905D76101
DRAFT ENVIRONMENTAL
IMPACT STATEMENT
For the
TUNNEL COMPONENT OF THE TUNNEL
AND RESERVOIR PLAN (TARP)
PROPOSED BY THE METROPOLITAN
SANITARY DISTRICT OF GREATER
CHICAGO
MAINSTREAM TUNNEL SYSTEM,
59th STREET TO ADDISON STREET
Prepared by
United States Environmental Protection Agency
Region V
Chicago, Illinois 60604
March 1976
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DRAFT
EWIRONMENTAL IMPACT STATEMENT
TUNNEL COMPONENT OF THE
TUNNEL AND RESERVOIR PIAN
PROPOSED BY THE
METROPOLITAN SANITARY DISTRICT
OF GREATER CHICAGO
MAINSTREAM TUNNEL SYSTEM
59th STREET TO ADDISON
Prepared by
United States Environmental Protection Agency
Region V
Chicago, Illinois
and
Booz, Allen and Hamilton Inc.
Bethesda, Maryland
APPROVED BY:
Regional AdminstMtor
March 1976
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SUMMARY SHEET
(x) Draft
( ) Final
U.S. Environmental Protection Agency
1. (x) Administrative Action
( ) Legislative Action
2. Description of the Action - see Executive Summary, pgs. xix to xxiv
3. Environmental Impact - see Executive Summary, pgs. xxv to xxxiv
4. Alternatives Considered - see Executive Summary, pgs. xvi to xviii
5. Federal, State, and Local Agencies and Individuals Notified of 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 Interior
Bureau of Outdoor Recreation
Fish and Wildlife Services
National Park Service
Geological Survey
Bureau of Mines
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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
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 Cotcnission
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 March 5, 1976
The Public March 12, 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 Mainstream Tunnel System from
59th Street to Addison Street. Copies of the Draft EIS
may be obtained by writing the U.S. Environmental Protec-
tion Agency, Region V, Planning Branch, EIS Preparation
Section, 230 South Dearborn Street, Chicago, Illinois 60604;
or by telephoning the TARP project officer at (312)353-7730.
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TABLE OF CONTENTS
Executive Summary
Page
Number
I. BACKGROUND INFORMATION -iii-
1.1 Legal Basis for the EIS -iv-
1.2 Scope of the EIS -iv-
1.3 Identification of the Applicant -iv-
1.4 Project History -v-
1.5 Objectives of TARP -vii-
II. EXISTING ENVIRONMENTAL SETTING -viii-
2.1 Natural Environment -viii-
2.1.1 Water Resources -viii-
2.1.2 Land Resources -xi-
2.1.3 Atmospheric Resources -xii-
2.2 Man-made Environment -xii-
2.2.1 Socioeconomic -xii-
2.2.2 Land Use -xiii-
2.2.3 Sensitive Areas -xiv-
2.2.4 Financial Resources -xiv-
2.2.5 Labor Resources -xv-
2.2.6 Transportation -xv-
2.2.7 Major Projects and Programs -xv~
III. THE PROPOSED ACTION -xvii-
3.1 Alternative Plans -xvii-
3.2 Plan Selection -xviii-
3.3 TARP Tunnel Systems -xix
3.4 TARP Subsystems -xix-
3.5 59th-to-Addison Tunnel Segment -xxii-
3.6 Cost of Tunnel System and Subsystems -xxii-
3.7 TARP Financing -xv-
IV. PRINCIPAL FINDINGS CONCERNING THE EFFECTS OF
THE PROPOSED ACTION -XXV-
V. CONCLUSIONS AND RECOMMENDATIONS -XXXX
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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 P.L. 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)(1), of the Federal Water
Pollution Control Act Amendments of 1972, Public Law 92-500 (FWPCA.A)
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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-Parg 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 a segment of the Mainstream
Tunnel system route from 59th Street to Addison Street. Two
subsequent statements will address separately the effects
associated with the Calumet Tunnel system and the Lower Des
Plaines Tunnel system. These tunnel systems comprise what
is referred to in the statement as "TARP, Phase 1."
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
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and Illinois Rivers.-'- 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.
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FIGURE 1-1
Metropolitan Sanitary
District of Greater Chicago
Service Area
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." 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.
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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 and one
lakes. These surface water systems include the Chicago
River, the Sanitary and Ship Canal, the Calumet River sys-
tem, 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.
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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)
Anwonia (as M)
.c;uspended solids (SS)
Fecal coll form
Chicago River —
Sanitary and
Ship Canal System
1.2 to 7.7 mg/1
5.2 to 9.2 mg/1
0.8 to 6.2 mg/1
19 eo 54 mg/1
477 to 1?,700
(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
152 to 738
(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 mq/3
29 to 68 mg/1
411 to 8,700
(counts/100 ml)
Applicable Illinois Standards*
Secondary
Contact
5.0 mg/11
4.0 mg/1 (1978)2
3.0 mg/3
4. 0 mg/1 mm. 1
2 . 0 mg/1 mm.
4-20 mg/14
4.0 mg/1 (winter)
2 . 5 mg/1 ( summer)
5-25 mg/15
1000/100 ml1
General
Use
6.0 mg/1
5 U mg/1 mm.
4-20 mq/14
2.6 mg/lj
5-25 mg/15
200/100 ml2
* Effluent discharge standards apply if water quality standard is not designated.
1 North Shore Channel Standards
2 Chicago River-Sanitary and Ship Canal System and Calumet River system.
General Use Standard applicable to Des Plaines River system.
4 4 mg/1-Hanover, Egan, and o'Hare Sewage Treatment Plants
10 mg/l-WSW and Calumet Sewage Treatment Plant
20 mu/1-Lemont Sewage Treatment Plant
r^ 5irq/l-Hanover, Egan, and O'Hare STP
12mq/l-WSW and Calumet STP
25mg/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.
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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
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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.
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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).
2.2 MAN-MADE ENVIRONMENT
The various components related to man's activities in
the Chicago area are summarized in this section. These 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,
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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. Whilo
average monthly wages for construction employment are high,
relative to other industries in the Chicago region, total
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).
Chicago 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. Construction
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 accounted for
61 percent of total construction employment in the State cf
Illinois. The Chicago area construction work force is highly
flexible and can expand rapidly, given the demand for con-
struction services.
2.2.2 Land Use
The predominant land use bordering the Mainstream Tunnel
route can be characterized by its industrial zoning; large
portions are underutilized and vacant. The notable exception
to industrial land use is commercial development characteris-
tic of the Central Business District (CBD) which borders the
tunnel segment following the Chicago River from Lake Michigan
to Wolf Point. There are no residential land uses border-
ing the tunnel route. Rock taken from the tunnel will pro-
bably will be disposed of at McCook, Stearns, and Thornton
quarries. Sludge will be disposed 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 change to park, cultural, and recreational uses
in the CBD-related sections but remain generally the same
along other segments. Implementation of the Chicago 21 Plan
would realize the Riveredge Plan, affecting redevelopment
bordering the Main Branch of the Chicago River from Lake
Michigan to Wolf Point. Substantial new recreational park
development along the riveredges are envisioned.
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Plans also call for the strengthening of the North
Branch Industrial Area. Industrial uses along the Sanitary
and Ship Canal are likely to continue because of the need
for low-cost water transport. Improved water quality in
the river and the canal plus storm water management would
enhance the proposed Riveredge Plan and would help strengthen
the industrial areas.
2.2.3 Sensitive Areas
There are no known archeological or historically signif-
icant sites bordering the 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 on pages 111-16 and 111-17 of the EIS.
2.2.4 Financial Resources
Financial resources are currently available to fund the
Mainstream Tunnel system. TARP's Phase 1 tunnel system cost
breakdown is approximately $1.03 billion1 for water pollution
elements and $0.81 billion for flood control measures. Opera-
tion and maintenance of TARP has been estimated at $13 mil-
lion annually. The estimated cost of the Mainstream system
alone is $508.2 million, with an annual maintenance cost of
of $2.3 million.
Analysis of the funding resources required to finance
the Mainstream 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). Ad-
ditionaly Federal Water Pollution Control funds of approxi-
mately $221.0 million and MSDGC funds of about $73.5 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 fi-
nancing requirements 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," January 1975.
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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 Mainstream Tunnel system will in-
volve 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 sites. The roadways range from two-lane streets to
six-lane divided highways. The Mainstream Tunnel route
also is proximate to major Chicago waterways; the North and
South Branches of the Chicago River and the Sanitary and
Ship Canal. Other portions of TARP will be near the Calumet
and Little Calumet Rivers, and the Calumet-Sag Channel. Water-
borne commerce is important to the Chicago economy; of the
46.2 million tons of waterborne freight traffic handled
by the Port of Chicago, 37 percent or 17.1 million tons
are moved over the inland waterways.
2.2.7 Major Projects and Programs
Major projects and programs proposed over the next ten
years in the vicinity of the Mainstream Tunnel route consist
mainly of transportation system improvements. Major trans-
portation-related improvements which are proposed include:
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Monroe Street Subway Line
Franklin Street Subway Line
Crosstown Expressway
Columbus Avenue - Monroe to Wacker, and northside
of the Main Branch to Ontario Street
Lake Shore Drive - relocation and construction from
Monroe to Wacker
Ashland Avenue - improvements from 83rd Street to
Addison Street
Rail and truck terminal improvements.
Other public projects include the proposed acquisition
of rights-of-way along the north side of the Sanitary and
Ship Canal. These rights-of-way are privately owned, and
used by Commonwealth Edison and Natural Gas Pipeline Com-
pany of America for energy transmission. The intent of the
public acquisition would be to establish a permanent utility
corridor to more efficiently service growing energy demands.
An addition to Lane Technical High School is proposed,
which is near drop shaft number 85, and two construction
shafts just south of Addison Street on the east side of the
North Branch. No other expansion plans are proposed in the
vicinity of the tunnel project.
-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
59th-to-Addison Tunnel Segment
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:
-XVll-
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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
-XVlll-
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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-
cluded 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 SYSTEMS
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.
-XXX-
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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 59TH-TO-ADDISON TUNNEL SEGMENT
The Mainstream system of TARP consists of: two waste
treatment plants with a total capacity of approximately
1,800 MGD; over 57 miles of conveyance tunnel with a storage
volume of 3,180 ac-ft; and one main storage reservoir with
a maximum capacity of 84,000 ac-ft. The component subsys-
tems associated with the Mainstream system include 134
drop shafts; over 220 collecting structures; and one pump-
ing station located at the main storage reservoir. The
system and its component subsystems will be constructed
in two phases. In Phase I, approximately 40 miles of
tunnel will be constructed, and in Phase II, the remain-
ing 17 miles will be constructed. The Phase II tunnel
route is almost parallel to the 59th-to-Addison segment of
the Phase I tunnel, as shown in Figure III-l, and it will D^
used as a relief tunnel.
Phase I construction has already commenced on the North
Shore Channel segment from Addison Street to Wilmette Har-
bor. These segments, therefore, are not addressed in
the Mainstream EIS. This EIS addresses the Phase I, 59th
Street to Addison Street segment of the Mainstream system
and focuses only on the conveyance tunnel system. The
overall length of this tunnel segment is approximately
21 miles. The subsystems associated with it include 82 drotj
shafts, 5 construction shafts, 2 access shafts, 170 collect-
ing structures, and 1 main pumping station.
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 are based on 1972 values
-xxii-
-------
tunnel, and $2,580 for a 49-foot diameter tunnel. The same
type and size of tunnels with high quality aquifer protec-
tion would cost an estimated $2,170 and $2,770 per lineal
foot, respectively.-
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 TARP tunnel
systems is approximately $567 million. The estimated total
costs for the subsystems are: $93 million for collecting/
connecting structures, and $38 million for pumping stations
These subsystem costs are based on the following:
Grouting is a procedure whereby a mixture of cement and water is
injected under pressure into a drilled hole that intersects a
source of seepage such as an open joint, fault, or bedding plane.
-xxiii-
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Collecting Structures and Connecting Lines. The
cost of the near-surface collection structures
leading to the drop shafts includes the gravity
interceptor sewers and the necessary connecting
structures. Table III-l lists the costs for these
subsystems with respect to the TARP tunnel systems
Table III-l
Estimated Costs For
Collecting Structures and Connecting Lines
Tunnel System
Mainstream
Calumet
Lower and Upper
Des Plaines
TOTALS
Estimated Cost ($ 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 $1,400,000 for a
2t)-foot diameter shaft. Continued development of
the "raise-bore" machines could reduce the cost
of shafts in rock by reducing excavation costs and
by eliminating concrete linings.
Pumping Stations. The estimated construction cost
of pumping facilities includes the structure, pump-
ing equipment, power generation for the operation
of larger units, and discharge piping to the appro-
priate treatment plant. The estimates have been
based on use of variable-speed, motor-driven units.
Total capital costs for pumping vary as follows:
Lift
Height
300 feet
525 feet
Estimated Cost ($ Million)
Pumping Capacity
1000 cfs 100,000 cfs
5.6
5.7
200
300
-XXIV-
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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 $220.0 million
appropriation of Federal funds and an additional $73.5 mil-
lion of MSDGC funds are estimated to be required to 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 esti-
mated $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 rep-
resents an increase of about 19 percent over the current
MSDGC bonding authorization. This amount, however, repre-
sents a very modest proportion of the additional $200-400
million bonding authorization for which MSDGC is currently for-
mulating plans to ask the State of Illinois>
If the tunnel phase of TARP is 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 and North-Side treatment facilities
expansion project, (which represent the next major projects
in terms of priority for Federal funds) will not meet the
September 30, 1977 deadline for Step 3 funding eligibility.
Assuming these two projects did not qualify in time for
existing Federal funds, it is estimated that only approxi-
mately 10 percent of the $323.6 million could alternatively
be allocated to other MSDGC or statewide prioritized pollu-
tion control projects.
The financing feasibility of other key elements (non-
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 next in line be-
hind the conveyance tunnels. The approximately $16.7 million
required for instream aeration can easily be met from
-XXV-
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-xxvi-
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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 food control(non-TARP).
-xxvii-
-------
existing state and MSDGC funding sources. It is very un-
likely, however, that the financing will be available to
increase the treatment levels, efficiencies, and capacities
at all the treatment plants (Northside, Calumet, and West-
Southwest) . The total required financing ($1.02 billion)
would necessitate a significant increase above the addi-
tional levels of Federal ($780 million) and MSDGC ($200-
400 million) funds expected to be available over the FY 1977-
1986 timeframe. The financing feasibility of the Calumet
treatment plant expansions, however, is reasonable in
view of their combined total 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 antici-
pated $200-400 million additional bonding authorization.1
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
However, to provide the $126.3 million, the MSDGC's additional
bonding authorization must be at least $216.5 million.
-XXVJ.il-
-------
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.
-XXIX-
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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 tunnel systems. To assess the significance of
this improvement the EIS considers the possible and likely
cumulative effects of other components of TARP which are not
directly the subject of this EIS. These other components
are the reservoirs, treatment plant improvements, and instream
aeration. The environmental effects associated with these
components were not otherwise assessed in this EIS.
The principal findings of the EIS are presented under
the following subsections:
(1) Effects of Operation on Water Quality
(2) Effects of a Significant Earthquake on Tunnel
System
(3) Effects of Shale Deterioration on Tunnel Stability
(4) Effects of Rock Spoil Generated During Construction
(5) General Effects of Construction
(6) Effects of Infiltration and Exfiltration
(7) Worker Safety During Construction
(8) Effects of Operation on Land Use
(9) Effects of Construction on Employment.
--XXX-
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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 conclusions 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 is not presently available to
allow a more definitive determination of effects
on this point, the attainment of water quali-
ty 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.
-xxxi-
-------
Implementation of- the reservoirs in addition
to the TARP tunnel systems will effectively
eliminate combined-sewer overflows to surface
waterways, thus averting violations of water
quality standards due to wet weather condi-
tions. However, the combination of tunnels
and reservoirs will still not enable attain-
ment of the 1977 DO standard over roughly 40
of the 80 miles of waterways during the late
summer months.
Implementation of the tunnels and reservoirs
in conjunction with upgrading of treatment
plants is projected to have a beneficial
effect on DO concentrations, but the combin-
ation will still fail to meet 1977 Illinois
standards along approximately 24 of the 80
miles of waterways modeled. The time period
will be the same as previously stated.
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 and North-Side treatment plant expan-
sions is probable; but financing the costly
West-Southwest treatment plant is very doubt-
ful. The financing of the reservoirs in the
near future is very unlikely given the absence
of any Federal commitment to provide assist-
ance .
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.
-xxxii-
-------
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-------
(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
MMI VIII event occurs, severe alterations to tunnel
alignment or tunnel surface may result.
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 VIII earthquake.
Further information on this subject may be founu
in Sections 2.2.3, 2.2.4, and 8.2.2 of the EIS.
(3) Effects of Shale Deterioration on Tunnel Stability
FOR THOSE SEGMENTS OF THE TUNNEL SYSTEM WHICH
ENTER SHALE FORMATIONS, TARP CONSTRUCTION AND
OPERATION MAY BE AFFECTED BY SHALE DETERIORATION.
This conclusion is based on the following findings:
Certain sections of the TARP tunnel systems will
be aligned within Maquoketa shale. During excava-
tion activities in this rock series, rockfalls and
partings (loosened material) will occur and may
-XXXIV-
-------
cause construction delays or safety problems.
Delays can range from several weeks to several
months and are costly in terms of labor, equip-
ment, injuries, and lost time. The $30 million
(1972 base) contingency fund established in the
TARP budget is expected to be sufficient to
cover the costs of delays.
*
Concrete lining is expected to deter, but not
fully to eliminate, shale deterioration. Most
of the TARP tunnel systems will be concrete-
lined and located in Silurian dolomite rock.
Short lengths of conveyance tunnel, however,
will be in shale formations, and deteriora-
tion (i.e., erosion) will occur over a long
period of time as a result of water seepage
or exfiltration. If deterioration becomes
extensive, additional stress will be placed
on the lining, and it may cause fracturing
or cracking of the lining.
Sections 6.2.2, 8.2.2, and 10.1.2 (2) provides
additional information on the subject matter of this
finding.
(4) 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 4,540,000 cubic yards (bulk measure) of
spoil will be removed from the Mainstream Tunnel in the
59th Street to Addison Street segment, which is approxi-
mately 53 percent of the total removed from the entire
Mainstream Tunnel system. Although this amount can be
adequately contained within the inactive Stearns quarry,
the large quantities of spoil involved in reservoir ex-
cavation could complicate disposal plans for tunnel spoil.
Disposal 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 construction 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.
The inactive Stearns quarry has enough volume to
accept the entire quantity of spoil to be exca-
vated from the Mainstream Tunnel 59th Street tc
Addison Street segment (53 percent of total Main-
stream Tunnel system).
Since conventional methods will be used to
excavate rock from the McCook and Thornton
quarries for reservoir construction, it is
likely that a significant portion of the
spoil will be marketable. Present plans en-
vision stockpiling the saleable portion on
the quarry sites for eventual sale by the
quarry owners. Various stockpile configura-
tions are being considered. Nonsaleable spoil
will be stockpiled either on-site; as is pro-
posed for the McCook quarry site, or at an
off-site location owned by the MSDGC, as is
proposed for the Thornton quarry material.
A more detailed discussion is provided in Section
6.2.4 of the EIS.
(5) 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.
-XXXVl-
-------
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.
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.
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.
The objective of grouting is to achieve maximum penetration and a
uniform qront spread. If qroutinq is ineffective, mivinn"- ' '.
Ljidtj.ori/i_xi iltration tlowa wxii result.
-xxxvii-
-------
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
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.
(7) 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 Main-
stream Tunnel system construction may result
in 90 disabling injuries and in one permanent
disability 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 1,829
injuries and in 11 fatalities.
-XXXVill-
-------
Analysis of the geologic and seismic charac-
teristics of the project area indicates that
most of the area is stable and suitable for
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.
(8) Effects of Operation on Land Use
THE QUALITY OF LAND IN CERTAIN RIVERBANK SECTIONS
ALONG THE 59TH-TO-ADDISON MAINSTREAM TUNNEL ROUTE
MAY BE ENHANCED BY REDUCED FLOODING CONDITIONS.
Vacant land exists between the North Branch-Chicago
River and North Leavitt Street (bounded by West Oakdale
Avenue on the north and North Hoyne Avenue on the south)
in a residential area. The reduction of flooding in
this area may enable development of this under-utilized
land into open space uses such as: parks, playgrounds,
sport fields, and parking areas.
(9) Effects of Construction on Employment
CONSTRUCTION OF THE MAINSTREAM TUNNEL WILL PROVIDE
OVER $87 MILLION IN CONSTRUCTION INCOME OVER A
SEVEN-YEAR PERIOD AND WILL CREATE A PEAK SUPPLY OF
APPROXIMATELY 800 JOBS OVER A THREE-YEAR PERIOD.
Further information may be found in Section 7.1.3.
-xxxix-
-------
(10) 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.
(11) Effects of Flooding on Lake Michigan
THE FLOODING PROBLEM EXISTING IN THE CHICAGO AREA
WILL NOT BE RESOLVED BY THE PHASE I TUNNELS. OVER-
FLOW TO LAKE MICHIGAN WILL STILL PERSIST IF THE
PROPOSED RESERVOIRS ARE NOT IMPLEMENTED.
-xxxx-
-------
V. CONCLUSIONS AND RECOMMENDATIONS
The following is a summary of the principle conclusions
of the Draft EIS, as well as recommended and suggested miti-
gative measures.
1. Implementation of the Mainstream Tunnel system will
significantly reduce the pollutant load in the Chicago water-
ways. These loadings will be reduced further with the im-
plementation of the Calumet and lower Des Plaines Tunnel
systems. Water quality will be enhanced further with the
upgrading of MSDGC's treatment facilities and the construc-
tion 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 opera-
tion of the system.
3. Rock falls and partings may occur particularly in
shale formations during construction. Stabilizing measures
such as rock bolting are proposed to mitigate the short-term
construction problems, while concrete lining will be utilized
for the long term. Even with these measures, shale deterior-
ation will continue and the inspection program should take
these sensitive areas into account.
4. 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
environmentally 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.
5. 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.
XXXXI
-------
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. An adequate number of wells are already
in existence for the Mainstream Tunnel system. 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.
6. Since the majority of the construction shafts and
drop shafts are in close proximity to area waterways, run-
off 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.
7. 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.
8. 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 con-
tacting the State Historic Preservation Officer.
9. Conformance with applicable regulation of the Occu-
pational 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.
10. A conflict exists between the location of several
drop shafts and the plans for the Central Area Transit Project.
The MSDGC must meet with the Chicago Urban Transportation
District to resolve these conflicts.
11. There exists a wide range of potential adverse im-
pacts 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 dis-
cussed in Chapter X.
XXXXII
-------
DRAFT ENVIRONMENTAL IMPACT 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 1-7
1.5.2 Project History 1-7
1.6 Objectives and Description of the
Plan 1-8
1.7 Environmental Reviews of the Plan 1-10
1.8 Scope of the TARP EIS 1-12
II. EXISTING NATURAL ENVIRONMENT II-l
2.1 Water Resources II-l
2.1.1 Surface Water II-2
2.1.2 Groundwater 11-24
2.1.3 Pollution Sources 11-36
2.1.4 Water Management Programs 11-40
2.2 Land Resources 11-47
2.2.1 Drainage Basins 11-47
2.2.2 Flood-Prone Areas 11-52
2.2.3 Geology 11-52
2.2.4 Seismicity 11-76
2.3 Atmospheric Resources 11-84
2.3.1 Air Quality 11-84
2.3.2 Noise 11-85
-11-
-------
III. EXISTING MAN-MADE ENVIRONMENT
3.1 Socioeconomic
3.1.1 Current and Projected Population
3.1.2 Contract Construction Income
3.1,3 Contract Construction Employment
3.2 Land Use
3.2.1 Current Urbanization Patterns
3.2.2 Urbanization Plans
3.2.3 Archeological Sites
3.2.4 Cultural Sites
3.2.5 Historical Sites
3.2.6 Recreational Sites
3 . 3 Resources
3.3.1 Financial
3.3.2 Labor
3 . 4 Transportation
3.4.1 Highways and Streets
3.4.2 Waterways
3.5 Major Projects and Programs
3.5.1 Transit Improvements
3.5.2 Street Improvements
3.5.3 Rail and Truck Terminal
Improvements
3.5.4 Public Acquisition of Energy-
Utility Corridor
3.5.5 Additions to Public Buildings
IV. SUMMARY OF ALTERNATIVES
4.1 Alternative Plans
4.1.1 Description of Plans
4.1.2 Plan Evaluation and Elimination
4.1.3 The No-Action Alternative
Page
Number
III-l
III-2
I.II-2
III-4
III-7
III-ll
III-ll
111-13
111-15
III- 16
111-17
111-18
111-18
111-18
Ili-34
111-36
111-36
111-37
111-41
111-41
111-41
111-42
111-42
111-43
IV-1
IV-1
IV-3
IV-11
IV-12
-111-
-------
Page
Number
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 Spoil Material IV-32
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 Mainstream System V-7
5.2.1 Component System V-9
5.2.2 Component Subsystems V-14
5.3 Operation of the Tunnel System, 59th
Street to Addison Street V-23
5.3.1 Operation Steps V-23
5.3.2 Maintenance Steps V-24
5.3.3 Operation and Maintenance Costs V-25
5.3.4 Management Steps V-26
-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-4
6.1.3 Effluent Disposal From Tunnel
Dewatering Operations VI-11
6.1.4 Water Management Programs VI-12
6.2 Land Resources VI-12
6.2.1 Flood-Prone Areas VI-12
6.2.2 Geology VI-13
6.2.3 Seismicity VI-22
6.2.4 Spoil Disposal VI-23
6.3 Atmospheric Resources VI-31
6.3.1 Air Quality VI-31
6.3.2 Noise VI-33
6.4 Commitment of Resources VI-35
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-22
7.2.3 Archeological and Historical
Sites VII-22
7.2.4 Cultural and Recreational Sites VII-23
-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
7.5.5 Public Buildings
7.6 Commitment of Resources
VII-24
VII-24
VII-28
VII-29
VII-29
VII-29
VII-30
VII-31
VII-32
VII-32
VII-32
VII-32
VII-33
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
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
-vi-
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Page
Number
8.4 Commitment of Resources
VIII-33
IX. EFFECTS OF OPERATION ON THE MAN-MADE
ENVIRONMENT
9.1 Socioeconomic
9.1.1 Operation-Related Income
9.1.2 Operation-Related Employment
9.2 Land Use
9.2.1 Alterations Near Surface
Structures
9.2.2 Sensitive Resource Areas
9.2.3 Sludge Disposal
9.3 Financial Resources
9.4 Transportation
9.5 Major Projects and Programs
9.6 Commitment of Resources
IX-1
IX-1
IX-1
IX-1
IX-2
IX-2
IX-2
IX-4
IX-5
IX-8
IX-8
IX-8
X. UNAVOIDABLE ADVERSE IMPACTS AND MITIGATIVE
MEASURES
10.1 Natural Environment
10.1.1 Water Resources
10.1.2 Land Resources
10.1.3 Atmospheric Resources
10.1.4 Mitigative Measures
10.2 Man-Made Environment
10.2.1 Socioeconomic
10.2.2 Land Use
10.2.3 Financial and Labor Resources
10.2.4 Transportation
10.2.5 Major Projects and Programs
10.2.6 Mitigative Measures
XI. CONCLUSIONS AND RECOMMENDATIONS
X-l
X-l
X-l
X-3
X-5
X-6
X-10
X-10
X-12
X-12
X-13
X-13
X-13
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 DBS 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
Vlll
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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)(l), 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 program will encourage reduc-
tion of point sources of water pollution to improve national
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
guidelines1 on the preparation of an EIS to instruct agen-
cies in meeting NEPA requirements. The EPA subsequently
published its own regulations2 for the preparation of an
EIS. The regulations specify minimum standards to present
all pertinent data in a consistent and organized manner,
and ask that the facts be presented comprehensively enough
to enable the reader to assess the proposed action inde-
pendently. 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 justifica-
tion for decisions made.
The EPA's granting of funds for water pollution control
facilities may require EISs. Each proposed water pollution
control facility is evaluated on a case-by-case basis by the
appropriate EPA regional office to determine whether an EIS
is required. Generally, an EIS is required if the action
is expected to have significant environmental effects or
if it is highly controversial. The EPA has prepared this
EIS because it expects the environmental effects of the
tunnel system to be significant.
An EIS usually presents only the information necessary
to address fully the specific environmental issues of the
action. It focuses on the critical issues and only summa-
rizes the less critical issues. An overview of the contents
of a typical EIS is presented in Figure 1-1 as a flow scheme,
The scheme illustrates the approach normally used for sys-
tematic gathering and processing of information during
document preparation. Initially, a draft statement is
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 I-l
Flow Scheme of EIS Contents
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ANA LYSIS OF IMPACTS
OF CONSTRUCTION AND OPERATION
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prepared and circulated for comment, and,upon completion
of the comment period, the final statement is prepared and
issued to all agencies, organizations, and individuals af-
fected by the proposed action.
1.3 GOVERNMENT AND PUBLIC PARTICIPATION
The draft EIS 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, as early as pos-
sible, in accordance with the CEQ guidelines. Decisionmakers
and outside reviewers are allowed at least 45 days for a
thorough review of 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 soli-
cited from public and private sources.
Although every effort is made to define and evaluate
all the major environmental effects of the proposed action
in the draft statement, the commenting process often results
in the identification of additional environmental effects,
relevant facts, and different viewpoints. When previously
overlooked issues and opposing views are brought to the at-
tention 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 attach-
ment to the final EIS, whether or not the comments merit in-
dividual discussion 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.l Under the provisions of the act, the. MSDGC
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
COMBINED-SEWER
SERVICE AREA
BOUNDARY
1-5
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is responsible for providing surface water and sewage drain-
age within the District's boundaries, which it does by con-
structing 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.
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
involve: purchasing or leasing real and personal property,
both within and outside its jurisdiction; initiating con-
demnation proceedings within its service area boundaries;
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
of 120 municipalities which have a total population of ap-
proximately 5.5 million. The District owns and operates
70.5 miles of navigable canals, 6 wastewater treatment
plants, and approximately 440 miles of intercepting sewers.
The three major plants (North-Side, West-Southwest, and Calu-
met) 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 10 MGD. A
new plant, the John Egan Reclamation Plant, is presently
under construction and will be operational in the near future.
The capacity of this new plant will be approximately 30 MGD.
1.5 BACKGROUND INFORMATION AND 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, as have most of the MSDGC's planning efforts to
date. The following sections present background information
on the MSDGC's TARP planning effort and describe the events
leading to its selection.
1-6
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1.5.1 Background Information
The MSDGC service area is approximately 860 square
miles, as stated in Section 1.4. Approximately 44 percent
of this area, or 375 square miles, is served by MSDGC-owned
combined-sewer systems (see Figure 1-2) in which wastewater
or sewage collected in local sewer systems is conveyed to
treatment plants. These combined-sewer systems can handle
only industrial, commercial, and household wastewater at
the present time, and, if a significant amount of urban run-
off enters the systems during wet weather conditions, the
capacity can easily be exceeded. Once this occurs, the pol-
lutant-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
During heavy rain storms, excessive overflows raise the
water levels in the region's waterways several feet above
normal. 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 water levels reach
a critical height. Over a thirty-year period, many plans
and studies were made to solve the flooding problem, followed,
since 1967, by efforts to solve both the flooding and the
pollution problems.
1.5.2 Project History
Concerned officials from the State of 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 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 Committee's
plan was to address the combined-sewer area within Cook
County, covering 375 square miles. The location of this
area with respect to the surrounding counties is shown in
The Metropolitan Sanitary District of Greater Chicago, "Environ-
mental Impact Statement," preliminary draft, November 1973.
1-7
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Figure 1-3. The Committee formed a technical advisory com-
mittee to develop the plan and to solicit engineers and scien-
tists from government agencies and private consulting firms
to assist in the study. Fifty-one alternative solutions
were identified to meet water quality standards, to reduce
flooding conditions, and to prevent backflows to Lake Michi-
gan. These alternative solutions were analyzed to compare
their capital costs, annual maintenance and operation costs,
benefits, land acquisition and underground easement require-
ments, and requirements for relocating residential, commer-
cial, and industrial developments.
The Flood Control Coordinating Committee members evalu-
ated the alternative plans in detail and selected TARP as
less costly and more environmentally acceptable than the
other plans they evaluated. They initiated additional studies
to develop and refine TARP. In October 1972, the final TARP
plan was presented at a public meeting conducted by the MSDGC
to obtain community and citizen reaction. The following year
the MSDGC conducted a public meeting (July 26, 1973) to dis-
cuss TARP environmental issues and assessments. Many hear-
ings conducted by Government and local agencies have been
held on TARP. A few of the recent hearings include:
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 U.S. EPA's hearing on the construction grants
for the Wilmette-to-Addison segment of TARP's
Mainstream system (July 1975)
The Northern Illinois Planning Commission's (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."^ 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
Issued by the Illinois Pollution Control Board (IPCB) on January 31,
1974 (amended).
1-8
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FIGURE 1-3
Planning Area and
Surrounding Counties
LAKE MICHIGAN
AREA COVERED BY TUNNEL
AND RESERVOIR PLAN
1-9
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Indigenous Aquatic Life. All surface waters in the State of
Illinois have been given a water-use classification by the
IPCB and should comply with the appropriate water quality
standards. Details of these standards are presented in Chap-
ter 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
Utilize treated waste byproducts
Prevent flooding.
The final TARP is a combination of several alternative
plans 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 waterways, as shown in Fig-
ure 1-4, with a total length of approximately 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 sys-
tems, conveyed to four treatment plants, and then discharged
to the receiving waterways. Three reservoirs are also a part
of TARP and have a total water storage capacity of over
130,000 acre-feet. During peak rainfall periods, excessive
overflow water will be collected in the reservoirs and stored
until dry weather conditions permit adequate treatment.
1.7 ENVIRONMENTAL REVIEWS OF THE PLAN
In view of the potential environmental impacts of TARP,
the MSDGC prepared facilities planning documents and several
environmental assessment reports. The reports and planning
documents pertain to all tunnels, reservoirs, and treatment
facilities and their component parts or subsystems. The four
TARP tunnel system routes have been designated by the MSDGC
as follows:
Mainstream
Calumet
Lower Des Plaines
O'Hare-Des 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
1-10
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Engineers, and the State of Illinois EPA for review and evalua-
tion. The U.S. EPA review focused on all the pollution con-
trol aspects of TARP, while the Corps of Engineers review^
concentrated on the flood control areas. The Illinois EPA
review, however, 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
environmental review was performed on the proposed TARP sys-
tems and subsystems based on the information presented by the
MSDGC. The review did not indicate that any significant en-
vironmental impacts would result from the Addison-to-Wilmette
segment of the Mainstream system. Consequently, a decision
not to prepare an EIS was made for this segment. This action
was taken on the basis of a careful review of the facilities
plan, as well as of the environmental assessment report and
of other supporting data. However, EPA review of the other
tunnel system segments (Mainstream, Calumet, Lower Des Plaines,
and O'Hare - Des Plaines did indicate the possibility of sig-
nificant environmental impacts. The EPA then determined that
the preparation of an environmental impact statement will be
necessary for these tunnel segments.
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 conveyance
tunnels and their component subsystems. These tunnels and
associated subsystems are a part of the four TARP systems
identified in the previous section. The purpose of the EIS
is to assess the positive and negative impacts of TARP on
the physical, biological, and socioeconomic environment;
flood control systems are not included in the EIS. The
Mainstream Tunnel system EIS includes only the Phase I tun-
nel and not the relief 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
system will be presented in a separate statement and will
focus on the conveyance tunnels only. This EIS has been
prepared for the Mainstream Tunnel System from 59th Street
to Addison Street, in accordance with the regulations and
guidance set forth in the President's Council on Environ-
mental Quality (CEQ) Guidelines (August 1, 1973), and the
The U.S. Army Corps of Engineers is presently preparing an EIS
for the flood control aspects of TARP.
1-12
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U.S. EPA Final Regulations CFR 40-Part 6 (April 14, 1975).
The guidelines and regulations concern the preparation of en-
vironmental impact statements.
For this proposed Tunnel and Reservoir Plan, the U.S.
EPA, Region V, Chicago, Illinois, is the "responsible or
lead Federal agency" as required by the National Environ-
mental 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. In addition,
a public hearing is scheduled to be held in the near future.
1-13
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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. 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. In-
stead of an exhaustive environmental inventory, only those
details that are necessary for impact evaluation are pre-
sented.
This chapter is divided into the following three main
sections:
Water resources
Land resources
Atmospheric resources.
In the water resources section, the quantity and qual-
ity of surface water and groundwater that are likely to be
affected by the mainstream 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 mainstream 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.
Each of these sections are discussed in detail 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
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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 supply addresses the following
topics:
Quality, availability, and uses of water resources
Pollution sources
Resource management programs
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, Lake 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.
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
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M— — CALUMET RIVER SYSTEM
• ••• DESPLAINES RIVER SYSTEM
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The Calumet River System includes:
Calumet River from Lake Michigan westward
Little Calumet River from where it crosses the
Indiana-Illinois State line to its junction with
the Calumet-Sag Channel
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 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 pol-
lutants are due to combined sewer overflows during
storm events. Approximately 100 times per year rain-
fall runoff causes the combined sewer loads to overflow
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
will be discussed in more detail in Section 2.1.3 on
pollution sources. In this section water quality data
will be presented and related to 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
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COOK COUNTY
I COC
W. Fork No. Branch
Md. Fork No. Branch
E. Fork No. Branch
-------
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, nitrite-nitrate nitrogen, total phosphorus,
methylene 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 strep.
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
"Facilities 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".1
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.
Some of the general findings are discussed below.
Illinois Pollution Control Board Rules and Regulations, Chapter 3,
Water Pollution.
II-6
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II-7
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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 River
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 0.84 mg/l-N near the
lake and increased downstream to 5.49 mg/l-N.
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 the 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. Calumet 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. A discussion of some of the impor-
tant parameters follows.
Dissolved oxygen levels in the Calumet River
System averaged 9.0 mg/1 at the mouth of the river
and gradually declined downstream until at Highway
83 on the Cal-Sag Channel. The average concentra-
tion 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.
A brief discussion of some important factors fol-
lows.
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 probably as a result of photosynthetic
oxygen production. •"•
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
-------
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 countj
8,699 counts per 100 ml in the
line to a high of
middle reach and
then declined to 1,692 counts per 100 ml at Willow
Springs Road.
In comparison with the Gen
applicable to that portion of
by the MSDGC, the data presentejd
that concentrations of dissolved
nitrogen are better than those
the standard; however, fecal
allowable levels along portions
River. In addition, suspended
in the river are higher than
effluent discharge standards.
eral Use Standards
tine Des Plaines sampled
in Table II-2 shows
oxygen and ammonia-
levels mandated by
coniform counts exceed
of the Des Plaines
solids concentrations
thpse allowed under
4. Water Quality Standards
As indicated in Table II-l
veloped four classifications of
use, public and food processing
stricted use, and Lake Michigan
waters should be suitable for s
life; all waters except those designated as re-
stricted are for general use.
for public and food processing
stringent than those for genera
in Table II-l, all Illinois waters should be suit-
able for public and food proces
except for restricted waters an
Little Calumet Rivers. Standar
Illinois has de-
water use: general
water supply, re-
General use
pporting aquatic
ater standards
re somewhat more
use. As noted
ing water supply
the Chicago and
s 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. (Elevetion 579.48 USGS corresponds to Eleva-
tion 0.00 Chicago City Datum.)
1. Chicago River - Sanitary and Ship Canal
Annual average flow rates (low, mean, and
maximum) for gaging stations along the North
11-13
-------
Table II-31 .
Minimum Federal Standards for Selected Water Uses'
Fecal Coliform
Mean
Minimum
PH
Normal Range
Absolute Range
Dissolved Oxygen
Coldwater Biota
Mean
Spawning Mean
Normal Mean
Warm Water Biota
Mean
Minimum
Total Dissolved
Solids
M inimum
General
Recreational
2,000/100 ml
4,000/100 ml
Designated
c
Recreational
1,000/100 ml
2,000/100 ml
Primary
a
Contact
200/100 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
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
-------
FIGURE I1-3
Recreational Uses of Chicago
Waterways Assuming Illinois
Standards Are Met
PRIMARY USE
(SWIMMING AND GAME FISHINGI
DESIGNATED RECREATIONAL USE
(BOATING)
11-15
-------
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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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.l Under severe
circumstances rainfall runoff surpasses even the
"Facilities Planning Study - MSDGC Overview Report," Revised
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), sediment, phosphorus, and
other pollutants.
Releases made during the summer cause the
closing of public beaches until coliform counts
are reduced to safe levels. Other 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 has traditionally supplied 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 revised
upward in 1970 to 3,200 CFS including domestic pumpage.
This amount of water taken from Lake Michigan over a
period of one year, 2,317,000 acre-feet in all, sup-
plies most domestic needs and supplements flow in area
waterways, allowing for improved effluent dilution and
improved navigation.
The 3,200 CFS allotment is divided among three
uses: domestic needs, indirect diversion, and direct
diversion. 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
-------
Indirect diversion is that estimated quantity of
stormwater runoff which formerly drained directly into
Lake Michigan but which now is diverted to other area
waterways. This amount varies depending upon yearly
rainfall.
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 but 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 9,100 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
-------
FIGURE II-4
Components of Lake Michigan
Diversion
•2
is
5:1
«
sx
W
V
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 Canal^
Des Plaines
Rock Section
Earth Section
South Branch
Top of
Wall
Na ural Bank
Troop St
•Lockport
Controlling
Works
Willow Springs Road
Junction
Lockport Lock
and Powerhouse
SILT
SLUDGE
-Brandon Road
Lock and Dam
5
i
O
O
E
I
ui
UJ
40 35 30
MILES FROM WILMETTE
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 the 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 Appendix A.
The full impact on water quality of sediment de-
posited during combined sewer overflow events is not
always felt 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 intense demand for oxygen in the waterways during
the warm months after leads to anaerobic conditions in
the deposited material and septic or near-septic con-
ditions do not meet minimum Illinois standards for re-
stricted water use as described in Section 2.1.1,
Surface Water Quality.
2.1.2 Groundwater
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) Physical Characteristics of Aquifers
1. General Hydrogeology
There are two main aquifer systems within the
study area: the upper aquifer comprised of glacial
drift and dolomites, and the lower (Cambro-
Ordovician) aquifer comprised of dolomites and
sandstones. Table II-5 summarizes the hydrogeology
of the area. Unconsolidated Quaternary deposits
and Silurian dolomites of the upper aquifer are
hydraulically connected and function as a single
water bearing unit, except in localized areas
where impermeable strata separate them and perched
water conditions exist. Clayey deposits in the
glacial drift act as confining layers and thus
create artesian conditions in the upper aquifer.
Ordovician shales and dolomites of Maquoketa Group
(on the average 150 feet thick) separate the upper
and lower aquifers and act as an effective aquiclude.
11-24
-------
Table II-5
Generalized Hydrology of the Chicago Area
System
Series or Group
Hydrology
Quaternary
Silucian
Orduvician
Pleistocene
Niagaran Alexandrian
Maquoketa
Galena
Platteville
Ancell
Prairie Du Chien
Upper Aquifer
Aquiclude
Lower Aquifer
Cambrian
J
The lower aquifer includes dolomite and sand-
stone 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 on the order of 400 feet, while average
thickness of the lower aquifer is about 1,000 feet,
2. Recharge-Discharge Relationships
Sources of groundwater recharge to the upper
aquifer include infiltration of precipitation and
influent streams. 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, containing appreciable dolomite, and
further west where the Maquoketa has been removed
by.erosion. The lower aquifer has a lower poten-
tiometric head then the upper aquifer; therefore,
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/ft2. Walton^
calculated that recharge to the lower aquifer in
northeast Illinois 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 through
pumpage; the greatest water level fluctuations
are indicative of these withdrawals. 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 indi-
cates several significant cones of depression in
the lower aquifer around major pumping centers in
Cook County. Consequently, the direction of ground-
water flow in the study area is toward these poten-
tiometric depressions. Figure II-7, showing poten-
tiometric contours of the upper aquifer, indicates
that similar depressions occur in the vicinity of
McCook and Thornton quarries, the locations pro-
posed for storage of combined sewer overflows.
These depressions are attributed to long-term
quarry dewatering operations. Elsewhere, ground-
water levels exhibit a low gradient.
Additional observations concerning upper
aquifer water levels include the following:
"In the Chicago Central Business area (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 dis-
charging into the lake. The lower water levels
in the CBA probably result from dewatering opera-
tions 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."1
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 1975.
11-26
-------
FIGURE II-6
Elevation of Piezometric Surface of
Lower (Cambrian-Ordovician)
Aquifer in October 19713-
Sasman, et al, 1973
11-27
-------
LAKE MICHIGAN
00
C 3
ITU ft
O -O H-
C ft O
3 n 3 "3
ft (DM
- a ft c
C H-50
O H- O P3
fD Hi
n fp o M
§« O H
- 3 I
D" rt ^j
(HBO
UPC
U) f^
H4 ft
^ ro 3c
-~a H O
*. 3 13
-------
significant trend has been an overall decline in
water levels in the lower aquifer as a result of
pumpage. The average decline was 15 feet per year
for the period 1961 to 1966, and nine feet per year
from 1966 to 1971.1 Water levels declined in the
upper aquifer between McCook Quarry and LaGrange
about five feet annually due to aquifer overdevel-
opment. ^
Seasonal fluctuations in water levels gener-
ally reflect climatological conditions as well as
pumpage. For example, Harza Engineering Company
points out that "... from March 1972 to March 1973,
precipitation in the Chicagoland area was 33 per-
cent above normal and the average rise of water
levels in an 86-square-mile study area in the
northeast part of Cook County was about 3.4 feet."3
Generally, daily fluctuations in water levels re-
flect changes in the pumpage from production wells
and changes in barometric pressure.
4. Aquifer Hydraulics
Flow of groundwater through the aquifers is
largely controlled by secondary permeability,
including joints, fractures, and bedding planes,
thus hydraulic conductivity is variable spatially.
Some of the openings in the dolomites have been
solution-enlarged. Generally, primary permeabil-
ity and porosity in the dolomites are very low.
In both the upper and lower aquifers, permeability
exhibits a decrease toward Lake Michigan. Silurian
dolomites, for example, have .permeabilities of 1
to 10-4 ft/min near the lake and increase westward
to about 10 to 200X10-4 ft/min.
Sasman, R.T., C.R. Benson, G.L. Dzurisin and N.E. Risk, "Water-
Level Decline and Pumpage in Deep Wells in Northern Illinois,
1966-1971," Illinois State Water Survey, Circular 113, 1973.
2 HEC, 1975.
3 Ibid.
11-29
-------
Numerous aquifer tests have been conducted in
the area along the proposed tunnel route, and
various aquifer properties obtained from test wells
about the McCook and Thornton Quarries are summa-
rized in Tables II-6 and II-l. During aquifer
testing, it was found that horizontal (bedding
plane) permeability was significantly more pro-
nounced than vertical (joint controlled) permeabil-
ity.
According to Table II-6, the overall trans-
missivity of the lower aquifer (Cambro-Ordovician)
is 22,400 gpd/ft. This value is lower than the
sum of the transmissivities of individual units
due to the hydraulic connection between the units.
Additional testing in the Chicago area indicated
that transmissivity of the lower aquifer ranged
from 10,800 to 20,600 gpd/ft and averaged about
16,000 for 14 wells.1
Table II-7 points out the variable transmis-
sivity of the dolomites in the upper aquifer.
Values from 16 to 30,150 gpd/ft were obtained.
This is typical of fracture and bedding place per-
meability conditions. Locations of the McCook
and Thornton quarries are shown on Figure II-7.
5. Water Supply
Previous studies indicated that deep aquifers
in Cook County are capable of producing about 25
MGD.2 This value is based on an average aquifer
thickness of 800 feet (above the top of the
Ironton-Galesville formations of lower Cambrian
age) and an average specific yield of 0.05. The
upper aquifer in Cook County has a total potential
yield of 108 MGD.^ This is in keeping with previous
Suter, Max, et al., "Preliminary Report on Groundwater Resources
of the Chicago Region, Illinois," State Water Survey and State
Geological Survey, Cooperative Groundwater Report 1, 1959.
Schicht, R.J., and Allen Moench, "Projected Groundwater Deficiencies
in Northeastern Illinois, 1980-2020," Illinois State Water Survey,
Circular 101, 1971.
Schaeffer, R.R. and A.J. Zeizel, "The Water Resources in North-
eastern Illinois," Illinois State Water Survey, Circular 101, 1966.
11-30
-------
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calculations showing 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 has been extensive
and deficiencies are predicted for the future.
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 practical sustained yield in the vicinity
of Summit by 2.3 times. By 19661, water levels in
the Chicago, Des Plaines, and Elmhurst pumping
centers had declined below the top of the lower
(Cambro-Ordovician) aquifer resulting in some de-
watering of the Galena-Platteville strata. Figures
II-8 and II-9 indicates groundwater deficiencies that
will result if water demands projected through the
year 2020 are realized. Obviously, groundwater con-
servation and management are a necessity for future
optimum use of available water supplies.
(2) Chemical Characteristics of Groundwater
Tabulated water quality data from test wells in
the study area, representing both the upper and lower
aquifers,2 is presented in Table A-5 of Appendix A.
It can be seen that several constituents in the upper
Silurian aquifer (e.g., Fe, SO4, and turbidity) are
highly variable. Water from Galena-Plateville strata
(lower aquifer) has a higher mineral content and more
uniform water quality characteristics than the upper
aquifer. Water quality from different geologic series
throughout the lower aquifer do not change considerably
with depth.
Moench, A.F. and A.P. Visocky, "A Preliminary Least Cost Study of
Future Groundwater Development in Northeast Illinois," Illinois
St-ate Water Survey, Circular 101, 1971.
Buschbach, T.C. and George £. Heim, "Preliminary Geologic Inves-
tigations of Rock Tunnel Sites for Flood and Pollution Control in
the Greater Chicago Area," Illinois State Geological Survey Envi-
ronmental Geology Notes, Number 52, 1972.
11-33
-------
FIGURE II-8
Projected Groundwater
Deficiencies-'--Natural Recharge
LEGEND:
o
AREA SUPPLIED WITH
LAKE MICHIGAN WATER
YEAR 1980
YEAR 2000
Y£AR 2020
WATER DEMANDS (MGD) IN EXCESS OF
GROUNDWATER AVAILABLE FROM
NATURAL RECHARGE
1 Schicht and Moench, 1971.
11-34
-------
FIGURE II-9
Projected Groundwater
Deficiencies^ - Natural
Recharge and Mining
LEGEND
o
I f
ARLINGTON HEIGHTS
AREA SUPPLIED WITH
LAKE MICHIGAN WATER
YEAR 1990
YEAR 2000
YEAR 2020
WATER DEMANDS (MOD) IN EXCESS OF
GROUNDWATER AVAILABLE FROM
NATURAL RECHARGE AND
GROUNDWATER MINING
1 Schicht and Moench, 1971.
11-35
-------
Water in the lower (Cambro-Ordovician) aquifer
demonstrates increasing hardness eastward in the study
area from about 350 ppm in the vicinity of the Des
Plaines River to about 600 ppm at the lake.l 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.2
During late 1974, Harza Engineering Company con-
ducted water quality tests on samples obtained from
test wells penetrating the upper aquifer. Results of
these analyses are summarized 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 McCook Quarry (see Fig-
ure II-6), water samples are hard, and of the calcium
sulfate type. Water from the excepted well was pol-
luted with high concentrations of COD, ammonia, surfac-
tants, metals, and coliform bacteria. The postulated
source of pollution is a nearby landfill.
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
under construction, are shown in Figure 11-10. Outfalls
from the existing facilities are adjacent to the plants.
Characteristics of the existing treatment facilities,
1 Suter, et al, 1959.
2 Ibid.
11-36
-------
FIGURE 11-10
Locations of MSDGC
Wastewater Treatment
Facilities
COOK COUNTY r-i
k
r
J
n, ^
n /' "
l/u
STREAMWOOD
PLANT
HANOVER
PARK PLANT
SCALE
LEGEND:
A OPERATION IMMINENT
| OPERATIONAL WASTEWATER
TREATMENT FACILITIES
= 6 MILES
11-37
-------
including the receiving stream, the average flow for
1973, and the average influent and effluent concentra-
tions 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-8) 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 645 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.
11-38
-------
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11-39
-------
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 in a manner that
will develop their multiple uses fully is being addressed
in the Chicago area by a variety of programs ranging from
regional to local in focus. These programs and their inter-
face with the Tunnel and Reservoir Plan are discussed brief-
ly below.
(1) The Chicago Metropolitan Area River Basin Plan
(CMARBP)
The CMARBP plan is concerned with stopping pol-
lution of the Chicago Basin and with developing manage-
ment strategy to meet water quality goals. The basin
plan will assess the extent of pollution in the basin's
waters and define the nature and volume of pollutants
that can be discharged without pushing water quality
below certain minimum standards. The plan will also
Hearing on the Proposed Chicago Tunnel and Reservoir Plan,
Chicago, Illinois, March 28, 1974.
11-40
-------
FIGURE 11-11
Simulation of Dissolved Oxy-
gen Concentrations Under
Existing Conditions Along
North Shore Channel-1-
EXISTING CONDITIONS
1977IEPA
STANDARDS
(ATTAINMENT)
(VIOLATION)
6789
MILE STATIONS
12 13
J. Irons, MSDGC, Personal Communication, February 10, 1976.
11-41
-------
FIGURE 11-12
Simulation of Dissolved Oxy-
gen Concentrations Under
Existing Conditions Along
Calumet River System
co o»j *~
- N39AXO aaAiossm
J. Irons, MSOGC, Personal Communication, February 10, 1976.
11-42
-------
FIGURE 11-13
Simulation of Dissolved Oxygen
Concentrations Under Existing
Conditions Along Chicago
River - Sanitary and Ship Canal
L
--8
--8
(D in ^ co CNJ
l/\ldd - N30AXO a3AHOSSIQ
11-43
J. Irons, MSDGC, Personal Communication, February 10, 1975.
-------
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.
(2) 208 Planning Program
Areawide waste treatment management planning re-
quired under Section 208 of PL 92-500 is just commen-
cing at the present time under the direction of North-
eastern Illinois Planning Commission (NIPC) which is
the designated planning agency. Their work is expected
to culminate in about two years in a comprehensive
regional report which will address the several manage-
ment efforts currently underway.
Under the 208 Program, sampling projects will be
conducted to assess:
In-stream water quality
Floodwater pollution
Benthic conditions
Fish species diversity.
Data generated from the 45 in-stream monitoring stations
will provide input to a computerized water quality
model. This model will be used to project the impact
of additional development and system response to sxig-
gested water resource management strategies.
The regional overview gained from the 208 Planning
Program is expected to provide additional documentation
of the need 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 yet another regional
approach to wastewater management. C-SELM addresses
various methods to treat all wastewater flows in its
study area. Methods considered include advanced physi-
cal/chemical treatment of wastes, advanced techniques
for biological treatment, and spray irrigation of
effluent in a land disposal system. Compatibility
with TARP is assured since the study makes the basic
assumption that an underground conveyance and storage
system would be adopted.
11-44
-------
(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. Peak flows would be routed from
Thorn Creek on the region's far south side to the
quarry. TARP would also use the quarry to store
combined-sewer overflows for treatment. Different
areas of the quarry and separate facilities will be
employed so that the projects will be compatible and
complementary.
(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 local tributary area sewer system. TARP
is designed to accommodate the projected increased
flow rate, however.
(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 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.
11-45
-------
(8) 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-
mately 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
lake shore. 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.
11-46
-------
Enhanced use of the waterways is an essential part of
the plan, contingent upon water quality improvements
largely as a result of TARP. The broader aspects of
the plan are discussed in Section 3.2, Land Use.
2.2 LAND RESOURCES
The 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 the Sanitary and Ship Canal in 1900
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 (Sq.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.
11-47
-------
FIGURE 11-14
Areas with Drainage
Problems During 10-Year
Storm1
; COOK COUNTY r
k
LAKE
MICHIGAN
HEADWATER AREAS WITH DRAINAGE PROBLEMS
DUE TO SEWER FLOW LIMITATIONS,
10-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.
11-48
-------
FIGURE 11-15
Areas with Drainage
Problems During 25-Year
Storm1
; COOK COUNTY r
*.
LAKE
MICHIGAN
HEADWATER AREAS WITH DRAINAGE PROBLEMS
DUE TO SEWER FLOW LIMITATIONS,
25-YEAR FREQUENCY STORM,
5-YEAR FREQUENCY STORM-SEWER DESIGN
SCALE 1" = 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.
11-49
-------
FIGURE 11-16
Areas with Drainage
Problems During 50-Year
Storm-*-
r
COOK COUNTY r -I
k
r
j
?'
r-i/1
LEGEND
HEADWATER AREAS WITH DRAINAGE PROBLEMS
DUE TO SEWER FLOW LIMITATIONS,
50-YEAR FREQUENCY STORM,
5-YEAR FREQUENCY STORM-SEWER DESIGN
SCALE 1"=6MILES
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
-------
FIGURE 11-17
Areas with Drainage
Problems During 100-Year
Storra1
! COOK COUNTY r-f
LAKE
MICHIGAN
HEADWATER AREAS WITH DRAINAGE PROBLEMS
DUE TO SEWER FLOW LIMITATIONS,
100-YEAR FREQUENCY STORM,
5-YEAR FREQUENCY STORM-SEWER DESIGN
SCALE 1"= 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.
11-51
-------
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. The Kankakee Arch further 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 Paleo-
zoic formations here dip eastward. The southwestern portion
of the area lies on the southwest flank of the arch and the
upper Paleozoic sediments dip southwest toward the Illinois
Basin. Erosion of the Kankakee Arch has exposed older geo-
logic units along the arch and younger rocks along the
flanks.
Beneath the Paleozoic and Mesozoic rocks is the Precam-
brain basement complex. The Paleozoic/Mesozoic-related
sedimentary rocks are some 4,000 feet thick. A number of
gentle east-west trending folds are superimposed upon the
broad regional structures. Additionally, numerous minor
faults and several areas of major faulting have been mapped.
The Sandwhich Fault, near Joliet, and the Des Plaines dis-
turbance, near Des Plaines, are major faulting areas in the
Chicago region. The sedimentary rocks within the Chicago
area are veneered with glacial materials of the Wisconcinan
11-52
-------
FIGURE 11-18
Areas Subject to Overbank
Flooding!
LEGEND
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, pg. 101.
11-53
-------
stage which were deposited during the four glacial stages
comprising the Pleistocene series. They were deposited in
generally shallow seas that advanced and retreated across
the interior of North America some 300 to 500 million years
ago. Occasional uplifts caused previously deposited sedi-
ments to be raised above sea level, exposed to erosion,
and then buried under deposits of readvancing seas. The
effects of erosion results in stratigraphic breaks, or un-
conformities in the sedimentary rock sequence.
(1) Geologic History
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 deposition of the oldest Paleo-
zoic sediments. A sharp unconformity marks the division
between these Precambrian rocks and the lowest Cambrian
rocks.
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 rocks are predominately sandstones in
the lower portion and mixed sandstones, 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 Cam-
brian and lower Ordovician rocks.
After the deposition of the lower Ordovician, ero-
sion 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 unconfor-
mity is exposed in areas to the west, south, and north
but lies 300 to 1,000 feet deep within the Chicago
region. The erosion in lower Ordovician time may re-
present an earlier movement along the Kankakee Arch.-*-
The Ordovician sediments include sandstone, shale, dolo-
mite, and limestone, and are considered to be of marine
origin.
Willman, H.B., "Summary of the Geology of the Chicago Area,"
Illinois State Geological Survey, Circular 460, 1971.
11-54
-------
The end of Ordovician time was marked by uplift,
and resulted in deep valleys being cut in the upper-
most 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
unconformity occurs at the base of the middle Devonian.
This unconformity 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 undisturbed 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 surfaces of the Silurian
Racine formation, as well as in the Des Plaines distur-
bance. The relations of the Devonian to older units
appears to be the result of uplift along the Kankakee
Arch.^ The Devonian sediments consist of limestone
and shales with occasional sandstones.
Mississippian sediments are found around the edges
of the Michigan and Illinois Basin and the Ozark Dome,
northeast and southwest, respectively, of the Chicago
area. These rocks are predominately limestone and
cherty (flintlike) limestone with some shales, dolo-
mite, 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 tentatively present in the
Des Plaines structure. A major unconformity marks
early Pennsylvanian time, resulting from regional up-
lift and warping of the Kankakee Arch. Depression 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 Applachians at
Willman, H.B., "Summary of the Geology of the Chicago Area,"
Illinois State Geological Survey, Circular 460, 1971.
11-55
-------
FIGURE 11-19
Bedrock Surface Geology-^
GEOLOGY OF THE CHICAGO AREA
PENNSYLVANIAN
PC Carbondol* Fm
Spoon Fm
S SILURIAN
OROOVICIAN
Om Moquoktto Gr
Og Catena and Plotwwl It Or».
Oa AnctllGr.
— Foul),Sandwich
Willman, H.G., "Summary of the Geology of the Chicago Area,"
Illinois State Geological Survey, Circular 460, 1971.
11-56
-------
the end of the Paleozoic.-'- Renewed uplift along the
Kankakee Arch caused the erosion of Pennsylvanian sedi-
ments from the Chicago area. Although Cretaceous sedi-
ments 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 several thousand feet of glacial ice that
spread over the region from the northeast. These gla-
ciers 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 preceded 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 evidence that the earliest
Pleistocene glaciers of the Nebraskan stage covered
the Chicago area.
Most of glacial drift in the Chicago area was
deposited during Woodfordian time. This was a time
of maximum Wisconsinan glaciation and extended from
22,000 to 12,500 years ago. At its maximum, the
Woodfordian glacier extended westward nearly to the
Mississippi River, southwestward to Peoria, and south-
ward to its contact with the Erie lobe, which advanced
from the east. At the maximum, the Chicago area was
buried by 3,000 to 5,000 feet on ice. As the glacier
retreated northward, the Lake Michigan Basin filled
with melt water which formed Lake Chicago.3
Readvance of the glaciers in northern Michigan
during Valderan time caused a rise in Lake Chicago
level. Subsequently, the Valderan glaciers advanced
Willman, H.B., "Summary of the Geology of the Chicago Area,"
Illinois State Geological Survey, Circular 460, 1971.
2 Ibid.
3 Ibid.
11-57
-------
on the land as far as Milwaukee and even further south
in the central part of Lake Chicago. Valderan time is
marked by lacustrine, fluvial, and aeolian deposits in
the Chicago area.
The post-glacial stage has been called the Holo-
cene 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.
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.
(2) Phys iography
The major features of the Chicago area are in a
youthful stage of geomorphic development. Depositional
features 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
Province, a broad, relatively low glaciated area
extending from the Applachians to the Great Plains
along its east-west axis and from the Superio up-
lands to the Interior low plateaus and Ozark plateaus
along its north-south axis. The boundary between two
major subdivisions 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
glacial drift surrounding the Great Lakes and is
characterized 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
11-58
-------
topography, short ridges and numerous lakes. The
Chicago Lake Plain comprises the former bottom of
glacial Lake Chicago and is relatively 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 Ridged 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 stagnation 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.
(3) 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 construc-
tion of the tunnel and reservoir systems. The glacial
deposits are relevant to the drop shaft construction
and, partially, to the reservoir containments. The
formations above the base of the Maquoketa group's
Brainard formation are a part of the Quartenary,
Silurian, and Ordovician systems and a brief des-
cription highlighting their major features are pre-
sented below. The general stratigraphic relations of
the rock formations below this group have been des-
cribed in a broad manner in the previous section on
geologic history. The general geologic column fr>r
the Chicago area is presented in Figure 11-21.
11-59
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FIGURE 11-20
Physiographic Divisions in
the Chicago Area1
GEOLOGY OF THE CHICAGO AREA
— Mi>(i$tippi Rinr Droinogt Oivid*
Stfort Chicago Mivtr tfivtrifo
Aft»r Hi* div^rtion
A ' B
Willman, 1971.
11-60
-------
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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.
11-62
-------
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
11-63
-------
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.
(4) 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 relations
with the beds above and below. This indicates that there
was no major interruption in deposition within or be-
tween these formations.
Major unconformities within the general Chicago
region occur at the base of the Midle 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, lie within the stratigraphic or geographic
boundaries of the project. These two unconformities are
discussed below while the other unconformities have been
discussed in the section on geologic history.
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
11-64
-------
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 tunnel between
Western and Kedzie Avenues (Figure 11-22). 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.
(5) 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 structures which develop re-
lief of 200 feet, or generally less, over a extent of
several miles. Structure surface slopes, which may be
taken to approximate the dip of the strata involved
11-65
-------
FIGURE 11-22
Geologic Section
59th Street to Damen Avenue
Mainstream System^
I i
HEC, 1972.
11-66
-------
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 generally conformable with deeper
structures. The gently undulating fold structures can
be observed in the geologic sections prepared from the
core borings which have been included in this report
as Figures 11-22 through 11-26. The dip of the strata
shown on the sections, even if the sections were con-
structed true to scale rather than with 20:1 exaggera-
tion as drawn, would not represent true dips at many
places because the geologic section lines often cross
the fold axes obliquely.
(6) 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 ISA, 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 north-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.
11-67
-------
-
FIGURE 11-23
Geologic Section
Damen Avenue to Addison Street
Mainstream System^
\ ' • •• I
\ • V:V
\ , \:v.
-4' ''
W
• i
-^-v
', t
T.
f?|
i I
.n Mh
i o *
. « ?*-
!Uil!i
|l!|l|J
!.^*j
HEC, 1972.
11-68
-------
FIGURE 11-24
Geologic Section Crawford St.
to Grand Calumet River
Calumet System^
HEC, 1972.
11-69
-------
FIGURE 11-25
Geologic Section 47th St. to
Fuller-ton Ave. Lower
Des Plaines System^
HEC, 1972.
11-70
-------
FIGURE 11-26
Geologic Section Fullerton
Ave. to Thacker Lower Des
Plaines System1
I
_l-
j J
HEC, 1972.
11-71
-------
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 fill-
ed 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.
(7) 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 areal
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 southeastward
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
H-72
-------
-------
FIGURE 11-28
Complex Faulting
Des Plaines Disturbance-^-
! miltt
HEC, 1972.
11-74
-------
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
some 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.1
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 11-22.
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.
11-75
-------
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. Based on evaluation of the his-
toric record, the risk of impairment to the project by earth-
quakes is judged to be small.
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:
1804 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-*-. EQHUS2 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 (EQHUS), Pub. 41-1, revised (through 1970), U.S. Department
of Commerce, NOAA, Environmental Data Service, 1973, p. 37-58.
11-76
-------
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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 1812 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 Fuller^
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.^ 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.
1912 near Aurora, Illinois. 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.
Fuller, Myron L., "The New Madrid Earthquake," U.S. Department of
Interior, Bulletin 394, 1912, p. 21-30.
Docekal, 1970.
11-78
-------
The following sections discuss the possible risk to the
project from future earthquakes.
(1) Epicentral Location Accuracy
All of the earthquakes discussed above were lo-
cated by evaluating macroseismic effects. Any of these
events may 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 11-10, 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 Catalog1
Probable Probable Intensity Minimum Epicentral
Epicentral at Chicago Distance from
Intensity or the Project Project Structures
Date (MMI*) Location (MMI*) (Miles)
1804 VIII Fort Dearborn VIII 0
1811-
1812 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 HEC, 1975.
1Docekal, 1970.
2 EQHUS and Docekal, 1970.
11-79
-------
(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 ard
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). The data is drawn from Tables
II-9 and 11-10 and other analyses. 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 relied upon to indicate future seismicity,
the higher intensity earthquakes would not be expected to
occur over the life of the project because they have not
occured in the recent past. Detailed evaluation of the cap-
ability of geologic structures in the Chicago region to gen-
erate earthquakes would be required to resolve the magnitude
of earthquakes likely to occur.
(3) Relationships Between 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
other faults or fault zones within the project area as
revealed by Vibroseis surveys and drilling, which are
not major. Eighty-six faults characterized as minor
(small vertical displacement and width) were found in
a sewer excavation affecting a small portion of the
project area. Faults of this type can be assumed to
occur through the project area. Characterization of
these faults as minor may not be justified in view of
the lateral nature of displacement suggested by slicken-
sides.
11-80
-------
FIGURE 11-29
Recurrence Period for Macro-
seismic Effects Greater Than
or Equal to Specific
Intensitiesl
400
300
200
s_
cu
5 100
o
1—4
C£
LU
Q.
o
z
U)
oi
a:
Z3
t-3
UJ
a:
50
40
30
20
10
100 years
_L
I
III
IV
V VI VII VIII
INTENSITY (MODIFIED MERCALLI)
IX
IIEC, 1975.
11-81
-------
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-
ject area. It could also have occurred on a fault that
traverses the project area. In view of the local seis-
micity record, the faults in the project area should be
assumed to be potentially active.
(4) Potential Seismic 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.
Dislocation of the tunnel along a fault could only
occur if one of the faults that intersect the tunnel is
active and if an earthquake or fault creep occurred along
it. Because there is no evidence that the faults intersect-
ing the tunnels are inactive, this sort of damage is
possible in a local earthquake. Two local earthquakes
have occurred in the 175-year historic record. Both
may have had epicentral intensities of VIII, and
presumably were associated with minor movements 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 one of the project tunnels. The pre-
vious reports conclude that damage to the tunnels
will likely be limited to small rockfalls in a few of
the highly fractured tunnel areas. This conclusion is
11-82
-------
likely to be conservative if ground motions at the surface
are typically greater than those at depth at the fault
site.
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.3 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 18 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 the tunnel wherever it is
intersected by other than isolated single joints. The
particle velocity is still not likely to be hich 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.
11-83
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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 the 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 A>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.
11-84
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Although the one-hour primary standard for carbon
monoxide was met, 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 met 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 some 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, LDN. 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.-'- 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.
H-85
-------
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 LDjq varied from 59.0 dB to 71.2 dB.
Table 11-11 summarizes the EPA findings.
The data in Table II-lldo not indicate a direct rela-
tionship between LDN ar*d population density. However, the
noise levels in the downtown area (sites 7 and 8) were
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 site 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.
11-86
-------
Table 11-11
Noise
Site Site
Number Location
1 w. lllth St. &
S. Bell Ave.
2 W. 110th PI. &
S. Bell Ave.
3 W. 73rd St. &
S. Pauline Ave.
4 64th St. &
Wolcott
5 71st &
S. Hermitage
6 65th St. &
S. Peoria
7 15th St. &
Drake
8 W. Douglas Blvd.
& St. Louis
Monitoring Data for Chicago 1
Population Roadway
Density Type at Site
(people/mi^) (vicinity)*
6,
7,
12,
19,
20,
32,
65,
65,
600
400
900
800
600
600
000
000
Arterial
(Collector)
Local
(Collector)
Local
(Collector)
Collector
(Arterial)
Collector
(Arterial)
Local
(Collector)
Collector
(Arterial)
Collector
(Arterial)
Traffic
LDN
(dB)
Cars,
Trucks
Cars,
Cars,
Cars,
Cars,
, Buses
Trucks
Trucks
Trucks
Trucks
Buses
Cars,
Cars,
Cars,
Trucks
Trucks
Trucks
Buses
71
59
60
66
64
63
68
70
.2
.0
.6
.9
.4
.1
.4
.7
The items within parentheses refer to the roadway in the general vicinity while those
without parentheses refer to the monitored site.
U.S. EPA, Population Density Distribution of the United States as a Function of Out-
door Noise Levels, Vol. 2, June 1974.
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. 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 inventory of the man-made environment,
therefore, only those elements that are necessary for this
impact evaluation are presented.
This chapter is divided into five main sections:
Socioeconomic
Land Use
Resources
Transportation
Major Projects and Programs.
In the socioeconomic section, the current and projected
population of the Chicago area is discussed. Contract con-
struction income and employment, from primary as opposed to
secondary sources, are also described.
The land use section discusses current urbanization pat-
terns and future urbanization plans. Also identified are the
archaeological, cultural, historical, and recreational sites
in the Chicago metropolitan area which may be affected by the
proposed project.
In the next section, the financial and labor resources
of the area which may be affected by the project are dis-
cussed.
The transportation systems on which the proposed proj-
ect will have an impact are also presented.
Finally, the major projects and programs possibly re-
lated to the proposed action will be described.
Each of these issues is discussed in detail in the fol-
lowing sections.
III-l
-------
3.1 SOCIOECONOMIC
The current and projected demographic profile of the
study area provides a basis for analyzing the socioeconomic
element of the man-made environment. For the purposes of
this environmental impact statement, the study area, or im-
pact area of the proposed action, is Cook County. There are
over 40 communities, including Chicago, within Cook County
which are located within the service area of the Mainstream,
Calumet, 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 A.
3.1.1 Current and Projected Population
The population growth trends in the Chicago metropoli-
tan area have been similar to those experienced in other
major cities in the United States. The city of Chicago has
been losing population since 1950 at an average annual rate
of -.02 percent during 1950 to 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 accellerated 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
-------
Table III-l
Population Changes 1950-1970
Jurisdiction
Chicago
Cook County
Chicago SMSA
1970
3,362,825
5,488,328
6,978,947
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, "A Statistical Abstract Supplement," U.S.
Department of Commerce, Bureau of the Census, pp. 126, 550, 678.
Table III-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
-------
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 also help stablize the higher density urban areas
of Cook County and the city of Chicago in the late 1970's and
1980'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 Contract Construction 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
-------
Table III-4
Contract Construction Income! - Chicago Region*
(in Millions)
Year
1950
1959
1965
1967
1969
1971
Percent Increase
1950-1959
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
$28,417.0
$33,274.1
$37,299.6
66.0%
83.1%
12.1%
The region is defined as the SMSA plus Kendall, Grundy, and Kankakee
Counties.
Earnings include only wages and salaries.
Illinois State and Regional Economic Data Book, 1973 Edition, State of
Illinois Department of Business and Economic Development, p. 70.
III-5
-------
Secondary employment earnings related to contract con-
struction in the Chicago region cannot be determined. Goods
and 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
7,964.1
13,208.9
17,404.1
20,409.1
24,203.2
26,790.3
Percent
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:
Average Monthly Wages (Jan.-Mar.
1970 1971 1972
Industry
Selected Industries, Total $675
Mining 845
Contract Construction 927
Manufacturing 717
Transportation, Communication
and Public Utilities 777
jfli^lesale and Retail Trade 577
Finance, Insurance, and Real Estate 696
Services and Miscellaneous Industries 576
$709 $ 764
921
986
755
811
604
743
610
961
1,099
826
961
644
800
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
III-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
-------
Table III-6
Current Union Hourly Wage Rates"
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
Dump Truck
(4 c.y.)
(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
-------
the downtown area, which added significantly to the demand
for construction services; these projects include:
Project
Sears Tower and Plaza
Water Tower Place
Standard Oil Building
CNA Center
Illinois Center (One, Two)
Marina City
First National Bank Complex
John Hancock Center
Hyatt Regency
Total
Year Completed
1974
1975
1974
1974
1969, 1972
1966
1973
1969
1974
Cost
$150
$150
$150+
$ 80
$ 83 +
$ 40
$150
$100
$ 45
million
million
million
million
million
million
million
million
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 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,1
U.S. Department of Commerce, Bureau of the Census, pp. 128, 550, 680.
III-9
-------
Table III-8
Change in Construction Employment Level
Chicago Region 1967-19711
Chicago Region
1967
123,048
1969
142,180
1971
134,019
1 Illinois State and Regional Economic Data Book, 1973 Edition,
State of Illinois Department of Business and Economic Develop-
ment, p. 80.
The past few years of national economic recession and
the cutbacks in Federal and local program spending have had
a significant impact 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-9
Current Construction Employment Levels
Illinois
Chicago SMSA
1970
225,416
136,897
1975*
185,800
119,000
Percent
Decrease
17.6
13.1
Division of State and Area Monthly Surveys, Bureau of Labor Statis-
tics, U.S. Department of Commerce, November 1975.
Private communication, 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
-------
3.2 LAND USE
The current and future land uses near the proposed
TARP 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 exist-
ing 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
Mainstream Tunnel 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 planned
land uses and facilities within these 500-feet limits.
(1) Tunnel Route
Most of the land bordering the tunnel route is
zoned as general and heavy manufacturing districts,
but not all of the land is intensely used. In these
districts there are underutilized industrial yards,
some little used and obsolete railroad yards, large
areas used for employee parking, and a few vacant par-
cels located mostly at the banks of the Sanitary and
Ship Canal and the Chicago River. Other land uses
along the route include restricted manufacturing dis-
tricts, commercial districts, and a few residential
areas. The following discussion treats, in more de-
tail, four segments of the proposed route, the Chicago
River North Branch, Chicago River from Lake Michigan
to Wolf Point, Chicago River South Branch, and the
Sanitary and Ship Canal.
The North Branch flows through one of the city's
most important industrial areas, the North Branch In-
dustrial Area. Land uses along the tunnel route are
mostly industrial yards, parking areas, and materials
storage areas of manufacturing plants. Other uses in-
clude two boat storage yards, several docking facili-
ties, and several vacant areas. Two relatively large
vacant parcels are in the vicinity of Leavitt Street
and Diversey Avenue on the east bank of the North
Branch. They both border high-rise apartment complexes
III-ll
-------
built along North Leavitt Street between West Oakdale
Avenue and North Hoyne Avenue, which are the only resi-
dential areas along this segment of the tunnel route.
A larger vacant parcel is located along the east bank
between West Belmont Avenue and West Addison Street.
Along the Chicago River from Lake Michigan to Wolf
Point is the city's Central Business District. Zoning
in this area allows for a commercial-manufacturing dis-
trict on the north side of the river from Lake Michigan
to St. Clair Street, and for residential-business plan-
ned developments elsewhere. Examples of the latter
type are the Marina Towers and the Illinois Center.
Along the part of the tunnel route which follows
the South Branch, land tends to be less intensely used
than along the two segments discussed above. There
are large industrial storage yards and rail/truck con-
tainer yards which appear to be underutilized. Other
predominant land uses are industrial parking areas and
materials storage areas. Numerous vacant parcels line
the route as well. They are predominantly located be-
tween 'the river bank and industrial properties. In
this area, the MSDGC owns a relatively large parcel at
the end of the South Fork of the South Branch, bordered
by South Racine Avenue and West Pershing Road.
Where the tunnel route follows the Sanitary and
Ship Canal, land is used less intensely than along the
other tunnel route segments. Much of the property along
the north side of the canal is owned by MSDGC, and much
of the remaining property is either industrial yards
with large underutilized portions, or vacant. Along
the south side of the canal, more land along the tun-
nel route is used as industrial yards, industrial park-
ing, and materials storage. There are also numerous
vacant parcels which are found mostly between the canal
bank and industrial properties or railroad spurs.
With the exceptions of the underutilized and vacant
areas, all of the land which borders the tunnel route
is very important to the economy of the city of Chicago.
(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
111-12
-------
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
presently not used and is capable of accepting large
quantities of nonsaleable 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 land-
fill in Fulton County. The balance of the sludge is dis-
tributed to the NuEarth Program, broker sales, Landale
Lagoons, and landfill. Although only a few suitable land-
fill 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
city'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
Many existing manufacturing, commercial, and busi-
ness establishments along the proposed tunnel route are
important to the area's economy. Therefore, no plan or
action by the city is likely to propose or execute any
significant changes to restrict existing intense use
along the tunnel route. Rather, proposed plans focus
on identifying underutilized lands, and transforming
them into contemporary urban environments.
An example is the proposed South Loop New Town and
Riverfront Plan. The plan proposes development of a
new in-town community of 120,000 on 335 acres comprised
of 210 acres of obsolete railroad yard, 75 acres of
publicly owned land and facilities, and 50 acres of
land in marginal industrial and commercial use on the
east side of the South Branch, south of the Loop. This
plan would approximately double the city's central area
111-13
-------
population. Along the east bank of the South Branch,
the plan recommends the replacement of existing rail-
road yards with institutional development such as
schools, libraries, and health care centers to serve
the new town and recreational sites, including land-
scaped open space. The plan is part of a larger plan
for the central area called the Chicago 21 Plan, which
will affect existing land uses near the proposed tunnel
route. These effects will include:
Establishment of a River Zone along the Chicago
River and creation of guidelines for improv-
ing the use and environment of adjacent lands
Replacement of elevated rapid transit tracks
with subways to encourage redevelopment, in-
cluding:
Wells - Franklin Street Corridor
Wacker Drive - Lake Street Corridor
Illinois Center
Zones outside the Loop which provide
commercial support services to the Loop
area
Provision for public development and contin-
uous street level, predestrial-oriented shop-
ping in the State Street - Dearborn Street
Corridor
Strengthening and improvement of industry,
concentrated in the North Branch Industrial
Area.
The Riveredge Plan, also part of the Chicago 21
Plan, would affect redevelopment along the Main Branch
of the Chicago River. It recommends separate plans
for guiding development in the built-up sector, Wolf
Point to Michigan Avenue, in the new development sec-
tor, Michigan Avenue to Lake Shore Drive, and in the
river entrance sector, Lake Shore Drive to Lake Michi-
gan. In addition, it calls for an historical sites
designation program and a fine arts program which are
described in Sections 3.2.4 and 3.2.5.
Along the Sanitary and Ship Canal, the existing
industries are flourishing and are not likely to re-
locate, because they depend on the low-cost water trans-
port on the canal. Hence, land use in this area can be
expected to remain about the same. If proposed plans
111-14
-------
such as TARP project are executed, expected improvements
in water quality in the canal might attract additional
water-using industry to this area.
(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.
The other alternatives will also require landfilling
and recommend 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.
(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
The Loop area along the proposed tunnel route has been
filled with at least 18 feet of soil since the first settle-
ments in the Chicago River flatlands. In addition, the course
111-15
-------
of the Chicago River has been changed, and this involved
extensive earthmoving. The Sanitary and Ship Canal is en-
tirely man-made, and comprises a large segment of the pro-
posed tunnel route. No important archeological remains are
known to exist along the route.
Any archeological sites which may have existed at po-
tential rock disposal or sludge disposal areas cited above
have probably been destroyed or covered with fill.
3.2.4 Cultural Sites
The cultural sites along the proposed Mainstream Tunnel
route are in the central business district. A list of im-
portant architectural sites located within 500 feet of
proposed drop shafts and construction shafts is given below,
as compiled by the MSDGC:
Tribune Tower, Michigan Avenue & Illinois Avenue
Equitable Building, Michigan Avenue & Kinzie Street
Wrigley Building, Michigan Avenue & Kinzie Street
Executive House Hotel, Wabash Avenue & Wacker Drive
Merchandise Mart, Franklin Street & Kinzie Street
Sears Tower, Wacker Drive & Adams Street.
There are several sites on the river edge of the central
business district near proposed surface construction areas which
contain fine art. This art, described in the Riveredge Plan
as important to the city's cultural heritage, includes:
Washington-Morris-Salomon Memorial Sculpture in
Herald Square
Equitable Plaza and Fountain
Bas-relief sculptures on Michigan Avenue Bridge
Busts of men of commerce at Merchandise Mart Plaza
Various works of art at newly developed portions
of Randolf Terminal properties.
The Riveredge Plan would include a fine arts program
to acquire, locate, and maintain art work in public places.
Two sites within 500 feet of proposed TARP surface construc-
tion are possible sites for major fine arts projects, they
are: Wolf Point promontory, and the Michigan Avenue end of
the Illinois Center Esplanade.
111-16
-------
3.2.5 Historical Sites
While no National Register properties are located within
500 feet of proposed tunnel construction sites or finished
facilities, a few historical sites are nearby. These sites
are: 1
Fort Dearborn, Michigan Avenue & Wacker Drive
Washington-Morris-Salomon Memorial, Michigan Avenue
& Wacker Drive
Mud Lake, Ridgeland Avenue & 47th Street.
The Chicago 21 Plan recommends that two areas, northern Astor
Street and southern Prairie Street, be declared historical
preservation areas. Neither of these areas will be affected
by the proposed tunnel project.
The city's Riveredge Plan recommends that numerous his-
torical sites be marked to indicate their general significance
and their historical relationship to the Chicago River Main
Branch. Markers would be placed at the following sites which
are within 500 feet of TARP surface construction:
Early Wolf Point Settlement
Sauganash Hotel, 1828; First U.S. Post Office, 1833;
Republican Wigwam, 1860
First Public School, 1833
DuSable House, 1779
Fort Dearborn Site, 1803
Heald Square, 1926, and Washington-Morris-Salomon
Memorial, 1941.
From list compiled by MSDGC and based on Chicago Landmark, 1975,
Commission on Chicago Historical and Architectural Landmarks, May
1975.
111-17
-------
3.2.6 Recreational Sites
Along the proposed tunnel route, the existing recreational
sites are the borders of the Chicago River in the central
business district. These areas are used for recreational
walking, sightseeing, fine arts exhibits, and other cultural
exhibitions.
The Riveredge Plan would provide for increased river-
oriented open space; small parks, public properties, and
pedestrian facilities along the 1.5-mile bank of the Chicago
River between Lake Michigan and Wolf Point.
Other sites could be developed along the South Branch
if water quality and flood control projects, such as the
TARP project, were executed. Less flood danger combined
with redevelopment such as the proposed riverfront improve-
ments of the South Loop New Town Plan would make recreational
use possible for existing unutilized or underutilized land.
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 Mainstream 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:
The MSDGC's Flood and Pollution Control Program
The Mainstream Tunnel system (water pollution con-
trol tunnels only)
The total Tunnel Plan (water pollution control
tunnels only).
111-18
-------
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 Tunnel Plan 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 Tunnel 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 Tun-
nel Plan on the MSDGC's property tax rate is also considered,
and the annual sequence of anticipated contract award dollars
is identified for the construction of the Tunnel Plan pro-
jects. The fund commitment schedule is also presented, indi-
cating anticipated sources necessary for the support of this
award program. The data and analyses presented in this sec-
tion indicate that the financing requirements of constructing
the tunneling portion 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 North-Side and
Calumet treatment facilities) can be met. In the case of
the West-Southwest treatment plant expansion project, the
financing feasibility is very doubtful. Finally, financing
for the TARP storage reservoirs is nonexistent. 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.
(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 MSDGC. Major goals of this series of
projects include:
111-19
-------
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 1983 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
Table III-ll presents the construction and award
schedules for the Mainstream Tunnel system. The esti-
mated construction cost for the Mainstream tunnel (in
1975 dollars, escalated six percent annually) is
This $.81 billion primarily includes the TARP storage reservoirs
and Phase II tunnels.
111-20
-------
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-------
$508.2 million. Approximately 84 percent ($87.0 million
in 1975 dollars)' of the connecting structure and drop
shaft costs have been determined by EPA to be eligible for
construction grant funds under the Federal Water Pollu-
tion Control Act Amendment of 1972 (PL 92-500).l The
other 16 percent is associated with flood control bene-
fits and is, therefore, ineligible for pollution control
funding. The last line of the table represents the
construction cost schedule for all of the tunnel systems
(Mainstream, Calumet, and Des Plaines systems) . The
estimated construction cost of all of the tunnels (in
1975 dollars, escalated six percent annually) is $1.0322
billion. The annual operating and maintenance costs
for the Mainstream Tunnel system are estimated to be
approximately $472,000; the estimate for the entire
tunnel system is $1.0 million annually.
(2) Sources of Funds
Certain funds are either already available or may
be requested under existing legislation for implementing
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 Mainstream 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.
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 $380
million in general obligation construction bonds
without referendum. The MSDGC can issue these
bonds at a maximum rate of $100 million per year,
plus carry-over of the unused portion of that rate
The figure of 84 percent may not hold for the other two tunnel sys-
tems. Certain costs for the Calumet and Lower Des Plaines systems
are still under review with no final conclusions derived to date.
111-23
-------
from previous years. The bonds must be repaid
within 20 years from the date of 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 the remain-
ing authorization is targeted by the MSDGC for the
Tunnel Plan.
The present authorization of the District to
issue bonds for pollution control work is based
on previous water quality standards. Since water
quality standards have become more stringent, the
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.
2. State of Illinois
By approval of the bond issue referendum of
1969, 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 District for
implementing the Tunnel Plan. For FY 1976, the
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 Plan. A conservative posture
would suggest that approximately $300 million
would potentially be available to the District in
FY 1976-1977.
111-24
-------
Table 111-12
1976 Estimate of the Change in Property Tax Rate
Attributable to the Tunnel Plan
Fiscal
Year
76
77
78,
79
80
81
82
83
84
85
86
Cost of Tunnel
Plan ($Millions)
50.7
92.2
159.8
183.5
189.9
173.0
95.7
57.5
22.2
5.7
2.2
Incremental Change
in Tax Rate
-------
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 PY 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
$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
connecting structures receive 100 per-
cent priority
111-26
-------
Calumet segment of TARP receives a par
tial priority!
The Des Plaines segment of TARP receives
a low priority^.
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
headquarters has recommended a formula which would
give equal weight both to state needs (as defined
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
Pollution Control Bond funds. The MSDGC's share
of future Federal water pollution control appro-
priations is conservatively estimated to be 50
percent 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.
1 The Calumet system has some Step 2 and Step 3 projects in funding range.
2 The Lower Des Plaines system has some Step 2 projects within funding
range.
111-27
-------
(3) Tunnel Plan'Financing Schedule - Currently Available
and Additionally Required Funds
To complete the Tunnel Plan, the financing schedule
must coincide with the design and construction
schedules. Table 111-13 presents the award schedules
anticipated for Mainstream Tunnel system, total Tunnel
Plan, and the total Flood and Pollution Control plan.
The table also depicts the financing schedule necessary
to support the implementation of the Tunnel Plan. This
same schedule can be used to assess the financing fea-
sibility of the Mainstream Tunnel system.
The table shows that the existing available fund-
ing from the Federal Government, the tate, and the
MSDGC is sufficient to implement the Mainstream Tunnel
System. Additional Federal Water Pollution Control
funds of approximately $220.0 million and MSDGC funds
of approximately $73.5 million will be required to
meet the implementation schedule for the total Tunnel
Plan. In view of the sound fiscal posture of the
MSDGC, the high priority assigned TARP by the state,
and the very conservative estimates of future Federal
appropriations, 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 each $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.
Despite the fact that many municipalities histor-
ically have funded operation and maintenance costs of
treatment facilities by imposing ad valorem taxes,
this system does not provide incentives for 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 funding
operation and maintenance costs. "-1- Region V EPA has
Letter from EPA Administrator Russell E. Train to House Speaker
Carl Albert, February 3, 1975.
111-28
-------
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111-29
-------
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-Tunnel Plan 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, not part of the Tunnel
Plan, which are closely associated with the overall goal
of meeting 1983 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 provide for capture of remaining pollutant
discharges to prevent backflows to Lake
Michigan and to provide for flood control.
1. Instream Aeration
In terms of project phasing and priorities,
instream aeration stands directly behind the Tun-
nel Plan (tunnel systems, drop shafts, and connect-
ing structures).^ Instream aeration is not a
treatment system and is thus not eligible for
FWPCA funding. The funding requirement (approxi-
mately $16.7 million for a series of eleven bat-
teries of diffusers located adjacent to and paral-
lel to the banks of the waterway) will most likely
be met from the $300 million of State funds tar-
geted for the MSDGC or from funds raised by the
District through an anticipated increased or addi-
tional bonding authorization.
MSDGC Facilities Planning Study, January 1975, p. M-XI-14.
111-30
-------
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 be met.
2. Treatment Plant Improvements
Treatment plant improvements (North-Side,
Calumet, West-Southwest plants) require an esti-
mated $1.17 billion. Construction of the O'Hare
treatment plant is currently in progress; 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
expansions at Calumet (estimated cost of $352.8
million) and North-Side (estimated cost of $152.3
million) stand directly behind instream aeration.!
According to current estimates, these two projects
will be ready for Step 3 FWPCA funding in January
and July of 1979, respectively. 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 1979.2
Focusing on the higher priority Calumet and
North-Side projects (estimated combined cost of
$505.1 million), it is anticipated that sufficient
FWPCA and MSDGC funds will be available to finance
them. As discussed in a previous section of this
report, the MSDGC can reasonably expect $780 mil-
lion of additional FWPCA funds over the FY 1977-
1982 period. An estimated $220.0 million (see
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.
111-31
-------
Table 111-13) of this total is required for imple-
mentation of the Tunnel Plan. The remaining $560
million of Federal funds would more than cover the
required $378.8 million (75 percent of $505.1 mil-
lion) for the Calumet and North-Side treatment
plant expansion projects. The MSDGC's share of the
two projects ($126.3 million) will increase the
District's additional funding requirement from
$90.2 million (additional funds required for the
Tunnel Plan and instream aeration) to $216.5 mil-
lion. In view of the MSDGC's AA general obliga-
tion bond rating and its current formulation of
plans to ask Illinois for an increased or addi-
tional bonding authority in the vicinity of $200-
400 million, it is reasonable to expect that the
Calumet and North-Side treatment plant expansion
projects can be financed.
For the West-Southwest treatment plant ex-
pansion project, the financing feasibility is very
doubtful. According to current estimates, this
project will not be ready for Step 3 FWPCA funding
until December 1979. The remaining portion of the
$780 million of FWPCA funds estimated to be avail-
able to the MSDGC for the period FY 1977-1982,
would fall short by approximately $318.5 million,
if it were obligated to the West-Southwest treat-
ment plant expansion project.-'- In addition, the
funding of this project would increase the MSDGC's
additional funding requirement from $216.5 million
to $383.1 million. The projected shortfall in
Federal funds and the significant increase in
MSDGC funds required combine to make the funding
feasibility highly doubtful for the West-Southwest
treatment 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.
111-32
-------
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. EPA headquarters
has, therefore, determined that the reservoirs are
not eligible for FWPCA funding.
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 Office of the
Chief of Engineers, North Central District of the
Corps of Engineers.
In view of the complexity of the question
concerning the role of the Corps of Engineers in
urban drainage improvement, it is unlikely that
the TARP storage reservoirs can reasonably expect
any Federal flood control funding in the near
future. In conclusion, the financing feasibility
of the reservoirs is currently nonexistent.
111-33
-------
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.-'-
Fortune Magazine, November 1975, p. 22.
111-34
-------
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111-35
-------
The labor force is also growing because of an increasing
participation rate among women. It is unlikely that this
trend will reverse itself in the next decade.
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 affe.cted 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 McCook and
Stearns Quarries are used for disposal of the rock and spoil
material from the Mainstream Tunnel system, the most likely
truck routes would be as follows:
From the Addison Street construction shaft to
Stearns Quarry via Western Avenue, Cermak Road,
and Halsted Street
From the Roosevelt Street construction shaft to
Stearns Quarry via Wells Street, Harrison Street,
and Halsted Street
From the Damen Avenue construction shaft to
Stearns Quarry via 28th Street, Western Avenue,
Cermak Road, and Halsted Street
From the Central Avenue construction shaft to
Stearns Quarry via Stevenson Expressway, Damen
Avenue, and Archer Avenue.
Of the roadways mentioned above, Stevenson Expressway
is a limited access multilane highway. It is a major
111-36
-------
commuter highway with average daily traffic (during 1972 and
1973) of about 118,000 vehicles including 9,200 trucks.*
Route 66 is a four-lane highway with average daily traffic
of 28,700 including 1,300 trucks, again based on the 1972
and 1973 data.
Recent traffic data for the other streets are not avail-
able. However, traffic data collected in 1967 are available
for some of the streets mentioned above and are shown in
Table 111-15.
Table 111-15
Average Daily Traffic Volume on Streets Likely to be
Affected by the Proposed Project^
1967 Counts
Roadway
Addison St.
Archer Ave.
Cermak Rd.
Halsted St.
Western Ave.
No. of Lanes
2
4
2
2
6
Average Daily Traffic
(Vehicles/Day)
20,400 at Western Ave.
19,000 at Damen Ave.
23,800 at Western Ave.
13,900 at Cermak Rd.
32,700 at Addison St.
Traffic Map, Chicago, Illinois, prepared by Illinois Department of
Public Works and Buildings, Division of Highways, Bureau of Plan-
ning, 1967.
3.4.2 Waterways
This section describes transportation activities on the
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.
Based on maps prepared by the Illinois Department of Transportation,
Office of Planning, Programming, and Environmental Science.
111-37
-------
FIGURE III-l
Harbors and Waterways of
the Chicago Areal
INLAND WATERWAYS
NORMAL!/ NAVIGABLE
BY LAKE VESSELS
NAVIGABLE BY BARGES
— - - NOf PHYSICALLY NAVIGABLE
Chicago O'HaraUQ
InternatioiwlM'**
tCALi IN MILK
Lake Michigan Michifan
PORTER CO.
LAKE CO.
Harbors and Waterways ol Hie Chicago Ana (Updated Irom Mid-Chicago
Economic Development Study, Mayor's Committee for Economic and Cultural
Development ot Chicago, 1
Booz, Allen & Hamilton, Identification of Facilities at the Port
of Chicago, for State of Illinois Department of Business and
Economic Development, June 1975.
111-38
-------
(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 opening
date varied from April 8 to May 25, and the closing
date varied from December 2 to December 17.1
(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.1 The controlling
depth in the Chicago River varies from nine feet in the
South Branch to 21 feet in the North Branch.
(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.^ During 1974, the freight movement over the
waterways grew to 37.2 million tons.2 The waterway
traffic growth patterns in the State of Illinois are
shown in Figure III-2.
Booz, Allen & Hamilton, Identification of Facilities at the Port
of Chicago, for State of Illinois Department of Business and
Economic Development, June 1975.
Booz, Allen & Hamilton, Economic Analysis of the Port of Chicago,
for the State of Illinois, Department of Business and Economic
Development, November 1975.
111-39
-------
FIGURE III-2
Illinois Waterway Traffic
Growthl
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.
111-40
-------
The facilities along some portions of the Chicago River
handle de
-------
Next most costly is the proposed construction of Columbus
Avenue from Monroe Street to Wacker Drive and from the north
side of the Main Branch to Ontario Street. This would cost
$44.4 million from 1975 to 1979.
The proposed relocation and construction of Lake Shore
Drive from Monroe Street to Wacker Drive during 1975 to 1979
is estimated at a cost of $27.4 million.
In a joint city/county project, Ashland Avenue will
undergo widening and re-curbing from 83rd Street to Addison
Street at a cost of about $2 million. Ashland Avenue would
cross the proposed tunnel route along the South Branch.
3.5.3 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,"-'- The recommendations suggest
no major alterations of the existing pattern of rail and
truck terminal development.
3.5.4 Public Acquisition of Energy-Utility Corridor
The reference cited above also recommends the public
purchase of a right-of-way along part of the north side of
the Sanitary and Ship Canal which coincides with the pro-
posed Mainstream Tunnel Route. Presently, privately owned
rights-of-way along the canal are used for transmission
lines by Commonwealth Edison electric utility and by Natural
Gas Pipeline Company of America for 24-, 36-, and 42-inch
diameter gas pipelines. No petroleum pipelines currently
use rights-of-way along the canal.2
1 Chicago Area Transportation Study, CATS project 364 08, February 1974.
2 "Freight Facility Compendium," Chicago Area Transportation Study,
CATS project 354 04, April 1972.
111-42
-------
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.
Costs of reserving the right-of-way in the area of the
proposed tunnel route, the corridor would consist of EJE
and Commonwealth Edison rights-of-way near the canal and
the Belt Railway and Western Avenue Railway corridors cross
the canal at right angles.
3.5.5 Additions to Public Buildings
An addition is planned to the Lane Technical High School
near the proposed drop shaft number 85 and the two proposed
construction shafts just south of Addison Street on the east
side of the North Branch.
No other addition plans in the area of the proposed
tunnel project are currently being contemplated.
111-43
-------
IV. SUMMARY OF ALTERNATIVES
-------
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 over 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 years1
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
Based on information presented in the Flood Control Coordinating
Committee report, "Summary of Technical Reports - Alternatives,"
August 1972.
IV-1
-------
metropolitan area have been developed by government
agencies, local organziations, 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
from 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
-------
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.1 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 from this report.
(1) Original Deep Tunnel Plan with Mined and Surface
Storage in the Calumet Area (Alternative A)
The original Deep 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
-------
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. Waterway improvements would comprise
a ten-foot widening and deepening of the Calumet-Sag
Canal and the Chicago 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 E)
The Composite plan, outlined in the city of Chicago,
Bureau of Engineering Report of September 1968, in-
cluded a series of tunnels in Niagaran 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 West-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 to 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
-------
(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 in 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 on 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
-------
(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 0'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 Qp)
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
-------
(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
-------
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
O'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, Rp, S, Tunnel and Reservoir, the Original Keifer,
and C-SELM
Waterway improvement plans: Alternatives D, K, L,
M, N, and P
IV-10
-------
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
-------
(4) Sheaffer Plan (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.
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 _Se_wer_s (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.
1V-12
-------
(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. In 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 is 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
-------
(3) Water Management Goals
The Federal Water Pollution Control Act Amendments
of 1972, PL 92-500, have established goals for main-
taining or improving the water quality of the Nation's
surface water systems. PL 92-500 states that pollutant
discharge sources must be eliminated by 1983 and, wherever
attainable, interim water 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-
quirements .
(4) Flooding 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 to 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
-------
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 (MODS) 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 com-
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
-------
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 Table 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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Capital Costs
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Equiv. Annual
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Equiv. Annual
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Benefit - Cost
Ratio **
land
Acquisition
(Acres)
Underground
Easement
(Acres)
Resident and
Business
Relocations
Overall
Environmental
impacts
Capital Costs
(1972)
Equiv. Annual
Costs (1972)
(106 dollars)
Equiv. Annual
(1(P dollars)
Ratio **
Land
Acquisition
(Acres)
Underground
Easement
(Acres)
Resident and
Business
Relocations
Overall
Environmental
Impacts
Capital Costs
(1972)
(106 dollars)
Equiv. Annual
Costs (1972)
(106 dollars)
Equiv. Annual
Tangible Benefits
(106 dollars)
Ratio **
Land
Acquisition
(Acres)
Underground
Easement
(Acres)
Resident and
Business
Relocations
Overall
Environmental
Impacts
KJ
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-------
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. The
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 be 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 interrupted
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 piezometric (hy-
draulic pressure) level is lowered annually about 13
feet due to overdevelopment. Costs for an artificial
recharge well 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 not exceed
natural groundwater concentrations. Thus, the overall
quality of the groundwater will be protected.
Alternative D is the only plan that may affect
wildlife and vegetation in the Chicago metropolitan
area. 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 site 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 the combined-sewer overflows and provide
subsequent treatment before discharging this water
to the waterways, for all but the largest storms
of record (99.7 percent BOD eliminated)
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,2 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.
Metropolitan Sanitary District of Greater Chicago, "Environmental
Assessment of Alternative Management Plans for Control of Flood and
Pollution Problems Due to Combined-Sewer Discharges in the General
Service Area of the MSDGC," November 1973.
IV-23
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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 area air-rights development). If the material is
utilized in lakefront development and conveyed by a tunnel
system, construction impacts will probably be beneficial 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 Ap, 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 infiltration
and from grouting operations should be treated at appropriate
facilities before discharging into existing waterways. 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 infiltration is
high, grouting operations will be carried out to limit the
flow to approximately normal sewer infiltration levels (roughly
500 gallons per inch of tunnel diameter per mile/per day).
Water from the grouting operation will add little to the
tunnel drainage flow. Maximum flow expected in the Phase I
Mainstream Tunnel from 59th Street to Addison Street will
peak at about 3.83 MOD over the length of the tunnel due
largely to groundwater infiltration.
Current MSDGC construction specifications require holding
effluent from tunnel dewatering until most of the rock, mud,
grout material, and other solids settle. A turbidity test
should be performed to determine the extent of settling. The
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 MOD maximum drainage flow repre-
sents less than one-half of one percent of the average flow
through the West-Southwest plant. For this reason, the cost of
treating 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, grout waste, and other construction waste material.
Another alternative for the settled solids is to transport the
material to approved disposal sites.
IV-2 6
-------
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,
(2) NuEarth Program
The MSDGC currently makes available air-dried sludge
from its West-Southwest treatment plant for area residents
IV-27
-------
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 "cell". 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-28
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(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 management
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.
Disposal costs have been developed by the MSDGC for
sludge produced at the West-Southwest facility, including
sludge from the TARP Mainstream Tunnel operation, 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 stabili-
zation systems examined by the MSDGC for the West-Southwest
Treatment Plant. The interested reader is referred to the
MSDGC "Facilities Planning Study - Overview Report" for de-
tailed descriptions of these alternatives and their potential
interfaces with the various disposal schemes.
By the year 2000, the MSDGC expects the West-Southwest
plant to be processing an average of 1,236 tons of sludge
daily (dry weight), including the tonnage contributed by
the TARP Mainstream and Des Plaines tunnels. Sludge collec-
ted by TARP is expected to contribute about 25 percent of
the volume handled by the West-Southwest facility. 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 volumes
of sludge to be handled. These costs are:
IV-29
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Disposal of total sludge load in a sanitary land-
fill:
Sludge volume: 991 dry tons/day (dt/d)
Planning period: 25 years
Total cost: $176,703,600
Annual costs:
Capital: $ 1,122,300/year
M&O: $12,536,100/year
Total: $13,658,400/year
Disposal of total sludge load by land application
as dry fertilizer:
Sludge volume: 991 dt/d
Planning period: 25 years
Total cost: $416,354,000
Annual costs:
Capital: $ 9 , 345 , 000/year
M&O: $22,705,700/year
Total: $32,050,700 (Max.)*
$29,682,800 (Min.)f
Disposal of total sludge load by land application
of liquid fertilizer:
Sludge volume: 991 dt/d
Planning period: 25 years
Total cost: $348,822,400
Annual costs:
Capital: $ 5,948,800/year
M&O: $21,015,400/year
Total: $26,964,200/year
Disposal of total sludge load by sale to broker
as fertilizer after heat-drying:
* Max.: assuming truck transportation of sludge 200 miles to Fulton
County site.
t Min.: assuming rail transportation of sludge 200 miles to Fulton
County site.
IV-30
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Sludge volume: 1,236 dt/d
Planning period: 25 years
Total cost: $212,708,900
Annual costs:
Capital
M&O:
Total:
$ 2,626,000/year
$ 13,815,200/year
$16,441,200/year
Disposal of total sludge load by incineration and
landfilling of ash residue:
Sludge volume: 1,236 dt/d
Planning period: 25 years
Total cost: $161,306,200
Annual costs:
Capital
M&O:
Total
$ 2,547,000/year
$ 9,914,100/year
$12,461,100/year
Disposal of 781 dt/d by landfill and 455 dt/d by
sale to broker as fertilizer:
Sludge volume: 1,236 dt/d
Planning period: 25 years
Total cost: $216,432,600
Annual costs:
Capital
M&O:
Total:
$ 2,186,600/year
$14,497,900/year
$16,684,500/year
Disposal of 781 dt/d by land application as dry
fertilizer and 455 dt/d by sale to broker as fer-
tilizer :
Sludge volume: 1,236 dt/d
Planning period: 25 years
Total cost: $329,240,400
Annual costs:
Capital: $ 5,735,300/year
M&O: $19,676,400/year
Total: $25,411,700/year
Disposal of 439 dt/d by land application as liquid
fertilizer, 127 dt/d by sanitary landfill, 93 dt/d
by NuEarth distribution, and 346 dt/d by sale to
broker:
IV-31
-------
Sludge volume: 1,005 dt/d
Planning period: 25 years
Total cost: $280,480,900
Annual costs:
Capital: $ 1,290,100/year
M&O: $20,393,200/year
Total: $21,681,300/year
4.3.3 Spoil Material
For the ten-year construction period, excavation of the
Phase I TARP tunnels will produce a solid measure of approxi-
mately 11,747,000 cubic yards (roughly 26 million tons) of
earth and rock that must be disposed of in an environmentally
acceptable fashion. For comparison purposes, the total solid
measure of spoil produced by the construction of TARP (includ-
ing reservoirs) is 183 million cubic yards. Peak spoil pro-
duction from tunnel excavation is expected to be approximately
2.2 million cubic yards (4.9 million tons) at the midpoint of
the ten-year construction period. Construction of the Main-
stream Tunnel from 59th Street to Addison Street will account
for approximately 3,027,000 cubic yards of spoil material
(-6,743,000 tons) including excavation of the pumping station
at 59th Street. The duration of constructing this segment is
approximately 6.5 years. MSDGC has indicated that disposal of
the excavated spoil material will be the responsibility of the
construction contractor for each tunnel section. Since each
contractor's proposed disposal plan and criteria will not be
identified until the preconstruction meetings with the MSDGC,
we present here only those alternatives most likely to be
implemented by the contractors. These disposal options are:
Sale of spoil to quarry operators
Throw-away to operating quarries
Disposal in defunct quarries
Sale to other parties.
These alternatives will be discussed briefly in the following
sections:
(1) Sale of Spoil to Quarry Operators
Direct sale of the marketable portion of excavated
material to the operators of area quarries may be an alter-
native method for disposing of a small portion of the
tunnel rock. The large portion of the excavated material
will be low grade rock spoil usable only as select fill
for such uses as road base material and site grading.
Although such applications are not typical of the uses of
materials currently extracted from area quarries, quarry
operators may be receptive to marketing the low grade material,
IV-32
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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 Defunct Quarries
Disposal of nonsaleable spoil in the defunct Stearns
quarry is attractive because of the possibility of up-
grading land use in that area. The quarry has a capa-
city 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.
(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 3
-------
V. DESCRIPTION OF THE PROPOSED ACTION
-------
V. DESCRIPTION OF THE PROPOSED ACTION
5.1 THE SELECTED PLAN
TARP was selected among all alternatives as the 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's report of August 1972.
Refinements were incorporated as field studies and subsur-
face exploration programs were completed. The studies and
programs, however, did not change the original TARP concept,
but only incorporated design revisions to optimize overall
system effectiveness.
TARP was developed to enable collection of storm run-
off from urban communities within the MSDGC's combined-sewer
service 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 tunneling
portions of the plan directly related to water pollution
control. For the purposes of the impact analysis, this
statement describes and evaluates the conveyance tunnel
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.
V-l
-------
FIGURE V-l
Tunnel and Reservoir Plan
System Layout and Routes
V-2
-------
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 64,000 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 290 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 storage
reservoirs will be conveyed by gravity flow through the con-
veyance tunnels to the treatment plant. Three of the four
treatment plants are currently activated sludge plants with
a combined planned-capacity of approximately 2,150 MGD.
The three plants include: North-Side, West-Southwest, and
Calumet. The remaining plant is a proposed treatment faci-
lity with a planned-capacity of about 70 MGD to be located
within the O'Hare-Des Plaines area. All four treatment
plants will be designed to process wastewater at a continu-
ous rate of one and one-half times the dry weather waste-
water flow rates projected for 1985. This continuous rate
is equivalent to 3,700 cfs or approximately 2,400 MGD. A
water reclamation plant, the John F. Egan plant, is presently
under construction and will have a capacity of 30 MGD.
The diameter expressed is an equivalent diameter, since tunnels
will be somewhat oval-shaped and not a true circle.
V-3
-------
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 will
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
drop shaft. The dividing wall of the shaft allow air
to enter or to escape on one side and water to flow in
or to be pumped out 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.
V-4
-------
FIGURE V-2
EM15 Drop Shaft
and Collecting Structure
COLLECTING
STRUCTURE
AIR VENT CHAMBER
AIR SHAFT
TOP OF SILURIAN DOLOMITE FORMATION
DEAERATION AREA
V-5
-------
(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.
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.
V-6
-------
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 MAINSTREAM SYSTEM
The components of the TARP Mainstream system include:
two waste treatment plants, over 57 miles of conveyance tun-
nel, and a proposed storage reservoir. The Mainstream system
layout, Figure V-l, shows a conveyance tunnel extending from
59th Street, under the Sanitary-Ship Canal and Chicago River,
to the confluence of the North Shore Channel and North Branch
of the Chicago River. At this point the system branches out
in two directions under these water systems, following the
North Shore branch extending to Wilmette and the North Branch
extending to the boundary of the MSDGC combined-sewer service
area. Figure V-3 provides an overall profile view of the
Mainstream system and shows major streets, river system seg-
ments, and tunnel elevations.
V-7
-------
FIGURE V-3
Mainstream System Profile
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The over 57 miles of conveyance tunnel will be construc-
ted in two phases. Phase I involves construction of about
40 miles of tunnel which will be the main wastewater conve-
yance system. The remaining 17 miles will be constructed
in Phase II, almost parallel to the lower portion of the
main line route, to be used primarily as a relief system.
The Mainstream conveyance tunnel will have 134 drop shafts
and a storage volume of approximately 3,180 ac-ft.
The two treatment plants associated with the Mainstream
System are the North-Side and the West-Southwest Sewage
Treatment Works. The North-Side plant will have a capacity
of 436 MGD and will process wastewater from the northern
half of the Mainstream system. The West-Southwest plant
will have a larger capacity of 1,358 MGD and will process
wastewaters from both the southern half of the Mainstream
system and the Lower Des Plaines system.
The combined-sewer overflow conveyed by the system's
tunnels will be stored in the proposed Mainstream system
reservoir which will also store overflow wastewater conveyed
by the Lower Des Plaines system. The storage capacity planned
for this reservoir is 64,000 ac-ft, the projected wastewater
inflow from both of these systems 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 sto-
rage must exceed the three day limit.
The portion of the Mainstream system addressed by this
environmental impact statement is described in detail in
the following sections; Component System and Component Sub-
systems. The component system is the Mainstream conveyance
tunnel only, not including reservoirs and waste treatment
plants. In addition, the tunnel route to be addressed is
the 59th Street to Addison Street segment, excluding the
North Branch of the Chicago River, Addison Street to Wil-
mette, and the relief tunnel segments of the Mainstream
system. The subsystems described are associated with the
conveyance tunnel and include drop shafts, collecting
structures, and pumping stations.
5.2.1 Component System
The total area served by the Mainstream conveyance
tunnel system from 59th Street to Addison Street is 152.5
square miles, within the MSDGC "Central Facility Area."
The 59th-to-Addison service area is presently served by
local combined-sewer systems, and 124.2 of the total square
V-9
-------
mile area is within the Chicago city limits. The remaining
28.3 square miles include the suburban communities of Berwyn,
Cicero, Lyons, McCook, Stickney Forest, and Summit.
The overall length of the 59th-to-Addison tunnel is
21.2 miles and the total number of subsystems of this seg-
ment includes 82 drop shafts, 5 construction shafts, 2
access shafts, and 1 pumping station. The tunnel segment
will be excavated using full-faced, diesel driven, mechani-
cal boring machines, or moles, and the inside diameters
will range from 15 to 33 feet. Most of the tunnel will be
lined with 12 inches of concrete and will be excavated at
an average rate of 25 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 ground-
water or exfiltration of wastewater.
Until the capacity of the West-Southwest sewage treat-
ment works is expanded to 1,358 MGD, the dewatering rate of
the Mainstream conveyance tunnels is restricted to the
treatment works' existing capacity of 866 MGD, or 1340 cfs.
The 866-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
sections within the 59th-to-Addison segment. The 59th-to-
Addison segment has been divided into two sections; 59th
Street to Damen Avenue, and Damen Avenue to Addison Street.
(1) 59th Street to Damen Avenue Tunnel
This tunnel has an overall length of 45,100 feet
(8.5 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 a finished diameter of 33 feet and a slope of
0.2 feet per 1,000 feet. The upstream and downstream
tunnel-bottom elevations are -255.38 CCD (Chicago City
Datum) and -264.00 CCD, respectively. In terms of
Mean Sea Level (MSL), the corresponding elevations are
324 feet and 315 feet.
V-10
-------
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Based on the geologic and hydraulic characteris-
tics of the area, the conveyance tunnel will be aligned
primarily within the dolomite (Kankakee and Edgewood
formations) and shale (Brainard formation) deposits
with an overall rock cover of 180 feet minimum. The
crown area of one section of tunnel will be in the
Joliet dolomite formation. This section is approxi-
mately 15,000 feet long and centered near Central
Avenue.
Two 33-foot diameter construction shafts will be
located on the 59th-to-Damen section of the Mainstream
tunnel route. One shaft will be at the end of the
route near 59th Street and the other will be within
the West-Southwest treatment works boundary near Cen-
tral Avenue. Construction equipment, machines, and
material will be transported into the tunnel through
these shafts. During the tunnel construction phase,
rock and spoil material will be removed through one
of these shafts.
(2) Damen Avenue to Addison Street Tunnel
The Damen-to-Addison tunnel section will have a
finished diameter of 30 feet for a length of 60,350
feet (11.4 miles) and 13 feet for a length of 6,500
feet (1.2 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.
Two tunnel branches; Racine Avenue and Chicago River-
Wolf Point, are a part of the Damen-to-Addison tunnel.
One branch extends eastward toward Lake Michigan and
the other extends southward under the South Fork of
the Chicago River.
The slope of the conveyance tunnels range from
0.2 to 0.4 feet per 1,000 feet of tunnel. Between
Damen Avenue and Chicago Avenue, the tunnel slope will
be 0.2 feet per 1,000 feet and between Chicago Avenue
and Addison Street, 0.4 feet per 1,000 feet. The
elevations reflecting this slope are -254.99 CCD (324
MSL) and -239.34 CCD (340 MSL), respectively.
The tunnels will be aligned predominantly within
the Joliet and Racine dolomite formations. However,
a short 4,000-foot section will be in the Kankakee
dolomite formation between Damen and Ashland Avenues,
1,000 feet of which will be in the Edgewood formation,
V-12
-------
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which consists of cherty (flintlike) and shaley dolo-
mite. This alignment was based on the area's providing
geologic and hydraulic features and provides a rock
cover of 95 to 195 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-foot diameter construction shafts.
The construction shafts will be located at both ends
of the Damen Avenue and Addison Street tunnel segment,
and near Roosevelt Road adjacent to the Chicago River.
Construction equipment and machines for excavating the
Racine tunnel branch will be introduced in the 59th-
to-Damen tunnel segment, which will be completed by
the time construction starts on this branch. For the
Chicago River-Wolf Point branch, machines and equip-
ment will enter from a heading or starter-tunnel loca-
ted in the main tunnel at Wolf Point. As stated for
the 59th-to-Damen tunnel segment, rock and spoil
material will be removed through these construction
shafts.
5.2.2 Component Subsystems
The subsystems of the Mainstream Conveyance Tunnel sys-
tem include drop shafts, pumping stations, and surface col-
lecting structures. In this section, the sizes, locations,
and number of these subsystems are described by the previous-
ly identified tunnel segments.
(1) 59th Street to Damen Avenue Tunnel
Twenty-two drop shafts will be constructed to
intercept and transfer wastewater overflows to the
tunnel system. The finished diameters of these drop
shafts will vary as shown on the following page.
V-14
-------
Table V-l
Continued
Drop Shaft Finished
Shaft No. Location Diameter
16 South Lawndale Ave. 7'2"
(Ext.) (North)
17 South Kedzie Ave. 9'0"
(South)
18 South Kedzie Ave. 4'0" (S)
(North)
19 South California Ave. 12'0"
(South)
20 South Rockwell Street 12'0"
(Ext.) (North)
21 South Western Avenue 13'0"
(South)
22 South Oakley Avenue 9'0"
(Ext.) (North)
V-17
-------
(2) Damen Avenue to Addison Street Tunnel
The Damen-to-Addison segment will have 62 drop
shafts constructed to intercept the overflows and con-
vey them to the tunnels. The finished diameters of
these drop shafts vary from 4 feet to 17 feet. The
numbers and sizes are as follows:
No. of Shafts Finished Diameter Type
3 17
5 13
6 12
11 9
10 7
6 5
21 4
DW4
DW4
DW4
EMI 5
2" EM15
8" EMI5
EM15
Total: 62
The location of the shafts along this segment of the
Mainstream route is shown in Figure V-4. A summary
of drop shafts is presented in Table V-2.
This portion of the tunnel system will not have
a separate pumping station. All wastewater overflows
will be conveyed by gravity to the main or 59th Street
pumping station.
The tunnel segment design includes a total of
125 collecting structure connections intercepting the
combined-sewer overflows. Fifty-three of these drop
shaft connections will intercept overflows directly,
9 will connect to existing interceptors nearby, and
63 will connect directly to existing interceptors.
All 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, 70 existing combined sewers will be connected
directly to the interceptors, providing conduits of
sufficient size to allow maximum flow to the inter-
ceptors in the event existing sewer lines are filled
to capacity. Therefore, 63 interceptor relief points
are provided for the existing interceptors.
V-18
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No. of Shafts Finished Diameter Type
2 17
4 13
4 12
4 9
1 7
2 5
4 4
1 2
DW4
DW4
DW4
EMI 5
2" EMI5
8" EMI5
EMI 5
EMI 5
Total: 22
Figure V-3 shows the location of the 22 drop shafts
along the conveyance tunnel route and Table V-l sum-
marizes the number, locations and sizes of the shafts.
The main pumping station for this segment of the
tunnel system will be constructed underground adjacent
to the 59th Street construction shaft, 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 re-
moving any infiltrated groundwater from the tunnel, a
5,000-GPM capacity pump will be installed at the sta-
tion.
The 59th-to-Damen tunnel will consist of 45 col-
lecting structure connections intercepting the combined-
sewer overflows. Thirty-three drop shaft connections
will intercept the overflow points directly, 2 drop
shaft connections lead to new adjacent interceptors,
and 10 overflow connections lead to existing intercep-
tors. The structures for the 10 existing interceptor
connections will consist of conduits of sufficient
size to allow the full capacity of the existing sewer
to flow to the interceptor without any overflow sur-
face water systems. Therefore, the existing inter-
ceptors will be relieved at 10 points.
V-15
-------
Table V-l
59th Street to Damen Avenue Tunnel -
Summary of Drop Shaft Number, Location, and Size
Shaft No.
1(1)
2(D
3(D
4
5
6
7
8
9
10
11
12
13
14
15
Drop Shaft
Location
75th Street (Ext.)
Hodgkins (West)
75th Street (Ext. )
Justice (East)
67th Street (Ext.)
Bedford Park (East)
Lawndale Avenue
Summit (West)
Lawndale Avenue
Summit (East)
Southwest 13A
Intercepting Sewer
Grove Avenue
(North)
South Natchez Out-
fall (Ext.) (South)
Hiawatha Avenue
(Ext.) (North)
Lombard Avenue
(Ext.) (North)
West Side Treat-
ment Plant (North)
Leamington Avenue
Outfall
South Laramie Ave.
(Ext.) (North) SW/1
South Laramie Ave.
(Ext.) (North) W/l
South Kilbourne Ave.
(Ext.) (North)
Finished
Diameter
5 '8" (C*)
4'0" (C)
9'0" (C)
4'0" (C,S**)
4'0" (S)
2'0"
5 '8"
12 '0"
13'0" (C)
17 '0"
9'0"
17 -O"
13'0"
12 '0"
13 '0"
1 Not included as part of the proposed action.
* C = Combined shaft.
** S = Sloped shaft.
V-16
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Table V-2
Damen Avenue to Addison Street Tunnel -
Summary of Drop Shaft Number, Location, and Size
Drop Shaft Finished
Shaft No. Location Diameter
23 South Damen Avenue 4'0" (S)
(North)
24 South Wood Street 4'0" (S)
(Ext.) (South)
25 South Paulina St. 9'0"
(Ext.) (North)
26 Racine Avenue 9'0"
Pumping Station
27 Racine Avenue 17'0"
Pumping Station
28 Racine Avenue 17'0"
Pumping Station
29 Racine Avenue 17'0"
30 West ,35th Street 7'2"
(West)
31 31st Street 4'0" (S)
32 Archer Avenue 4'0" (S)
33 Ashland Avenue 4'0"
(South)
34 Ashland Avenue 4'0"
(North)
35 Laflin Street 13'0"
36 Loomis Street 4'0" (S)
37 Halsted Street 4'0"
38 Dan Ryan Exp. 9'0"
39 24th Street 9'0"
Pumping Station
40 Normal Avenue 12'0"
41 Canal Street & 9'0"
Grove Street
42 18th Street 7'2"
43 16th Street 7'2"
V-19
-------
Table V-2
Continued
Drop Shaft Finished
Shaft No. Location Diameter
44 15th Street 4'0" (S)
45 14th Street 5'8"
46 14th Street 4'0" (S)
(West)
47 Maxwell Street 7'2"
48 Roosevelt Road 4'0"
(East)
49 Roosevelt Road 7'2"
(West)
50 Taylor Street 12'0"
51 Harrison Street 7'2"
52 Quincy Street 9'0"
53 Jefferson Street & 13'0"
West Monroe Street
54 Wacker Drive & 9'0"
Franklin Street
55 Michigan Avenue & 9'0"
Wacker Drive
56 Stetson Avenue 4'0" (S)
57 Wacker Drive & 5'8"
Columbus Drive
58 Lake Shore Drive 9'0"
(South)
59 Lake Shore Drive 4'0"
(North)
60 St. Clair Street 12'0"
61 Kinzie Street 9'0"
62 West Chicago Ave. 4'0"
(West)
63 North Halsted St. 4'0"
(North)
64 West Cortez Street 13'0"
& North Elston Ave.
(West)
V-20
-------
Table V-2
Shaft No.
65
66
67 &
68
69
70
71
72
73
74
75
76
77
78
79
80
81
Continued
Drop Shaft
Location
West Division St.
(East)
West Blackhawk St.
(West)
North Halsted St.
& North Branch
Canal (North)
West Blackhawk St.
(East)
West North Avenue
(East)
West North Avenue
(West)
North Clifton Ave.
(East)
West McLean Avenue
(West)
North Ashland Ave.
(North)
West Fuller ton Ave.
(East)
West Fullerton Ave.
(West)
North Damen Avenue
(South)
West Diver sey Pkwy.
(East)
West Diversey Ave.
& West Logan Blvd.
(West)
North Leavitt St.
(North)
North Western Ave.
Finished
Diameter
4'0"
12 «0"
7 '2"
4'0"
5 '8"
7'2"
4'0"
9'0"
4'0"
12 '0"
5 '8"
4'0"
5'8n
13'0"
12'0"
7 '2"
(S)
(S)
(S)
(S)
(North)
V-21
-------
Table V-2
Continued
Drop Shaft Finished
Shaft No. Location Diameter
82 West Belmont Avenue 7'2"
(West)
83 West Melrose Street 5'8"
& North Rockwell St.
(East)
84 West Roscoe Street 13'0"
(West)
85 West Addison Street 12'0"
(East)
V-22
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5.3 OPERATION OF THE TUNNEL SYSTEM, 59TH STREET TO ADDISON
STREET
This section describes the important operation, mainte-
nance, and management steps necessary to maintain for proper
functioning of the tunnel system. This section also provides
estimates of operation and maintenance costs. Each of the
actions is treated separately below.
5.3.1 Operation Steps
The operation of the tunnel system has one basic step
during wet weather conditions. This step is the dewatering
of the tunnel at rates which do not overburden the treat-
ment capacity of the West-Southwest Sewage Treatment Works
(WSWSTW). 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 WSWSTW must not exceed the
allowable peak flow through the WSWSTW. 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 WSWSTW 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 dewatering rate can be increased so that
total flow through the treatment system is at allowable
peak flow. Thus, in order to properly control the dewater-
ing pump rate, the operator must constantly monitor the
allowable flow rate through the WSWSTW. This allowable
rate will depend on three variables: the extent of "down-
time" for scheduled maintenance, the frequency of malfunc-
tions, 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 Sanitary and Ship Canal. Such action will maintain
sufficient capacity in the upstream portions of the tunnel
to eliminate overflows close to the Lake Michigan shore-
line.
V-23
-------
High dewatering rates are necessary to achieve velo-
cies of tunnel water which will scour sediment from the
tunnel floor. When dewatering time is increased, removal
of sediment is increased as well. To remove more sediment,
the operator would increase dewatering time 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 pump this canal water to the
WSWSTW.
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 water
to 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 during wet weather could result in polluting
overflows at interceptor connections, drop shafts, and
outfalls.
5.3.2 Maintenance Steps
Required maintenance of the system comprises four
areas:
(1) Equipment Maintenance
Pumps, pump controls, and power supply equipment
routinely must be checked and maintained.
(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 periodic repairing as necessary.
V-24
-------
(3) Maintenance of Surface Structures
Surface structures will be built at construction
shafts, drop shafts, and the pumping station. All
will require routine maintenance to assure adequate
appearance, structural soundness, and safety for
workers and visitors. 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 periods 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 $2.8 million. This estimate is based
on the one given in the environmental impact statement
prepared for the MSDGC in November 1973.1 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 $2.8 million for the
59th Street to Addison Street segment of the tunnel system
was derived as the product of the ratio of tunnel volume
for this segment to total TARP tunnel volume times the to-
tal cost of $13.6 million.2 The ratio of tunnel volumes
"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 (59th to Addison) _ 59th to Addison
Tunnel volume (TARP) X "~ O&M Costs
»f^ ^"^ * $13.6 million = $2.8 million.
9,200 ac-ft
V-25
-------
was used because pumping station operation 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 somewhat con-
servative, because the total estimate includes the water
costs for aquifer protection by recharge wells. Recharge
wells have been found to be no longer required, based on a
recent study conducted by MSDGC.
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
at the WSWSTW. The first constraint is use of accu-
rate, timely information on the maximum inflow rate
and water depth in the tunnel. The second constraint
is consideration in the plan of allowable flows at the
WSWSTW. Since treatment capacity is likely to be in-
creased at the WSWSTW, 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 WSWSTW. Since treatment capacity at WSWSTW can
be regarded as a scarce resource, canal water flushing
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 WSWSTW.
V-26
-------
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 capa-
city 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-27
-------
-------
VI. EFFECTS OF CONSTRUCTION ON
THE NATURAL ENVIRONMENT
-------
VI. EFFECTS OF CONSTRUCTION ON
THE NATURAL ENVIRONMENT
This chapter describes construction impacts upon the
water, land, and air resources of the Chicago area. Con-
struction of the conveyance tunnels, in the Phase I construc-
tion 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 continues the discussion begun in Chap-
ter II, Existing Natural Environment, and is, thus, divided
into the same three main sections:
Water Resources
Land Resources
Atmospheric 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.
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
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.
VI-1
-------
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 neces-
sary. Measures for ameliorating potential construction im-
pacts are described in Chapter X.
6.1.1 Surface Water
Impacts on surface water quality and quantity caused
by construction of the Mainstream Tunnel from 59th Street
to Addison Street are discussed in this section. Effects
on water quality from effluent discharged in tunnel de-
watering during construction are treated separately in Sec-
tion 6.1.3. The Mainstream Tunnel system may be conveniently
divided into two segments for further discussion:
59th Street to Damen Avenue
Damen Avenue to Addison Street.
(1) 59th Street to Damen Avenue
This tunnel segment runs parallel to the Sanitary
and Ship Canal and is approximately 8.5 miles in length.
Two construction shafts and 22 drop shafts will ulti-
mately be excavated along its length (see Figure V-4,
page V-10). These shafts generally will be placed in
paved or otherwise impervious areas which will result
in construction runoff and additional sedimentation
loading of the canal and existing sewer systems
during construction. Several shafts are cited in a
location with high erosion potential and the construc-
tion of a berm around the site will be required to pre-
vent soil from washing into the Sanitary and Ship Canal
and adjacent sewers during rainstorms.
Stockpiles of spoil materials at the three construc-
tion shafts 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 pro-
vided.
Dewatering operations during construction are ex-
pected to contribute a minor amount of flow to the
Sanitary and Ship Canal after appropriate treatment
VI-2
-------
(see Section 6.1.3). The 59th Street to Damen Avenue
segment of the Mainstream Tunnel system is expected to
yield a maximum flow of about 1.7 MGD of infiltrated
groundwater toward the end of the ten-year construc-
tion period, which will eventually be discharged into
the Sanitary and Ship Canal. Since the average annual
flow rate in the canal over the years, from 1960 to
1969, was in excess of 3,000 CFS or about 1.940 MGD,1
the flow added during construction dewatering opera-
tions will be insignificant. The augmentation of flow
to the canal is beneficial, since it will enhance navi-
gation along the waterway.
(2) Damen Avenue to Addison Street
This tunnel segment generally follows the Chicago
River and the North Branch of the Chicago River with
two offshoot tunnels, the Racine Avenue Branch and the
Chicago River-Wolf Point Branch (see Figure V-5, page
V-12). Total length of this segment is about 12.6
miles. As shown in Figure V-5, three construction
shafts and 62 drop shafts lie along its length. As on
the 59th Street to Damen Avenue segment, most of these
shafts are also expected to be located in paved areas
and the problems of sedimentation to the waterways and to
existing sewers will arise. As noted before, berms to
control the runoff of soil and spoil materials will be
required at the appropriate sites. No adverse impact to
area waterways is expected, however, because of the de-
veloped nature of the selected shaft sites and the an-
ticipated rapid removal of spoil material to a disposal
site.
Construction dewatering operations are expected to
yield a maximum flow of about 2.15 MGD over the 12.6-
mile length of the tunnel segment. Since the average
yearly flow along the North Branch of the Chicago River
over the years 1960 to 1969 averaged well in excess of
19 MGD (lowest average yearly flow for the decade), the
effect of the flow from tunnel dewatering operations is
likely to be insignificant. The augmentation of flow
along the waterways is, of course, beneficial to navigation.
USGS, Surface Water Supply of the United States, "Water Supply
Papers Corresponding to Upper Mississippi River Basin Below Keokuk,
Iowa," 1971.
VI-3
-------
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.
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
Harza Engineering Company, "Geotechnical Design Report, Tunnel
and Reservoir Plan, Mainstream Tunnel System," Metropolitan Sani-
tary District of Greater Chicago, Chicago, Illinois, 1975.
VI-4
-------
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 (i.e., no concentrated
leakage locations will be tolerated).
Due to the heterogeneous nature of aquifer per-
meability, it is difficult to predict groundwater in-
flow to tunnel segments. HECl used water pressure
test data from boreholes as input to a computer simu-
lation to predict inflow to sections of the Mainstream
Tunnel. The following is a summary explanation of
their approach.
Two different approaches were evaluated to
approximate the secondary permeability of
the rock mass for use with the finite ele-
ment analysis. One approach expresses per-
meability 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 re-
sults of water pressure tests performed in
drill holes. Using the second approach,
difficulty is encountered 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.2 This program solves problems of
steady state flow through porous media. It
can accommodate zones of different permeabili-
ties in both horizontal and vertical direc-
tions. This program is easily applied, and
the results are as reliable as any available
method. However, the results must be used
with judgement,-and their sensitivity to vari-
ations in assumptions and input must be con-
sidered.
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-5
-------
The inflows calculated provided a range of Kh/Kv
values (ratio of horizontal to vertical permeability).
The pre-grouting inflows tabulated by HEC in their
1975 report represents Kn/Kv values in the range of
10 to 500.
Figures VI-1, 2, and 3 show calculated inflow to
the Mainstream Tunnel system based on the HEC data.
Data from each borehole were applied to the tunnel for
half the distance between boreholes. The values of
inflow plotted represent those calculated with the
presumptions that Kft/Kv = 10, thus, the figures are
conservatively high. The average pre-grouting inflow
to the Mainstream Tunnel system is estimated at about
0.5 MGD/mile.
Inflow projections for the Southwest intercepting
sewer and the Calumet intercepting sewer indicated that
pre-grouting total inflows at Kft/Kv = 10 would be about
0.9 MGD and 1.0 MGD, respectively. Observed inflow
after construction and initial grouting of the South-
west sewer indicated that pre-grouting inflows were
about 1.4 MGD. Reported pre-grouting inflow after con-
struction of the Calumet sewer was about 0.7 MGD. Com-
paring 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 gen-
erally low estimate of actual inflows."!
By studying the geohydrologic cross sections and
analyzing pressure test data, the following can be
concluded:
On the average, sections of the Mainstream
Tunnel which penetrate the Brainard shale
exhibit an infiltration rate of about 0.001
MGD/mile or less.
Infiltration from the Edgewood is approxi-
mately 0.012 MGD/mile; from the Joliet and
Kankakee formations collectively, about
0.033 MGD/mile; and from the Racine forma-
tion, about 0.030 MGD/mile.
HEC, 1975.
VI-6
-------
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Where the tunnel is near the top of the bedrock,
the permeability probably increases, therefore,
the infiltration rate for the Racine is esti-
mated to be 0.040 MGD/mile.
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 pro-
ceeds.
(2) Dewatering
In view of the relatively low transmissivity
(movement between two points) of the aquifer, dewater-
ing at rates of several hundred gpm should 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 arid 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
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-10
-------
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.
(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 59th-to-Addison Mainstream Tunnel segment, there
are no water supply wells located near the tunnel route,
and the clouding effect is not expected to occur.
6.1.3 Effluent Disposal From Tunnel Dewatering Operations
Infiltration of 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 in the Phase I Main-
stream Tunnel, from 59th Street to Addison Street, will be
about 3.85 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 tha 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, orout 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.
MSDGC, General Specifications - Construction Contracts, Section 19,
March 1974.
VI-11
-------
The disposal of effluent from dewatering operations dur-
ing tunnel construction is expected to have a negligible
impact upon the environment.
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. A major part of this pro-
gram will be the in-stream monitoring of water quality para-
meters at 45 locations on the three major river systems.
Inadvertent placement of a monitoring station in the immedi-
ate vicinity of a construction site could produce mislead-
ing 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 Mainstream Tunnel system is not
expected either to aggravate or to relieve problems in areas
VI-12
-------
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 the 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.
HEC, 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-13
-------
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.
General geologic aspects are discussed in Section 2.2.3,
Geology.
1. Racine Formation
Tunneling 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-14
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VI-15
-------
Differences between the uncorifined 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
Tunnels have been constructed principally in the
Joliet formation. Although little short-term sup-
port 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 pro-
jected operating conditions.
VI-16
-------
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 for 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-17
-------
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 .
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.
8. Fort Atkinson Formation
In highly fractured zones in this formation
high water inflows may occur. Where relatively
massive and pure, the Fort Atkinson dolomite should
make good tunneling rock. Where shale interbeds
are frequent, their deterioration by tunneling
would weaken the rock mass and short-term support
would be necessary until concrete lining could be
provided for long-term stability.
9. Scales Formation
As in the Brainard formation, the Scales
shale exhibits pronounced slaking and crumbling.
VI-1!
-------
This will seriously impair rock strength. The
rock core samples of the Scales formation become
soft and plastic when wet. This evidence, as well
as experience with shales, suggests the possibility
of plastic flow in portions of this unit. Slaking
has occurred during construction of storage caverns
partly excavated in the Scales in northern Illinois
and Indiana.
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
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 beem 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.
VI-19
-------
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 Mainstream
Tunnel system, prominent rock layer changes due
to folding are expected to occur between Touhey
and Devon, Irving Park and Diversey, Roosevelt
and Pulaski, and Oakton and Dempster.
3. Joints
Joints are widespread throughout the rocks
in the Chicago area and may have an impact on con-
struction where:
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,
VI-20
-------
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
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 rockfall is pos-
sible, machine-excavated tunnels may require support
to prevent such failure of the surrounding sail or
rock. For much of the tunnel lengths, the rock cover
VI-21
-------
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.
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.
Bauer, 1973.
VI-22
-------
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
rockfall 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
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 Mainstream Tunnel system. Spoil volumes
VI-23
-------
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 two sites. Uses for this material include
use as concrete aggregate and as fill for such projects as
the "Ski Mountain" plan.
Rock excavated 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 will be. Moled rock from the Lawrence Avenue
Tunnel was not considered suitable for use as concrete aggre-
gate because the material contained a sufficient quantity of
shale 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-
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
VI-2 4
-------
of Phase I tunnels will generate roughly 17,620,000
cubic yards of spoil material for disposal. A detailed
plan for the disposal of this considerable amount of
material has not yet been developed. However, the gen-
eral 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
is planned for McCook quarry, or stockpiled off-
site, as is proposed for Thornton quarry.
Sufficient room for stockpiling of 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
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
eventual height of the stockpile is expected to be
limited by air traffic safety considerations. The
Federal Aviation Agency has indicated preliminarily
that the maximum elevation of stockpiles in the
McCook area would be limited by air traffic con-
straints to about 200 feet above street grade. To
limit stockpile height to 200 feet, approximately
600 acres would be needed for spoil storage. This
would be available at designated disposal areas of
the McCook site, assuming some utilization of neigh-
boring MSDGC sludge lagoons for a small amount of
additional storage.
VI-25
-------
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 problems
with groundwater contamination by leachate from
the spoil.
Excavation of all Phase I tunnel systems over
the ten-year period from 1976 through 1985 will
produce approximately 17,620,000 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-4.
The environmental effects associated with Juch
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, c-ueh
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 ;~r,~
vironment provided by landfill operations.
(2) Mainstream Tunnel System
Excavation of the Phase I Mainstream Tunnel from
59th Street to Addison Street over the ten-year per id.
from 1976 through 1985 will produce approximately
4,540,000 cubic yards (bulk volume) of spoil for
See Table III-ll, p. 111-21.
VI-26
-------
NOIiDfiaiSNOD JO UV3A
5861 WSl F.Bol Z861 1861 0861 6i6l 8161 U61 9i6l
snrswrswrswrswrswrswrswrswrswr
J 1 ,J 1 U-I-L. | I I. | I I | I L
ooo'oos
ooo'ooo'i
OOO'OOS'l
* o
H S)
>»
j> >.
000'000'J
2 H.
-------
disposal weighing about 6,743,000 tons. Peak genera-
tion of spoil material is expected to occur over the
period from January 1978 to October 1980 when the rate
of spoil generation will reach 941,000 cubic yards per
year. This figure assumes the excavation of 627,300
cubic yards per year and a bulking factor of 1.5.
Spoil production rates were calculated from the MSDGC's
construction schedule for the Mainstream Tunnel system
from 59th Street to Addison Street shown in Figure VI-5.
Spoil production rates for the Mainstream Tunnel system
are compared.with production rates for all the Phase I
tunnels in Figure VI-4. In the absence of information
concerning the contractor's specific disposal plans, it
is assumed that spoil material from the Mainstream Tun-
nel system will be disposed of in landfills. One poten-
tial site for the disposal of a significant amount of
spoil from the Mainstream Tunnel system is the inactive
Stearns quarry. The quarry has an available capacity
of about 6.5 million cubic yards to street level. Once
filled to this grade, the site could be used for a park
or for some other function. A comparison of the volumes
involved shows that the Stearns quarry could easily ac-
cept all of the spoil generated by construction of the
Mainstream Tunnel system from 59th Street to Addison
Street. Possible truck routes to the Stearns quarry
from Mainstream Tunnel construction shafts are shown
in Figure VI-6. Other potential sites include the
Techny landfill and the Septon landfill, although avail-
able capacities are not known.
The significant impacts associated with spoil dis-
posal from the Mainstream Tunnel system are:
Land use implications of filling in the
Stearns 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 Stearns 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, respec-
tively, of this chapter. Other potentially serious
impacts upon the natural environment, such as groundw«uer
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 opera-
tions. Marketability of the spoil will be limited because
of the amount of shale and other undesirable constituents
present in the material.
VI-28
-------
FIGURE VI-5
Construction Phasing for
Phase I - Mainstream
Tunnel System
T TT
II M
II H
II II
cc" !SM TT
LU £ I] CC || *
IP "^ s" "«!! ''
Hi CC*11 " M col'
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VI-29
-------
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6.3 ATMOSPHERIC RESOURCES
The effects of construction on air quality and noise
are discussed in the following section.
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
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
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.
VI-31
-------
(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 Mainstream
system are shown in Figure VI-6.
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 Mainstream system, the average daily num-
ber of truck trips originating from all the construc-
tion shaft sites and traveling to the proposed dis-
posal sites is estimated at about 250, with an average
round trip length of 11.5 miles. Therefore, the average
daily VMT by the haul trucks to be used in the Mainstream
system would be about 2,900. The number of truck trips
during the peak construction period in 1980 is expected
to be twice the average number. The truck emissions
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
NO2
SC>2
TSP2
Emission
Factor1
(gm/mi)
28.7
4.6
20.9
2.8
1.3
Estimated
Emissions
(kg/day)
82.2
13.3
60.6
8.1
3.8
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.
VI-32
-------
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 Mainstream Tunnel system would be
located in commercial or industrial areas, noise impact at
the construction site is not likely to be significant. Simi-
larly, noise impact of rock and spoil disposal trucks would
not be significant, because the number of truck trips
generated 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.
VI-33
-------
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 about four years at the Roosevelt Road shaft and
about 5.5 years at the Damen Avenue shaft.
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.
If exhaust fans are used for tunnel ventilation,
the exhaust noise is likely to vary fron^ 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
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 t he
State Highway Administration, November 1974, jr,. F-'i 2.
VI-34
-------
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 Mainstream 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 13,000 vehicles per day to 118,000 vehicles per
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
off 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 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 1 construc-
tion period of TAR?. This volume is equivalent to 26,200,000
dry tons, assuming an in-place rock density of 165 pounds
VI-35
-------
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-36
-------
VII. EFFECTS OF CONSTRUCTION ON THE
MAN-MADE ENVIRONMENT
-------
VII. EFFECTS OF CONSTRUCTION ON THE
MAN-MADE ENVIRONMENT
The effects of construction activity during the proposed
tunneling project on the man-made environment are discussed
in this chapter. Only primary and significant effects are
presented.
This chapter is divided into five main sections:
Socioeconomic
Land Use
Financial Resources
Transportation
Major Projects and Programs.
7.1 SOCIOECONOMIC
The socioeconomic section describes effects of the
projected construction activity evidenced by public annoyances
and inconvenience, worker safety, construction income and
economic multiplier effect within the community, description
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. The Tunnel Plan involves
construction activities which will necessarily reach disparate
parts of Cook County unlike single-site construction projects.
Construction of the tunnels will involve the following major
activities:
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 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 Mainstream 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
-------
(3) Construction Locations Which May _Ca.use__Publi_c
Inconvenience
Review of the proposed locations for construction
access shafts and drop shafts in connection with the
Mainstream 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 17 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 82 drop shafts reviewed, 22 appear to
present potential conflicts; of these, 16 are located
in the downtown Chicago area. This is not surprising
and will require exercising particular care in the place-
ment of equipment, 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 commu"i:..-
cations systems for workers underground are critical. Schedul-
ing of underground work must also be sensitive to weathc,.
conditions.
VII-4
-------
Table VII-1
Drop Shaft Location Posing Potential Conflict Conditions"
Drop
Shaft
Number
General
Location
Shaft
Diameter
Comment
30
34
37
41
52
53
54
55
56
c;?
58
59
60
61
62
63
64
67
71
72
79
84
W 1200 Block of W 35th
Street
2600 Block of S Ashland
Street
2300 Block of S Halstead
Street
2100 Block of S Canal
Street
300 Block of W Quincy
Street
Jefferson & Monroe
Streets
NE Corner of Wacker &
Franklin
N Side of Wacker 100'
E of Mich Ave Bridge
NE Corner of Wacker
Drive & Stetson Ave
NE Corner of backer
S Coiumbus
NW Corner of Lake Shore
Drive ,v E Lake Shore
Drive
N Water Street 50' W
of Lake Shore Drive
N Water across Road E
of St Clair Street
W Kinzie Street be-
tween Xingsbury &
River
' Chicago Ave & W Bank
of North Branch
N Halstead and W Bank
of North Branch
N Elston Betw-eon Cortez
& W Division Street
NW Corner of W Haines
Street S N Branch
Canal
1600 Block North Ave
near Dock
End of Clifton Ave at
N Branch
Logan St & W Diversey
Intersection
West Roscoe St and N
Branch
7'2"
4'
4'
9'
9'
13'
9'
9'
4'
5'8"
9'
4'
12'
9'
4'
41
13'
4'
7'2"
4'
13'
13'
May block a lane and shoulder
May eliminate some parking spaces
In an industrial parking lot, may use
spaces
May block a lane and shoulder
May block a lane and shoulder
May block a portion of the intersection
May block a lane and sidewalk
May block a lane, bridge, historic
interest
May block a lane and shoulder
May block a lane, just N of IL Center
May block a lane and sidewalk
May block a lane and sidewalk
May block a lane and sidewalk
May eliminate parking spaces in lot
May eliminate some spaces in parking
lot
May eliminate some spaces in parking
lot
Location in boat yard's storage lot
Location in N Chicago freight yards-
industrial area
Potential traffic problem at dock
May block a lane and shoulder
Surrounded by residential properties
Location in boat yard storage lot
MSP Tunnel and Reservoir Preliminary
Photographs Taken January 25, 1973,"
Quadrangle Shaets, March 1974.
Plans - "Photo Plan Maps From Aerial
Photo Control From USGS 7 1/2 B'oot
VII-5
-------
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
-------
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 Main-
stream Tunnel construction potentially could experience a
minimum of 90 disabling injuries and one fatal or permanent
disability case during its seven years of construction.
Table VII-2
Potential Work Injuries and Disabilities
Related to Mainstream Tunnel Construction-'-
Total Man-hours
of Exposure for
Mainstream Tunnel*
6,356,173
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.
ft 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 Mainstream's 57 miles of
tunnels would yield a speculative maximum of 14 fatalities
and 2,337 work-related injuries. This level of incidence
is certainly too high for Mainstream Tunnel construction
VII-7
-------
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.1
7.1.3 Construction Income
The construction of the Mainstream 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 Mainstream
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.
1 Washington Metropolitan Area Transit Authority, "Accident
Experience Summary," December 1975.
VII-8
-------
Table VII-3
Estimated Jobs Generated By Industry"
Fiscal
Year
1976
1977
1978
1979
1980
1981
1982
1983
1984
1985
1986
Mainstream
Construction
Cost in Millions
$16.6
$54.9
$76.9
$91.4
$96.7
$90.2
$51.8
$18.2
$ 8.6
$ 2.9
-
Manufac-
turing*
185
613
859
1021
1081
1008
579
203
96
32
-
Wholesale
Trade and
Transportation ,
Services*
86
286
401
477
504
470
270
95
44
15
-
Mining
and Other*
43
144
201
239
253
236
135
47
22
7
-
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.
"BLS Unpublished Data," Bureau of Labor Statistics, U.S. Depart-
ment of Labor, February 1975.
VII-9
-------
Table VII-4 presents construction and labor cost esti-
mates for tunnel construction only by segment of the Main-
stream system. Table VII-5 presents construction employ-
ment income estimates by segment by year during the construc-
tion period and the secondary effect of the income in the
local economy.
The assumptions inherent in the calculations are that
one man-year equals 2,000 man-hours, and that the average
man-hour cost is $10.95. The economic multiplier used is
1.8. As shown, the peak construction man-loading would occur
in the years 1978, 1979, and 1980. Construction income
would reach $18.2 million with a secondary economic effect
of $32.7 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 Mainstream Tunnel
project, at its peak, would represent less than 2 percent
of total area construction earnings based on the 1971 re-
ported earnings level. Construction employment earnings
from this one project are not considered overly significant
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 Mainstream
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 320 jobs in 1976 to a peak of 831 in 1978 and 1979,
thereafter declining to 68 in 1982, the last year of con-
struction. 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 construc-
tion 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 Mainstream 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
-------
Table VII-4
Tunnel Construction and Labor Cost Estimates By
Segment of the Mainstream System1
Mainstream
Segment
59th to Central
Central to Damen
Damen to Roosevelt
Roosevelt to Ogden
Ogden to Addison
Pumping Station
Total
Total
Construction
Estimate*
$ 48.6
$ 69.3
$ 65.7
$ 45.3
$ 54.9
$ 78.1
$361.9
Estimated
Labor
Cost
$12.6
$18.0
$17.1
$11.8
$14.3
$14.7
$88.5
Estimated
Man-Years
Needed
575
820
775
535
650
670
4025
Estimate of
Construction
Duration
(Years)
4.5
5.4
5.5
3.9
5.4
4.2
-
Expressed in millions of dollars; materials and labor costs involved
in tunneling only.
Metropolitan Sanitary District of Greater Chicago.
VII-11
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Table VII-5
Mainstream Tunnel Construction Income
(in millions)
Mainstream
Segment
59th to
Central
Central
to Damen
Damen to
Roosevelt
Roosevelt
to Ogden
Ogden to
Roosevelt
P Station
Total
Secondary
Effect*
Construction Years
1976 1977
2.8 2.8
2.4 3.3
.8 3.1
2.0
1.0 2.6
-
$ 7.0 $13.8
$12.6 $24.8
1978
2.8
3.3
3.1
3.0
2.6
3.4
$18.2
$32.7
1979
2.8
3.3
3.1
3.0
2.6
3.4
$18.2
$32.7
1980 1981 1982 1983 1984
1.4
3.3 2.4
3.1 3.1 .8
3.0 .8
2.6 2.6 ,3
3.4 3,4 .4
$16.8 $12.3 $ 1.5
$30.2 $22.1 $ 2.7
A multiplier of 1.8 has been applied.
VTI-12
-------
Table VII-6
Mainstream Construction Job Generation
Year
1976
1977
1978
1979
1980
1981
1982
1983
1984
1985
1986
Total
Constraction
Income
$ 7,000,000
$13,800,000
$18,200,000
$18,200,000
$16,800,000
$12,300,000
$ 1,500,000
$
$
$
$
$87,800,000
Construction
Man-Hours*
639,269
1,260,274
1,662,100
1,662,100
1,534,246
1,123,288
136,986
-
-
-
-
6,356,173
Construction
Job Generation"!"
320
630
831
831
767
562
68
-
-
-
-
-
Based on an average usage of $10.95 per hour.
Based on 1 man-year = 2,000 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 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 Shaft
Number Diameter Location
52 9' 300 block of W. Quincy Street
54 9" N.E. corner of W. Wacker and N. Franklin
55-58 4'-9' Along the river bank north of Wacker
Drive between Michigan Avenue Bridge
and Lake Shore Drive
60 12' N. Water access road east of St. Clair
Street
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 not 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 and
boats in the two boat yards open-storage areas. 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 accomodate 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
categories. As a consequence, this material was
primarily used as low quality landfill. Shale pre-
sent 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 conclu-
tion is further supported by the experience of a major
major quarry operator in the Chicago Metropolitan
area who had to abandon efforts to market this type of
material because it could not be crushed and refined
in a manner that would meet industry standards for
high quality rock products.
Since there are no reliable current estimates of
the demand for landfill in the local area over the period
1976 to 1986, it was not possible to develop reliable
expected sales estimates of the excavated material 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 tnis 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
West-Southwest 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. Detailed 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 82 drop shafts, 2 access shafts,
and 5 construction shafts would require adequate space
around the shafts for manuevering 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 10,000 square feet,
or less than one-fourth of an acre for the largest shaft,
which is 13 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 construc-
tion, over periods of from four to five and one-half years.
Acreages used at the five construction shaft sites would be:
Shaft
Number
2
3
4
5
6
Location Acres
59th Street 7.0
Central Avenue 7.0
Damen Avenue 7.0
Roosevelt Street 3.7
Addison Street 3.5
All of these sites are located on MSDGC land except for
shaft number 5, at Roosevelt Street, which must be purchased
by the MSDGC from a private owner.
For the part of the tunnel which follows the North Branch
Table VII-7 shows: land use at the proposed sites of drop
shaft numbers 61 to 85, the number of shafts in each use,
and the associated impact during construction.
Table VII-7
Land Use Distribution and Impact for
Drop Shafts 61 to 85
Land
Number
of Drop
Shafts
Impact on Land Use
Industrial yard
Industrial parking
Vacant public and
MSDGC property
Street edge
Boat storage yard
Materials storage
yard
Dock
7
6
4
2
2
1
Temporary reduction in materials
handling capacity
Temporary consumption of parking
space
None
Temporary reduction in traffic
capacity
Temporary reduction in storage
capacity
Temporary reduction in storage
capacity
Temporary reduction in storage
capacity
MSDGC Tunnel and Reservoir preliminary plans - photos plan
maps from aerial photographs taken January 25, 1973. Photo
control from USGS 7^-foot quadrangle sheets, March 1974.
VII-18
-------
All of the effects are temporary and do not actually
change land use, but constitute minor interruptions to the
utilization of land at the drop shaft sites.
A construction shaft would also be excavated along the
North Branch section of the tunnel route. It would be lo-
cated south of West Addison Street and east of the North
Branch in a vacant MSDGC-owned tract of land. The location
of the shaft would be about 500 feet from the most remote
part of the Lane Technical High School, and its construction
is not expected to cause interference with the utilization
of school property.
For the tunnel section which follows the Main Branch
of the Chicago River, Table VII-8 gives land use of the pro-
posed locations for drop shaft numbers 54 to 60, number of
drop shafts in each use, and associated impact during con-
struction.
Table VII-8
Land Use Distribution and Impact for
Drop Shafts 54 to 60
Land Use
1,2
Number of
Drop Shafts
Impact on Land Use
Prepared base for future
Riveredge Esplanade Park
(currently vacant)3
Street edge
Vacant land at river edge
Temporary reduction in traffic
capacity on lower level of Wacker
Drive between Michigan Avenue and
Lake Shore Drive
Temporary reduction of traffic
capacity on North Water Street
Temporary reduction of traffic
capacity on lower level of West
Wacker Drive at North Franklin
Street
MSD Tunnel and Reservoir preliminary plans - photos plan maps from
aerial photographs taken January 25, 1973, photo control from USGS
V^-foot quadrangle sheets, March 1974.
All are public lands.
Part of planned pedestrian walkway for the Illinois Center piuject.
VII-19
-------
The only effects on land use along the Main Branch
would be temporary interference with the existing traffic
flow. The change in land use which would result from con-
struction would be the conversion of vacant publicly-owned
land to environmental protection use.
Drop shaft numbers 23 to 53 would be located along the
South Branch. Land uses at the shaft locations, number of
shafts in each land use type, and impact on land use are
shown in Table VII-9.
Table VII-9
Distribution of Land Use and
Impact for Drop Shafts 23 to 53
Land Use-'-
Number of
Drop Shafts
Impact on Land Use
Industrial yard
Vacant
Industrial parking
MSDGC property
Materials storage yard
Street edge
11
7
5
4
1
3
Temporary reduction in materials handling
capacity
Conversion of vacant land to environ-
mental protection use
Temporary consumption of parking space
Conversion of vacant public land to en-
vironmental protection use
Temporary reduction in storage capacity
Temporary reduction in traffic capacity
MSD Tunnel and Reservoir preliminary plans - photos plan maps from aerial
photographs taken January 25, 1973, photo control from U3GS T^-foot quad-
rangle sheets, March 1974.
Any impacts along this portion of the tunnel route can
be expected to be slight, because current utilization of in-
dustrial properties generally is not intensive. The poten-
tial for traffic disruptions is addressed further in Sec-
tion 7.4.
Construction shaft number 5 at Roosevelt Avenue would
consume 3.5 acres of sparsely used industrial yard after
purchase by the MSDGC from a private owner. The construc-
tion of this shaft would remove a relatively low value in-
dustrial parcel from private use and convert it to environ-
mental protection use. The supply of surrounding land with
similar value would not be significantly affected.
VII-20
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The remaining drop shafts, two construction shafts,
and two access shafts would be constructed near the banks
of the Sanitary and Ship Canal. Land uses, numbers of drop
shafts in each use, and associated impacts are given in
Table VII-10.
Table VII-10
Distribution of Land Use and Impacts for
Drop Shafts 4 to 22
Land Use1
Number of
Drop Shafts
Impact on Land Use
Vacant MSDGC property
Industrial yard
Industrial parking
Materials storage yard
10
5
3
1
Conversion of vacant public land to en-
vironmental protection use
Temporary reduction in materials handl-
ing capacity
Temporary consumption of parking space
Temporary reduction in storage capacity
MSD Tunnel and Reservoir preliminary plans - photos plan maps from aerial
photographs taken January 25, 1973, photo control from USGS 7%-foot quad-
rangle sheets, March 1974.
The effects on industrial land uses would be slight,
because adequate land is available to shift existing opera-
tions as required. Two construction shafts would be located
in this part of the route; one at 59th Street and the other
at Central Avenue. Both would require the use of about
seven acres each of MSDGC-owned land, which is currently
vacant and is surrounded by vacant or little-used land.
The resultant land use impact would be conversion of vacant
public land to environmental protection use.
Two access shafts would be constructed; one near Pulaski
Avenue and the other near South Cicero Street. Both sites
are vacant MSDGC-owned land near the banks of the canal,
Construction of the shafts would require building
several access roads and improving two existing access roads.
The new roads would have the following lengths and locations:
500 co 750 feet, connecting construction shaft
number 6 to Addison Street
50 to 100 feet, connecting drop shaft numbei 83
to Rockwell Street on Melrose Avenue
VII-21
-------
500 feet, extending 20th Street to construction
shaft number 4.
Road improvements would probably be required on: the
existing 4,000-feet-long access road along the Sanitary and
Ship Canal from Laramie Avenue to the site of construction
shaft number 3, and the 4,000-feet-long road along the canal
from Lawndale Avenue to the site of construction shaft num-
ber 2. All of the new and the improved roads would be on
MSDGC property and land use would be compatible with ad-
jacent land uses. Certain easements would also be required
during construction which together would total 3.86 acres.
In summary, the impacts on land use would be temporary
during surface construction of the Mainstream 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 Mainstream system should not change or interfere with the
current use of these quarries.
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 North
Branch and the Main Branch of the Chicago River. Al-
though 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 oc-
casionally camped in these areas. Because little is
MSDGC, February 4, 1976.
VII-22
-------
known about the use of the area prior to settlement by
Europeans, any archeological finds in the lands along
the North Branch and the Main Branch, 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 McCook quarry
would have no impact on archeological resources, be-
cause the land there has already been disturbed.
Construction of shafts along the South Branch and
the Sanitary and Ship also would not be likely to re-
sult in archeological finds or losses, because the lands
along these waterways have been extensively disturbed
during river straightening and canal excavation.
(2) Historical Sites
There would be no interference with any designated
or pending-designation type historical sites, since all
surface construction is located at a sufficient dis-
tance from the sites. Moreover, the only historical
sites within 500 feet of surface construction are the
markers of already lost sites. The closest construc-
tion to a marker would be drop shaft number 55. The
shaft would be located about 100 feet east of the mar-
ker for the Fort Dearborn site, at Michigan Avenue and
Wacker Drive. All other construction is at least 250
feet away from markers, including proposed markers.
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 closest
construction would be at drop shaft number 55, located about
100 feet east of the bas-relief sculptures on the Michigan
Avenue Bridge at Wacker Drive. All other construction would
be at least 300 feet from any cultural site (listed in Sec-
tion 3.2.4) .
VII-23
-------
No existing recreational lands or lands scheduled for
recreational development during the construction period
would be affected by the proposed action. However, drop
shaft Number 55, 56, 57, and 58 would be constructed in the
prepared base for a planned river edge esplanade, part of
the Illinois Center residential and business development on
Wacker Drive between Michigan Avenue and Lake Shore Drive.
TARP and its drop shafts are part of the Central Area Plan,
or Chicago 21 Plan, which includes the Illinois Center.
Therefore, the drop shafts are part of the planned esplanade
They only require consideration of the shaft surface struc-
tures in esplanade design, and scheduling development
of the esplanade after construction of the drop shafts.
The more important existing recreational sites, such
as the Equitable Plaza and Fountain, the boat landings at
Michigan Avenue north shore and Marina Towers, and the river
edge park between Clark and LaSalle Streets would not be
affected by the proposed construction.
7.3 RESOURCES
The financial and labor resources which will be effected
by the construction and operation of TARP, and, where ap-
plicable, the Mainstream 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, $139.8 million, was not applied to the
VII-24
-------
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 these
facilities. These two components of the MSDGC's Flood
and Pollution Control plan have an estimated constuction
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 Trillion
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 $139.8 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-25
-------
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 total Tunnel Plan will increase the construction
portion of the MSDGC tax rate from $.118/$100 of as-
sessed valuation to only approximately $.171/$100 in
1986.1 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 Tunnel Plan funding would cause any significant
reallocation 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 the funding of the MSDGC aeration project and the
expansion of the Calumet, North-Side, 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
-------
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 District
for the Tunnel Plan will not cause any significant or
discernible disallocation of resources.
(3) Federal
At the Federal level, the question of alternative
uses of the FWPCA funds targeted for the Tunnel Plan
is more complex and has very serious ramifications.
If the Tunnel Plan is not implemented, there is a very
high probability that approximately 90 percent of the
current $323.6 million targeted for the MSDGC will be
lost by the District and by the State of Illinois as well,
The potential loss to the MSDGC stems from the
fact that the Calumet and North-Side Treatment facili-
ties 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 and July of 1979 respectively. ^
Step 3 funding for these two treatment facilities is
estimated at $261 million. Assuming these two pro-
jects 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-27
-------
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
31non-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 lose the current $165 million
of Federal funds allocated to these projects. These
projects would thus require 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 Mainstream system should be slight.
As shown in Section 7.1.3, the job generation in any
one year will probably not exceed 850. 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-28
-------
11,900. Less than one percent of the construction
labor force would be involved in the Mainstream pro-
ject. 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 con-
struction 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 are shown in Figure
VI-4 in Section C.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 hours 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-29
-------
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. However, certain potential exists for
interference with the planned Core System subway, and this
is explained in the following section, Transit Improvements.
Based on the smallest drop shaft diameter of two 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-30
-------
Other projects discussed in this section are street improve-
ment, truck and rail terminal improvements, acquisition of
a public energy corridor, and public buildings.
7.5.1 Transit Improvements
While currently available maps showing the alignment
of proposed subway improvements do not depict the final
routes design, any potential interferences of the proposed
Mainstream system with the routes are called out to draw
attention to potential conflicts.
The planned Franklin Street subway alignments pass
through the proposed locations of drop shaft Numbers 48 and
50 in the area south of the Loop on the east side of the
South Branch.2 The Franklin Street subway also would pass
very close to drop shaft Numbers 54 and 61 where the tunnel
route crosses Wacker Drive and West Kinzie Street, respec-
tively. The subway would also cross the proposed tunnel
alignment at the Main Branch, but the vertical distance be-
tween the Mainstream Tunnel and the subway tunnel would be
great enough to preclude any interference between the two
projects.
A proposed Monroe Street subway alternative alignment
would pass very close to the proposed drop shaft Number 53
at Jefferson Avenue and Monroe Street.
Adjustments in the locations of the structures for the
two projects can probably be made easily so that any inter-
ference between the two would be avoided. The proposed
Mainstream system would not interfere with any existing sub-
way tunnels or stations during its construction.
Chicago Urban Transportation District, "Transportation Engineer-
ing Program," Chicago Control Area Transit Project, October 1975.
MSD Tunnel and Reservoir preliminary plans - photos plan maps
from Aerial Photographs taken January 25, 1973, photo control from
USGS 1\ foot quandrangle sheets, March 1974.
Chicago Urban Transportation District, October 1975.
VII-31
-------
7.5.2 Streets and Expressway Improvements
All proposed shafts would be outside the proposed align-
ments of all road improvements. Several structures would
be close, however, as listed below:
Access shaft. Close to proposed Crosstown Express-
way at Cicero Street and Sanitary and Ship Canal
Drop shaft Numbers 33 and 34. Close to proposed
improvements on Ashland Street near crossing of
South Branch
Drop shaft Number 57. Close to proposed Columbus
Avenue extension and bridge across Main Branch.
No significant interference to these road improvements is
expected from construction of the Mainstream 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 Sanitary and Ship
Canal, construction contractors would be required under con-
tracts with the MSDGC to survey all access routes to deter-
mine whether any pipeline 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. More-
over, the amount of land consumed by the Mainstream shafts
in the proposed energy corridor is minor compared to the
area of the corridor, and the shaft locations would not
preclude further utility development of the corridor.
7.5.5 Public Buildings
The proposed addition to the Lane Technical High School
would be sufficiently remote from shaft construction so that
no impact would be felt.
VII-32
-------
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 is expected
to consume a maximum of two to five megawatts of electrical
power.
VII-33
-------
VIIT. EFFECTS OF OPERATION ON THE
NATURAL ENVIRONMENT
-------
VIII. EFFECTS OF OPERATION ON THE
NATURAL ENVIRONMENT
The significant effects of implementing TARP on the
natural environment are presented in this chapter. The chap-
ter is divided into three sections:
Water Resources
Land Resources
Atmospheric 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 aquatic life
can begin to procreate and proliferate. This section de-
scribes the impact of tunnel operation on surface water
and groundwater supplies of the affected area, as well as
on wastewater arid water management programs. The discus-
sion 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 af-
fect 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.
(1) Water Quality
Completion of the three deep tunnel systems will
reduce spills to area waterways, caused by combine'd-
sewer overflows, from approximately 100 occasions per
year to about 10 occasions per year. The tunnel sys-
tems will capture for treatment approximately 51 per-
cent of the annual volume of overflow from combined
sewers, thus reducing discharges to area waterways
from the present level of 113,500 acre-feet per year
VIII-1
-------
to a level of 55,800 acre-feet per year. Because the
tunnel systems will capture the most heavily polluted
portion of the overflows, the percent reduction in the
pollutant load in general will exceed the percent re-
duction 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 (approximately
38,700,000 Ibs/yr to roughly 8,500,000 Ibs/yr). Dis-
charges 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.1 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
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.
Hearing on the Proposed Chicago Tunnel and Reservoir Plan, Chicago,
Illinois, March 28, 1974.
VIII-2
-------
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Chapter II discussion of existing water quality in terms
of simulated DO concentrations along the length of the
major waterways. That discussion is continued and up-
dated 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. The Des Plaihes
River system has not yet been modeled on the computer
because of insufficient data. This system, however,
will be modeled in the Section 208 planning program.
For these simulations, average 1974 treatment plant
effluents were used, along with flows from Lake
Michigan representing average lockages (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 treat-
ment 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.
In addition, it is expected that Illinois restricted
use standards will not be met under dry weather flow
conditions without additional measures because of the
quality of effluent from area treatment plants. Al-
though detailed information is lacking, it appears
that restricted use standards for phosphorus and ammonia
are not likely to be met without upgrading of treatment
facilities. Even though the tunnel system would intercept
VIII-4
-------
FIGURE VIII-1
Simulation of Dissolved Oxygen
Concentrations Along North
Shore Channel and North
Branch of the
Chicago River^
IO * CO CM
Wdd- N30AXO Q3A10SSia
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
NV9IHDIIAI
3XV1
co in ^ n CM
Wdd ' N30AXO aaAIOSSIO
Kieffer and Associates, Memorandum to MSDGC, February 3, 1976.
VIII-6
-------
FIGURE VIII-3
Simulation of Dissolved Oxygen
Concentrations Along the
Calumet River System-^
co
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lAIdd ' N30AXO a3ATOSSia
Kieffer and Associates, Memorandum to MSDGC, February 3, 1976.
VIII-7
-------
Table VIII-2
Simulation Model Inputs"
Dry Weather, Existing Conditions
Flow (cfs)
BOD (mg/1)
DO (mg/1)
North-Side
Plant
505
10
7.0
West-South-
West Plant
1274
8
7.0
Calumet
Plant
332
20
7.0
Lake
Michigan
278
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., Kieffer and Associates, Memorandum to the MSDGC,
February 3, 1976.
VIII-8
-------
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-
cent1 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 additional treat-
ment 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 plan 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.
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 phosphorus^ and 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 undertaken 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 implications of
these programs are discussed briefly below.
MSDGC Testimony, Hearing on the Proposed Chicago Tunnel and Res-
ervoir Plan, Chicago, Illinois, March 28, 1974.
Limits established in effluent discharge standards apply for all
waterways.
VIII-9
-------
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.
The DO characteristics of the Des Plaines River system
has not as yet been simulated by computer models.
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 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.1 This would prevent violation of Illinois stand-
ards 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
and phosphorus concentrations 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 attain-
ment 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.
MSDGC, "Facilities Planning Study - MSDGC Overview Report,"
Revised January 1975..
VIII-10
-------
FIGURE VIII-4
Simulation of Dissolved
Oxygen Concentrations Under
Combination of Tunnels and
Reservoirsl
North Shore Channel
And
north Branch Chicago River
EXISTING CONDITIONS
WITH PHASE I TUNNELS
FULLTARP
—— FULL TARP& UPGRADING TO
TERITARY TREATMENT
FULL TARP AND INSTREAM AERATION
C
>-
X
o
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0 1234 567
1 J. Irons, MSDGC, Personal Communication, February 10, 1976.
VIII-11
-------
FIGURE VIII-5
Simulation of Dissolved
Oxygen Concentrations Under
Combination of Tunnels and
Reservoirs-'-
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VIII-12
-------
FIGURE VIII-6
Simulation of Dissolved
Oxygen Concentrations Under
Combination of Tunnels and
Reservoirs 1
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VIII-13
-------
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.
(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 VIII-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.
(5) Benthal Deposits
Implementation of the tunnel system will reduce
releases of suspended solids to the waterways by about
VIII-14
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VIII-15
-------
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 TA.RP. 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 r>y 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
1 Westfall, D.E., Kieffer and Associates, Memorandum to MSDGC,
February 3, 1976.
2 Ibid.
VIII-16
-------
of grouting failures, however, can be monitored by routine
tunnel inspection and/or by water level fluctuations in ob-
servations wells.
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 Main-
stream Tunnel, groundwater infiltration may be as low
as 0.03 MGD/mile. Although the inflow 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 inflow condi-
tions 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 50 MGD total for the Main-
stream Tunnel system and represents over 15 percent of
the system's treatment capacity.
Based on the results of tests conducted in the
tunnels completed to date, the grouting program will
VIII-17
-------
effectively control groundwater infiltration. The
degree of effectiveness, however, can only be deter-
mined by additional field tests during operation. The
program appears to be sufficiently flexible to accom-
modate the range of conditions which may be encountered
during both construction and operation of the tunnel
systems.
(2) Exfiltration
During major storm events, the hydraulic 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.^
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-18
-------
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-19
-------
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.2 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 land surface
Ratio of horizontal to vertical permeabi-
lities is one KnKv-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 inflow in the main
would be about 0.07 gpm per foot of tunnel effected
(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.
VI11-20
-------
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 VIII-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
distribution of observation wells along the Mainstream Tun-
nel system appears adequately dense for effective monitoring.
The potentiometric surfaces and tunnel pressures of this
system, however, will have to be more fully defined to ade-
quately 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-21
-------
I COO
I
COOK COUNTY , __ f
u
J r.,r/^
I
LEGEND:
• EXISTING OBSERVATION WELLS
SCALE 1" « 4.5 MILES
-------
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., Keiffer 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 upgrading and expansion of the MSDGC's large plants
to provide tertiary treatment.
Table VIII-5
Effluent 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)
West-Southwest STP
TARP (Upgrading)
1587 (1587)
7 (7)
8 (8)
7 (2.5)
Calumet STP
TARP (Upgrading)
391 (391)
7 (7)
20 (8)
18 (2.5)
Irons, J., MSDGC, personal communication, February 10, 1976.
VIII-23
-------
Ammonia concentrations of 2.5 mg/1 for the upgraded
plants represent the minimum level th^t-. must he attained by
December 31, 1977 to meet Illinois Effluent Discharge stand-
ards. In addition, under these standards, BOD levels from
MSDGC plants must be limited to no ir.ore than 10 mg/1 by
December 31, 1977. The projected improvement in BOD levels
beyond the mandated limit due to plant upgrading is a re-
sult of MSDGC's comparison effort to meet DO standards in
the waterways by limiting BOD releases from MSDGC treatment
plants. Currently, Illinois has no BOD standards for water-
ways.
At this time, insufficient information on the design
and operation of the reservoir storage systems is available
to enable a determination of the effect of variable dewater-
ing 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 TARP system, the potential utility
and impact of the waterway monitoring and modeling to be
VIII-24
-------
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 Mainstream 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 Mainstream Tunnel system operation. The effect
will be very small, however, since the storage capacity of
the Mainstream Tunnel is only 3,180 ac-ft, which is equiva-
lent to approximately 0.7 inches of runoff water. The
drainage basins and areas susceptible to overbank flooding
associated with the Mainstream 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 system. For the 59th-to-Addison segment of the
VIII-25
-------
Mainstream system, there will be 177 overflow relief points
and 82 drop shafts1^ 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 the 59th-to-Addison
segment as compared to all the TARP systems. This table
provides an overview of the incremental, beneficial effects
which the Mainstream Tunnel system is expected to have on
the MSDGC flood-prone areas.
Table VIII-6
Comparison of 59th-to-Addison Segment of
Mainstream to All TARP Systems - Drop Shafts
and Overflow Relief Points
59th-to- All Percent (%)
Component Addison* Systems** of Total"*"
Drop Shafts 82 341 24
Overflow Relief 177 644 27
Points
* Mainstream
** Mainstream, Calumet, and Lower Des Plaines^
t Fraction of 59th-to-Addison 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.
1 HEC, January 1975.
2 HEC, August 1975.
3 Bauer Engineering, Inc., November 1973.
VIII-26
-------
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-27
-------
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 fallen 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 Mainstream
Tunnel system will be lined (over 90 percent) and the
rock fall impact is expected to be minimal during the
operation of this system. The entire length of the
59th-to-Addison segment of the Mainstream system will
be lined and no impact of rock fall on this segment is
expected.
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)
will have a low chemical reactivity with the sewage.1
However, the rocks may be highly reactive to certain
industrial wastes expected to enter the tunnels and
the long-term effects are not known.
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-28
-------
rock surrounding the tunnels would also be expected
with time wherever closely spaced shale partings and
joints intersect.1
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 lifespan
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-29
-------
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 Mainstream Tunnel system operation. Sludge
from both the Mainstream and the Lower Des Plaines systems
will be processed at the West-Southwest Treatment Plant
and then will be disposed of in a variety of ways.
The MSDGC estimates-1- that sludge generation from the
Mainstream and the Lower Des Plaines Tunnel systems will
increase the sludge load of the West-Southwest plant by 70
to 100 tons per day (tpd), or by about 15 percent over the
current sludge-handling rate. Ultimate disposal of the
sludge solids is expected to be as follows:
1973 Sludge Dis-
Sludge Pro- posal Rate from
duction from West-Southwest
Disposal Method Tunnels'"1 (tpd)
Fulton County site
Landfill disposal
NuEarth Program
Broker sales
TOTAL
44
13
9
34
100
Plant (tpd)
208
100
100
200
608
The disposal impact of the increment of sludge produced by
the Mainstream and Des Plaines systems upon sludge hand-
ling and disposal practices at the West-Southwest plant is
not expected to be significant.
1 MSDGC, private communication, February 10, 1976
2 Mainstream and Lower Des Plaines systems.
VIII-30
-------
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 40 million kWh would be re-
quired by the Mainstream system.2'3
Bauer Engineering, Inc., "Environmental Impact Statement," Pre-
liminary Draft, prepared for the MSDGC, November 1973.
Environmental Assessment Statements for Mainstream Tunnel System
Damen Avenue to Addison Street, MSDGC with assistance from Harza
Engineering Company (HEC), August 1975.
Environmental Assessment Statement for Mainstream Tunnel System -
59th Street to Damen Avenue, HEC, January 1975.
VIII-31
-------
If the energy for the entire system is purchased from
the Commonwealth Edison system, it would amount to approxi-
mately 0.1 percent of the utility's net energy generation
in 1980.1 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.
Bauer Engineering, Inc., "Environmental Impact Statement," Pre-
liminary Draft, prepared for the MSDGC, November 1973.
VIII-32
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8.3.4
Potential sources of noise during the tunnel operation
include dewatering pumps and water falling down the drop
shafts.
The pumps would be located from 250 to 300 feet under-
ground. Noise from them could not be heard at the surface.
The water falling down the drop shafts would be aerated
to cushion its impact. Thus, the noise would be minimized
and it is not likely to cause significant adverse impacts.
The velocity of the air leaving the drop shafts would be
controlled so that no whistling sound would be produced.
8.4 COMMITMENT OF RESOURCES
Operation of the Mainstream Tunnel conveyance system,1
will involve the yearly consumption of roughly 75 Megawatts
of electric power. Assuming that coal will be burned to
generate this amount of electricity, an estimate of the
quantity of coal which will be consumed would be approxi-
mately 350,000 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 pro-
duced in the Illinois region would be roughly 14,000 Btu/lb
and 10 percent ash.^ Thus, the consumption of 350,000 tons
of coal per year is a worst-case estimate. The total amount
of coal produced in the Illinois region (Illinois, Indiana,
Western Kentucky and Michigan) in 1969 was 131,000,000 tons.3
Generation of 75 Megawatts of electricity for tunnel opera-
tion would therefore involve consumption of about .3 per-
cent 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.
1 MSDGC, November 1973.
2 "Potential Pollutants in Fossil Fuels", Esso Research and
Engineering Company, Report prepared for U.S. EPA, Office of
Research and Monitoring, June, 1973.
3 op. cit.
VIII-33
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IX. EFFECTS OF OPERATION ON THE
MAN-MADE ENVIRONMENT
-------
IX. EFFECTS OF OPERATION ON THE
MAN-MADE ENVIRONMENT
The effects of operation of the Mainstream Tunnel sys-
tem on the man-made environment are described in the follow-
ing sections:
Socioeconomic
Land Use
Financial Resources
Transportation
Other Projects and Programs.
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 Mainstream and Des
Plaines tunnels have been estimated as generating approxi-
mately $3.4 million per year in salaries and wages. J- The
maintenance and operation program is for both systems and
cannot be separated out individually. This estimate assumes
approximately 226 persons at an average annual salary of
$15,000.
9.1.2 Operation-Related Employment
Operation and maintenance of the Mainstream and Des
Plaines tunnels are estimated to require 226 persons on a
full-time basis.2 There should be no difficulty in filling
these positions from the available labor supply.
Derived from MSDGC, "Environmental Impact Statement," Preliminary
Draft, November 1973, and telephone communication between Dr.
Moscati of Booz, Allen and Mr. Irons of the MSDGC.
Ibid.
IX-1
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9.2 LAND USE
The operation of the Mainstream Tunnel system would
have only slight impact on land use including permanent
consumption of small amounts of industrial land of varying
value, some reduction of riverbank flooding, required co-
ordination of planned riveredge 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 industrial yards, industrial
parking areas, and materials storage yards, causing some
reallocation of industrial space. Even in the most inten-
sively used industrial areas, this reallocation would prob-
ably only slightly interfere with operations and would not
force any changes in use of industrial property. The re-
maining locations of drop shafts would be: nine street
edges, two boat yards, and one dock. None of these land
uses would be affected by system operation because the sur-
face structure of each drop shaft can bear the loads of
traffic and materials handling. Access to a drop shaft
would be required so infrequently 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
Two resource areas, Central Area Plan Development and
Riverbanks, are examined in this section for potential im-
pact from operation of the Mainstream Tunnel system.
IX-2
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(1) Central Area Plan Development
Two components of the Central Area Plan, the
Riveredge Plan and the South Loop New Town Plan,
would use some of the same lands used as drop shaft
sites, and these uses should be compatible. The River-
edge Plan calls for landscaping and for pedestrian
access in the area that would be occupied by drop shaft
number 54. The design of the proposed improvements can
probably incorporate the drop shaft structure, because
it can bear pedestrian traffic. The plan also calls
for development of a 3.5-acre esplanade, about half
a mile long and 30 feet wide at its widest point, be-
tween Michigan Avenue and Lakeshore Drive along the
south bank of the Main Branch. Four drop shafts,
numbers 55, 56, 57, and 58, would be located in this
esplanade. The drop shaft structures would consume
only about 360 square feet of this space, and could
be located along the proposed pedestrian walkway with-
out interfering with its use. The plan also recommends
the development of a residential-commercial-marina com-
plex along Ogden Slip. Drop shaft numbers 59 and 60
would be located at the same site, and could probably
be incorporated in the design by making them parts of
streets or walkways.
The South Loop New Town Plan would provide for
open space along the east bank of the South Branch in
areas in which drop shaft numbers 44, 46, and 48 and
construction shaft number 5 would be built. These
shafts could probably be incorporated into the plan
satisfactorily, because they would not physically inter-
fere with the proposed use of the riverbank for open
space. Drop shaft number 50 could fall within a pro-
posed residential area or street, based on plan con-
cepts. The location of drop shaft number 50 could most
likely be adjusted easily to fit with the development
plan for the South Loop.
(2) Riverbanks
To some degree, the Mainstream Tunnel system may help
to alleviate the frequency of riverbank flooding and
thereby could contribute to the feasibility of opening
up these lands to broader development. However, insuf-
ficient 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
IX-3
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quality of land in certain riverbanks along the tunnel
route from 59th Street to Addison Street may be enhanced
by such reduction in flooding, and that the enhancement
could stimulate land use change. These riverbanks are
located as stated below:
Vacant land between the North Branch-Chicago
River and North Leavitt Street (bounded by
West Oakdale Avenue on the north and North
Hayne Avenue on the south) in a residential
section
Undeveloped portions of the riverbanks along
the Main Branch
East bank of the South Branch in the area
designated for the South Loop New Town.
The potential for land use change is similar for all
of these areas; from vacant or under utilized land to
landscaped open space with pedestrian access. The
change at North Leavitt Street would be the easiest
to effect, because it would require the least invest-
ment. In contrast, the development of landscaped open
space and pedestrian access in the other two areas
would require relatively great public investment.
Such investments are proposed in the Central Area Plan.
9.2.3 Sludge Disposal
The disposal of sludge resulting from flows to the West-
Southwest Sewage Treatment Works from the Mainstream Tunnel
system would require no new sludge disposal sites. The follow-
ing existing sites would receive the sludge as divided below:
MSDGC Fulton County landspreading
operation 0.44
NuEarth Program (end use by consumer) ... 0.10
Wholesaling to broker (end use by
consumer) . 0.34
Landfilling at sanitary landfills 0-J-*5
Total 1.00
Value is Imhoff sludge only. Program can be expanded to accept
TARP sludge.
IX-4
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Thus, about 20 percent of the sludge would go to the
NuEarth Program and landfilling, and would remain in the
metropolitan area. The consequence, for land use, would be
consumption of some sludge disposal capacity at a rate some-
what greater than that under existing conditions. The in-
crease in the rate of consumption of sludge disposal lands
is balanced 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 Mainstream 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 the
Tunnel Plan (estimated at $1 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 District is authorized to levy an ad valorem tax for
operations and maintenance in an amount not to exceed $.37
per $100 of assessed valuation. The 1975 MSDGC total tax
rate of $.4005 per $100 of assessed valuation included a
$.2523 per $100 of assessed valuation rate for operations
and maintenance and a $.1175 per $100 of assessed valuation
rate for construction. In addition to the ad valorem tax,
industrial discharges are subject to an MSDGC user charge
imposed through the adoption of an "Industrial Waste Sur-
charge Ordinance" by the MSDGC Board of Trustees,
December 10, 1970,
In view of the requirement for a user charge system
under PL 92-500 and the authority of the State of Illinois
to impose one, the potential economic affects of financing
additional annual operations and maintenance costs of
$1 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 associa-
ted with the Tunnel Plan (the portion applicable to the
Mainstream Tunnel system is $472,000 annually). Even on
the basis of an extremely conservative posture (assuming
IX-5
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that Tunnel Plan operations and maintenance costs must be
financed commencing FY 76 and that they are escalated annual-
ly by eight percent), the impact on the MSDGC tax rate is
very modest. The projected incremental impact in FY 2000
is $.0703 per $100 of assessed valuation.
Table IX-1
1976 Estimate of the Change in Property Tax
Rate Attributable to the Operations and Maintenance
Costs Associated With the Tunnel Plan
Fiscal
Year
1976
1977
1978
1979
1980
1981
1982
1983
1984
1985
1986
2000
Annual Cost of Tunnel
Plan Operations
Maintenance ($ Millions)
1.0800
1.1664
1.2597
1.3605
1.4693
1.5869
1.7138
1.8509
1.9990
2.1589
2.3316
•
6.8485
Incremental Change in
MSDGC Tax Rate £/$100
Assessed Valuation
04.49
04.57
04.66
04.76
04.84
04.93
05.02
05.12
05.21
05. 31
05.41
•
07.03
Assumptions:
TAX BASE (22.7 billion in 1975) is escalated at six per-
cent annually
Operations and maintenance costs are escalated at eight
percent annually.
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 defini-
tive set of recommendations to the District concerning a
viable user charge system. Historical experience indicates
IX-6
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that the final user charge system will probably be based
on water usage with several categories of user charge sche-
dules. Tentative indications from the District suggest
that the relative proportions of annual operations and main-
tenance 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 categories 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 house-
holds will increase under a user charge system. In view of
the relatively modest size of the operation and maintenance
costs associated with the Tunnel Plan, it is extremely un-
likely that the additional cost burden (resulting from the
Tunnel Plan) shouldered by households under a user charge
system would cause any significant impacts on household
disposable income. In terms of positive economic benefits,
the user charge system will provide the financial incentive
for water conservation and will slightly dampen the disin-
centive which ad valorem taxation presents to industrial and
commercial expansion within the District.
IX-7
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9.4 TRANSPORTATION
Potential impacts of the proposed Mainstream 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, with-
out the reservoirs, would not be significant.
Although the Mainstream 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 Mainstream Tunnel system is expected to capture
approximately 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
discharge 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 suspen-
ded solids by the Mainstream Tunnel system would slow down the
sedimentation rate and help reduce dredging frequency. How-
ever, the present depth of the waterways is more than adequate,
and frequent dredging is not required. Therefore, the poten-
tial benefit of reduced dredging frequency as a result of the
Mainstream Tunnel system would not be significant.
9.5 MAJOR PROJECTS AND PROGRAMS
The only aspects of the operation of the Mainstream Tun-
nel 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
maintenance trips is too small to have any noticeable effect
on the other major projects and programs, which are described
in Sections 3.5 and 7.5.
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
IX-8
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reservoirs to the treatment plants. Approximately 100 million
kilowatt hours per year is expected to be consumed in operat-
ing the eight 300-cfs and four 50-cfs pumps at the TARP plan-
ned 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
requirements 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-9
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X. UNAVOIDABLE ADVERSE IMPACTS AND
MITIGATIVE MEASURES
-------
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 TARP project area. Surface
X-l
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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
59th-to-Addison segment of the Mainstream Tunnel system,
most of the 82 drop 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 Sanitary and Ship Canal, the
existing sewers, and the Chicago River. 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 59th
to-Addison Mainstream Tunnel segment is expected to
have a maximum total flow of approximately 4 MGD re-
sulting from groundwater infiltration. If the infil-
trated water is pumped out of the tunnel segment and
discharged directly into the Sanitary and Ship Canal
or the Chicago River, 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 inflow
rates can be as high as 1.4 MGD per mile of tunnel, with
the average inflow rate of groundwater for the Mainstream
Tunnel approximately 0.5 MGD per mile of tunnel. These
rates are sufficient to reduce the upper aquifer pressure
to a critically low level. To monitor grouting integrity
during tunnel operation, the MSDGC will 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
X-2
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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 will be in-
stalled, spaced appropriately along the 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 water 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 TARP conveyance tunnels are not expected to have
an adverse effect on the land-related environment of the
Chicago area. 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.
X-3
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(1) Geology
Rockfall or partings may result when the Mainstream
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.
X-4
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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 Mainstream conveyance tunnel will intersect
numerous joints and folds along its route and will
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 management 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
X-5
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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 Mainstream Tunnel system, how-
ever, construction and drop shaft sites will be located
in commercial or industrial areas, and the impact of
noise at these sites is not likely to be adverse. Simi-
larly, 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.
X-6
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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, the Lower
Des Plaines and Calumet Tunnel routes will require addi-
tional wells.
The wells and the tunnel will be equipped with con-
tinuing water level recorders so that aquifer pressure
can be correlated with tunnel pressure. In addition, the
wells will be sampled both biweekly and after major storm
events and the water samples will be analyzed for the
following constituents:
pH Total Phosphorus Total Bacteria Plate Count
BOD Phenol Coliform (MPN)*
Chloride COD Fecal Coliform (MPN)
Hardness Cyanide Fecal Strep. (MPN)
Alkalinity Mercury Conductivity (or calcu-
NH3 (as N) Iron lated TDS)
* Most probable number .
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.
In the event that exfiltration of pollutants is de-
tected in the observation wells, measures will be taken
to prevent contamination of water supply pipelines. For
example, the pressure of the water supply pipeline system
could be raised temporarily so inside pressures are higher
than outside pressures. The higher pressure inside the
system will prevent infiltration of contaminated water.
When flood surges in the conveyance tunnels subside to the
X-7
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extent that repairs can be completed, pressures inside
the water supply pipeline can be reduced to normal
levels. While this may result in additional use of
potable water, most of that water is considered to be
stored, and the potential contamination problems would
be abated.
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 inflow to a
maximum allowable daily rate of 500 gal./in. diam./mile of
tunnel. In addition, grouting integrity will be main-
tained 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. 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, in-
filtration/exfiltration problems may become critical.
Precise grouting 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. Concrete
lining, however, is not expected to fully eliminate this
problem.
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 cham-
bers. Temperature must be maintained within a very
narrow range and relative humidity must be high. Whil>';
this procedure will be of great general assistance dur-
ing construction, its effectiveness is not considered
to be sufficiently proven for it to comprise a totally
reliable scheme in itself.
X-!
-------
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 Quaj-ity
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
X-9
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enclosures around air compressors or a soundproof shed
around exhaust fans will substantially minimize their
noise.
Blasting noise can be minimized by using heavy
mats on the surface above the blasting area to absorb
the shock.
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 areas.
10.2 MAN-MADE ENVIRONMENT
TARP is expected to result in some unavoidable short-
term 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 Mainstream Tunnel system are described generally
below.
(1) Light Glare
Construction schedules anticipate three shifts of
labor on the tunneling efforts. This will require
X-10
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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.
Haulage 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, traffic volumes
presently range from 14,000 to 33,000 vehicles per day
on several of the major thoroughfares associated with
the Mainstream Tunnel system.
Traffic disruption will most likely occur in high-
density and downtown areas 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
X-ll
-------
Mainstream 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 Mainstream 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 initial condition. The major thoroughfares affected
for the Mainstream Tunnel system are as follows:
Wacker Drive lower level at Franklin Street
Wacker Drive between Michigan Avenue and Lakeshore
Drive
West Kinzie Street between North Branch and Kings-
bury Street
North Water Street east of St. Clair Street
Logan Boulevard near the West Diversey Parkway
Intersection, W. Monroe and S. Jefferson Streets
35th Street of the South Fork of the South Branch-
Chicago River
Ashland Street at South Branch Turning Basin.
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.
X-12
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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 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 Core System of the Central Area Transit
Project may be affected by the implementation of TARP. The
potential impact concerns conflict between the proposed sub-
way and the Mainstream Tunnel system drop shaft alignments.
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
X-13
-------
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.
X-14
-------
(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 Chicago Department of Development and
Planning will be advised of the relationship
of proposed shaft locations with respect to
the Riveredge, New Town, and South Loop plans.
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.
(6) 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, barges can also be
used along with trucks to transport rocks and spoil
material on the waterways to disposal sites.
X-15
-------
(7) Major Projects and Programs
The potential conflict between the future subway
and the Mainstream Tunnel alignments can be resolved
by meeting with the Chicago Urban Transportation Dis-
trict (CUTD) to determine whether one or more shafts
or subway alignment can be modified easily. Should
shaft locations near subway alignments change, care
should be taken in the selection of sites to ensure
that adverse impacts will not result.
X-16
-------
XI. CONCLUSIONS AND RECOMMENDATIONS
The following is a summary of the principle conclusions
of the Draft EIS, as well as recommended and suggested
mitigative measures.
1. Implementation of the Mainstream Tunnel System will
significantly reduce the pollutant load in the Chicago
waterways. These loadings will be reduced further with
the implementation of the Calumet 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
maintenance program be extensive enough to insure efficient
operation of the system.
3. Rock falls and partings may occur particularly in
shale formations during construction. Stabilizing measures
such as rock bolting are proposed to mitigate the short-term
construction problems, while concrete lining will be utilized
for the long terra. Even with these measures, shale deterior-
ation will continue and the inspection program should take
these sensitive areas into account.
4. 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
environmentally acceptable landfill sites are available to
nandle tne 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.
5. 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
XI-1
-------
adversely affect the hydraulic pressure of the upper aquifer.
Additionally, under surcharged conditions, exfiltration will
occur, resulting in adverse impacts on the groundwater qual-
ity of the upper aquifer. Observation wells to monitor grout-
ing integrity during operation are necessary along the entire
tunnel alignment. An adequate number of wells are already in
existence for the Mainstream Tunnel System. 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.
6. Since the majority of the construction shafts and
drop shafts are in close proximity to area waterways, run-
off 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.
7. 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.
8. Although no known historic, architectural, or arch-
aeological resources will De affected by the proposed project,
the possibility of finding archaeological resources must be
investigated by the MSDGC. This must be accomplished by con-
tacting the State Historic Preservation Officer.
9. Conformance with applicable regulations of the
Occupational Health and Safety Administration, U.S. Depart-
ment of Labor, and the Bureau of Mines, U.S. Department of
the Interior is essential for safety of construction
worker s.
10. A conflict exists between the location of several
drop shafts and the plans for the Central Area Transit
Project. The MSDGC must meet with the Chicago Urban
Transportation District to resolve these conflicts.
11. There exists a wide range of potential adverse
impacts which could develop during construction. This
includes olasting noise, 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 miti-
gative measures are discussed in Chapter X.
XI-2
-------
APPENDIX A
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Table A-6
Chemical, Physical, and Biological Analyses of
Water From Test Wellsl
Constituent^-'
Date Sample Collected
I. General Data
pHi/
Color!/
•turbidity!/
Conductivity V
Temperature^/
II. Cations - Heavy metal ions
Iron (Fe) - total dissolved!/
Iron (Fe) - total
Manganese (Mn) - total
Chronium (Cr) - total
Chromium (Cr) - hexavalent
Copper (Cu)
T.oad (Pb)
Mercury (Hg)i/
III. Cations - Alioli earths and iretals
Calcium (Ca)
Magnesium (Mg)
Sodium (Me)
Potassium (k)
tamonia Nitrogen (NH41
IV. Anions
Sulfate (S04)
chloride (CD
Nitrite (NOj)
Nitrate (N03)
Nitrogen (N) - total dissolved
Orthophosphate (704!
Phosphorus as PO4
Cyanides as CN
NW Side of
MsCooK Quarry,
11/1/74
7.8
10
920
53.5
0.2
0.3
-
-
-
-
-
148
70
35
4
-
245
62
-
1
-
„
NE Side of McCook Quarry
9/13/74
7.7
1167
600
4190
56
3.5
18
-
-
-
-
-
135
130
633
233
96
87.25
558
-
-
217.21
2.8
2.9'/
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
2.16
0.04
9/20/74
l.f,
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
S04
0.150
0.600
222.7
2.03
2.22?/
0.038
1 Mi. South of
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
9/5/74
8.5
11
73
560
54
0.5
6
-
-
-
-
-
80
10
135
6
0.5
40
18
-
0.08
1.0
1
1
1/2 Mi. West of SE Corner of
Thornton Quarry McCook Quarry
10/4/74 11/10/74
8 25 7.8
4.0 23
1100 1290
53.5 53
0.2 0.2
0 2 0.6
-
-
-
-
-
202 185
80 110
18.2 76
12.1 13
-
220 400
39 120
-
0.3 1
-
~
V. Organic, ncnionic, and
calculated values
Phenolic material as C^H^OH
Surfactants
Total suspended solids (TSS)
Total dissolved aolids (IDS)
Volatile suspended solids (VSS)
Hardness as CaCO3 - total
Alkalinity as CaCOi
Saturation indexiS'
VI. Biochonical
Biochenical COcygen Demand (BCD)
Chemical CKygen Demand (COD;
Sulfides W2S)
Ttotal Coliforrnii/
Fecal ColiformiV
Fecal StreptooocciM'
I/ All values are reported as
4' pH units
V Pt - Co units
V J T units
I/ "F
-
-
_
924
-
659
377
-t- 0.4
-
-
-
1
1
0.004
7.13 1,26
5
2650 2788
2
S78 582
1935 2078
+ 1.0 + 1.5
16
695 595
0.39
20,000
10
10
mg/1 except as otherwise noted
0 006
1.14
12
2730
2
590
2033
* 1.0
35
542
0.24
20,000
10
10
0.005 '
1.20 0,04
9
2664
3
572
2Q1Q
-f 1.0
23
527
0.32
19,000
10
10
-
451 937 1420
_
242 834.1 916
260 377 422
+ 0.8 + 1.0 -t- 0.6
-
Ifc -
-
1
1
U Filtered through 0.45 merobrande filter
§/ Values reported as ppb
?/ Values reported in mg/1 as P
IP/ Assume Temp. - 55"F
p g /
HEC, 1975.
A-15
-------
FIGURE A-l
Location of Sampling Sites
for Waterway Bottom Deposits^-
The MSDGC, Environmental Assessment Statement for Mainstream Tunnel
System, Damen Avenue to Addison Street, August 1975. p. v-40.
A-16
-------
KEY TO FIGURE A-2
The Metropolitan Sanitary
District of Greater Chicago
TREATED RUNOFF PLANTS INDEX
Map Code Name
R-l FISHER BODY DIVISION
79th Street & Willow Springs Road
Willow Springs
(Settling lagoons with oil separation)
R-2 INTERNATIONAL HARVESTER
10400 W. North Ave., Melrose Park
(Oil separation, aeration, filtration)
R-3 MATERIAL SERVICE CORP. YARD #19
47th St. & 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 Ave.
Riverdale
R-7 REYNOLDS METALS
1st Ave. & 49th St.
McCook
A-17
-------
KEY TO FIGURE A-2
Continued
DOMESTIC WASTE PLANTS INDEX
Map Code Name
D-l CAR CARRIERS CORP., 13101 S. Torrence Ave.,
Chicago (Activated sludge & sand filter)
D-2 CECO FABRICATING CORP., Ceco St. Romeoville,
111. (Activated sludge)
A
D-3 ELK GROVE MOBILE HOMES, 941 W. Higgins Rd.,
Elk Grove Village
(Activated sludge & sand filter)
D-4 FRANCISCAN SISTERS, 1210 Main St., Lemont,
111. (Activated sludge system)
D-5 HOLY FAMILY VILLA, 123rd St. & Will Cook Rd.,
Lemont. (Imhoff tank, sand filter &
polishing pond.)
D-6 HOLY SPIRIT CONVENT, Waukegan & Willow Rd.,
Northbrook. (Imhoff tank & sand filter)
D-7 J.P. KENNEDY SCHOOL, 123rd St. & Wolf Rd.,
Palos Park. (Imhoff tank & sand filter)
D-8 LEHMAN TRAILER PARK, 500 W. Touhy Ave.,
Bensenville. (Activated sludge)
D-9 LEMONT MANUFACTURING CO. Ceco St. & Stephens
St., 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 St.
Lemont (Oxidation pond)
D-12 OASIS MOBILE HOMES, 7500 N. Elmhurst Rd.,
Bensenville. (Activated sludge)
D-13 PARADISE TRAILER COURT. Rt. 83 & Rt. 30
Chicago Heights (Activated sludge)
A-18
-------
KEY TO FIGURE A-2
Continued
DOMESTIC WASTE PLANTS INDEX
Map Code Name
D-14 PLEASANTDALE SCHOOL, 75th St. & Wolf Rd.
Pleasantdale. (Trickling filter unit)
D-15 ST. VINCENT DePAUL SEMINARY, 127th & Rt. 171,
Lemont (Imhoff tanks, oxidation pond)
D-16 SPRING LAKES MOBILE HOMES, 100 First St.
Bartlett (Activated sludge)
D-17 STANDARD OIL (O'HARE TERMINAL), 2201 S. Elm-
hurst Rd., Des Plaines (Activated sludge
& filtration)
D-18 TOUHY MOBILE HOMES, INC., 400 W. Touhy Ave.,
Des Plaines (Activated sludge)
D-19 TRAILER RANCH, INC., 573 S. Milwaukee Ave.,
Wheeling (Activated sludge)
D-20 VILLA WEST SUBDIVISION, 135th St. & 86th Ave.,
Orland Park (Activated sludge)
D-21 COG HILL COUNTRY CLUB, 119th & Archer
Lemont
A-19
-------
KEY TO FIGURE A-2
Continued
INDUSTRIAL WASTE PLANTS INDEX (Exceeding 10,000 gallons
per day)
Map Code Name
1-1 CLOW CORPORATION, 1050 E. Irving Park Rd. ,
Bensenville, Illinois
(Holding pond with oil separation)
1-2 COMMONWEALTH EDISON, CALUMET
3200 E. 100th St., Chicago
(Settling basins)
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, Illin. 60405
(Settling pit & filtration)
1-6 COMMONWEALTH EDISON, ROMEOVILLE.
135th St. & C.S.S. Canal, Romeoville.
(Settling ponds and filtration)
1-7 ELECTRO-MOTIVE DIV., GENERAL MOTORS.
9301 W. 55th St., McCook
(Oil retention pond & separator with overflow)
1-8 INTERLAKE STEEL, CHICAGO PLANT
10730 S. Burley Ave., Chicauo
(Chemical precipitation with total recycle)
1-9 INTERLAKE STEEL, RIVERDALE
135th St. & Perry, Riverdale
(Settling and sand filters}
I-10 LEMONT MANUFACTURING
Ceco St. & Stephens St., Lemont
(Settling tanks and filtration)
1-11 REPUBLIC STEEL CORP. (CHICAGO DIST.)
116th St. & Burley Ave., Chicago
(Chemical flocculation & settling with
filtration)
A-20
-------
KEY TO FIGURE A-2
Continued
INDUSTRIAL WASTE PLANTS INDEX (Exceeding 10,000 gallons
per day)
Map Code Name
1-12 REYNOLDS METALS
1st Ave. and 49th St., Brookfield
(Chemical flocculation and clarification)
1-13 UNION^16 OIL REFINERY
135th St. & New Ave., Romeoville
(Activated sludge, oxidation ponds)
1-14 UNITED STATES STEEL CORP.
3426 E. 89th St., Chicago
(oil separation chemical flocculation with
clarification and filtration)
1-15 WISCONSIN STEEL CORP.
106th St. & Torrence Ave., Chicago
(Solids, oil & cyanide oxidation systems)
1-16 WILLIE BROS., CO., INC.,
4930 W. 159th St., Oak Forest
1-17 COMMONWEALTH EDISON, STATE LINE GENERATOR
A-21
-------
FIGURE A-2
Industrial and Privately-
Owned Treatment Plants
Within the MSDGC Service
Area^
LAKE MICHIGAN
LEDGEND
R - DOMESTIC WASTE PLANTS
I = INDUSTRIAL WASTE PLANTS
D = TREATED RUNOFF PLANTS
EXISTING TREATMENT PLANT
PROPOSED TREATMENT PLANT
yNI°N DRAIN
Brr!
Industrial Waste Loadings and Industrial and Private Treatment Plant
Locations, Appendix B of "Facilities Planning Study - MSDGC Overview
Report," ^Revised, Jan. 1975.
A-22
-------
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.
-------
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 alofig 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 Elmhvirst
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 to
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.
OrdovieJan. 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
-------
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 b'e 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.
-------
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 runnel
The displacement on the former fault ranges from a few feet
to about 30 feet and the latter is about 20 feet.
C-4
-------
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.
-------
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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.
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
-------
Table D-2
Significant Deterioration Criteria
Pollutant
Allowable Increments
Class I
Particulate matter
Annual geometric mean
24-hour maximum
Sulfur dioxide
Annual arithmetic mean
24-hour maximum
3-hour maximum
5
10
2
5
25
Class II
A
-------
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) Decibel (dB)
The magnitude of noise is generally measured by
its sound pressure level referred to a standard pres-
sure 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^Q P/p* i where P = measured sound pressure; P* =
reference sound pressure, generally taken to be 0.0002
microbar (2 x 10~5 Newton/m^) .
(2) A-Weighted Sound Pressure Level (dBA)
Human response to noise varies with noise fre-
quency. 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 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 interna-
tionally approved noise weighting scales designed for
different purposes. For community noise, the A-scale
is used, and the resulting unit is called dBA.
( 3 ) Day-Night Sound Level
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 (Ld ) as
an index for community noise. It is based on the Equiva-
lent 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. "1
The Ljn represents the average Leq over 24 hours
with a 10-dB nighttime weighting. Mathematically, L,
is expressed as follows:
- 10
x 10
-------
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 es-
tablished noise control regulations. These standards and
guidelines are discussed below.
(1) EPA Guidelines
In response to the Noise Control Act of 1972, the
EPA identified long-term noise levels considered neces-
sary 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^ . The conversion factor is shown at the
bottom of the table.
(2) HUD Noise Criteria
The Noise Abatement and Control Standards estab-
lished 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^ by
using the equation, Ldn = NWF + 35 dB. The criteria
in terms of L, are as follows:
Noise Levels, L
'dn
Less than 65 dB
65 to 75 dB
More than 75 dB
(3) FHWA Noise Standards
HUD Policy
Acceptable
Discretionary
Unacceptable
The FHWA of the Department of Transportation has
established noise standards and procedures to be used
E-3
-------
Table E-l
Summary of Noise Levels Identified as Requisite to
Protect Public Health and Welfare With
an Adequate Margin of Safety^
Effect
Hearing Loss
Outdoor activity
interference and
annoyance
Indoor activity
interference and
annoyance
Level
Ldn < 74 dB
Ldn < 55 dB
Ldn * 59 dB
Ldn * 45 dB
Ldn < 49 dB
Area
All areas
Outdoors in residential areas
and farms and other outdoor
areas where people spend widely
varying amounts of time and
other places in which quiet is
a basis for use.
Outdoor areas where people spend
limited amounts of time, such as
school yards, playgrounds, etc.
Indoor residential areas.
Other indoor areas with human
activities such as schools, etc.
NOTE: All Leq values converted to L, for ease of comparison (L-, equals
Leq (24) + 4 dB). an
U.S. EPA, March 1974.
E-4
-------
in highway planning and design. These standards have
been established in terms of the LIQ values, which
represent the noise level in dBA exceeded ten percent
of the time. The FHWA standards are summarized in
able E-2.
Table E-2
FHWA Noise Standards
Land Use Type
Parks and areas re-
quiring special quali-
ties of serenity and
quiet
Residential, business
and commercial
Uses other than those
mentioned above
Design Noise Level, L-^Q
60 dBA
70 dBA
55 dBA
75 dBA
(Exterior)
(Exterior)
(Interior)
(Exterior)
(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, ex-
posure to higher noise levels is allowed as follows:
Dur-ation Per Day
(Hours)
8
6
4
3
2
1.5
1
0.5
0.25 or less
Sound Level
(dBA)
90
92
95
97
100
102
105
110
115
E-5
-------
The EPA has recommended a limit of 85 dBA for eight-
hour exposure with higher limits for shorter durations.
(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 terras
of octave band sound pressure levels and can be found
in the Environment Reporter.1
o
(6) City of Chicago Noise Standards
The city of Chicago promulgated a comprehensive
noise control ordinance in July 1971. This ordinance
established limits on noise from motor vehicles, con-
struction 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.
Illinois Noise Pollution Regulations, Environment Reporter, Noise
Control Regulations, October 1975, p. 81:4921.
City of Chicago Noise Ordinance, Chapter 17 of the Municipal Code
of Chicago, as amended in 1971.
E-6
-------
The noise responsibility does not end with manu-
facturers. The user must maintain the product so that
it will not emit more noise than the manufacturer in-
tended. For vehicles with gross weight 8,000 Ibs. or
more, the following noise restrictions apply during
operation:
Noise Limit (dBA) at 50 Feet
For Posted Speed Limits
Date
35 mph or Less
Over 35 mph
Before Jan. 1, 1973
After Jan. 1, 1973
88
86
90
90
The noise ordinance also prohibits use of noisy
construction equipment in residential areas between
9:30 p.m. and 8:30 a.m. except for work on public im-
provements and work for public service utilities.
In the case of noise from buildings, the restric-
tions 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
-------
APPENDIX F
SOCIOECONOMIC DATA BY COMMUNITY FOR THE
MAINSTREAM, CALUMET, AND DBS 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
Be 11 wood
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
-------
SOCIOECONOMIC DATA - MAINSTREAM AREA COMMUNITIES-1
Continued
Community
Indian Head Park
Justice
Kenilworth
LaGrange
LaGrange Park
Lincolnwood
Lyons
Maywood
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
12,01?
10,7,8;.
15,812
19,50'
-------
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
1 Suburban Fact Book - 1973, Northeastern Illinois Planning Commission.
P-3
-------
SOCIOECONOMIC DATA - CALUMET AREA COMMUNITIES1
Percent Change Median Family
Community 1970 Population From 1960 Income-1970
Alsip 11,141 195.5 12,687
Blue Island 22,958 17.0 11,470
Burnham 3,634 46.7 11,262
Calumet City 33,107 32.4 11,823
Calumet Park 10,069 19.2 12,546
Chicago , .3,369,357 -5.1 10,242
Dixmoor 4,735 53.9 10,565
Dolton 25,937 38.4 13,282
Evergreen Park 25,921 7.2 13,903
Harvey 34,636 19.1 11,035
Lansing 25,805 42.6 13,069
Markham 15,987 36.6 12,045
Oak Lawn 60,305 119.5 13,824
Phoenix 3,596 -14.4 9,800
Posen 5,498 21.7 11,866
Riverdale 15,806 31.6 12,520
Robbins 9,641 28.4 8,192
South Holland 23,931 129.8 14,495
Suburban Fact Book - 1973, Northeastern Illinois Planning Commission.
F-4
-------
SOCIOECONOMIC DATA - DBS 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
-------
APPENDIX G
CHRONOLOGY OF IMPORTANT EVENTS - 1954 THROUGH 1975
-------
APPENDIX G
CHRONOLOGY OF IMPORTANT EVENTS - 1954 THROUGH 1975
Year Month
1954
1958 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 Cordinating Committee designations.
-------
Year Month
Description of Events
Reports Issued
1965
1966
May
October
1967 January
November
Flood Control Coordi-
nating Committee
(FCCC) formed and
members appointed by
Governor of Illinois.
Commenced investigations
on mining machines
(MSDGC).
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
-------
Month
Description of Events
November Seismic survey of 5
(Continued) 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
-------
Year
Month
Description of Events
Reports Issued
1968 July
(Continued)
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).
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
-------
Year Month
Description of Events
Reports Issued
1968 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 ).
4 P
1969 January Report on effects of deep
tunnel storage upon MSDGC's
sewage treatment capacity
presented to MSDGC.
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
-------
Year Month Description of Events Reports Issued
1969 April - 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.
July - Bauer Engineering, Inc.,
"The Role of Storage in
Sewage Treatment Plant
Design," for the MSDGC.
September - City of Chicago, "Combined
Underflow-Storage Plan for
Pollution and Flood Control
in the Chicago Metropolitan
Area," Dept. of Public Works.
1969 October - Papadopulos, 1.5.., Larsen,
W.R., and Neil, F.C., "Ground-
Water Studies - Chicagoland
Deep Tunnel System," Ground-
water Journal, Vol. 7, No. 5.
1970 May 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."
June Chicago Underflow
Plan - Single Quarry
proposed (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
-------
Year Month
Description of Events
Reports Issued
1970
June Four Storage Plan with
(Continued) Pumped Storage Power
proposed (Alternative Q ),
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
-------
Month
May
May
September
Description of Events
The Technical Advisory
Committee re-establish-
ed.
Reports Issued
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
13A."
MSDGC, "Evaluation of
Alternative Systems."
MSDGC, "Summary of Technical
Reports."
G-8
-------
Year Month
Description of Events
Reports Issued
1972 August
October
November
December
1973 July
Additional boring tests Seismograph Service Corp.,
completed. "Borehole Logging Report
for North-Side Rock Tunnel
Project."
TARP adopted by FCCC
Board.
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
TABP 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
-------
Year Month
Description of Events
Reports Issued
1973 July
Preliminary plans for
(Continued) 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).
1974 April
March-
September
1975 January
July
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
Chicaao,
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 ,jj ty
of Chicago.
Hearings conducted by U.S.
EPA pertaining to con-
struction grant for
tunnels and shafts of
Addison to Wilmette and
O'Hare systems.
G-10
-------
Year Month Description of Events Reports Issued
1975 September Hearings conducted by
Illinois EPA for design
grants of all first phase
tunnel systems.
November Public hearing conducted by
U.S. Army Corps of Engineers.
G-ll
-------
APPENDIX H
METROPOLITAN SANITARY DISTRICT
OF GREATER CHICAGO
GENERAL SPECIFICATIONS—CONSTRUCTION CONTRACTS
-------
March 1974
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 GS-4
9 Inspection & Testing of Materials & Equipment GS-4
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 GS-13
29 Fire or Other Emergency GS-13
H-l
-------
March 1974
THE 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
second 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 olace 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 in all cases decide every question of an
engineering character which may arise relative to
the execution of the work under this contract.
H-2
-------
on the part of the Contractor, and his decision
shall be 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-
tended 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
requested, shall confer with the Engineer re-
garding the charactei. scale, arrangement, and
completeness of such plans. The detailed shop
plans shall give views, dimensions, instructions
and references so that duplicate pans for repairs
can be ordered and made from the drawings at
any time in the future. The assembly and
working plans shall show necessary details, and
plans and elevations with dimensions, instruc-
tion and references for proper erection, instal-
lation and adjustment of the equipment.
The Contractor shall turnish to the Engineer a
tabulated list of the nanor equipment for which
plans may not be required, showing the name of
the manufacturer and the ratalow lumber 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.
H-3
-------
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 "'ork.
The Contractor shall advise the Engineer in
writing sufficiently in advance of the time when
such plans will be icquired 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 a hini-
self for dimensions, quantities and >'<"•• oidination
with other parts of the work under this contract,
and shall notify the Engineer of all errors ov
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 rarry 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 specify ;>',.-ns or
plans.
Keeping Plans and Specifications on the Work.
(7) The Contractor shall keep on !.,-,fit: ;->,; «he
work for reference a complete ctr\, -u these
specifications and a complete set of ?[>. pians of
the work, and also copies of all plans finished
by the Contractor, a'i rovssed plans furnished by
the Sanitary Distrin and all orders k
-------
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. AH other homontal 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
omissions 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 he subjected at all times
during manufacture, fabrication and erection to
such inspection and tests by the Engineer or his
authorized representatives, as will five 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 trie 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 p> -nt 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 AM AC A
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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 soil- 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. All 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 responsible 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
H-7
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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. All areas on
Sanitary District property shall be 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 the
proposed layout of his plant to the Engineer for
approval, if required. All other 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 (he 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 ac« as contact man with
the Engineer.
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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 entire life, and just
prior to its completion, all drains and appur-
tenances shall be thoroughly cleaned of all
debris, deposits or other substances which wiil
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, woik-
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 -if
the Engineer. Where holes are to be cut through
concrete walls or floor slabs, a core drill or saw
shall be used to prevent spalling 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
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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, lie will be required to make
si'ch temporary connections as he may need,
subject to the approval of the Engineer, and to
restore all existing facilities prior 10 the com-
pletion of the work at no addition:-1 expense to
the Sanitary District.
The Contractor sl'dh arrange *;>r his own
supply of power.
The Contractor will be permuted 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
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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 explosirneter 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 umes
which will continuously monitor for the pre-
sence of explosive gases. This explosimeter shall
be the type thai 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 b<; Certified
by the Bureau of Mines us prescribed in OSHA.
All internal combustion equipment shall be
operated in such a manner as to pre\ent 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 SanHan District
of Greater Chicago, dated March !, 1970 and
as subsequently amended;
The Illinois Health and Safety Art ••^••.-"id
March 16, 1936, together with ;<'! ,' 'vend-
ments thereto :md ail rules and i.ridards
implementing spfd Act;
The Federal Occupational Safety an.-, (:«akh
Act of 1970, -.\hich includes ' S?fety and
Health Regula.ions for Construct. >n , 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 al! equipment furnished.
The Manual shall consist ot' 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 Opera.ion 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 8Vz" x 11"
in size, with any larger sized inserts folded to
8V4" 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
-------
INDEX
THE METROPOLITAN SANITARY DISTRICT OF GREATER CHICAGO
GENERAL SPECIFICATIONS - SEWERS
SECTION
SUBJECT
1 INTERFERENCE WITH OTHER CONTRACTORS
2 EXAMINATION OF SITE
^ LIMITS OF WORK
4 LTNACQUIRED 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
! I PROTECTION OF STREETS AND TRAFFIC
13 REPAI RING OF PAVED STREETS AND SIDEWALKS
m NEW PAVEMENTS, GUTTERS, CURBS AND WALKS
I f HISTORICAL AND SCIENTIFIC SPECIMENS
16 PLACING MATERIAL FURNISHED BY THE DISTRICT
EARTH EXCAVATION - TUNNEL
17 Work Included Tunnel
18 Lighting and V'entilalion in Tunnel
19 Shahs
20 Excavation in Tunnel
21 Sheeting, Bracing and Lining in Tunnel
22 Breasting
23 Unauthorised 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 Laying Concrete Pipe in Open Cut
36 Pipe Grade for Sewer in Open Cut
37 Pipe Grade in Tunnel and Jacking
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 BV PASSING
50 SIGNS
PAGE NO
GSS-I
GSS-i
GSS-I
GSS-1
ess-:
GSS-:
GSS-?
GSS-}
GSS-J
GSS-4
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-X
GSS-8
CSS*
GSS-X
GSS-9
GSS-9
GSS-l>
GSS-9
GSS-9
GSS-10
GSS-10
GSS-1 1
GSS-12
CSS-12
GSS-12
GSS-12
GSS-12
GSS-13
GSS-1 3
GSS-14
GSS-14
GSS-14
GSS-14
GSS-15
GSS-15
GSS-16
GSS-16
1-1
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THE METROPOLITAN SANITARY DISTRICT OF GRFATFR 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 snail 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 pnces 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 an> 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 lor 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 pnvate 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 of either party
hereto, and the Sanitary District shall claim no
damages against the Contractor lor 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 pnvat.' 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 tunne! Installation is to be at a
rate of one (1) line pipe per one thousand
(i,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, all at locations desig-
nated by the Engineer The si?e of line pipes
shall be determined by the depth of the sewer
tunnel to be constructed The sue shall be ten
(10) inches finished diameter or smitller where
the invert of the tunnel is one hundred MOOj
feet or less below the top of ground and ten (10)
inches finished diameter or larger where the
invert of the tunnel is tiore than one hundred
(100) 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 112 inch stopcock. The top
of each line 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 u 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 01 f tlie pipes to the outside neat lines of the
tunnel und fill the opening with concrete and
the balance of the pipe or the hole left by the
removal of the pipe shnll be filled with sluiced
sand before the surface 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
-------
erties adjacent to the sewer to be constructed,
nor highway drainage systems.^, performance
All structures [or obstructions encountered
during the pcrfoiinftaa 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 saM sewer and
appurtenances. The Contractor shall be liable tor
all damages to such structures and property and
shall save and keep the Sanitary District harm-
less from any liability or-expense for injuries,
damages or repairs to the same
In open cut work, wherever sewer, gas and
electric pipes or conduits cross the sewer trench
without cutting through the section of the sewer
to be built under this contract, the Contractor
shall support said pipes and conduits without
damage to them and without interrupting their
use during the progress of work under this con-
tract.
Where said pipes or conduits cross the trench
cutting through the section of the sewer to be
constructed under this contract, the Contractor
shall notify the private individuals, utility com-
pany, city, village or township who owns the
pipes or conduits in order to move or rearrange
them and shall cooperate with said utility com-
pany, city or village, or township in preserving
service through said pipes or conduits, and all in
accordance with the provisions of the ordi-
nances, easements and permits of the contract
documents.
The Contractor shall conduct the work so
that no equipment, material or debris will be
placed on or allowed to fall upon private prop-
erty in the vicinity of the work unless he shall
have first obtained the owner's written consent
thereto and shall have shown his written consent
to the Engineer.
All streets, pavements, roadways, parking lots,
sidewalks, parkways and private property shall
be thoroughly cleaned of all surplus materials.
earth, and rubbish placed thereon by the Con-
tractor, and such streets, pavements, sidewalks,
parkways and private property shall be restored
to as good condition as before the commence-
ment of the work Where sod has been removed
or killed, new live sod shall be relaid as herein-
after provided. Where the areas have been
seeded, top soil equal to that removed shall be
placed, fertilized, seeded and rolled to the satis-
faction of the owner of the land, as hereinafter
provided. All tree.' shrubs, and plant!, damaged
shall be replaced at the proper season of the year
with live growing stock of the same kind and
variety of reasonable size ordinarily used tor
planting purposes
The Contractor sh ill make such changes m
the location of ail electric power conduits and
cables ;.nd police and fire alarm electrical wires
of the municipalities ,is may be rendered ne^is-
sary by the performance of the work specified
under this contract Such changes shall be made
at the places and in trie manner designated by
and be subject to the approval of the proper
municipal u;,\ to
the approval of tr>e l.ngmeer. ;i|] nt-cc- - . \ini-
cades, and othet protections, lights n-i signs
necessary for the proper protection of ilu- pub-
lic. The Contractor shall also funus*' v. i:chme\'
not only to proic:t the public, but to pi >tect Ji
materials, toois. nachmery and e^v.iprrvni and
all work perforrr-'H by the Contractor \ntii said
1-4
-------
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 main? 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 approve! by them before
placing the section in senice.
(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 ineyeirs are -ompleted.
All water pumped or drained from the work
shall be disposed of in a suitable manner without
damage to adjacent projm0, or lo 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 conditiors or by such interruption of the
work shall be iiu-huied in the unit or lump sum
prices herein specified.
(10) PLANT FOR TUNNEL 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 be required. In the tunnel con-
struction steel ribs and wood lagging will be per-
mitted. The electiical service buildincs 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 Fnpineer
The Contractor shall have in operation in each
heading at all times an audible automatic gas
alarm. The alarm shall be Model No 700 J-W
Sentinal. Audible Combustible Gas Ai.irm js
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 as to safeguard
the work and allow free access to all ftre
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 She 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 und >ide-
walks are restored shall conform to the require-
ments and specification^ of the municipality or
governmental agency under whose jurisdiction
the work is done, and shall be subject to the
approval of the Engineer See Ordinances. Ease-
ments and Permits from the State ot' 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 detective 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
ihe specified manner of all materials, wet or dry.
necessary to be remo\ed tor purposes of con-
struction, 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
necessurv 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 jnd 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.
1-7
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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 the 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 In-
made for the use of steel plates or shapes lot
supporting the earth.
If permission is given the Contractor to exca-
vate the tunnel for a specified distance withoui
immediately placing the concrete lining, the pro-
posed method of bracing the tunnel and the
extra bracing necessary shall be submitted for
approval
In case, due to unforeseen conditions or
otherwise, any movement of the earth ovei or
adjacent to the work occurs, the Engineer mas
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 Lining In Tunnel
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.
1-8
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A drawing showing the method and sizes of
lining and bracing proposed to he 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 und support by such
method approved by the Fngmeer 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 against 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 specified.
(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 all 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 as 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 or.
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 ttaue*
to-utteiy top soil equal in depth to that in sur-
L Structure*
rounding area shall be placed in the backfilled
section and fertilized, seeded and rolled to the
satisfaction of the owner of the land.
All till slopes shall be not steeper than 3 hori-
zontal to 1 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 thai
stated in Section 15 of the General Specifica-
tions Sewers slull be removed from the site of
the work ,md 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 ul 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
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 shall 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 to explosives of the
State of Illinois Health and Safety Act and all
requirements of authorities ha^ ing 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
of storing of explosives for the work hercunder
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 he
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 Jg
to the pavement. TIlH wild, glUMi!. Umti.Uiii> A
It may contain material passing a No. 200 fl>
mesh sieve not to exceed ten percent by weight,
but shall contain no organic matter. Material •£
passing a No. 16 mesh sieve shall not exceed Z
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 -T
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 ap-
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 fact ice, 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
m 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, all 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 shail the gasket for joints be
exposed co direct rays of the sun for more than
72 hours.
No more than :wo (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 oi 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 suall be
clean and free of ail 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 a••;•', pull-
ed firmly into position. Care shall be ;:;•. rx'.sed
to see that the pipe is straight and !c>. '•; n the
spigot enters the bell The position of ttu: gasket
shall be checked with a feeler gauge to S*H: that it
is properly positioned.
If adjustment in the position of a k-;-,gth of
pipe is required after it has been laid or if the
gasket is found to be out of place, the irngth of
1-12
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pipe shall be removed, cleaned and rejomted 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 oi 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 Hooding, the tlood
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 hue and grade shall
be at a rate no greater than 3" per 100'.
Any pipe placed which -Joes not comply with
this requirement shall be replaced at the Con-
tractor's expense.
(38) Setting Line arid Grade
The Contractor is resportsibv- 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 as,: of a laser
beam instrument. The C->n tractor srwll comply
with the provisions of "an Act to Require Reg-
istration of Lasei by:'ems . . " 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 afld 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
(40) Concrete Sewer Pipe
All reinforced concrete circular pipe shall be
provided with bell and spigot or tongue and
groove typt joints for use with rubber gaskets, as
hereinafter specified 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 ot
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. All 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 wiii 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.
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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 Jnd all
other superfluous material.
Lubricant for use witi the gasket shall be
equal to the vegetable oil >oap as manufactured
by Davis Young Corp., Fi 11 Wayne. Indiana, or
a Bentonite Slurry diluted to a paste of con-
sistency satisfactory to the bagmeer. No petro-
leum product shall be used i^ a lubricanl
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 m 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 \vheie 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 ol the
General Specification Sewers.
Where sand or other granular backfill is noi
required, regular hucklill may be used. Regular
backfill shall be a uniformly divided material
free from debris, stones larger than 6", objec-
tionable organic matte! and frozen materials and
must be capable of compacting to a dense, stable
backfill free of after-si-ttleinent.
Backfilling, unless otherwise specified, shall
take place in accordance with Section 28 of tin-
General Specifications Sewers or in accordance
with applicable easements, ordinances or per-
mits. The Contractors 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 shall J2£
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 m 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 jnd
covers, and miscellaneous ineta! parts, and such
other iron castings and metal parts as are snown
on the plans or as ordered by the Engineer A)!
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 fhe
plans and specifications.
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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 ! 17 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 thickness which shall be
1-15
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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 .ind he 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 Sine 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 such 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 Hems 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 uther
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 ot infiltiation Ex-
filtration tests will be made by bulkheadmg 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 requin-d to
keep this required head will be the exfiltration.
All 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-gallons per day, per inch of sewer
perimeter per mile of sewer, and no individual
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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 repairs 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
Construction Signs, if requested, will
erected and removed under a
a location or locations as
Pr"
be
The
his own
the Engineer,
The cost of furnishir
signs shall not be included
sum price of the contract.
.attach a tablet of
signaled by
36".
1-17
*USGPO: 1976-650-478A1107 Region 5-1
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