for the Calumet Tunnel
             are to be located on open space recreational lands of the Fo-
             rest Preserve District.  Many drop shafts and lateral sewers,
             also work shafts, would have to be located along Salt Creek,
             Des Plaines River and the North Branch of the Chicago River.

         5.  It should be noted that the stone mined from under the Forest
             Preserve District's land is owned as a mineral by the Forest
             Preserve District.  The Forest Preserve District reserves the
             right to decide what the disposition of this mined material
             shall be.

   This is to inform all parties concerned that the Forest Preserve District
cannot make a proper assessment of this project until such time as the fore-
going questions as to the effect the project shall have on District lands
are answered.
                                               Very truly yours,
                                               Arthur J.
                                           Real Estate & License Engineer
AJT/lm
                                 K-2

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        Response to Comments by the Forest Preserve
             District of Cook County, Illinois
1.   The depth of the tunnel is great enough  (generally
     200-300 feet) that only a minimal effect on the
     upper water table could be envisioned.  A program of
     extensive subsurface exploration conducted by MSDGC
     has led to the conclusion that  "... infiltration
     and exfiltration will not be a  significant problem.
     Based on the results of water pressure testing,
     permeabilities of the dolomite  were calculated and
     found to be extremely low."1  Thus natural infil-
     tration is calculated to be low and the grouting
     program will further reduce inflow.  Any effect on
     water table height should be highly localized and
     would not be expected to impact surface vegetation.

     The effects on the biota of tunnel dewatering during
     construction are likewise anticipated to be minimal
     for the reasons indicated above.

2.   Operation of the tunnel system  is expected to have a
     beneficial effect upon the District's recreational
     lakes since the combined sewer  overflows which
     currently threaten the quality  of the lakes will  be
     abated.  Dewatering of the tunnels and infiltration
     are likely to have minimal effects upon the quantity
     and quality of the groundwater  sources feeding the
     lakes for two reasons:

               As noted above, infiltration rates are
               calculated to be very low and

               Natural attenuation of pollutants in
               transport would minimize the harmful effect
               of any contaminants that should  escape.

3.   As stated earlier, the MSDGC-sponsored subsurface
     exploration program adequately  demonstrated that
     "... exfiltration will not be a significant prob-
     lem.  . . The potential for exfiltration was examined
     using a computer model, under the conditions of  the
     highest hydraulic gradient occurring with  a repeat
     Letter of 9/3/76 from Forest Neil,  Chief Engineer of MSDGC to
     Henry Longest of USEPA, Region V, page 1, second paragraph.
     Letter is reproduced in this section.
                            K-3

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     of the largest recorded storm in the Calumet Area
     (1954 storm), the dolomite with the greatest perme-
     ability in the Calumet Area, and under a no tunnel
     grouting assumption.  It was determined that exfil-
     tration of pollutants would not be greater than
     250 feet away from the ungrouted tunnels.  Grouting
     would significantly reduce this distance.  Any short-
     term exfiltrated water would return to the tunnel
     after the storm because of the positive inward
     pressure."2  in addition, natural attenuation by
     soils would minimize the effect of any contaminants
     that should escape the tunnel.

     An inventory of wells in the Calumet area conducted
     by the MSDGC showed that "... only one well,
     presently inactive, is located as close as 250 feet
     from the tunnel axis.  Because of the lack of wells
     that may be affected by exfiltration and the very
     low permeability of the dolomite . . ."3 it is highly
     improbable that city water will need to be provided
     to any residents of the area as compensation for well
     water contamination.

     In the unlikely event that water mains need be
     constructed and city water provided, it is expected
     that the city government will bear the associated
     cost.  Shared among the city's many taxpayers, this
     cost would be minimal.

4.    This comment has been addressed by appropriate
     changes in the text.

5.    MSDGC is aware of the rights of the Forest Preserve
     District to the rock mined from beneath its land and
     negotiations concerning the resolution of this
     potential problem are underway.
    Letter of 9/3/76 from Forest Neil of MSDGC to Henry Longest
    of USEPA, pages 1 and 2.

    Letter of 9/3/76 from Forest Neil of MSDGC to Henry Longest
     of USEPA, page 2.
                             K-4

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                 UNITED STATES ENVIRONMENTAL PROTECTION AGENCY
SUBJECT:
FROM:
TO:
Review of Draft EIS for the Calumet
Tunnel System
                                                  DATE:  SEP 3   1976
Kenneth E. Big lane, Director*
Division of Oil and Special MaterialsControl (WH-548)

Regional Administrator
Region V

Attn: Planning Branch
      EIS Preparation Section
             The comments of the Office of Water Program Operations on the
          subject EIS are enclosed.  If any of the issues raised by these
          comments require clarification, please contact John M.  Hill, Chief,
          Environmental Evaluation Branch, 202-245-3054.

          Project Description

          Location:  Chicago, Illinois

          Project Action:  The construction of a tunnel for the conveyance of
                          combined sewer wastewater to a treatment plant.
                          The Calumet system includes 37 miles  of tunnel,
                          59 drop shafts, and 2 pumping stations. The
                          system is part of the total TARP project,  which
                          includes the conveyance tunnels, storage reservoirs,
                          and treatment plant upgrading and expansion.
          Major Issues:
                 Disposal of the excavated material from the tunnels
                 may be a  problem.  The plans are not definite, but
                 the proposal is to use existing quarries,  private
                 sales, and lakefront improvements.  The construc-
                 tion of the reservoirs is questionable because of a
                 lack of funding.  The entire TARP project is
                 estimated to cost $3. 54 billion, of which $378. 2
                 million is for the Calumet tunnel system.
          Enclosure
 EPA Form 1320.6 (R»v. 6-72)
                                    K-5

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                     Office of Water Program Operations
                         Comments on the Draft EIS
                       for the Calumet System of TARP


1.   The TARP system includes three conveyance tunnel systems, one
of them being the Calumet.  A separate EIS is to be written for each of
the  three.  Each EIS addresses the cumulative impacts of constructing
and operating all three tunnel systems, and where appropriate, the
effects associated with the specific tunnel section under consideration.
From reading the first two EISs (Mainstream and Calumet), the large
amount of duplication is  evident.   Apparently, a single EIS for both
systems  could have been written with no more than a 5% increase in
pages. -A clear rationale for  segmenting the  EISs was not provided.
We  suggest that consideration be given to either combining the EIS's
or using the previous EIS as a reference.

2.  The EIS  is rather indefinite as to the disposal of the large amounts
of excavated  material.  This is particularly apparent when consideration
is given to the possible excavation of the  reservoirs.  Definite plans,
which could provide for more than one disposal method, should be
made prior to issuance of the final EIS.   Space appears to exist
for  the material from the Calumet tunnel in Thornton Quarry,
but  the combined material from all three tunnel systems (and the
reservoirs) could be a problem.

3.  The Chicago Lakefront Plan depends on suitable material from the
TARP project to construct the parklands,  sheltered areas and islands
that are mentioned as alternatives (p.  Ill-13).  The EIS should explain
that, although the construction of  the tunnel would make excavated
material available, EPA is not explicity endorsing the  Plan and that
the  Plan would be subject to environmental analysis by the sponsoring
agency, particularly in connection with any required Federal actions
such as COE permits etc.

4.  The EIS is organized such that the proposed action,  the Calumet
tunnel,  often receives less emphasis than the related actions. This
is exemplified in Section 6.2.4 which discusses the disposal of
excavated material from the reservoirs prior to that from the
tunnel.  We suggest that, for future EISs, the proposed action be
more clearly identifiable and that descriptions of related projects
and their impacts be addressed in separate sections.  In this EIS,
the pollution  control purpose  of the tunnel system is somewhat lost
among the extensive discussions on the other portions of the TARP
project--portions which will be constructed several years in the-
future,  if at  all.

5.  More emphasis should be given to the beneficial effects of the
tunnels on water quality, particularly in the summary.  Although
admittedly the tunnels alone will not allow standards to be met,
they will improve the quality  of the receiving waters.
                            K-6

-------
6.  Table IV-1 in the Summary shows no significant change in overflow
reduction with the addition of the reservoirs. This should be corrected,
since this would virtually eliminate the combined sewer overflows.

7.  We understand that two tunnel demonstration projects including
necessary grouting have been completed. The effectiveness of grouting
for these projects should be presented in the EIS. This would help
support the claim that the grouting program is expected to prevent
extensive infiltration/exfiltration.

8.  The impact of the Calumet tunnel on flood reduction is not expected
to be significant and should be deleted from the summary (p.  xxxvii).

9.  The figure given on page VI-23 for the amount of excavated material
from all Phase I tunnel systems is 17, 620, 000 c.y. (26 million tons).
The figure given on page VII-15 is 12, 000, 000 c.y.  (26 million tons).
This discrepency should be corrected.
                             K-7

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         Response to Comments by Kenneth E. Biglane,
Director of the Division of Oil and Special Materials Control,
                            USEPA
 1.   The rationale for segmenting the environmental assess-
      ment into three parts was that the tunnel component of
      TARP was considered by EPA to be primarily for pollu-
      tion control and the diverse impacts associated with
      the three major tunnel segments could best be addressed
      in three separate statements.  It was felt that a
      unified EIS addressing all three tunnel sections in
      one document would prove incomprehensible to a lay
      reviewer.  The present format, while involving a
      certain amount of duplication, nevertheless allows
      the reader to focus readily on impacts specific to
      his locale and to view these impacts in the broader
      perspective of the whole TARP project.

 2.   EPA is requiring as a condition of the grant that
      MSDGC identify and enforce disposal practices accept-
      able to EPA.  This will include an identification
      by MSDGC of disposal sites and capacities as well as
      methods of transportation and disposal.

 3.   This comment has been addressed by appropriate changes
      in the text.

 4.   An attempt will be made in subsequent EISs to
      delineate more clearly the specific proposed action
      and its consequences while providing the necessary
      overview of the action.

 5.   The reduction of pollutants from overflow events
      is significant only to the extent to which it allows
      an upgrading in allowable water uses.  While operation
      of the tunnel systems independent of the reservoirs
      will have a positive effect on water quality, as
      noted in the EIS, the reduction in pollutant loading
      will not be sufficient to enable an upgrading of water
      uses in the area.  Only through implementation of
      the entire system, including tunnels, reservoirs, in-
      stream aeration and treatment plant expansion and -
      upgrading will enhanced water uses be possible.

 6.   This comment has been addressed by appropriate changes
      in the text.
                            K-8

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7.    This comment has been addressed by appropriate changes
     in the text on pages VIII-18,  19.

8.    On page xxxviii it is acknowledged that it is only
     through construction of the proposed reservoirs that
     the flooding problem will be ultimately solved.

9.    Figures in the text have been corrected to read
     12,000,000 cubic yards and 26,000,000 tons consistently.

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217/782-3362

                            August 27, 1976
Mr. Kent Fuller, Acting Chief
Planning Branch
U.S. Environmental Protection Agency
230 South Dearborn Street
Chicago, Illinois   60604

Dear Mr. Fuller:

     This is to follow up our oral comments on the Calumet TARP Environmental
Impact Statement made at the public hearing in Chicago on the evening of
August 24, 1976.

     That hearing was an adequate opportunity for us to state our comments.
We, therefore, do not intend to submit additional written comments.

     I should mention that, after the hearing, Mr. Gray of my staff gave to
the representative of your consultant, Mr. Moscati of Booz-Allen, Inc., a
copy of informally prepared written comments.  This was done to help Mr. Moscati
use IEPA wording for suggested changes in the following items:

          Table 11-12 on State standards

          Tax rate increases caused by TARP

          Relationship between spoils disposal and reservoir planning

          Grant eligibility for Phase II tunnels and reservoirs.

     We enclose a copy of the informal comments given to MX. Moscati.

                                      idially,
                                   Daniel J. Goodwin, Manager
                                   Planning and Standards Section
                                   Division of Water Pollution Control
DRG/mkp

Enclosure
                               K-10

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                                                       August 23,  1976

                           Calumet TARP EIS
1.   Page 11-12,  Table 11-12.

    DO standards are incomprehensible.   To indicate which waters are "secondary
    contact...", attach a map shdwing these streams (as listed IPCB Reg's,
    Section 302) shaded or cross-hatched.   Also,  revise Table 11-12 as follows:

                         Applicable Illinois Standards

               Secondary                               General
               Contact (1)                             Use (2)

                 3/2«>                                 6/5«>
                    ^ ' for N. channel
    (1)  Secondary contact waters are shown on map,  figure __ .   All
         secondary contact waters change to a standard of not less than
         4 mg/1 at any time after 12/31/77.

    (2)  All streams except secondary contact.

    (3)  These standards shown in the form x/y mean not less' than x mg/1
         16 hours of any 24 hour period and not less than y mg/1 at any
         time.

2.  Page 111-23, Table 111-12.  Still not clear.  The decimal point has
    been moved over two places, apparently to change cents to dollars, but
    heading is still "c/$100 Assessed Valuation.  Table for O&M costs,
    p. IX-5, has heading "$/$100...".  Are these headings right?

    These two tables should be explained better.  They attempt to show
    economic impact on MSDGC area taxpayers, an item of great interest.
    But some terms are not adequately defined.  For example, do the costs
    in Table 111-12 include interest costs?  If so, will those interest
    costs really be paid over a 10-year period?

3.  Page 111-28.  Phase two tunnels should be discussed.

4.  Page 111-31 and other places:  Reservoirs and Phase II tunnels are
    described as flood control projects, but MSD's modelling shows that
    the reservoirs and Phase II tunnels are necessary for water quality
    control.  If these facilities are indeed necessary to meet stream
    standards, they should be eligible for USE PA grants, although when
    sufficient grant funds will become available is another  question.

5.  There is no clear description of how the reservoir will  fit into  the
    system.  Will the "relief tunnel" slope to reservoir?
                                  K-ll

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                                   -2-

     Also  re reservoir:   page  VI-25 discusses  disposal  of spoils  in Thornton
     quarry.   How does  this  relate  to using  the  quarry  as a  reservoir?   What
     about future of  commercial  rock business  at Thornton Quarry  if it  is  to
     be used as  a reservoir?  Page  VI-22  talks about  excavating rock from
     McCook and  Thornton Quarries to form storage reservoirs.   Are they
     exqaya£ing  Thornton Quarry  for a reservoir  or filling it  with spoil?

 6.   Page  VIII-25.   Correction needed in  statement about ammonia  standard:
     2.5 summer,  4.0  winter  applies only  to  STP's PE  >    50,000.

 7.   Page  X-7.   EIS  recommends groundwater monitoring.   We should point out
     that  IEPA will  impose groundwater  monitoring requirements in Permits.
     IEPA  agrees.  (Our statement on this subject was inserted; see page X-7.)

 8.   Possibility of  using TARP spoils  for lakefront fill discussed.  Page  111-13.

 9.   Re Fulton Co.:   "The metropolitan  area  will probably continue to rely
     on the Fulton County site for  disposal  of sewage sludge...",  page  111-14.

10.   Grant eligibility  for "collecting  structures" and  drop  shafts discussed
     on page 111-20;  Eighty-four percent eligible.
                                  K-12

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             RESPONSE TO COMMENTS BY ILLINOIS
              ENVIRONMENTAL PROTECTION AGENCY
1.    Comments have been addressed by appropriate changes
     in the text.

2.    The necessary corrections have been made to both tables
     and text.  The text in Chapters III and IX has been
     expanded to provide examples of tax impacts on home-
     owners.  See pages III-22, 23 and  IX-4, 5.

3.    Phase II tunnels were not considered in the section
     referred to because they are not directly related to
     the attainment of water quality goals.   However, the
     feasibility of including a brief discussion of the
     funding of Phase II tunnels as an overall part of TARP
     in the Des Plaines EIS is being considered.

4.    The possibility of funding reservoir construction
     through the Corps of Engineers is currently being
     investigated by MSDGC in light of the fact that EPA
     funds will probably not be available when needed even
     if the reservoirs are judged to be grant eligible.

5.    The tunnels slope downward to the reservoirs and at
     the lowest point the collected water is pumped upward
     into the reservoirs.  Details of the system's design
     are provided in "MSDGC Facilities Planning Study",
     January 1975.
          Spoil disposal in Thornton quarry will be con-
     sistent with reservoir excavation plans since the quarry
     is large enough to allow disposal in a part of the
     quarry separate from the area to be excavated for a
     reservoir.

6.    Comments have been addressed through appropriate
     charges in the text.

7.    No response required.

8   9
&'lO Comments have been addressed as appropriate in the text.
                             K-13

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                         DEPARTMENT OF THE ARMY
                        CHICAGO DISTRICT. CORPS OF ENGINEERS
                             219 SOUTH DEARBORN STREET
                              CHICAGO. ILLINOIS 6O8O4
     NCCPD-ER
                                                                  A!JG '2 3 1376
     Mr.  George R.  Alexander,  Jr.
     Region V Administrator
     U.  S.  Environmental  Protection Agency
     230 South Dearborn
     Chicago, Illinois   60604
     Dear Mr.  Alexander:

     In response to your letter of 23 July 1976, we have  reviewed the Draft
     Environmental Impact Statement for the proposed Tunnel Component of the
     Tunnel and Reservoir Plan Proposed by the Metropolitan Sanitary District
     of Greater Chicago - Calumet  Tunnel System, and have the  following comments,

     A supplement to this EIS should be prepared and circulated  for comments
     when actual disposal plans for construction spoil  are identified.  The
     speculative disposal schemes  outlined in this EIS  do not  present enough
     detail to adequately assess environmental impacts.

     Statements on pages VI-2, VI-10, and X-2 indicate  that sediments from
     tunnel shaft construction may runoff into navigable  waters  if proper sedi-
     mentation controls are  not provided.   If discharges  are to  be made, an
     Army Corps of Engineers permit may be required.

     .Since the proposed tunnel will be  constructed in previously undisturbed
     sedimentary strata, protective or  mitigative measures for any known
     paleontological resources should be discussed.
                        »
                        »
     The source of water 'to  be used in  the recharge wells described on page
     VIII-19 should be given.

     Results of specific studies that have been done to prove  that there will be
     no exfiltration from the reservoirs to the groundwater supplies should be
     given in the Final EIS.

     Scientific names should accompany  the common names of all floral and
     faunal species listed in Appendix  J to avoid confusion.
XSK>
                                 K-14

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NCCPD-ER                                                           AUG 2 3
Mr. George R. Alexander, Jr.

Thank you for giving us the opportunity to review this statement.  Please
send us a copy  of the Final Environmental Impact Statement.

                                    Sincerely yours,


                                          mC.
                                   ANDREW C. REMSONTJR.
                                   Colonel, Corps of Engineers
                                   District Engineer
                             K-15

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       RESPONSE TO COMMENTS BY ANDREW C. REMSQN JR,
     DISTRICT ENGINEER, U.S. ARMY CORPS OF ENGINEERS
1.   The identification of acceptable spoil disposal modes
     has been made a contingency of EPA's grant to MSDGC.
     The method for incorporating the public's review of
     disposal options has not yet been selected.

2.   An Army Corps of Engineers discharge permit will be
     obtained if the situation indeed involves the release
     of sediment to any area waterways.

3.   No paleontological resources are expected to be en-
     countered during excavation activities at the planned
     depths of the tunnels.

4.   The source of recharge water has not yet been specified
     since the need for recharge wells has not yet been
     clearly established.  The amount of recharge water
     involved is not large at any rate.

5.   The comments provided by MSDGC in the letter included
     in this section state that:  "... The potential for
     exfiltration was examined using a computer model, under
     the conditions of the highest hydraulic gradient occur-
     ring with a repeat of the largest recorded storm in
     the Calumet Area (1954 storm), the dolomite with the
     greatest permeability in the Calumet Area, and under
     a no tunnel grouting assumption.  It was determined
     that exfiltration of pollutants would not be greater
     than 250 feet away from the ungrouted tunnels.  Grouting
     would significantly reduce this distance.  Any short
     term exfiltrated water would return to the tunnel after
     the storm because of the positive inward pressure."

6.   No confusion arises from the listing of floral and
     fauna as it is currently displayed.
                            K-16

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NICHOLAS J. MELAS
   PRESIDENT
                                             TBE  -                -I.T.Ti

                   METROPOLITAN SANITARY DISTRICT
                                   OF GREATER CHICAGO          —
                    1OO EAST ERIE ST., CHICAGO. ILLINOIS 6O611 .  . . 751,36OO
                                                     BOARD OF COMMISSIONER

                                                       JOANNE H. ALTER

                                                       JOAN a ANDERSON

                                                       JEROME A. COSENTINO

                                                       VALENTIN! JANICKI j

                                                       WILLIAM A. JASKUmS

                                                       JAMES C. KIRIE

                                                       CHESTER P. MAJEWSKI

                                                       NICHOLAS J. MELAS

                                                       JOHN W. ROGERS
                                     September 3, 1976
     Henry L.  Longest II
     Director, Water Division
     United States Environmental
       Protection Agency, Region V
     230 South Dearborn Street
     Chicago,  Illinois  60604
               Subject:
     Dear Mr. Longest:
Draft of the EIS for the Calumet Tunnel  System
dated July, 1976
          Some of the conclusions and recommendations  in our  opinion are inappropriate.
     The danger of a significant earthquake in the Calumet  area  and  subsequent damage
     to the tunnels are overstated in Conclusion #2.   The results  of the extensive
     program of subsurface exploration indicates that  no significant faults are
     present in the Calumet area.  What faults are present  are minor features that
     are not presently active.  Therefore, the likelihood of  an  earthquake centered
     in the area is very low.  Substantial damage to the tunnels from an earthquake
     occurring outside the immediate area is not likely because  of the high intact
     strength of the dolomite rock in which the tunnels will  be  built.  The dolomite
     in the Calumet area is, in general, not highly jointed and  thus large blocks
     of rock are not likely to fall out of the tunnel  periphery.  For a further
     discussion on earthquakes refer to the report "Geology and  Water Supply"
     Technical Report Part 4, 1972.

          In regards to the discussion in Conclusion #4 on  the potential effects of
     infiltration and exfiltration, the subsurface exploration program conducted
     indicates that infiltration and exfiltration will not  be a  significant problem.
     Based on the results of water pressure testing, permeabilities  of the dolomite
     were calculated and found to be extremely low.  Natural  infiltration will be
     much lower than stated in the E.I.S. (see attachment No. 1).   Grouting will
     reduce the inflow even more.  The potential for exfiltration was examined using
     a computer model, under the conditions of the highest  hydraulic gradient occurring
     with a repeat of the largest recorded storm in the Calumet  Area (1954 storm),
     the dolomite with the greatest permeability in the Calumet  Area, and under a
                                           K-17

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Henry L. Longest II
September 3, 1976
page two
no tunnel grouting assumption.  It was determined that exfiltration of pollutants
would not be greater than 250 feet away from the ungrouted tunnels.  Grouting
would significantly reduce this distance.  Any short term exfiltrated water
would return to the tunnel after the storm because of the positive inward pressure,

     An inventory of wells in the Calumet area was made.  Only one well, presently
inactive, is located as close as 250 feet from the tunnel axis.  Because of the
lack of wells that may be affected by exfiltration and the very low permeability
of the dolomite, the installation of monitoring wells appears unnecessary for
the Calumet area.  Pumping tests confirm the low permeability of the dolomite.
There will be no need for recharge wells because of the low natural infiltration.
Therefore, dewatering of the aquifer will not occur.  In addition, a recharge
test was performed during the subsurface exploration program.  The results
showed that the dolomite could not be recharged at a substantial rate because
of the low permeability of the rock.

     Regarding Conclusion #6 concerning the possibility of discharging water
pumped out of the tunnels during construction into MSDGC's interceptor system,
the distance from the construction shafts to the interceptors is too great in
most cases for this to be feasible.  In addition, the following general comments
are offered:

     1.  Depths of proposed Tunnels are given as varying between 150 and
         290 feet below ground.  The lower limit should be 325 feet.

     2.  The length of the Calumet Tunnel System is given as 37 miles
         for the entire Calumet TARP System while it actually is 41
         miles.

     3.  The storage capacity of the tunnels including Phase II is approxi-
         mately 2000 ac-ft, not 1690 ac-ft as presented in the discussion
         of the entire Calumet TARP System.

     4.  The storage reservoir will have a capacity of 39,000 ac-ft,
         not 40,000 ac-ft as presented.

     5.  There are 7 construction shafts in the Phase I Calumet TARP System.
         Of these, 2 are also drop shafts.  This should be clarified in the
         text.

     6.  The slopes and diameters of the tunnels and locations of some of
         the construction shafts for the branches of the Calumet Tunnel
         System are incorrect in some instances.  For correct data, see
         Attachment No. 2.
                                   K-18

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Henry L. Longest II
September 3, 1976
page three
     7.  Table IV-1 indicates "no significant change" in water quality for
         the Phase II complete TARP System as compared to Phase I.  This
         is not correct because Phase II will reduce overflows to only 4
         in the 25 years of runoff simulated, and furthermore water quality
         standards will be met even during these overflows.  It should be
         emphasized that these 4 overflow events are for storms having
         very rare frequencies of occurrence.

     8.  The O'Brien Locks Pumping Station is not used for dewatering the
         tunnels as stated on Page V-21.  This pumping station is used to
         pump water from the tunnels into the Calumet River only after
         the tunnels are full and it continues to rain.  In the Phase I
         TARP System, this pumping station will reduce overflows entering
         the waterway on the Lake side of O'Brien Locks from 10 per year
         to 1 in 5 years and will speed-up the elimination of the tunnel
         surcharge in the entire Calumet System, further reducing the
         time frame for potential exfiltration.

     9.  There are no 2 ft. diameter drop shafts in the Calumet System as
         stated in the footnote on page VII-26.

    10.  The Calumet Treatment Plant serves the Calumet TARP System, not
         the West-Southwest Plant as stated on page VII-17.

    11.  The pumping station at the Calumet Treatment Plant is not a storm-
         water pumping station as alluded to on page V-27.

    12.  The interceptor connections as described on page V-20 are not relief
         points for the interceptors.  They are structures which enable the
         full flow from small existing combined sewers to enter the inter-
         ceptor, thus increasing the discharge in the latter.  The intercep-
         tors are then relieved at other locations to prevent excessive
         surcharging.

    13.  The tax tables 111-12 and IX-1 in the text are unclear and apparently
         incorrect.  They should be reviewed and clarified.

    14.  No tunnels of the Calumet TARP will be constructed in the Brainard
         Shale, and thus any problems associated with tunnel construction
         in shale do not apply.
                                   K-19

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Henry L. Longest II
September 3, 1976
page four
     15.  Shale will not be an important constituent of the rock spoil.

     If we can be of any further service to you regarding this matter,  please
feel free to contact us.
                                                          / ,
                                      Sincerely,         /
                                      FORREST C.  NEIL
                                      Chief Engineer

FED:JHI/pl
                                   K-20

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          RESPONSE TO COMMENTS BY FORREST C. NEIL,
                   CHIEF ENGINEER, MSDGC
General:  Mr.  Neil'fs comments are very useful in delineating
          further the complex picture of subsurface con-
          ditions and the expected performance of the tunnel
          system under various operating modes.  With respect
          to his comments on the likelihood of disruption
          of the tunnel system by a major earthquake, time
          may indeed prove the EIS's conclusion to be over-
          stated.  However, given the speculative nature of
          the discussion and the significance of the con-
          sequences of tunnel disruption for groundwater
          quality, EPA feels that its findings on this matter
          stand without significant modification.

          With regards to infiltration and exfiltration
          there is strong concurrence that an effective
          grouting program can reduce impacts due to these
          phenomena to negligable proportions.  This has
          been borne out by MSDGC's experience with their
          demonstration tunnels in which the grouting has
          been effective in preventing significant infil-
          tration.

Specific; Comments 1 through 15 have been addressed by
          appropriate changes in the text.
                           K-21

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                    THE  CITY  OF  DES  PLAINES

 mCHARD F. WARD                   C°°K C°UNTY' "-UN°1S
  Alderman 8th Ward                          •••
  1410 Miami Lane
Des Plames, Illinds 60018                    MEMBER ILLINOIS
  (AC 312) 827-8715                     MUNICIPAL LEAGUE

                              September  3,  1976


         COMMENTS ON JULY,  1976 USEPA  DRAFT  EIS ON THE  CALUMET
         TUNNEL SYSTEM

         The TARP Plan  selected by  the 1972  Flood Control  Coordinating
         Committee on page  IV-25  is not  the  "separated"  plan that is
         being considered  in  the  draft EIS.  The FCCC  selected a Calumet
         system that was connected  to  the MeCook-Summit Reservoir.  In
         your response  to  this comment,  please  include  a side-bv-side
         layout of the  1972 selected version and  the  current version.
         The draft EIS  fails  to detail the  cost effective  analysis of
         these 2 alternatives and why  the current version  was selected.

         It  seems reasonable  to start  with  the  fact that the processing
         capacity of the existing Calumet plant is available and should
         be utilized. And  the "connected" 1972  option should reflect the
         present worth  of  the Calumet  plant  in  the cost analysis. This
         of course is a contrast  to the  O'Hare  situation where there is
         no existing plant in that  non-cost  effective separation decision.

         Please send me a  copy of the  final  EIS on the  Calumet system
         so that possible  further comments  can  be forwarded to CEQ within
         the 30 day comment peroid.  Region V failed to  send me a copy
         of the final EIS  on  the  Addison to  59th  Segment which effectively
         eliminated my  opportunity  to  comment to  CEQ  as per the EPA
         regulations.
                                        Richard F.  Ward
                   »H>
                    cfriOEGFCjissc^.

                                    K-22

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         Response to Comments by Richard F.  Ward,
          Alderman/ 8th Ward/ City of Des Plains
     In any project of the magnitude of TARP minor changes
in system design inevitably are made as the proposed plan
undergoes regulatory review.  Such changes usually reflect
the recommendations of detailed engineering and economic
studies and generally result in a more cost-effective invest-
ment of funds.  Modifications made in the 1972 version of
TARP selected by the Flood Control Coordinating Committee
do not, as far as EPA has been able to determine, signifi-
cantly affect the cost-effectiveness of that version rela-
tive to competing alternatives.  In general the changes
noted by Alderman Ward, including the separation of the
Calumet and Mainstream systems, have been justified on the
basis of the resulting improvements in system performance,
stability and cost-effectiveness.  A detailed comparison
of the 1972 version of TARP with the version presented in
the EIS is best done by reference to the MSDGC Facilities
Planning Study, January 1975, and other MSDGC engineering
and planning documents as well as the 1972 report of the
FCCC.

     With reference to Alderman Ward's comments on the
Calumet Treatment Plant, it is problematical whether the
processing capacity of the plant can be considered to be
"available."  This plant is old and in response to increas-
ing waste loads over the last decade its effluent has de-
clined in quality.  In fact it is for this reason that a
key provision of TARP calls for significant expansion of
this plant.  Thus the present worth of the Calumet Plant
was not a major consideration in the 1972 version.
                      K-23

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       United States Department of the Interior f

                  OFFICE OF THE SECRETARY
                   WASHINGTON, D.C. 20240
PEP ER-76/748
                                      OCT  4           ^



Dear Mr. Alexander:

Thank you for the letter of July 23, 1976, requesting our
views and comments on the draft environmental statement for
Calumet Tunnel System, Tunnel Component of TARP Metropolitan
Sanitary District of Greater Chicago, Cook County, Illinois.
We have both general and specific comments arranged by page
or section designation.

General Comments

One of our continuing concerns regarding the Tunnel and
Reservoir Plan has been effects on wetland recharge.  Measures
to insure wetland recharge from surface runoff should be in-
dicated.  The statement should describe the adverse impacts
of collecting and controlling surface storm water, of ground
infiltration, and wastewater exfiltration on surface water
levels and water quality of wetlands.  The subsequent impacts
on wetland resources, if any, are not addressed in the draft
statement.  An adequate discussion of these impacts and effects
on fish and wildlife from surface construction should be in-
cluded in the final statement.  The intense development of the
area makes those few remaining undisturbed areas valuable for
fish and wildlife resources.  Highly developed park lands have
little wildlife value.  Adverse effects on fish and wildlife
habitat and resources of all areas should be discussed, not
just that of the forest preserve areas.

Specific Comments

In Section 6.1.3 and 6.2.4, it is stated that the contractor
is required to locate disposal points and dispose of settled
solids and excavated material in an environmentally safe
manner.  The method of disposal will not be identified until
the pre-construction meetings have been held with the Metro-
politan Sanitary District of Greater Chicago.  We request the
opportunity for our Fish and Wildlife Service to review and
comment on the proposed disposal sites at that time.
                              K-24

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Section VII, paragraph 6.2.U Tunnel and Reservoir Plan reports
that about 165 million cubic yards of rock will be mined in
the excavation of the reservoirs at McCook quarry and about
92 million cubic yards will be produced at the Thornton quarry
excavation site.  A large portion of this rock will be stock-
piled for eventual sale by quarry owners.

Paragraph 7.1.5(2) Reservoirs states that "Release of this
material on the market will probably be at the discretion of
the quarry operators.  Thus, no significant socioeconomic
impacts are expected."  This conclusion is not supported by
data or facts in the environmental statement.  The-entire
section should therefore be expanded.  It should indicate
annual and projected consumption of stone in the Chicago area,
the number and location of quarries that supply the stone,
and what portion of the market each shares.  There should also
be a discussion of potential impacts on the stone industry,
as well as stone supply and costs to the public caused by the
planned stockpiles.

We note that the Metropolitan Sanitary District of Greater
Chicago does not plan to monitor water quality along the Calumet
System (p. X-7-8).  We believe that the water quality monitoring
program which EPA proposes as a special condition for all
construction permits and grants is essential for safe and
proper operation of the proposed system.  Reasons for omitting
the monitoring of the Calumet System should be provided in
the final statement.

On page IV-20 (last Par.) the following comment is made:  "The
level of the ground water aquifer in the Niagaran formation is
above the proposed tunnels in most places, and infiltration of
ground water into the tunnels will result.  The water flow will
be at a sufficiently high rate, however, to eliminate the
probability of aquifer pollution."  This statement should be
reconciled with the following on page VI-5, part (1):

     "Infiltration results when the aquifer pressure level
exceeds pressure level in the tunnel, except during severe
storms.  In this case, runoff water conveyed by the tunnels
will raise pressure levels to a point greater than the aquifer's
level.  When this occurs, exfiltration will result rather than
infiltration."

In view of the current high frequency of overflow from storm
runoff (p. 1-6), it would seem that the anticipated frequency
of such excessive pressure levels in the tunnel should be
mentioned here.
                            K-25

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In IV(7) of the Executive Summary, page xxxvii, Effects of
Operation on Land Use, it is stated that "the quality of
land... may be enhanced by reduced flooding conditions."
While we agree that the developable potential of the river-
bank land may be increased by the project, we do not believe
this necessarily reflects enhanced quality.  Indeed, the
opposite may well be true.  Use of verbiage such as "this
under-utilized land" in the companion paragraph also indicates
a lack of objectivity.  These terms, enhanced quality and
under-utilized as used in the report refer to economic develop-
ment, rather than wildlife habitat, recreation, or open space.
We believe that the Summary and Section 9.2.2 Sensitive
Resource Areas, should be revised and clarified to reflect
their exact meanings.

In previous comments on the Tunnel and Reservoir Plan, we have
recommended that the assurances given in the statement that the
project would have no effect on historic and archeological re-
sources reflect consultation with the State Historic Preserva-
tion Officer (SHPO).  We renew this request for the subject
document.

An intent to contact the SHPO in order to investigate the
possibility of encountering archeological resources is ex-
pressed on page xxxx and again on page XI-2.  This commitment
should also be included on page 111-14 in Section 3.2.3,
Archeological Sites, which now gives the impression that no
archeological investigations of areas to be disturbed are
planned.

Determinations concerning the presence or absence of
archeological resources within the project area should
reflect consultation with the Illinois Archeological
Survey, 137 Davenport Hall, University of Illinois,
Urbana, Illinois 61801.

With respect to the provision (expressed on pages xxxx,
III-m and VII-9) that the contractor will preserve and
deliver to the Engineer all specimens of historic or scientific
value discovered, such a procedures would not afford sufficient
protection to archeological values.  An archeological site
consists of more than just artifacts; it includes the context
in which the artifacts are found, the surrounding stratigraphy,
and the relationship among artifacts.  Loss of any of these
components results in a corresponding loss of scientific
                            K-26

-------
value.  Therefore, it is important that provisions be made to
stop all work in the immediate area at the first sign of
historic or prehistoric occupation so that the site can be
evaluated by a professional archeologist.

We hope these comments and suggestions will be of assistance
to you.
                              Sincerely yours,
                   Assistant    Secretary of the Interior
Mr. George R. Alexander, Jr.
Regional Administrator, Region V
Environmental Protection Agency
230 South Dearborn Street
Chicago, Illinois  60604
                           K-27

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                  Response to Comments by the
                U. S. Department of the interior
General Comments
The proposed project should not have any adverse impacts because
surface stormwater itself is not being controlled.   The Phase I
Tunnels will only handle those flows which are now  reaching the
combined sewer system.  Drainage patterns will not  be altered.
The short-term impacts of construction on forest preserve areas
are discussed because it is these areas which will  be the
location of several drop shafts of the Calumet Tunnel System.
No other fish and wildlife habitat areas will be disturbed.

Specific Comments

1.  The quantity of rock produced by reservoir construction is
    only mentioned for the purpose of putting the Phase I Tunnel
    spoil into perspective.  Of the total rock to be produced
    by TARP, only about seven percent will come from the Phase I
    Tunnels. The detailed discussion of rock disposal from
    the reservoirs should properly be addressed in  any specific
    EIS for that project.

2.  Monitoring of the Calumet System will be a requirement of
    any grant awarded to the MSDGC.

3.  The two referenced statements are not inconsistent since
    they refer to two different tunnel conditions;  the first
    with little or no flows in the tunnel, and the  second with
    full or surcharged flow in the tunnel.  Surcharged conditions
    will not result each time there are overflows to the system.

4.  The MSDGC has been contacted concerning the need to consult
    with the SHPO. This requirement will also be a  conditon
    of any grant for the Calumet Tunnel System.
                         K-28

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     The following comment letters did not require a
response.
                     K-29

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         UNITED STATES DEPARTMENT OF AGRICULTURE
                     FOREST SERVICE
        NORTHEASTERN AREA, STATE AND PRIVATE FORESTRY
           6B16 MARKET STREET, UPPER DARBY, PA 19DS2
                    (215)  596-1671
                                      8400
                                      September 1,  1976
Mr. George R. Alexander, Jr.
Regional Administrator
U.S. Environmental Protection Agency
Region V
230 South Dearborn St.
Chicago, Illinois  60604
                            Refer  to:   Draft Environmental
                            Statement,  Tunnel Component,
                            Tunnel and  Reservoir Plan,
                            Chicago,  IL
Dear Mr. Alexander:
We view the disposal of construction  spoil  as  having the
greatest potential for adverse effect on  the environment.
The reality of these effects  is difficult to assess since
decisions have not been made  on locations or methods of
disposal.  Of the alternatives mentioned, the  filling of
quarries would probably generate  the  least  impact and
would have the beneficial side effect of  restoring land
for other uses.

If landfill sites are used  for disposal,  efforts should
be made to reduce erosion.  Sowing  or planting vegetation
would aid in erosion reduction and  produce  a pleasing
appearance.

We suggest that the Illinois  Department of  Conservation
be involved in the discussions and  planning prior to
final disposal site selection.

Thank you for the opportunity to  review and comment on
this Draft Statement.

Sincerely,

                                    9/3/76  orie. -to Mr.  Longest.
          '7
DALE 0. VANDE1
Staff Director
Environmental Quality Evaluation
                     K-30

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                              UNITED STATES DEPARTMENT OF COMMERCE
                              Th* Assistant Secretary for Science and Technology
                              Washington, D.C. 20230
September 9, 1976
Mr. George R. Alexander, Jr.
Regional Administrator
Environmental Protection Agency
230 South Dearborn Street
Chicago, Illinois  60604

Dear Mr. Alexander:

This is in reference to your draft  environmental  impact statement
entitled "Tunnel Component of  the Tunnel  and Reservoir Plan Pro-
posed by the Metropolitan Sanitary  District  of Greater Chicago,
Calumet Tunnel System."  The enclosed  comments from the National
Oceanic and Atmospheric Administration (NOAA)  are forwarded for
your consideration.

Thank you for giving us an opportunity to provide these comments,
which we hope will be of assistance to you.   We would appreciate
receiving five (5) copies of the final statement.

Sincerely,
 Jidney R. Gallei
Deputy Assistant ^"Secretary
for Environmental Affairs
Enclosure:
Memo from NOAA, Great Lakes Environmental Research
Laboratories
                             K-31

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      " ust 20,  ,197b
                                     GreuL  I.:i'.-.os  Environmental  Research
                                     2300 V'.-. ^hticTrivj Avenue
                                     Ann Arbor, Michitjnn 4S10A
TO
FROM
SUBJECT:
              Director
              Office,  of .V'cbloc-v  and Environ~r.ital Conservation,  EE
              Eugene  J.  .oiD
              Director,  GLERL",  RF2A

              DEIS  7007.54 -  Tunnel  Component of the Tunnel and Reservoir
              Plan  Proposed by  the Metropolitan Sanitary District of Greater
              Chicago,  Caluwet  Tu:inel System
    The subject  DEIS  prepared by the Environmental Protection Agency,  Region V,
    on construction of  Chicago Tunnel and Reservoir Plan has been reviewed and
    comments  herewith submitted.

    Dascussion of  the environmental  impacts of the propo.sed construction of
    Chicago Tunnel and  Reservoir Plan,  Calunet Tunnel System is limited to
    the effects  on Lc'.;- Michigan.

    Water  quality  in  Lake  Michigan in the vicinity of Chicago area is  gradually
    being  degraded by the  highly polluted surface runoff and by releases •
    flood  waters fron the  canal system in order to forestall overbank  flo  '->'ng.
    Construction of tuur.el and reservoir systen will large.ly alleviate th-D«
    conditions.  If the proposed reservoirs are not implemented, the releases
    into Lake Michigan  will persist.

    Construction contractors will be responsible for the disposal of material
    excavated fron tunnels and reservoirs.   Disposal schemes outlined  in the
    Statement are  only  speculative (Page VI-21) .  It is expected that  the
    tunnel spoil will be either sold as construction material or disposed of
    in land fill areas. No effects  on Lake Michigan are foreseen from these
    disposal  methods.  Contractors,  however, can elect to use the excavated
    rock material  for Chicago Lakefront Plan.   One alternative of the  Plan
    (Page  111-13)  recommends landfilling along the Lake Michigan shoreline
    and constructing  nuaerous islands about a mile off shore.  In this r ;e,
    extensive effects,  both beneficial and adverse, can be expected on L.-.!:e
    Michigan  shoreline  and a separate Environmental Impact Statement would be
    required.
-i '•.- J £
 "'',., ,.,!«-A
                               K-32

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                             STATE OP ILLINOIS
                     EXECUTIVE OFFICE OF THE GOVERNOR

                      BUREAU  OF THE BUDGET
                              •PRINOFIELD «27O«


                             September 9,  1976
Mr. George R. Alexander,  Jr.
Regional Administrator
U.S. Environmental Protection
   Agency - Region V
230 South Dearborn Street
Chicago, Illinois    60604

RE:  Draft Environmental  Impact Statement -  Tunnel  Component of  the
     Tunnel and Reservoir Plan Proposed by the Metropolitan Sanitary
     District of Greater  Chicago,  EIS #76-07-272

Dear Mr. Alexander:

Pursuant to the National  Environmental Policy Act (NEPA)  and the esta-
blished rules and procedures for its implementation and  in accordance
with OMB Circular A-95 (revised) and the administrative  policy of the
State, the Illinois State Clearinghouse has  reviewed the referenced
subject.  There are no apparent conflicts between this plan and  the
programs and policies of  any cognizant agency.

The implementation of this plan will improve water  quality in  the Chicago
area and therefore is recommended as an environmentally  sound  undertaking.

Thank you for allowing us to comment.

                                   Respectfully,
                                   T. E. Hornbacker
                                   State Clearinghouse Coordinator
TEH:mc                  9/13/76 orig. sent to Mr. Longest.
                              K-33

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                 DEPARTMENT OF TRANSPORTATION
                UNITED STATES COAST GUARD
MAILING ADORES-S
U.S. COAST GU-  ovironaental
                                 Fr o t s 31i o n £ iv'- '•> --''n
                               By direction of tne Coju
                        K-34

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UNITED STATES DEPARTMENT OF AGRICULTURE
SOIL CONSERVATION SERVICE	
 P.O.  Box  678,  Champaign, Illinois  61820

                                                        September 2, 1976


 Mr.  George R.  Alexander, Jr.
 Regional  Administrator
 Attn:  Planning Branch-EIS  Preparation Section
 U.  S. Envrionmental  Protection Agency
 Region V, 230  South  Dearborn  Street
 Chicago,  Illinois 60604

 Dear Mr.  Alexander:

 The draft environmental  impact statement  for  the  Calumet System of
 the Metropolitan Sanitary District of Greater Chicago's Tunnel and
 Reservoir Plan, Cook County,  Illinois, forwarded  to  this office
 July 23,  1976, has been  reviewed as  requested.  The  following comments
 are submitted  for your consideration.

 The Chicago Metropolitan Area River  Basin Study,  which the  U. S.
 Department of  Agriculture provided planning assistance in,  was
 coordinated with the TARP Plan.  We  do not anticipate any conflicts
 with Soil Conservation Service activities planned.   Both agency plans
 should complement each other.

 Efforts should be continued toward discovering  productive uses for
 the spoil material.

 We appreciate  the opportunity to review and comment  on the  proposed
 project.

 Sincerely,
 Daniel  E.  Holmes
 State Conservationist
                             K-35

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                U.S. DEPARTMENT OF LABOR
                   MANPOWER ADMINISTRATION *
                   WASHINGTON, D.C.  20210
Mr. George R. Alexander, Jr.
Regional Administrator
U.S. Environmental Protection Agency
230 South Dearborn Street
Chicago, Illinois  60604
Attention: Planning Branch - EIS Preparation Section

Dear Mr. Alexander:

This is in response to your letter  of  July 23,  1976,

requesting that the Department of Labor  review  the

Environmental Impact Statement of the  Proposed  Calumet

System of the Metropolitan Sanitary District of Greater

Chicago's Tunnel and Reservoir Plan.   The  statement has

been reviewed and we have no comments.

Sincerely/
        B. HEWITT
Administrator
Policy, Evaluation and Research

                                        S 5 C E I V £ 0
                                                   -ciitt V
*New Name: Employment and Training Administration


                      K-36

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                       DEPARTMENT OF THE ARMY
                  NORTH CENTRAL DIVISION. CORPS OF ENGINEERS
                            336 SOUTH CLARK STREET
                            CHICAGO, ILLINOIS  6O6O3
NCDPD-SS
5 August 1976
United States Environmental
  Protection Agency
Region V
230 South Dearborn Street
Chicago, Illinois  60604

Attn:  Planning Branch - EIS Preparation Section
We have no comments to offer on your Draft Environmental Impact
Statement for the Calumet System of the Metropolitan Sanitary District
of Greater Chicago's Tunnel and Reservoir Plan.  Our Chicago District
is reviewing the DEIS concurrently and may have some comments which
will be furnished to you by separate correspondence.

                                   Sincerely yours,
                                   EDWIN V. WEISS
                                         , Planning Division
Copy furnished:
Chicago District
                              K-37

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                                                    August 5,  1976

                                                            NIPC  No. 76-A-066
       Mr. George R. Alexander, Jr.,  Regional Administrator
       U.S. Environmental Protection Agency - Region V
       i!30 South Dearborn Street
       Chicago, Illinois 60604

       SUBJECT:  NIPC Project No. 76-A-066 U.S. Environmental Protection Agency -
                 Review of Environmental Impact Statement of the tunnel component
                 of the Tunnel and Reservoir Plan (Calumet Tunnel System) proposed
                 by MSDGC.

       Dear Mr. Alexander:

       This is to acknowledge receipt  of the plan document referenced above.  We have
       assigned the NIPC Project Number shown  above to your proposal.  Please use this
       number on any communication with us pertaining to the proposal.

       We are interested'in reviewing  the proposal as it relates to the current regional
       comprehensive planning and programming  activities  of our agency.

       We will begin our review immediately on this proposal and contact you if
       additional material is required.  Upon completion of our review, we will submit
       our findings to you for your information.   Normally,  a review  of this nature takes
       60 days, since review of federal assistance projects must take priority.

       If you have any questions on the above, or need our comments sooner, please
       contact our Project Review Department.

                                                 Very truly yours,
                                                 William S. Luhman
                                                 Associate Director
       WSL:am        ..
                     c
                    Of
JAMES J McCLURE. JR
President	
   'EMARA RAKOW
     'Sident
   S B. HOLLEB
Secretary	
LEWIS W HILL         NORTHEASTERN ILLINOIS PLANNING COMMISSION            Jt.   MATTHEW L ROCKWELL
Treasurer	   400 West Madison Street, Chicago, Illinois 60606 (312) 454-0400    VX   Executive Director

                                         K- 3g                 ft U. 8. GOVERNMENT PRINTING OFFICE: 1878-780-608

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