BEFORE THE ILLINOIS POLLUTION CONTROL BOARD

IN THE MATTER OF:

WATER QUALITY STANDARDS AND

EFFLUENT LIMITATIONS FOR THE

CHICAGO AREA WATERWAY SYSTEM

AND THE LOWER DES PLAINES RIVER:

PROPOSED AMENDMENTS TO 35 Ill.

Adm. Code Parts 301, 302, 303 and 304

R08-9

(Rulemaking

-

Water)

PRE-FILED TESTIMONY OF DAVID R. ZENZ

DISSOLVED OXYGEN ENHANCEMENT STUDIES

My name is Dr. David R. Zenz, P.E., and

I am a Senior

Associate with Consoer Townsend

Envirodyne

Engineers

, Inc. (CTE). I was part of the CTE

team

which conducted the CTE

studies of

potential technologies and costs

to directly

increase dissolved

oxygen in the Chicago

Area Waterway System (CAWS)

and am prepared to answer questions concerning

these studies

summarized

in this pre-filed testimony.

I

have a Ph.D in Environmental Engineering and am a registered professional engineer in the

State of Illinois.

Before joining

CTE in

1997, I worked for 30 years in the Research and

Development Department of the District

.

At the District, I eventually attained the position of

Manager of Research and Technical Services

. At CTE,

I have worked on a variety of wastewater

and sludge management projects. A resume detailing my education and experience is contained

in Attachment 1.

Page 1 of 12

Electronic Filing - Received, Clerk's Office, August 4, 2008

---

Background

As part of the Use Attainability Analysis (UAA) of the CAWS, the Illinois Environmental

Protection Agency (IEPA) requested that the Metropolitan Water Reclamation District of Greater

Chicago (District) determine the technologies and costs of methods to directly increase the

dissolved oxygen (DO) in the CAWS. CTE was commissioned by the District to perform this

task.

IEPA specifically requested that the District conduct the following studies of DO enhancement

methods as part of the UAA Study:

1.

Study of Flow Augmentation of the Upper North Shore Channel

2.

Study of Supplemental Aeration of the North and South Branches of the Chicago

River

3.

Study of Flow Augmentation and Supplemental Aeration of the South Fork of the

South Branch of the Chicago River (commonly known as Bubbly Creek)

All three of these studies have been performed by CTE and these reports were submitted to the

Illinois Pollution Control Board (IPCB) as part of the IEPA's proposal in this rulemaking

proceeding.

These reports can be found in Attachments QQ, PP and 00 of the IEPA's initial

filing.

Flow Augmentation of the Upper North Shore Channel

In general, flow augmentation involves bringing water from a nearby source to a waterway in

order to

increase

its flow, eliminate

stagnant

conditions and improve water quality. The IEPA

suggested that adding the effluent of the District's North Side plant to the headwaters of the

Upper North Shore Channel could increase the DO of this CAWS waterway segment and

eliminate stagnant conditions. A computer model developed by Dr. Melching of Marquette

Page 2 of 12

Electronic Filing - Received, Clerk's Office, August 4, 2008

---

University for simulating the dynamic flow and water quality conditions in the CAWS using

DUFLOW software (Marquette University Model) - which is described in the testimony

presented by Dr. Melching - was used for this task. It was determined that pumping 100 million

gallons per day of effluent flow from the North Side plant, aerated to saturated conditions using

U-tubes, to the headwaters of the Upper North Shore Channel at Wilmette, would bring DO

levels to above 5 mg/l, 90% of the time. This waterway DO target was chosen since a rigid DO

standard for the CAWS would be difficult to meet under all conditions (temperature, wet periods,

etc).

Thus 90% compliance with a 5 mg/l standard seemed to be a reasonable target given that at

the time of this study IEPA had not made a final decision on a DO waterway standard. The

estimate of probable cost for 100 million gallons per day of aerated flow augmentation to the

Upper North Shore Channel included $60.0 million in capital costs, $0.74 million in annual

operation and maintenance costs and a total present worth cost of $74.9 million. These costs are

in June 2006 dollars.

Supplemental Aeration of the North and South Branches of the Chicago River

As requested by IEPA, a study was conducted of the supplemental aeration technologies and

costs for the North and South Branches of the Chicago River. Again, the target DO was 5 mg/1

to be achieved 90% of the time. The Marquette University Model was used to determine the

amount of supplemental aeration needed to achieve this target standard on these waterways.

It

was determined that 4 additional supplemental aeration stations would be required to meet the

DO target - two on the North Branch, in addition to those that the District is currently operating

on the waterway at Webster Avenue and Devon Avenue, and two on the South Branch.

Electronic Filing - Received, Clerk's Office, August 4, 2008

---

After a review of

potential supplemental aeration technologies

, four

supplemental aeration

technologies were selected for an

opinion

of probable cost. These technologies are U-tubes,

ceramic disc diffusers

, jet aeration, and sidestream

elevated

pool aeration

(SEPA). The District

currently

uses ceramic

disc diffusers

at its existing stations

at

Webster Avenue and Devon

Avenue and SEPA technology

at 5 aeration stations

on the Calumet Area Waterways. The total

capital costs ranged

from $35.

5

million to $89.9 million and the annual operating cost ranged

from $0.55

million

to $2.6

million

.

Total present worth

costs ranged

from $47.4

million to

$132.8 million. These costs

are in June

2006

dollars.

Flow Augmentation and Supplemental Aeration of Bubbly Creek

As requested by IEPA, a study was conducted to determine the technology and costs for flow

augmentation (pumping of South Branch of the Chicago River flow to the headwaters of Bubbly

Creek) and supplemental aeration of Bubbly Creek.

As for the previous studies, the Marquette University Model was used to determine the amount

of flow augmentation and supplemental aeration to achieve a DO target of 5 mg/l in Bubbly

Creek

,

90% of the time.

It

was found that flow augmentation

(

no aeration of the augmented flow) and supplemental

aeration were needed to meet the target DO. Fifty

(

50) million gallons per day of augmented

flow would be taken via a two mile force main from the South Branch of the Chicago River at

Throop Street to the headwaters of Bubbly Creek

.

In addition, a total of three supplemental

aeration stations would be located along the waterway, at the headwaters

,

midpoint and mouth of

Bubbly Creek

,

respectively.

Page 4 of 12

Electronic Filing - Received, Clerk's Office, August 4, 2008

---

Similar to what was done for the supplemental aeration stations on the North and South Branches

of the Chicago River, an opinion of probable cost was produced for four potential supplemental

aeration technologies on Bubbly Creek. The total capital costs of the four technologies chosen

for the cost estimate (U-tubes, sidestream elevated pool aeration, ceramic disc diffusers and jet

aeration) in combination with 50 million gallons per day of flow augmentation ranged from

$60.4 million to $102.9 million and the total annual operation and maintenance costs ranged

form $1.0 million to $2.8 million. Total present worth costs ranged from $81.9 million to $145

million. These costs are in June 2006 dollars.

Developing an Intelzrated Approach for Directly Increasing

the DO Level in the CAWS

The studies described previously conducted by CTE for the District as part of IEPA's UAA

study included only parts of the CAWS. Also, these studies conducted in 2005-2006 utilized a

waterway DO target different than that proposed by the IEPA in this rulemaking proceeding.

Finally, the studies requested by IEPA did not include all potential technologies and did not

attempt to integrate the various technologies.

Such integration could lower the cost of achieving

the previously assumed DO target. Only by looking at the CAWS as a whole can an overall

cost-effective strategy be crafted for meeting the proposed IEPA DO waterway standards in this

rulemaking proceeding.

Therefore, the District has asked CTE to conduct a new study to determine how various

dissolved oxygen enhancement technologies could be integrated for the entire CAWS to meet the

IEPA's proposed DO water quality standards. The CTE study was begun in December of 2007

and should be completed by mid 2009. This study will produce a level 4 cost estimate according

Page 5 of 12

Electronic Filing - Received, Clerk's Office, August 4, 2008

---

to the Association for the Advancement of Cost Engineering

(AACE)

for a cost effective

combination of technologies which will meet the IEPA proposed DO standards in this

rulemaking proceeding.

Order

of Magnitude

Cost

Estimate for an

Approach

to Raise

DO Levels in the CAWS and

Achieve the IEPA's

Proposed

Target DO Levels

in this Rulemaking Proceeding

The District recognizes that the above described CTE Integrated Strategy Study may not be

completed until after the IPCB's public hearings and deliberations in this rulemaking proceeding.

Thus, the District asked CTE to produce a rough, order of magnitude, cost estimate to help the

IPCB understand the cost implications of achieving the proposed IEPA DO standards for the

CAWS at all times. The details of this rough cost estimate are contained in Attachment 2.

CTE's rough cost estimate is an order of magnitude cost estimate and is based upon a variety of

assumptions which are subject to revision based upon the results of the above described on-going

Integrated Strategy Study. This order of magnitude cost estimate is roughly equivalent to a level

5 estimate according to the cost estimate classification system recommended by the AACE and

has an accuracy range of -30% to +50%.

Using the recently updated Marquette University Model of the CAWS, the following aeration

enhancement of the CAWS was found necessary to meet the IEPA proposed DO standards for

the entire CAWS, 100% of the time:

1)

18 Supplemental Aeration Stations

2)

3 Flow Augmentation Stations, including;

Electronic Filing - Received, Clerk's Office, August 4, 2008

---

a. 100 million gallons per day of aerated North Side plant effluent for the Upper

North Shore Channel

b. 50 million gallons per day of unaerated water from the South Branch of the

Chicago River for Bubbly Creek

c.

182.6 million gallons per day of aerated Calumet plant effluent for the Little

Calumet River

3)

Existing SEPA and diffused air stations operated at full firm capacity

CTE estimated that the total capital cost for the above facilities to meet IEPA's proposed DO

standard to be about $525 million. Total additional annual costs are estimated to be $6.9 million

per year. Total present worth is estimated at $657 million. All costs are in June 2008 dollars.

This rough cost estimate is based on a variety of assumptions and simplifications that will be

further evaluated and expanded in the detailed Integrated Strategy Study. The assumptions

include the following:

1)

Only one aeration technology - supplemental aeration using ceramic disc diffusers

in the waterway with on-shore blower facility - was utilized.

2)

Only one aerated flow augmentation technology - U-Tube aeration of pumped

flow - was utilized.

3)

The number, location, and sizing of the aeration stations for the cost estimate are

based upon preliminary results from an updated Marquette University Model.

4)

The Marquette University model was run for the representative "wet year" from

October 1, 2000 to September 30, 2001.

Electronic Filing - Received, Clerk's Office, August 4, 2008

---

5)

The Marquette University model was calibrated for the 2001 wet year for this

estimate. Further adjustment to include the dry year of 2003 and sensitivity

analyses were not available for this estimate, but will be available for all

integrated strategy compliance scenarios.

6)

The preliminary flow augmentation modeling results do not address the issue of

sediment re-suspension which may be a significant issue in Bubbly Creek and

other parts of the CAWS.

7)

The Marquette University Model assumes the District's existing SEPA and

diffused air stations were operating at full firm capacity. It should be noted that

some of the SEPA stations require further improvements to operate effectively at

this capacity and that the diffused air stations are not typically operated at their

full firm capacity. Costs for these improvements have not been developed or

included in this estimate.

8)

Inflation corrected costs derived from CTE's previous studies for the IEPA's

UAA were extrapolated and form the main basis for this cost estimate. Present

worth based on 20 year life with a present worth factor of 19.42 based on 3%

interest rate and 3% inflation rate.

9)

It was assumed that vacant land is available and can be purchased with minimal

demolition costs. However, given the size of the stations and a brief review of

aerial photography of the preliminary locations, this may not be possible at

perhaps one-third of the locations. This issue will be further evaluated and

addressed in the Integrated Strategy Study.

Electronic Filing - Received, Clerk's Office, August 4, 2008

---

10)

It is currently unclear what operational duration and frequency will be required to

achieve 100% compliance. However, for this estimate, it was assumed all

existing and additional aeration facilities will be required to operate at the

equivalent of full capacity for one month per year, half capacity for 7 months of

the year, and not required for the remaining 4 months of the year. This

assumption is based partially on the current operations at the District's existing

aeration facilities and may not apply for a worst - case year.

It should be noted that, for this cost estimate, no aeration stations were located in the Chicago

River. It appears that supplemental aeration would not be effective for this waterway given that

zero waterway flow often occurs creating dead zones between aeration stations. In downtown

Chicago, there does not appear to be a source of readily available water for flow augmentation to

alleviate this condition.

However, this issue will be studied in greater detail as CTE's on-going

Integrated Strategy Study progresses.

Based upon the preliminary results of the updated Marquette University Model runs for this cost

estimate, the operation of many of the aeration stations to achieve compliance with IEPA's

proposed DO standards may be relatively infrequent.

Many of the stations will only be needed

during large combined sewer overflow events which occur only a few times per year.

Achieving 100% compliance with the proposed DO standards will require a complex waterway

DO monitoring network and an automated operating system. Providing and maintaining this

monitoring network, automated system, and the infrequently used aeration stations (or other DO

Page 9 of 12

Electronic Filing - Received, Clerk's Office, August 4, 2008

---

enhancement systems) would be a significant challenge and costs for this approach have not been

included here. There are also concerns about the relatively large size of the aeration stations

required to meet the proposed DO standards, 100% of the time. These concerns are related to

whether it will be physically practical to effectively locate these stations in the various parts of

the CAWS.

Although the updated Marquette University Model provides a sufficient level of detail for these

planning studies, this one-dimensional model may not describe the complex conditions that can

exist in some segments of the CAWS, including impacts due to density currents, sediment re-

suspension, and mixing zone effects. Therefore, before proceeding to design of a CAWS DO

enhancement system, consideration should be given to a more detailed modeling approach to

produce a final aeration system sizing and location.

In short, there are numerous unknowns at present that may significantly affect the total cost for

the effort as presented in this testimony. In addition, the unique and complex environmental and

physical conditions in the CAWS present numerous engineering challenges to designing and

operating a DO enhancement system. Since all these challenges have not been addressed or

even perhaps identified at this point, it cannot be stated that it is technically feasible to meet the

proposed standards under all waterway conditions. However, it is hoped that many of these can

be identified and addressed through the on-going integrated strategy approach and the final

design process.

Page 10 of 12

Electronic Filing - Received, Clerk's Office, August 4, 2008

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Construction Schedule

Design and construction of the preliminary systems discussed in this testimony to meet the

proposed DO standards in this rulemaking proceeding will involve a significant time

expenditure. Pilot and or full scale studies lasting at least 2 years would be required to develop

design criteria for the proposed facilities. Such studies were necessary for the District's SEPA

stations on the Calumet Area Waterways. Design of the various facilities located throughout the

CAWS would necessitate at least 3.5 years due to the need for lengthy field studies, land

acquisitions, and further computer modeling to confirm site selection and aeration station sizing.

Lastly, constructing the various facilities, perhaps the largest waterway aeration system in the

U.S., would take at least 3 years. Therefore the total time for the construction schedule would be

at least 8.5 years.

Electronic Filing - Received, Clerk's Office, August 4, 2008

---

Testimony Attachments

1.

Resume of Dr. David R. Zenz

2.

Order of Magnitude Cost Estimate for Supplemental Aeration and Flow

Augmentation of the Chicago Area Waterway System (CAWS)

Electronic Filing - Received, Clerk's Office, August 4, 2008

---

Respeq^lly

submitted,

5"- gzla^

By:

David Zenz

Electronic Filing - Received, Clerk's Office, August 4, 2008

---

ATTACHMENT 1

RESUME OF DR. DAVID R. ZENZ

Electronic Filing - Received, Clerk's Office, August 4, 2008

---

Resume

David R. Zenz, PE, Ph.D.

Dr. Zenz worked for nearly 30 years in the Research and Development Department

of the Metropolitan Water Reclamation District of Greater Chicago (MWRDGC) in

various capacities including:

Manager of Research and Technical Services, 1991-1997

Coordinator of Research, 1972-1990

Head of the Wastewater Treatment Research Section, 1970-1972

Research Project Leader, 1968-1970

For the past several years

,

Dr. Zenz has worked

in CTE'

s wastewater section on

various municipal wastewater treatment and biosolids management projects.

Project Experience

Northside

Water Reclamation Plant

-

Infrastructure and Process Needs

Feasibility Study

,

Metropolitan Water Reclamation District

,

Chicago

, Illinois. Task

Manager for the Water Quality Strategy. CTE will assist the District to prepare a

comprehensive water quality strategy which projects a reasonable "envelope" of both

water quality criteria for affected Chicago Area Waterways and effluent limits for the

NSWRP over the planning period. Specifically, this report will address the potential

technologies, costs, and impacts associated with the following issues:

•

Disinfection

•

Nutrient Removal

•

End of Pipe Treatment of CSOs

•

Supplemental Aeration of Chicago Waterways

•

Flow Augmentation for the Upper North Shore Channel and Bubbly Creek

For this project, the planning period will be considered to be up to the year 2040.

Present worth financial analyses of alternatives will be based on the year 2040.

Salvage value for concrete will be based on a 50 year life.

Long Range Facility Plan

,

Urbana/Champaign Sanitary District

,

Urbana, Illinois.

Project Engineer in the development of a Long Range Facility Plan for the Urbana/

Champaign Sanitary District. This sanitary district treats flows at two treatment plants

totaling nearly 30 mgd. This plan included biological phosphorus removal, cloth media

tertiary filters, and centrifuge dewatering of biosolids. Dr. Zenz participated in pilot-plant

testing of cloth media filters for tertiary treatment and centrifuge dewatering of

biosolids. These tests were used to determine the feasibility of the processes for

application at the Urbana/Champaign Sanitary District. These studies resulted in the

implementation of these processes at the Sanitary District.

Title

Senior Consulting

Engineer

Registrations

PE, IL - 1972

Years of Experience

38

Education

PhD, Environmental

Engineering, Illinois

Institute of

Technology, 1968

MS, Environmental

Engineering, Illinois

Institute of

Technology, 1967

BS, Civil Engineering,

Illinois Institute of

Technology, 1965

Electronic Filing - Received, Clerk's Office, August 4, 2008

---

Resume

David R. Zenz, PE, Ph.D.

Anthony Ragnone Wastewater Treatment Plant

-

Long Range Facility Plan,

Genesee County Drain Commission

-

Water and Waste Services

,

Flint, Michigan.

Project Engineer in the development of a Long Range Facility Plan for Genesee

County, Michigan. This plan was for a 30 mgd treatment plant and included biological

phosphorus removal and a full-scale stress test of biological phosphorus removal at the

existing treatment plant.

Long Range Biosolids Management Plan, North Shore Sanitary District

,

Illinois.

Project Manager for a Long Range Biosolids Management Plan for the North Shore

Sanitary District. This work included biosolids from 3 plants with total flows of 60 mgd.

The final plan includes fluidized bed drying of biosolids followed by high temperature

incineration to produce a glass aggregate.

Ammonia Removal Alternatives Study

,

DeKalb Sanitary District

,

DeKalb

,

Illinois.

Project

Manager

for a study of ammonia removal alternatives for the DeKalb, Illinois

Sanitary District. In this study, treatment alternatives were developed to meet new

stringent ammonia effluent standards.

Headworks Odor Control System, City of West Chicago, Illinois. Project Manager

for the design of an odor control system for the headworks of the City of West Chicago

Treatment Plant. Based upon an alternative study, Dr. Zenz designed an activated

carbon system to treat the headworks off-gases.

Air Quality

Permits

.

Dr. Zenz was the project manager for preparation of air quality

permit applications for two City of Chicago Drinking Water Pumping Stations. Air

permits were ultimately issued for both plants by the Illinois Environmental Protection

Agency.

Mr. Zenz prepared an air quality permit application for a 150 dry ton/day heat drying

plant to be located at the MWRDGC's Stickney Water Reclamation Plant. This facility

included a venturi scrubber, a baghouse and thermal oxidizer for air pollution control. A

draft permit for the facility was issued for this facility in 2002 as a result of this

application. For this large air emission source, the following regulatory issues were

addressed:

Best Available Control Technology (BACT)

New Source Review (NSR)

Prevention of Significant Deterioration (PSD)

Title V Operating Permit

Stickney Water Reclamation Plant

-

Centrifuge Expansion

,

Metropolitan Water

Reclamation District

,

Stickney

, Illinois. Project Engineer for the design of a 400 dry

ton/day centrifuge dewatering expansion for the Metropolitan Water Reclamation

District.

Dr. Zenz participated in the design of the polymer dosing and odor control

systems for this facility.

Hanover Park Landfill Leachate

Study,

Village of Hanover Park

, Illinois. Project

Manager for a two full-scale tests of treatment of landfill leachate at the Village of

Hanover Park Treatment plant. This study was designed to determine if the Village

should consider accepting such leachate for treatment on a permanent basis.

CTE I AEC

Electronic Filing - Received, Clerk's Office, August 4, 2008

---

Resume

David R. Zenz, PE, Ph.D.

Warwick

,

Rhode Island

-

Nutrient Removal

.

Technical Advisor for the planning and

design of a biological phosphorus and nitrogen removal system for City of Warwick.

Final design used the UCT process for implementation.

McMurdo Research Station

,

Antarctica - Denitrification

.

Project Engineer for

planning and design of a nitrification/denitrification wastewater treatment process at the

South Pole.

Downers Grove Sanitary District

,

Long Range Biosolids Plan. Project

Manger for a

study of methods to produce Class A Biosolids for the Downers Grove Sanitary District.

An engineering study was conducted to determine the feasibility and cost of various

methods to meet the Class A Pathogen requirements under the Federal Part 503

Sewage Sludge Regulations.

Phosphorous and Nitrogen Removal

,

Wheaton

,

Illinois.

Project

Manager for a

study of methods to meet future phosphorus and nitrogen standards for the Wheaton

Sanitary District. A study was conducted to determine the best method of converting

and expanding on existing 9.0 mgd treatment plant to meet new standards for nitrogen

and phosphorous removal.

Hinsdale Sanitary District, Collection System Study

.

Project Engineer for a study of

the collection system of the Hinsdale (Illinois) Sanitary District. This study included flow

monitoring at various points in the collection system and the development of a

mathematical model.

West Chicago

-

Design

/

Build of Headworks Pumping Station

.

Project Engineer for

a design/build project to renovate the existing headworks pumping station for the West

Chicago Wastewater Treatment Plant. The project involves replacement of the existing

screw pumps with submersible pumps.

Illinois Association of Wastewater Agencies

-

Nutrient Removal

Study. Project

Manager for a study of the cost and feasibility of phosphorous and nitrogen removal at

Illinois

Municipal Wastewater Treatment Plants. This study consisted of a literature

review and cost analysis to determine the technical feasibility and cost to municipal

wastewater treatment agencies for meeting new water quality standards for nitrogen

and phosphorus.

Experience

Prior to Joining CTE

During his tenure with the MWRDGC, Dr. Zenz was connected with virtually every

aspect of the

MWRDGC'

s operation

,

including:

Development and operation of the MWRDGC

'

s 15,000 acre sludge application

to land project in Fulton County

,

Illinois

Development and operation of the MWRDGC's sludge give

-

away program in

the Greater Chicago area.

CTE ! AECO

Electronic Filing - Received, Clerk's Office, August 4, 2008

---

Resume

David R. Zenz, PE, Ph.D.

Development and operation of the following sludge processing systems currently used

at the MWRDGC, including:

•

Anaerobic Digestion

•

Centrifugal Dewatering

•

Agitation Drying

•

Gravity Thickening

•

Gravity Belt Thickening

•

Centrifugal Thickening

Development and operation of wastewater treatment operations currently used at the

MWRDGC, including

Two stage biological nitrification

Single stage biological nitrification

•

Sand filtration

•

Chlorination-Dechlorination

•

In-stream Aeration

During his tenure at the MWRDGC, Dr. Zenz was involved in pilot and full testing of

various wastewater treatment and sludge processing systems, including:

Wastewater Treatment Systems

Bio-Discs

Biological Phosphorus Removal

Chemical Phosphorus Removal

Biological Denitrification

Ozonation

Ion-Exchange

Multi-Media Filtration

Sludge Processing Systems

Alkaline Stabilization

Composting

Vacuum Filtration

Belt-Filter Dewatering

Thermophilic Digestion

High Energy Radiation

Dr. Zenz was responsible for coordinating the work needed to obtain air permits for the

MWRDGC's treatment plants. This work included:

Estimating fugitive air emissions based upon available mathematical models.

Estimating air emissions based upon stack testing.

•

Estimating air emissions based upon established emission factors

In 1994-1996, Dr. Zenz was involved in obtaining a Title V permit for the MW RDGC's

Stickney Plant and Federally Enforceable- State-Operating .Permits..for the_Northside.

and Calumet Plants. This effort included:

CTEIA C M

Electronic Filing - Received, Clerk's Office, August 4, 2008

---

Resume

David R. Zenz, PE, Ph.D.

•

Estimating fugitive air emissions from the wastewater treatment systems of the

MWRDGC's Major Plants using the Bay Area Sewage Toxic Emissions

(BASTE) Model and the USEPA's Water 7 Model.

•

Performing required sewage analysis for 107 Hazardous Air Pollutants (HAP's)

and 82 Volatile Organic Compounds (VOC's).

•

Estimating emissions from other sources within the MWRDGC's major plants

using established emission factors.

•

Working with a consultant in interpreting the applicable Air Pollution

Regulations.

Assisting in the preparation of air permit applications for the MWRDGC Major

Plants

CTE I AEC

Electronic Filing - Received, Clerk's Office, August 4, 2008

---

ATTACHMENT 2

ORDER OF MAGNITUDE COST ESTIMATE FOR SUPPLEMENTAL AERATION

AND FLOW AUGMENTATION OF THE CHICAGO AREA WATERWAY SYSTEM

(CAWS)

Electronic Filing - Received, Clerk's Office, August 4, 2008

---

ORDER OF MAGNITUDE COST ESTIMATE FOR

SUPPLEMENTAL AERATION AND

FLOW AUGMENTATION OF THE

CHICAGO AREA WATERWAY SYSTEM (CAWS)

Prepared by

CT

E

CONSOER TOWNSEND ENVIRODYNE ENGINEERS, INC.

303 E

.

WACKER DRIVE

,

SUITE 600

CHICAGO,

ILLINOIS 60601

For

METROPOLITAN WATER RECLAMATION DISTRICT

OF GREATER CHICAGO

Electronic Filing - Received, Clerk's Office, August 4, 2008

---

Introduction

An Integrated Strategy study is currently underway to determine the most cost-effective

approach, utilizing a variety of technologies, to meet the (EPA's proposed dissolved oxygen

standards for the CAWS. This study, however, will not be completed until the middle of 2009.

The District recognizes that the IPCB has an immediate need for information on the cost of

meeting the IEPA proposed dissolved oxygen standards and therefore requested that CTE

prepare an order of magnitude cost estimate for meeting the IEPA proposed standards. This

document summarizes the approach and assumptions utilized to prepare this order of

magnitude cost estimate.

Basis of Cost Estimate

CTE's estimate is an order of magnitude cost estimate and is based upon a variety of

assumptions which are subject to revision based upon the results of the above described on-

going Integrated Strategy study. This order of magnitude cost estimate is roughly equivalent to a

level 5 estimate according to the cost estimate classification system recommended by the

AACE and has an accuracy range of -30% to +50%.

Assumptions

The following are the assumptions and simplifications utilized to prepare this rough cost

estimate:

1)

Only one aeration technology - supplemental aeration using ceramic disc

diffusers in the waterway with on-shore blower facility - was utilized.

2)

Only one aerated flow augmentation technology - U-Tube aeration of pumped

flow - was utilized.

3)

The number, location, and sizing of the aeration stations for the cost estimate are

based upon preliminary results from an updated Marquette University Model. A

summary of the approach and results of this effort are included as Attachment A.

4)

The Marquette University model was run for the representative "wet year" from

October 1, 2000 to September 30, 2001.

5)

The Marquette University model was calibrated for the 2001 wet year for this

estimate. Further adjustment to include the dry year of 2003 and sensitivity

analyses were not available for this estimate, but will be available for all

integrated strategy compliance scenarios.

6)

The preliminary flow augmentation modeling results do not address the issue of

sediment re-suspension which may be a significant issue in Bubbly Creek and

other parts of the CAWS.

7)

The Marquette University Model assumes the District's existing SEPA and

diffused air stations were operating at full firm capacity. It should be noted that

some of the SEPA stations require further improvements to operate effectively at

this capacity and that the diffused air stations are not typically operated at their

full firm capacity.

Costs for these improvements have not been developed or

included in this estimate.

8)

Inflation corrected costs derived from CTE's previous studies for the IEPA's UAA

were extrapolated and form the main basis for this cost estimate. Present worth

based on 20 year life with a present worth factor of 19.42 based on 3% interest

rate and 3% inflation rate.

Electronic Filing - Received, Clerk's Office, August 4, 2008

---

9)

It

was assumed that vacant land is available and can be purchased with minimal

demolition costs. However, given the size of the stations and a brief review of

aerial photography of the preliminary locations, this may not be possible at

perhaps one-third of the locations. This issue will be further evaluated and

addressed in the Integrated Strategy Study.

10)

It is currently unclear what operational duration and frequency will be required to

achieve 100% compliance. However, for this estimate, it was assumed all

existing and additional aeration facilities will be required to operate at the

equivalent of full capacity for one month per year, half capacity for 7 months of

the year, and not required for the remaining 4 months of the year. This

assumption is based partially on the current operations at the District's existing

aeration facilities and may not apply for a worst - case year.

It

should be noted that these assumptions will be further evaluated and expanded in the detailed

Integrated Strategy.

Required Facilities

As stated above

,

the recently updated Marquette University Model

of the CAWS

was utilized to

determine the additional aeration facilities necessary to meet the IEPA proposed DO standards

for the entire

CAWS,

100% of the time

.

Table 1 summarizes the estimated facilities required,

based on the modeling results.

TABLE 1

Required

Facilities for

100% Compliance with Proposed DO Standards

in the CAWS

CAWS REACH

LOCATION

STATION

OXYGEN

CAPACITY

(GRAMS/SEC.)

UNSC

Central Street

80

UNSC

0.2 miles downstream from Simpson St.

80

UNSC

0.4 miles upstream from Main Street

80

UNSC

Aerated Flow Augmentation Station at NSWRP

18

NBCR

0.3 miles upstream from Diverse Parkway

80

SBCR

0.2 miles downstream from NBCR 'unction

80

SBCR

1.5 miles downstream from NBCR 'unction

80

SBCR

Halsted St.

80

Bubbly Creek

Mouth of Bubbly Creek

80

Bubbly Creek

Approximate midpoint of Bubbly Creek

80

Bubbly Creek

Headwaters of Bubbly Creek

80

Bubbly Creek

Flow Augmentation Station at Mouth of Bubbly Creek

N/A

CSSC

0.24 miles upstream from Western Avenue

80

CSSC

0.8 miles downstream from Western Avenue

80

CSSC

Cicero Avenue

80

CSSC

1.2 miles upstream from Willow Springs

80

CSSC

1.8 miles downstream from Willow Springs

80

Little

Calumet North

0.35 miles upstream of Little Calumet River Junction

80

Cal-Sag Channel

1.8 miles upstream from SEPA Station No. 4

70

Cal-Sag Channel

1.3 miles upstream from Route 83 (Calumet-Sag)

80

Little Calumet

Aerated Flow Augmentation Station at CWRP

33

Electronic Filing - Received, Clerk's Office, August 4, 2008

---

As shown in the table

,

the majority of the facilities are assumed to be ceramic disc diffuser type

aeration stations

.

However

,

flow augmentation facilities previously recommended

for the UAA

for the UNSC

and Bubbly Creek also are required

.

In addition

,

a new aerated flow

augmentation station was required for the Calumet and Little Calumet reaches of

the CAWS.

The model results did not include supplemental aeration for the Grand Calumet and Chicago

River reaches of the CAWS. It should be noted that supplemental aeration would not be

effective for the Chicago River given that zero waterway flow often occurs that would create

dead zones between aeration stations. In downtown Chicago, there does not appear to be a

source of readily available water for flow augmentation to alleviate this condition. This issue will

be studied in greater detail as the on-going Integrated Strategy study progresses.

Order of Magnitude Cost Estimate

Based upon the evaluations and assumptions above, CTE estimated the total Capital Cost for

meeting the (EPA's proposed dissolved oxygen standards to be about $525 million. Total

annual costs are estimated to be $6.9 million.

The total present worth is estimated at

approximately $657 million. Table 2 on the following page presents an itemized listing of costs

for each waterway segment.

Based upon the preliminary results of the Marquette University Model runs for this cost

estimate, the operation of many of the aeration stations to achieve compliance with IEPA's

proposed DO standards may be relatively infrequent. Many of the stations will only be needed

during large combined sewer overflow events which occur only a few times per year. Although

an operational duration and frequency has been assumed to complete this cost estimate,

achieving 100% compliance with the (EPA's DO standards may require a complex waterway DO

monitoring network and an automated operating system.

Providing and maintaining this

monitoring network and automated system, and the infrequent use of these aeration stations (or

other DO enhancement systems) would be a significant challenge and costs for this approach

have not been included here.

It

should again be made clear that the order of magnitude estimate of costs presented here is

rough and that the evaluations, simplifications, assumptions, operational parameters, unit costs,

etc. are all subject to change, depending upon the results of the Integrated Strategy.

Electronic Filing - Received, Clerk's Office, August 4, 2008

---

TABLE 2

Cost Estimate for 100

%

Compliance with Proposed DO Standards in the CAWS

Capital Costt

Operations

&

Maintanencet

Supplemental

Aeration

Aeration Station

Capacity

C

ilC

Land

isi

i

-Total

Capital

Unit O&M Total Annual

Total Present

W th O&M

Total Present Worth

Costt

Location

(gps)

ap

ta

ost

Acqu t on

Cost

Cost

Cost

(0r)

Cost

or

Cost

UNSC'

18

$63,800,000

NONE3

$63,800,000

110.53

$370,000

$7,100,000

$70,900,000

UNSC #1

80

$16,300,000 $1,280,000

$17,600,000

86.86

$290,000

$5,600,000

$23,200,000,

UNSC #2

80

$16,300,000 $1,280,000

$17,600,000

86.86

$290,000

$5,600,000

$23,200,000;

UNSC #3

80

$16,300,000 $1,280,000

$17,600,000

86.86

$290,000

$5,600,000

$23,200,000

North Branch

80

$16,300,000 $1,280,000

$17,600,000

86.86

$290,000

$5,600,000

$23,200,000!,

South Branch #1

80

$16,300,000 $1,280,000

$17,600,000

86.86

$290,000

$5,600,000:

$23,200,000

South Branch #2

80

$16,300,000 $1,280,000

$17,600,000

86.86

$290,000

$5,600,000:

$23,200,000

South Branch #3

80

$16,300,000 $1,280,000

$17,600,000`

86.86

$290,000

$5,600,000'

$23,200,000

Bubbly Creek #1

80

$16,300,000 $1,280,000

$17,600,000,

86.86

$290,000

$5,600,000,

$23,200,000

Bubbly Creek #2

80

$16,300,000 $1,280,000

$17,600,000'

86.86

$290,000

$5,600,000

$23,200,000

Bubbly Creek #3

80

$16,300,000

$1,280,000

$17,600,000

86.86

$290,000

$5,600,000

$23,200,000

Bubbly Creek2

N/A

$31,900,000 $1,280,000

$33,200,000;

61.63

$150,000

$2,900,000

$36,100,000

CSSC #1

80

$16,300,000 $1,280,000

$17,600,000;:

86.86

$290,000

$5,600,000

$23,200,000

CSSC #2

80

$16,300,000 $1,280,000

$17,600,000;

86.86

$290,000

$5,600,000,

$23,200,000

CSSC #3

80

$16,300,000 $1,280,000

$17,600,000;

86.86

$290,000

$5,600,000

$23,200,000

CSSC #4

80

$16,300,000 $1,280,000

$17,600,000

86.86

$290,000

$5,600,000

$23,200,000

CSSC #5

80

$16,300,000

$1,280,000

$17,600,000,

86.86

$290,000

$5,600,000:

$23,200,000

Little Calumet (North)

80

$16,300,000 $1,280,000

$17,600,000

86.86

$290,000

$5,600,000`,

$23,200,000

Cal-Sag Station #1

70

$14,300,000 $1,280,000

$15,600,000;

76.92

$260,000

$5,000,000

$20,600,000

Cal-Sag Station #2

80

$16,300,000 $1,280,000

$17,600,000

86.86

$290,000

$5,600,000;

$23,200,000

Little Calumee

33

$111,000,000 $1,280,000 $113,000,000

196.57

$700,000

$12,600,000

$125,600,000

SEPA Station No. 35

N/A

None

None

None

.

44.56

$150,000

$2,900,000

$2,900,000

SEPA Station No. 45

N/A

None

None

None

',

44.56

$150,000

$2,900,000

$2,900,000

SEPA Station No. 55

N/A

None

None

None

48.70

$160,000

$3,200,000'

$3,200,000

Totals

$524,800,000

$2

,

100 $6

,

870,000 $131

,

800,000

$

656,600,000

t Costs were taken from TM-4WQ

,

pgs. B

-

9 and C-9 for the 80 gps station,

TM-5WQ, pgs. 5-16, G-2, and G-3 for UNSC, and TM-6WQ, pgs. 6-17 and 1-2 for Bubbly Creek.

All capital costs were adjusted to 2008 dollar values based on Engineering News-Record (ENR)

National Construction Cost Indices

(

CCI) of 7699

.

59 for June 2006 and 8184

.

94 for June 2008.

Land acquisition and operation and maintenance costs from previous TMs were inflated at 3% per year to June 2008

Present worth is based on a 20 year life with NPV value of 19

.

42 based on a 3% interest rate and 3

%

inflation rate.

Annual O&M costs assume operating the equivalent of full firm capacity for 1 month

,

half capacity for 7 months

,

and non-operational 4 months each year.

Costs are for additional facilities required to meet 100

%

compliance with proposed DO standards.

Cost includes an 18 g

/

s U-Tube aerator and a 100 mgd firm capacity pump station and forcemain for flow augmentation and aeration,

2 Cost includes one 50 mgd firm capacity pump station and forcemain.

3 These facilities can be accommodated at the North Side W RP based on the Master Plan 2040 layout.

4 Costs include a 33 gps U

-

Tube aerator and a 182.6 mgd firm capacity pump station and forcemain.

5 Power usage for SEPA pumps provided by MW RDGC.

Electronic Filing - Received, Clerk's Office, August 4, 2008

---

ATTACHMENT A

WATER-QUALITY SIMULATION

IN SUPPORT OF

THE DEVELOPMENT OF AN INTEGRATED

STRATEGY TO

MEET DISSOLVED OXYGEN STANDARDS FOR

THE CHICAGO AREA WATERWAYS

-Supplementary Aeration Stations-

100% Compliance (Rough Cut)

Electronic Filing - Received, Clerk's Office, August 4, 2008

---

Institute for Urban Environmental Risk Management

Marquette University

,

Milwaukee WI 53201-1881

TECHNICAL MEMORANDUM

WATER-QUALITY SIMULATION IN SUPPORT OF

THE DEVELOPMENT OF AN INTEGRATED STRATEGY TO

MEET DISSOLVED OXYGEN STANDARDS FOR

THE CHICAGO AREA WATERWAYS

-Supplementary Aeration Stations-

100% Compliance (Rough Cut)

SUBMITTED TO

The Metropolitan Water Reclamation District of Greater Chicago

Emre ALP, Ph.D.

Department of Civil and Environmental Engineering

Charles S. MELCHING, Ph.D, P.E.

Department

of Civil

and Environmental Engineering

Milwaukee, Wisconsin

July 2008

Electronic Filing - Received, Clerk's Office, August 4, 2008

---

Background

In early 2003

,

the Illinois Environmental Protection

Agency (

IEPA) initiated an Use

Attainability Analysis

(UAA) for the

Chicago Area Waterway System with Camp,

Dresser

&

McKee

(

CDM) as the lead consultant and the Metropolitan Water Reclamation

District of Greater Chicago (District

)

promising to provide data and modeling support for

the UAA process

.

As a result

of the UAA

process a number of water-quality problems

have been identified

in the CAWS.

Simulations done by Marquette University (Alp and Melching, 2006) and by the District

Research and Development (R & D) Department and subsequent preliminary design and

cost analysis done by Consoer Townsend Envirodyne (CTE) Engineers (CTE, 2006,

2007a-c) indicated the following results.

1)

Treatment of gravity combined sewer overflows (CSOs) would result in little

water quality benefit at a large cost, and, thus, such treatment was eliminated as a

potential approach to improve dissolved oxygen (DO) concentrations in the

CAWS.

2) Transfer of aerated (to saturation) effluent from the North Side Water

Reclamation Plant (WRP) to the upstream end of the North Shore Channel (NSC)

could substantially improve DO concentrations in the upper NSC, and, thus this is

a possible component of an integrated plan to improve DO in the CAWS.

3)

Transfer of unaerated flow from the South Branch Chicago River (SBCR) to the

upstream end of the South Fork of the South Branch Chicago River (commonly

known as Bubbly Creek) and supplemental aeration of Bubbly Creek could

substantially improve DO in Bubbly Creek, and, thus, this is a possible

component of an integrated plan to improve DO in the CAWS.

4)

Addition of supplemental aeration along the North Branch Chicago River

(NBCR), SBCR, and Chicago Sanitary and Ship Canal (CSSC) could

substantially improve DO throughout the CAWS, and, thus, this is a possible

component of an integrated plan to improve DO in the CAWS.

In all these findings

,

the target for substantially improved DO concentrations is exceed 5

mg/L at least 90% of the time under the summer and fall conditions in 2001 and 2002.

However, the above water quality management alternatives were evaluated individually.

There are potential benefits of integrating these alternatives into one integrated strategy

for water quality improvement in the

CAWS.

In 2007, the District retained CTE to

develop such an integrated strategy for meeting the proposed DO standards for the

CAWS. CTE's

integrated strategy study is ongoing and is planned to be completed in

mid-2009. The District recognizes that the IPCB has an immediate need for information

on the cost of meeting the IEPA proposed dissolved oxygen standards and therefore

requested that CTE prepare an order of magnitude cost estimate for meeting

the IEPA

proposed standards

,

and the proposed aeration stations and flow augmentation facilities in

this memorandum are provided to support this particular effort.

1

Electronic Filing - Received, Clerk's Office, August 4, 2008

---

This memorandum summarizes outcomes of the water quality simulations in support of

the development of an integrated strategy to meet the proposed dissolved oxygen

standards 100% of the time for the Chicago Area Waterways. In the study described in

this memorandum, the integrated strategy includes flow augmentation, supplemental

aeration, and the combination of both in the CAWS. The proposed dissolved oxygen

standards for the CAWS aquatic life use designations, which are part of the IEPA's

proposal to the Illinois Pollution Control Board for rulemaking, are given in Table 1.

Table 1. The proposed dissolved oxygen standards for the Chicago Area Waterway

System

(CAWS)

aquatic life use designations

Designation

March-July

August-February (mg/L)

Hourly minimum

Hourly Minimum

7-day average of

(

mg/L)

Daily minima

CAWS

Aquatic life

5.0

3.5

4.0

Use A Waters

CAWS

and Brandon

Pool Aquatic life

3.5

3.5

4.0

Use B waters

DUFLOW Water

Quality Model

Improvements to the Model and Its Input

In the following sections, improvements to the DUFLOW model developed for the

Chicago Waterway System subset of the CAWS by Marquette University (Alp and

Melching, 2006) are explained. There are three major improvements to the previous

model. First, new CSO locations on the North Shore Channel have been added to the

previous DUFLOW model. Second, sediment oxygen demand (SOD) values were

adjusted based on the measured SOD values. The third improvement is to use the CSO

discharges simulated by the U.S. Army Corps of Engineers (Corps). Moreover, the

downstream boundary was moved from Romeoville to the Lockport Controlling Works

on the CSSC.

Temporal and Spatial Distribution of CSO Inputs

In the previous applications of the Marquette Model (e.g., Alp and Melching, 2006) the

inflows from gravity CSOs were estimated. During storm events, the measured and

estimated (for ungaged tributaries) inflows were insufficient for simulated water-surface

elevations at Romeoville to match the measured water-surface elevations. If the simulated

water-surface elevation is substantially below the observed value, the hydraulic model is

artificially dewatering the CAWS in order to match the observed flow at Romeoville

indicating that the CAWS is receiving insufficient inflow without considering the gravity

CSOs. Thus, gravity CSO volume (starting with the volume imbalance between measured

outflows at Romeoville and measured and estimated inflows) was added until reasonable

water-surface elevations were simulated at Romeoville. This gravity CSO volume was

2

Electronic Filing - Received, Clerk's Office, August 4, 2008

---

added at the representative CSO inflow locations on a per area basis at the time of

operation of the Racine Avenue Pumping Station.

The estimated gravity CSO volumes yielded excellent hydraulic results for all periods

considered (Shrestha and Melching, 2003; Neugebauer and Melching, 2005; Alp and

Melching, 2006). However, the percentage of impervious area varies substantially

throughout the CAWS watershed and the rainfall varies substantially throughout the

CAWS watershed and among events. Thus, the runoff and related pollutant loads must

vary throughout the CAWS watershed on more than a per area basis, and the time

distribution of CSO flows is not uniform and may be longer or shorter than the operation

hours of the Racine Avenue Pumping Station. Thus, simulations of flows, loads, and

water-quality conditions could potentially be improved if the CSO discharges could be

reliably modeled. Thus, CTE (2007d) suggested that "The certainty in CSO and pump

station volumes could be improved through the development of a collection system

model." and "Identifying locations where CSO discharges are more frequent is the first

step to improve the CSO volume input in the model."

Currently the rated pump capacities and pump on-and-off times are used to develop an

hourly time series of pumping station flows whose volume is within 1 or 2 percent of the

exact volume from on-and-off times and rated pump capacities. Thus, a collection

system model is unlikely to improve the certainty of the pump station volumes.

However, a collection system model could potentially improve the spatial and temporal

distribution of the estimated gravity CSOs. For the purposes of the design of the Tunnel

and Reservoir Plan (TARP) the U.S. Army Corps of Engineers (Corps) developed a

series of models to simulate the surface and subsurface runoff in the TARP drainage area

(which includes the CAWS watershed); the flows in the major interceptors; the

distribution of the flows to the Water Reclamation Plants or potentially to gravity CSO

outfalls or TARP drop shafts; and the flows in the TARP tunnels. These models are run

by the Corps for each water year in support of the Lake Michigan Diversion Accounting.

The gravity CSOs simulated by these models during the months in which water from the

CAWS flowed to Lake Michigan at Wilmette and/or the Chicago River Controlling

Works were obtained by Marquette University from the U.S. Army Corps of Engineers

for 1990 through 2002 as part of the project "Evaluation of Procedures to Prevent

Backflows to Lake Michigan from the Chicago Waterway System" for the District.

Evaluations for events in 2001 and 2002 of simulated water-surface elevations in the

CAWS for the case of gravity CSO flows from the Corps models and pumping station

flows from the operation records have yielded reasonable results throughout the CAWS

in comparison to the results for the original input to the Marquette Model (Alp and

Melching, 2008). Hence, in the study reported here, simulated gravity CSO flows

obtained from the Corps are used in simulations to identify an integrated strategy for DO

improvement in the CAWS. Detailed discussion of the Corps models (a combination of

the Hydrological Simulation Program-Fortran, Special Contribution Area Loading

Program, and Tunnel Network Model) is given in Espey et al. (2004).

3

Electronic Filing - Received, Clerk's Office, August 4, 2008

---

New Representative CSO Locations on the North Shore Channel

There are nearly 240 CSOs in the modeled portion of the CAWS watershed. Since it is

practically difficult to introduce all CSO locations in the modeling, in the previous

CAWS DUFLOW model, 28 representative CSO locations were identified and flow

distribution was done on the basis of drainage area for each of these locations.

Whereas

this worked fine for the system wide simulations (Alp and Melching, 2006) and the

results were used in the preliminary evaluation of potential water-quality improvement

alternatives (CTE, 2006, 2007a-c), it is inadequate for a more detailed evaluation of

water-quality improvement options. This is particularly true when considering conditions

on the upper NSC where CSO flows dominate the stream flow and water quality

conditions in the channel. For the NSC, the original Marquette Model had four CSO

inflow points that represent 24 TARP drop shaft overflow locations (there may be more

than one CSO per drop shaft drainage area). With only four inflow points, the CSO flows

can overpower the flows transferred as part of flow augmentation requiring higher

amounts of transfer than might be needed if the flows were distributed as in reality.

Thus, 19 gravity CSO locations, representing 24 TARP drop shaft overflow locations, are

included as CSO inflow points to the revised DUFLOW model and the flows were

redistributed to the these locations using the Corps models.

In other areas of the CAWS the CSO flows are not as dominant and the representative

CSO locations were not changed outside of the NSC.

Improvements to the Simulation of Sediment Oxygen Demand (SOD)

DUFLOW includes the DiToro and Fitzpatrick (1993) sediment flux model with a model

of water quality in the water column. This sediment flux model distinguishes among

transported material that flows with water, bottom materials that are not transported with

the water flow, and pore water in bottom materials that are not transported but that can be

subject to similar water-quality interactions to those for the water column. In DUFLOW

(2000), SOD is simulated as a diffusive exchange of oxygen between the water column

and the active (top) sediment layer (which has it own carbonaceous biochemical oxygen

demand (CBOD), DO, nutrients, etc. in the pore water). In the previous DUFLOW

Model (e.g., Alp and Melching, 2006), SOD was calibrated based on a survey of

sediment depth and composition conducted by the District at 20 locations in the CAWS.

In this study, SOD is recalibrated and compared with SOD values measured in 2001. The

average simulated SOD values and measured SOD values are listed in Table 2.

Measured and simulated SOD values are in close agreement for most of the locations in

the CAWS. The biggest difference between the simulated and measured SOD values is

observed on the North Branch Chicago River at Belmont Avenue. In order to achieve the

significant drop in the DO concentration observed between Addison Street and Fullerton

Avenue, a higher SOD value was used in this section of the CAWS. While a similar DO

trend is observed at Fullerton Avenue and Addison Street and there are just 1.9 miles

between Addison Street and Fullerton Avenue, the average measured DO concentration

at Fullerton Avenue is significantly lower than that of Addison Street. In the calibration

4

Electronic Filing - Received, Clerk's Office, August 4, 2008

---

process, since it is difficult to obtain a significant DO drop by manipulating CBOD5 and

ammonium kinetic rates in such a short distance, SOD was increased within this section

of the model to capture the substantial DO decrease between Addison Street and

Fullerton Avenue. Existence of a wide area on the NBCR at Diversey Parkway that has

shallow water and deep sediments off to the side of the river channel makes the

assumption of using high SOD values in this area reasonable.

Table 2. Comparison of measured and average simulated (for July 12 to November 9,

2001) sediment oxygen demand (SOD) values at various locations in the Chicago Area

Waterways

Average

Simulated SOD

(

g/m2/day)

Measured

SOD @ 20°C

(

g/m2/day)

Measured

Date

Simpson St. (NSC)

2.58

3.89

12/5/01

Main St. (NSC)

3.86

1.85

12/6/01

Belmont Ave. (NBCR)

8.71

3.10

10/24/01

Grand Ave. (NBCR)

2.64

1.80

10/23/01

LaSalle St. (Chicago River)

0.67

0.77

10/22/01

Congress Pkwy. (SBCR)

1.22

1.93

10/26/01

Halsted St. (SBCR)

1.35

3.32

10/29/01

Interstate Hwy. 55 (Bubbly

3.55

3.64

11/2/01

Creek)

Cicero Ave. (CSSC)

1.25

1.71

10/31/01

Lockport Powerhouse (CSSC)

2.70

2.71

11/7/01

Conrail Railroad (Little Calumet

1.16

0.59

11/14/01

River, LCR)

Indiana Ave. (LCR)

1.15

1.25

11/20/01

Halsted St. (LCR)

1.33

1.14

11/21/01

Division St (Cal-Sag)

1.23

1.07

11/21/01

Southwest Hwy. (Cal-Sag)

1.09

0.80

11/6/01

Route 83 (Cal-Sag)

1.03

0.63

11/5/01

Calibration results

Results of the Hydraulic Verification

The comparison of measured and simulated water-surface elevations at Romeoville is

shown in Figure 1. The simulated water-surface elevations were within 5 % of the

measured values with respect to the depth for 77-100% of the values and within 10% for

95-100% of the values at all locations with water-surface elevation measurements in the

CAWS: Wilmette (NSC), CRCW (Chicago River Main Stem), O'Brien Lock and Dam

(Calumet River), Lawrence Aevnue (NBCR), Western Avenue (CSSC), Willow Springs

(CSSC), Calumet-Sag Junction, Romeoville (CSSC) and Southwest Highway (Calumet-

Sag Channel). These high percentages of small errors and the high correlation

coefficients (0.66-0.91) indicate an excellent hydraulic verification of the model. The

5

Electronic Filing - Received, Clerk's Office, August 4, 2008

---

comparison of measured and simulated average daily flows at Romeoville is shown in

Figure 2. The average flow for the period of October 1, 2000 -September 30, 2001 at

Romeoville was 2710.5 cfs and the difference between simulated and measured average

flow at Romeoville was just 162.2 cfs, 6% of the average measured flow. Since the

calibrated model can predict stages throughout the CAWS with high accuracy, this model

can be safely used for the water-quality calibration.

CSSC at Romeoville

Measured - - - - - - - S i mulated

-8

V-

(D ^ LO O U')

Od"

M MM

Ln

O

^

rn

d-

M M

w

M

CO

N

I--

T-

CD

-4

-5

-6

-7

-1

-2

-3

r- 0 0

N N

N N M M It dam- LO LO CO CO I` ti M W O M

Date

Figure

1.

Comparison of measured and simulated water-surface elevations relative to the

City of Chicago Datum (CCD) at Romeoville for October 1, 2000- September 30, 2001

0

CSSC at Romeoville

Measured

------ Simulated

5

55

15

!5

0

O

VI_

22

O

V_

c-

LO

M^M^NV-

C)MO ;11Mn

N^Mr-

0MOIt

N

OIt

V-

MN'-

MWMW

NON

NN

NNMM t'

tLO LnCflCflt`I`

r r ^ ^

Date

00 00

O

N

O

O

Figure

2. Comparison of measured and simulated daily average discharges at Romeoville

for October 1, 2000- September 30, 2001

12000

10000

8000

6000

4000

2000

6

Electronic Filing - Received, Clerk's Office, August 4, 2008

---

Water Quality

Calibration

The DUFLOW

water-quality model was re-calibrated for the period of October 1, 2000-

September 30, 2001. Complete details of the previous calibration and verification are

given in Alp and Melching

(

2006).

An extensive data set including hourly in-stream DO data at 25 locations, monthly in-

stream water-quality measurements at 18 locations, daily composite WRP effluent

measurements, event mean concentrations for storm runoff from major tributaries and

CSO pumping stations determined from multiple samples collected by the District during

selected events in 2001, daily solar radiation data, and detailed hydraulic data (at 15-min

and 1-hour time steps) were used to calibrate the water-quality model at a 1-hour output

time step.

All water quality variables including DO were measured by the District.

Comparison of the simulated and measured hourly DO concentrations at selected

locations in the CAWS is shown in Figure 3. There are approximately 8,760 measured

hourly DO values at each location within the calibration period and throughout the

calibration process it was aimed to match hourly measured and simulated DO

concentrations as much as possible. On the other hand, as Harremoes et al. (1996)

mentioned, it is almost impossible to match all the measured hourly data if there are a

large number of data to be fitted to. Hence, calibration was done manually in a way that

the model can capture low DO concentrations resulting from CSOs and produce similar

probability of exceedences for different DO concentrations. The focus on low

concentrations was taken so that reliable management practices to mitigate the CSO

effects could be determined. Comparisons of the percentage of DO concentrations greater

than 3, 4, 5, and 6 mg/L, respectively, at different locations in the CAWS for the

calibration period for the selected locations are listed in Table 3.

Close agreement between the calibrated and measured DO concentrations were obtained

especially for the lower DO concentrations. The differences between the percentage of

DO concentrations greater than 3 mg/L for the calibrated and measured DO

concentrations are smaller than 10 percentage points in the CAWS except for the NSC.

The differences between the percentage of DO concentrations greater than 4 mg/L for the

calibrated and measured DO concentrations are less than or equal to 12 percentage points

in the CAWS except for the NSC, Michigan Avenue on the Chicago River Main Stem,

and Division Street on the Little Calumet River (north). Along the upper NSC it was

difficult to match the measured DO concentrations because of the hydraulic conditions in

the upper NSC, i.e. flow near zero except during CSO events. The differences between

the percentage of DO concentrations greater than 3 and 4 mg/L for the calibrated and

measured DO concentrations reach up to 20 percentage points in the upper NSC.

7

Electronic Filing - Received, Clerk's Office, August 4, 2008

---

Simpson Street

J

E

0

0

Hourly measured - - - - - - - Hourly simulated

wO

-^W

W

O

W

OtD

N

co

N

N W ? CIl Q1 V W

co

N W

O co

N

c0

N N

m co

N N

V

Date

Hourly measured

- - - • - - - Hourly simulated

Kinzie Street

r)O

N

W

O

14

12

10

8

6

4

2

0

Fullerton Avenue

Hourly measured

- - - - - - - Hourly simulated

r

n a-

77

W

O

N

W

O

O = W

co

N N

w O

W

<0

N

CO

N

rb

N

W

N N

^1

N

O

Date

Route 83

(

Calumet

-

Sag Channel)

Hourly measured

- - - - - - - Hourly simulated

r

1

i

i

O

O

1

T

O N

^i

-+

N W

W

O co

?

N

(Jl

CO

N

O

N

O

V

N

co

O

N

V

O

N

O

Date

Baltimore and Ohio Railroad

12

-

12

N W ? W O V O O

O

^ W

O

W

^

O

WON

N

c0

N

N O

W

c0

N

c0

N N

W

N

OD

N

V

N

W

Date

-a

N W 1 Ul 07 V OD O

O ^ N

W W

O O

co

N N

m

W

O CO

N

CO

N N

m

N

W

N

V

N

a^

Date

Lockport

Hourly measured

- - - - - - - Hourly simulated

ti

5

10

J_

E

0

0

8

6

4

2

0

WO

N

O

N

W

O

N W ^

N W

N W

W O

Date

O

Ut

O

Figure 3.

Comparison of measured and simulated dissolved oxygen (DO) concentrations

at selected locations for October 1, 2000 - September 30, 2001

8

Electronic Filing - Received, Clerk's Office, August 4, 2008

---

Table 3. Comparison of percentages of values greater than various target dissolved

oxygen (DO) concentrations between hourly simulated and measured DO concentrations

for the Chicago Area Waterway System for October 1, 2000 - September 30, 2001

Percent of DO higher than

>3

>4

>5

>6

Mea.

Sim.

Mea.

Sim.

Mea.

Sim.

Mea.

Sim.

Linden Street

85

81

80

72

78

57

75

49

Simpson Street

63

81

53

71

42

58

36

34

Main Street

70

89

61

80

52

66

42

34

Addison Street

100

99

99

98

96

94

73

74

Fullerton Avenue

98

99

93

98

75

89

51

63

Division Street

100

100

98

99

91

93

63

65

Kinzie Street

99

100

97

98

84

89

46

55

CRCW

100

97

99

88

99

78

98

68

Michigan Avenue

100

96

100

83

99

71

91

52

Clark Street

99

98

99

89

95

72

88

40

Jackson Boulevard

99

99

95

95

79

72

47

26

Cicero Avenue

91

94

76

79

53

46

34

15

Baltimore and Ohio

Railroad

99

99

97

96

87

89

62

57

Route 83

95

98

85

94

61

85

45

54

River Mile 11.6

97

99

89

95

68

88

48

61

Romeoville

95

97

81

93

57

84

46

56

Lockport

94

97

80

92

61

83

43

54

Conrail RR

100

100

100

100

97

87

88

27

Central and

Wisconsin Railroad

100

100

100

100

98

89

87

30

Halsted Street

100

100

99

100

91

92

59

32

Division Street

96

100

84

99

59

79

28

16

Kedzie Street

98

100

93

100

78

88

45

31

Cicero Avenue

98

100

91

98

74

73

40

18

Harlem Avenue

96

100

87

97

68

82

27

35

Southwest Highway

97

100

84

95

63

76

30

26

104th Avenue

90

99

84

93

67

63

33

17

Route 83

92

96

82

90

57

56

27

10

*Mea. = Measured; Sim. = Simulated

Calumet Waterway System DO locations:

Measured DO data are only available between

July 12- Spetember 30, 2001

9

Electronic Filing - Received, Clerk's Office, August 4, 2008

---

SIMULATION RESULTS

Baseline Simulation

The first set of simulations (baseline) were performed considering the existing Devon

Avenue and Webster Street in-stream aeration stations operating at full capacity, 3

blowers each, the 4-SEPA stations operation with 3 pumps each. In addition to the

current aeration stations operating at full capacity, the baseline simulation also includes

the following management practices:

• Transfer of aerated (to saturation) effluent from the North Side Water

Reclamation Plant to the upstream end of the NSC-100 MGD

• Transfer of unaerated flow from the SBCR (at Throop Street) to the upstream end

of the Bubbly Creek-50 MGD

As can be seen in Table 3 DO concentrations in the Little Calumet River (north) exceed 5

mg/L more than 90% of the time, but to meet the early life stages DO requirement in this

reach 100% of the time it was necessary to consider transfer of aerated (to saturation)

effluent from the Calumet WRP to the upstream boundary, Calumet River at O'Brien

Lock and Dam. In order to determine the amount of aerated Calumet WRP flow to be

tranferred, a new set of simulations were completed. Daily mean temperature data for the

CWRP influent for the period of October 1, 2000- September 30, 2001 were used to

determine the saturation DO concentration in the force main. The transfer amount was

taken as the lesser of the selected transfer value or the actual effluent flow for a particular

hour. Ten different flow values have been tried to compare the percentage of time

compliance is achieved with the proposed DO standards of 3.5 and 5 mg/L (Figure 4). As

can be seen in Figure 4, an aerated flow of 182.6 MGD needs to be transferred from the

Calumet WRP to O'Brien Lock and Dam to achieve DO above 5 mg/L 100% of the time.

Identification of Aeration

Station Locations

The purpose of adding the new aeration stations is to raise DO concentrations above 5

and 3.5 mg/L for the periods of March-July and August-February, respectively, for

Aquatic Life Use A waters and above 3.5 mg/L throughout the year for Aquatic Life Use

B waters 100 % of the time. In this exercise new aeration stations were added to the river

network wherever needed. This means that when the simulated DO concentration drops

below 5 or 3.5 mg/L, as appropriate, at a location a new aeration station would be

introduced upstream from that location (Figure 5).

10

Electronic Filing - Received, Clerk's Office, August 4, 2008

---

100.0

99.8

99.6

99.4

99.2

99.0

98.8

100.0

99.8

99.6

99.4

99.2

99.0

98.8

98.6

C and WI RR

j*-August-February

-DO>3.5m g/L

--March-July-DO>5mg/L

22.8

45.7

68.5

91.3

114.2

137.0

159.8

182.6

205.5

228.3

TRANSFERRED

FLOW,IN MILLION GALLONS PER DAY

Conrail RR

-3August-February-DO>3.5m g/L

-March-July-D O>5m g/L

22.8

45.7

68.5

91.3

114.2

137.0

159.8

182.6

205.5

228.3

TRANSFERRED FLOW, IN MILLION

GALLONS PER DAY

Figure

4. Relation between the amount of aerated transferred flow and percentage

compliance with the dissolved oxygen concentration criteria for October 1, 2000 -

September 30, 2001 on the Little Calumet River (north).

q

a' B - - io

4 YS ffi

.' (::.:-;

-. -;....-

J..

v,t Yl

®.

oa i8t :^.

Q

--

...... .-----_..

DO-1.5._.....---

_.._........--._..._._-

-.--

-- ..---

---------

------

---------

......

.....

....

........

.-.

.............................1..

-...-.

^--------

-'--

.._.------------------

---------

::C...._

New

...........................................................

Aeration

_.-...._..._............ _....-..-._....

--^

Figure 5. Identification

of Aeration

Station

Locations

11

Electronic Filing - Received, Clerk's Office, August 4, 2008

---

Simulation results showed that 18 new supplementary aeration stations with a maximum

oxygen load of 80 g/s are needed to achieve the proposed DO standards of 3.5 and 5

mg/L for periods of August-February and March-July, respectively, for Aquatic Life Use

A waters and of 3.5 mg/L throughout the year for Aquatic Life Use B waters. Locations

of the proposed aeration stations are shown in Figure 6 and descriptions of the locations

are presented in Table 4.

Especially after large storms, low DO concentrations are observed for an extended period

of time. There were two critical time periods in which the proposed DO standards would

not be met at almost all locations. July 25, 2001 and August 2, 2001 events were the most

critical events for the proposed DO standards of 5 and 3.5 mg/L, respectively.

Simulations showed that 3 new aeration stations would be needed on the Upper NSC,

whereas no new aeration would be needed for the lower NSC since NSWRP and Devon

Avenue In-stream aeration station provided enough dissolved oxygen for the river

system. Only one new aeration station on the Upper NBCR that would be upstream from

the Webster Avenue in-stream aeration station would be added to meet the the proposed

DO standards.

era

Chicago Waterway System

Major Inflows

Current Aeration Stations

New Aereation Stations

&

USGS Gages

G\Alrj

100

North Side%

WRP

tkn Statio^

d Aerated

l it m ette

0

X

UP

SH

ER NORTH

n

RE CHANNEL

LOWER NORTH

SHOR$

CHANNEL

North Braocc

°^,

Devon Ave. In-stream

Pumping Station

UPP

CHIC

"4m

web

oopP"

LOWER NORTH BRANCH

CHICAGO RIVER

SOUTH BRANCH `;^

CHICAGO RIVER 7f

Stickney

v Y5

0

WR

P

%

Y.

G acine Ave.

O V

Pumping Stat

i

n

LAKE MICHIGAN

1110 A

ated

a

x

{^

182m

w

Lemont

Y ^

hvi

ry -2.

5

WRP %'

N

o.

a^ v

^r .pA

w

two

&

CAIU

/

yETSAG

j

N

'1

SN^^ryQ^^^

'Brien Lockand Da

Ro m eo vi lle

EL

ITTL E CAL UMEk,Q(VE

R

Little Calumet River at South Holland

Lockport

Figure 6.

Locations of the propsed aeration stations in the Chicago Area Waterway

System.

O

SO,

y 011

SP^\^PR

G

? NORTH BRANCH

GO ' RIVER

lter Ave. In-stream Aeration Station

Columbus Drive

CHICAGO RIVER

^M*'

,gld

IN STEM

Unaerated

12

Electronic Filing - Received, Clerk's Office, August 4, 2008

---

Because of the water quality conditions on the SBCR, three new aeration stations would

be needed to bring DO concentration above 3.5 mg/L 100% of the time. Previous

assessment by the R&D Department of the District showed that 3 aeration stations would

be needed for Bubbly Creek (CTE, 2007c). In this exercise, the same locations suggested

by the District would be used with higher DO loads at the stations. Three new aeration

stations between the Bubbly Creek Junction and Stickney WRP and 2 new aeration

stations between the Stickney WRP and Calumet-Sag Junction would be added to raise

DO concentration above 3.5 mg/L. Because of transfer of 182.6 MGD of aerated Calumet

WRP effluent to O'Brien Lock and Dam, the proposed DO standards would be met along

the Little Calumet River (north) between O'Brien Lock and Dam and the Calumet WRP

and one new aeration station would be needed between the Calumet WRP and the Little

Calumet River junction with the Calumet-Sag Channel. Since the SEPA stations would

be assumed to be working at full capacity, 2 new aeration stations would provide enough

dissolved oxygen to meet the the proposed DO standards. Dissolved oxygen

concentration profiles along the waterway segments with the 18 new aeration stations in

the CAWS for the selected critical periods are shown Figures 7-9.

Table 4. Locations of the proposed new aeration stations in the Chicago Area Waterway

System.

No.

Waterway

River

Mile

Max.

Load

(0

)

Location

1

Upper North Shore Channel

340.2

80

Central Street

2

Upper North Shore Channel

339.3

80

0.2 miles downstream from Simpson Street

3

Upper North Shore Channel

337.9

80

0.4 miles upstream from Main Street

4

North Branch Chicago River

330.4

80

0.3 miles upstream from Diversey Parkway

5

South Branch Chicago River

325.4

80

0.2 miles downstream from the junction with the

North Branch Chicago River

6

South Branch Chicago River

324.1

80

1.5

miles downstream from the junction with the

North Branch Chicago River

7

South Branch Chicago River

322.9

80

Halsted Street

8

Bubbly Creek

80

Mouth of Bubbly Creek

9

Bubby Creek

80

Approximate midpoint of Bubbly Creek

10

Bubbly Creek

80

Headwaters of Bubbly Creek

11

CSSC

320.8

80

0.24 miles upstream from Western Avenue

12

CSSC

319.8

80

0.8 miles downstream from Western Avenue

13

CSSC

317.3

80

Cicero Avenue

14

CSSC

309.4

80

1.2 miles upstream from Willow Springs Road

15

CSSC

306.4

80

1.8 miles downstream from Willow Springs Road

16

Little Calumet River (North)

320.0

80

0.35 miles upstream from the junction with the

Little Calumet River

17

Calumet-Sag Channel

313.5

70

1.8 miles upstream from SEPA Station No. 4 at

Worth (Harlem Ave.)

18

Calumet-Sag Channel

305.6

80

1.3 miles upstream from Route 83

13

Electronic Filing - Received, Clerk's Office, August 4, 2008

---

E3 Ede €da v_bw Mpject Ecenano SelcuLg0

Qpti

window L± tP

- ^ 8 m © m

rte

a

[mil D8-02

M

:00:1

A•----

.l p_.-_

North Shore Channel

J*Semlem

,

o2w. Concerbaii- Ngthshae

............................... --_____-----______-----.______-

1

North Shore

zo I oe

oz 1I 00 :1

J J

Di t-

ip

M Fk €dk

Yew Eroject scenario

9

*Utati

Qptiax

&W

&1P

North Branch Chicago River

r------------------------------------ --------NSWR

Devon Avenue GI . nel

Me e

2500

5000

7500

10000

12500

JulySemtemb- o2w. Coxanhafi- Noilh Blanch

Aeration Station

+--------------------------------------------- .....

.

. .......

.

..

.

.....

..

5.0-

-,

Qsvon....-- ----

i-

-

------

-0

-

3NSC Junction

Webster Ave.

i

.

-

-

-

In-Stream A

e. St.

--

N

- --

z.o

North Branch

---

Chicago River

t.o

------------------------------------------------------------------------

0.0

---+-------------------------------------------------------------------------------------------------•

2500

50M

7500

10000

12500

D6lance 513.306

__

rG

X

JWyS-0

July seMembn, ozw, Cpncrnka.

,

south Blanch

__________________________________

---------------------------

---

---

-------------------

--------------------

Bubbly Creek

oitn-Branca'Junctio

n ------------------------------------------

--------------- .... uncton-------;

Figure 7. Dissolved oxygen concentration profile in the Chicago Area Waterway System

for a selected critical period of the August 2, 2001 storm where the downward arrows

indicate locations of new aeration stations.

- 5.169780

I2001.0802 200000

^- ^ ^ J J

M Ede Eda Ybw boject 2cene-

rakdae ns Qpt

Vpdow tielp

q

Do ®

$ a m ©E3M

R^' .. '0 •

® i=i South Branch Chicago River

t

14

Electronic Filing - Received, Clerk's Office, August 4, 2008

---

In E- E- ybw e

D co

% M M M M

til

ip

G

Chicago Sanitary and Ship Channel

July 9ertdembe^ ,

o2w, Career,.- CSSC

..............................:

60

-

- ----------------

................

Ronie'

l..

Calumet-Sag -Channel Junction n-------------

3 ost m Ave.

S ickney

WRP

----------------------_

-------------------

t--------------------------------„--------------------,-

2.0

Cicero Ave.

Lockport

BuyA-Creek-

Jainotion

--------------------- Nillovw-

SpM85-----,,,,,--------------------,,,,----------------I

.............. _.......,......_ _,.,._.._-,......_....,,........,,,....-......,,........,.,,,.....-----........

zoooo

D^sier^ce 05280

i

5.393006

2oo,.oe.w,s:oo.oo^

µ J^^ J

®JUlyS

<ptem.. ®JulySePlem_^-

30000

r-aooOD

...........................................................................................................

Little

Calumet

SEPA 2

------------- ----------------------------- ------------------------ ---CalumetWRP.....

;..

O'Brign Lock

and Dam

Giver Junction

o.O-^o

^s0o

Di-

Tsooo

M

2w0 ,mm

I

20010

7 - 55 20:00.oO __3

JJ •• ^ JJ

ED j**s tem

.. ®

Juy-$.P-.

0 Ete Edz ykw Bl.*t 1-to LakiMbi

ins EwIdow LOP

D Q; ®`

7%2 M M M

Calumet-Sag Channel

mgh

Jul,Semlembe, o2w. C-MIN

iSF :C.

Rs

^] ^^•_^

h^July-Seal

CN Sag

2.5f---- -------------------------------------------------- -------------- ------- ------------- '----------- ,----------..,

Little Calumet Junction

0.0^

SEPA 5

--------------------,---------.-------------------------------------- -------- ., ---------------------------------

^

,

Dnt-15000

if

2007

---

WT2802IMM

------------ J J N I J

Juy-Seplem

..

® JuVSeplem..

Figure

8. Dissolved oxygen concentration profile in the Chicago Waterway System for

selected critical periods of August 2, 2001 (Chicago Sanitary and Ship Canal) and July

25, 2001 (Little Calumet River (north) and Calumet-Sag Channel) storms where the

downward arrows indicate locations of new aeration stations.

15

Electronic Filing - Received, Clerk's Office, August 4, 2008

---

E3 ek E. Yew D.- 5u

%SM®r$®®

Bubbly Creek

aa0t

%. R91 1^11 V91-..%MW

JJrByrvaba

.

oS+. Corcmvixcn B^Cy G.d.

5l

SB

s

z.B1...... ....*----- ----- ..------------------- --------- ...... *-------- ----------------- Head-Wffer 6fBii661y Creek

oo

soo

,ooo

,soo

zmo

o

:`zoo,wa3moaooewrs.w.m..

^JJJJ

Figure 9. Dissolved oxygen concentration profile in Bubbly Creek for a selected critical

period of August 2, 2001 where the downward arrows indicate locations of new aeration

stations.

In this exercise, new aeration stations are not added on the Chicago River Main Stem

(CRMS) because this segment of the waterway is stagnant most of the time. As can be

seen in Figure 10, the effect of new aeration stations on DO concentrations in the CRMS

is significant especially for the period of October 2000 to May 2001. After May 2001, the

effect of new aeration stations on DO in the CRMS diminishes.

Clark Street

- - - - - - - Calibrated

18 New Aeration Stations

§ 9 c § §

Date

16 -

14

Calibrated

12

10

J

m8

E

O

O

41

2

0

Date

18 New Aeration Stations

A

00

A

Figure

10. Simulated dissolved oxygen concentration at Clark Street on the Chicago

River Main Stem

Clark Street

16

Electronic Filing - Received, Clerk's Office, August 4, 2008

---

In Summary, the unsteady flow water quality model previously developed by Marquette

University for the CAWS using the Duflow Modeling Studio software has been updated

in three major areas, in addition to the expansion of the simulation period from 4 months

to an entire water year. First, the gravity CSO locations in the NSC were increased from

four to 19 to better simulate the gravity CSO discharges in this segment, in which the

impact of CSOs is the largest of the entire system. Secondly, sediment oxygen demand

(SOD) values were adjusted based on the measured SOD values. Thirdly, the gravity

CSO discharges were obtained using the runoff models developed by the U. S. Army

Corps of Engineers for the region. The updated model was calibrated for the water year

of October 1, 2000, to September 30, 2001, and good agreements between hourly

simulated and measured DO concentrations were achieved. The updated, calibrated

model was used to simulate an integrated strategy that combines flow augmentation, flow

aeration and instream aeration for 100% compliance with the IEPA's proposed DO

standards for the CAWS. The simulation results indicate that the critical periods

occurred during and after the July 25, 2001 and August 2, 2001 storm events. The

following DO enhancement measures and new facilities would be required to meet the

proposed DO standards for the critical periods.

a.

Maximize the capacity of the existing two instream and three of the existing

sidestream aeration stations in the CAWS;

b. Add three flow augmentation facilities with some flow aeration, i.e. (1)

pumping 100 mgd of the NSWRP's final effluent with aeration to saturation

from the NSWRP to the headwaters of the upper NSC, (2) transferring 50 mgd

of river water without aeration from the SBCR to the headwaters of Bubbly

Creek, and (3) pumping 182.6 mgd of the Calumet WRP's final effluent with

aeration to saturation from the Calumet WRP to downstream of the O'Brien

Lock and Dam on the Calumet River; and

c.

Construct 18 new instream aeration stations within the CAWS . The 18 new

instream aeration stations would be located throughout the CAWS with three

on the upper NSC, one on the NBCR, three on SBCR, five on the CSSC, three

on Bubbly Creek, one on the Little Calumet River (North), and two on the

Calumet-Sag Channel. Even with these enhancements potential non-

compliance with the proposed DO standards might occur, particularly under

wet weather conditions during the summer months which could be more

severe than the conditions that materialized in 2001 which were used for this

modeling.

d. Enhancements will also be required to ensure 100 percent compliance with the

proposed DO standard in the Chicago River. However, further study is

required before a solution can be proposed and costs can be determined.

References:

Alp, E. and Melching

,

C.S., 2006, Calibration of a Model for Simulation of Water

Quality During Unsteady Flow in the Chicago Waterway System and Application to

Evaluate Use Attainability Analysis Remedial Actions,

Institute

for Urban

Environmental Risk Management Technical Report No

.

18,

Marquette University,

17

Electronic Filing - Received, Clerk's Office, August 4, 2008

---

Milwaukee, Wis. and

Research and Development Department Report No. 2006-84,

Metropolitan Water Reclamation District of Greater Chicago, Chicago, Ill.

Alp, E. and Melching, C.S. (2008). Evaluation of Procedures to Prevent Flow Reversals

to Lake Michigan for the Chicago Waterway System,

Institute for Urban Environmental

Risk Management Technical Report No. 19,

Marquette University, Milwaukee, WI.

Consoer Townsend Envirodyne (CTE), 2006, Study of End of Pipe Combined Sewer

Overflow (CSO) Treatment,

Technical Memorandum 3WQ,

report submitted to the

Metropolitan Water Reclamation District of Greater Chicago, Chicago, Ill.

Consoer Townsend Envirodyne (CTE), 2007a, Supplemental Aeration of the North and

South Branches of the Chicago River,

Technical Memorandum 4WQ,

report submitted to

the Metropolitan Water Reclamation District of Greater Chicago, Chicago, Ill.

Consoer Townsend Envirodyne (CTE), 2007b, Flow Augmentation of the Upper North

Shore Channel,

Technical Memorandum SWQ,

report submitted to the Metropolitan

Water Reclamation District of Greater Chicago, Chicago, Ill.

Consoer Townsend Envirodyne (CTE), 2007c, Flow Augmentation and Supplemental

Aeration of the South Fork of the South Branch of the Chicago River (Bubbly Creek),

Technical Memorandum 6WQ,

report submitted to the Metropolitan Water Reclamation

District of Greater Chicago, Chicago, Ill.

Consoer Townsend Envirodyne (CTE), 2007d, Development of a Framework for an

Integrated Water Quality Strategy for the Chicago Area Waterways,

Technical

Memorandum 7WQ,

report submitted to the Metropolitan Water Reclamation District of

Greater Chicago, Chicago, Ill.

Di Toro, D. M. and Fitzpatrick, J. (1993).

Chesapeake Bay Sediment Flux Model.

HydroQual, Inc. Mahwah, NJ. Prepared for U.S. Army Engineer Waterway Experiment

Station, Vicksburg, MS. Contract Report EL-93-2.

DUFLOW, 2000,

DUFLOWfor Windows V3.3: DUFLOWModellingStudio: User's

Guide, Reference Guide DUFLOW, and Reference Guide RAM,

EDS/STOWA, Utrecht,

The Netherlands.

Espey, W.H., Jr., Melching, C.S., and Mades, D.M., 2004. Lake Michigan Diversion-

Findings of the Fifth Technical Committee for Review of Diversion Flow Measurements

and Accounting Procedures, report prepared for the U. S. Army Corps of Engineers,

Chicago District, Chicago, Ill.

Harremoes, P., Napstjert, L., Rye, C., and Larsen, H.O. (1996). Impact of rain runoff on

oxygen in an urban river.

Water Science and Technology,

34(12), 41-48.

18

Electronic Filing - Received, Clerk's Office, August 4, 2008

---

Neugebauer, A. and Melching, C.S., 2005, Verification of a continous water quality

model under uncertain storm loads in the Chicago Waterway System,

Technical Report

17,

Institute of Urban Environmental Risk Management, Marquette University,

Milwaukee, WI, and Metropolitan Water Reclamation District of Greater Chicago,

Research and Development Department Report No. 2005-12,

Chicago, IL.

Shrestha, R.L. and Melching, C.S., 2003, Hydraulic Calibration of an Unsteady Flow

Model for the Chicago Waterway System,

Technical Report 14,

Institute of Urban

Environmental Risk Management, Marquette University, Milwaukee, WI, and

Metropolitan Water Reclamation District of Greater Chicago,

Research and Development

Department Report No. 03-18,

Chicago, IL.

19

Electronic Filing - Received, Clerk's Office, August 4, 2008

---

BEFORE THE ILLINOIS POLLUTION CONTROL BOARD

IN THE MATTER OF:

WATER QUALITY STANDARDS AND

EFFLUENT LIMITATIONS FOR THE

CHICAGO AREA WATERWAY SYSTEM

AND THE LOWER DES PLAINES RIVER:

PROPOSED AMENDMENTS TO 35 Ill.

Adm. Code Parts 301, 302, 303 and 304

R08-9

(Rulemaking - Water)

PRE-FILED TESTIMONY OF DAVID R. ZENZ

EFFLUENT

DISINFECTION STUDIES

My name is Dr. David R. Zenz, P.E., and I am a Senior Associate with Consoer Townsend

Envirodyne Engineers, Inc. (CTE). I was part of the CTE team which conducted effluent

disinfection studies for the Metropolitan Water Reclamation District of Greater Chicago

(District) for which I am presenting this testimony. I am prepared to answer questions

concerning the studies summarized in this pre-filed testimony.

I have a Ph.D in Environmental Engineering and am a registered professional engineer in the

State of Illinois. Before joining CTE in 1997, I worked for 30 years in the Research and

Development Department of the District. At the District, I eventually attained the position of

Manager of Research and Technical Services. At CTE, I have worked on a variety of wastewater

and sludge management projects. A resume detailing my education and experience is contained

in Attachment 1.

Backizround

At the request of the District, CTE has conducted studies of the potential technologies and costs

of effluent disinfection at the District's three largest plants that discharge to the Chicago Area

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---

Waterway System (CAWS). These studies were conducted to supply information to the Illinois

Environmental Protection Agency (IEPA) in their Use Attainability Analysis (UAA) study of the

CAWS. In addition, the District requested CTE perform further investigation into UV

disinfection costs at the three largest District plants for the Illinois Pollution Control Board's

(IPCB) rule making proceeding.

Effluent Disinfection Studies Conducted as Part

of the UAA

As a result of a request of the IEPA for information needed for the UAA study, the District

commissioned CTE to study the potential technologies and costs of effluent disinfection for the

District's North Side, Stickney, and Calumet plants which discharge to the CAWS. The full

report of this study is contained in attachment NN of IEPA's initial filing in this rulemaking

proceeding.

CTE assembled a task force of national experts to review technologies for wastewater

disinfection and help to prepare a recommendation for the technology or technologies most

suitable for cost estimating purposes at the three District plants. The experts included Dr. Charles

Haas of Drexel University; Dr. Benito Marinas, University of Illinois; and Dr. Kellogg Schwab,

John Hopkins Bloomberg School of Public Health.

There are a number of alternative effluent disinfection technologies that were considered for

possible implementation at the District's water reclamation plants.

Based upon the experience

of the task

force, CTE

, the District

,

the scientific literature

,

textbooks, and manuals of practice,

the following eight alternatives were selected for initial evaluation:

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Electronic Filing - Received, Clerk's Office, August 4, 2008

---

1.

Chlorination (alone) - Four variations

2.

Ozone - Two variations

3.

Ultraviolet (UV) Radiation - Two variations

4.

Chlorination - Dechlorination - Eight variations

5.

Chlorine Dioxide

6.

Bromine Compounds

7.

Sequential Disinfection Processes

8.

Membrane Process

The task force, CTE, and the District conducted an evaluation of the above effluent disinfection

alternatives and eliminated the alternatives that had no potential application to the District's three

largest plants, which are among the largest in the U.S. Because of a lack of large-scale

wastewater treatment plant effluent disinfection experience, chlorine dioxide, bromine

compounds, sequential disinfection processes and membrane process were eliminated from

further consideration. Because of the District's concerns about the potential hazards to humans

and the environment due to accidents or terrorism, either at the plants or during transportation,

gas chlorination/gas dechlorination also was eliminated from the long list. Finally, because

chlorination alone will not meet forecasted future CAWS water quality standards for chlorine

residual, chlorination alone was also eliminated from further consideration.

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---

Based upon the above evaluation, the following effluent disinfection alternatives were further

evaluated using a weighted evaluation matrix:

1. Ozone

-

Generated from air

-

Generated from oxygen

2. UV Disinfection

- Low Intensity, low pressure

- High Intensity, medium pressure

3.

Chlorination/Dechlorination

-

Calcium hypochlorite plus sodium bisulfate

-

Sodium hypochlorite (purchased) plus sodium bisulfite

-

Sodium hypochlorite (on-site generation) plus sodium bisulfate

The evaluation matrix criteria, weights and the actual scoring of the evaluation matrix was a

consensus decision on the part of the District, CTE, and the Task Force. It should be noted that

the matrix evaluation criteria do not include estimated capital nor estimated operation and

maintenance costs. It was a consensus decision by the task force, CTE, and the District that the

alternatives should be evaluated using qualitative economic and non-economic criteria without

regard to numerical costs associated with the alternatives. Only the following qualitative

economic factors were considered in the evaluation matrix:

-

Existence of multiple equipment vendors

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Can be operated by operators with normal training levels

-

Low sensitivity to electricity costs

The consensus scoring of the evaluation matrix produced the total numerical scores shown in

Attachment 2.

The low scores for the chlorination alternatives were mainly due to safety concerns, energy

needed for chemical production, and toxic disinfection byproducts formation by this effluent

disinfection alternative. On the other hand, UV disinfection produced the highest scores mainly

because this alternative produces no known toxic byproducts and is relatively safe. The

evaluation matrix scores mirror the current trend in the wastewater treatment industry away from

chlorine-based disinfection towards alternatives such as UV that have lower environmental and

health impacts.

Based upon a consensus decision on the part of the Task Force, CTE, and the District, both UV

disinfection and ozone were carried forward for a detailed cost estimate for the District's three

largest plants. UV high intensity medium pressure was chosen for the cost estimate due to

concerns with the high number of low intensity bulbs required to provide the same level of

disinfection as compared with the high intensity bulbs. Since ozone generated from air has been

found to have present worth costs three to four times higher than ozone generated from oxygen,

only ozone generated from oxygen was carried forward for cost estimation.

Page 5of11

Electronic Filing - Received, Clerk's Office, August 4, 2008

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The District commissioned each of the engineering firms who developed master plans for the

three largest plants to prepare cost estimates

for UV

(High Intensity-Medium Pressure) and

Ozone

(

Oxygen

).

This cost estimate should be considered to be a level 4 estimate according to

the Association for the Advancement of Cost Engineering with an accuracy range of

+/-40%. A

summary of this level 4 cost estimate is contained in Attachment

NN of IEPA's

initial filing in

this rulemaking proceeding.

It should be noted that this level 4 cost estimate assumed that the effluent standards were those

outlined in the UAA study, namely, 2740 e. coli per 100 milliliters for the Stickney plant and

1030 e. coli per 100 milliliters for the Calumet and North Side plants. Since the proposed

effluent standard for the CAWS is 400 fecal coliform per 100 milliliters, the costs may be even

higher than those stated in Attachment NN.

It should also be noted that Attachment NN included an assessment of costs for disinfection with

and without tertiary filtration. The CTE final report included costs for this additional process

because the task force recommended that laboratory and/or pilot plant tests be conducted to

determine if tertiary filtration is required in order to have a properly and efficiently operated

disinfection system.

Before making a final decision on either UV or ozone disinfection, the task force recommended

that the District embark upon a laboratory and/or pilot plant testing program. The need for such

studies is due mainly to the large size of the District facilities and the high capital and operating

costs associated with such a decision.

Electronic Filing - Received, Clerk's Office, August 4, 2008

---

Detailed

Study of UV

Disinfection

Costs

at the North Side, Calumet and Stickney Plants

On the basis of the study described above, the District requested further investigation into UV

disinfection costs at the North Side, Calumet, and Stickney plants, based on the proposed IEPA

effluent bacterial standard (400 fecal coliform per 100 milliliters). A report summarizing the

revised costs for the North Side and Calumet plants has been completed and the estimated costs

are included in this testimony. However, the report for the Stickney plant is still in process.

Therefore, the costs presented in this testimony for the Stickney plant should be considered in the

context of a working cost estimate pending final review by the District.

The District believes that UV disinfection currently represents the most likely choice for

implementation at the plants. In addition to lower capital and operating costs compared to

ozone, UV disinfection is widely used for effluent disinfection throughout the U.S. and UV

disinfection produces no known disinfection byproducts. Ozone is not widely used for effluent

disinfection and although it produces less toxic byproducts than chlorine, ozone reacts with

effluent constituents to form some byproducts many of which have not been identified. CTE was

therefore commissioned by the District to provide a more detailed cost estimate for UV

disinfection using a 10%-15% complete design of a conceptual UV system.

CTE initially conducted a cost estimate for a UV system at the North Side plant. CTE developed

a level 3 cost estimate per the Association for the Advancement of Cost Engineering guidelines

with an accuracy of +/- 30%. This cost opinion was based upon a further study of the hydraulics,

Page 7 of 11

Electronic Filing - Received, Clerk's Office, August 4, 2008

---

electrical power distribution

,

UV technology,

construction type, construction sequencing, and

operational/weather issues associated

with

implementing

UV disinfection at the North Side plant.

For the North Side plant, a UV disinfection system was estimated to have a capital cost of $111.6

million, an annual operation and maintenance cost of $4.9 million and a total present worth of

$206.8 million. All these costs are in June 2008 dollars, based on a 20-year life, a 3% interest

rate, and a 3% inflation rate. It should be noted that these costs are within the previous cost

estimates expected accuracy of +/-40%

Due to the similarities between the proposed disinfection facilities for the North Side and

Calumet plants, the cost estimate for the North Side plant was adjusted for the Calumet plant.

For the Calumet plant, a UV disinfection system was estimated to have a capital cost of $112.3

million, an annual operation and maintenance cost of $4.6 million and a total present worth of

$201.6 million. All these costs are in June 2008 dollars, based on a 20-year life, a 3% interest

rate, and a 3% inflation rate.

Again, it should be noted that these costs are well within the previous cost estimate expected

accuracy of +/- 40%. The lower operating costs can be attributed to better data on water quality

affecting the predicted efficiency of the UV process at the Calumet plant.

Because of the size difference between the North Side plant and the Stickney plant (450 million

gallons a day versus 1440 million gallons a day), conceptual level cost estimate accuracy would

be less than adequate if the detailed estimate for the North Side plant was extrapolated for the

Page 8 of 11

Electronic Filing - Received, Clerk's Office, August 4, 2008

---

Stickney plant. Therefore the District commissioned CTE to complete a disinfection cost study

for the Stickney plant similar to that of the North Side plant. Although this study has not been

completed as of the filing date for this testimony, the preliminary working cost estimate for the

Stickney plant is $267.2 million in capital costs, $12.6 million in annual maintenance and

operation costs and $511.2 million in present worth costs. All costs are in June 2008 dollars,

based on a 20-year life, a 3% interest rate, and a 3% inflation rate. Please note that the estimate

is subject to final review by the District and CTE.

In summary, UV disinfection at the District's North Side, Calumet and Stickney

plants is

estimated

at $491.

1 million in capital costs

, $22.1 million in

annual maintenance and operation

costs, and a total present

worth

cost

of $919.6

million

. All costs are in June 2008 dollars.

Construction Schedule

In order to implement effluent UV disinfection at the District's Stickney, North Side and

Calumet plants, CTE has estimated the time needed for the tasks to carry out this

implementation.

Laboratory and pilot plant tests including design and construction of the test facility would

require a minimum of 3 years from a notice to proceed. This effort would be common to the

projects at all three plants.

Following the pilot plant tests, preliminary design and final design for the facilities at the North

Side and Calumet plants would take approximately 2.5 years, including regulatory review.

Page 9 of 11

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Following design, construction of the facilities at the North Side and Calumet plants would take

approximately 2.5 years, including startup and UV reactor testing.

Because the Stickney plant facilities are both larger, and involve more extensive civil/site work

related to the effluent conduits and outfall, the preliminary and final design effort is projected to

take 3 years. The construction period is estimated to be approximately 4 years.

Therefore, the total estimated schedule for implementation is approximately 8 years to operation

for the North Side and Calumet facilities and 10 years for the Stickney facilities. This projected

implementation schedule is based on previous schedules on similar District projects in terms of

scope and magnitude.

Page 10 of 11

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Testimony Attachments

1.

Resume of Dr. David R. Zenz

2.

Evaluation Matrix Total Scores

Page 11 of 11

Electronic Filing - Received, Clerk's Office, August 4, 2008

---

Respectfully

submitted,

DD04 3Q,7

By:

David Zenz

Electronic Filing - Received, Clerk's Office, August 4, 2008

---

ATTACHMENT I

RESUME OF DR. DAVID R. ZENZ

Electronic Filing - Received, Clerk's Office, August 4, 2008

---

Resume

D

avid

R

.

Zenz,

P

E,

P

h.

D

.

Dr. Zenz worked for nearly 30 years in the Research and Development Department

of the Metropolitan Water Reclamation District of Greater Chicago (MWRDGC) in

various capacities including:

Manager of Research and Technical Services, 1991-1997

Coordinator of Research, 1972-1990

Head of the Wastewater Treatment Research Section, 1970-1972

Research Project Leader, 1968-1970

For the past several years, Dr. Zenz has worked

in

CTE'

s wastewater section on

various municipal wastewater treatment and biosolids management projects.

Project Experience

Northside

Water Reclamation Plant

-

Infrastructure

and Process Needs

Feasibility Study

,

Metropolitan Water Reclamation District

,

Chicago

, Illinois. Task

Manager for the Water Quality Strategy. CTE will assist the District to prepare a

comprehensive water quality strategy which projects a reasonable "envelope" of both

water quality criteria for affected Chicago Area Waterways and effluent limits for the

NSWRP over the planning period. Specifically, this report will address the potential

technologies, costs, and impacts associated with the following issues:

•

Disinfection

•

Nutrient Removal

•

End of Pipe Treatment of CSOs

•

Supplemental Aeration of Chicago Waterways

•

Flow Augmentation for the Upper North Shore Channel and Bubbly Creek

For this project, the planning period will be considered to be up to the year 2040.

Present worth financial analyses of alternatives will be based on the year 2040.

Salvage value for concrete will be based on a 50 year life.

Long Range Facility Plan, Urbana

/

Champaign Sanitary District

,

Urbana

,

Illinois.

Project Engineer in the development of a Long Range Facility Plan for the Urbana/

Champaign Sanitary District. This sanitary district treats flows at two treatment plants

totaling nearly 30 mgd. This plan included biological phosphorus removal, cloth media

tertiary filters, and centrifuge dewatering of biosolids. Dr. Zenz participated in pilot-plant

testing of cloth media filters for tertiary treatment and centrifuge dewatering of

biosolids. These tests were used to determine the feasibility of the processes for

application at the Urbana/Champaign Sanitary District. These studies resulted in the

implementation of these processes at the Sanitary District.

Title

Senior Consulting

Engineer

Registrations

PE, IL - 1972

Years of Experience

38

Education

PhD, Environmental

Engineering, Illinois

Institute of

Technology, 1968

MS, Environmental

Engineering, Illinois

Institute of

Technology. 1967

BS, Civil Engineering,

Illinois Institute of

Technology, 1965

CTE

EC

Electronic Filing - Received, Clerk's Office, August 4, 2008

---

Resume

David R. Zenz, PE, Ph.D.

Anthony Ragnone Wastewater Treatment Plant

-

Long Range Facility Plan,

Genesee County Drain Commission

-

Water and Waste Services

,

Flint,

Michigan.

Project Engineer in the development of a Long Range Facility Plan for Genesee

County, Michigan. This plan was for a 30 mgd treatment plant and included biological

phosphorus removal and a full-scale stress test of biological phosphorus removal at the

existing treatment plant.

Long Range Biosolids Management Plan, North Shore Sanitary District

,

Illinois.

Project Manager for a Long Range Biosolids Management Plan for the North Shore

Sanitary District. This work included biosolids from 3 plants with total flows of 60 mgd.

The final plan includes fluidized bed drying of biosolids followed by high temperature

incineration to produce a glass aggregate.

Ammonia Removal Alternatives Study

,

DeKalb Sanitary District

,

DeKalb

,

Illinois.

Project Manager for a study of ammonia removal alternatives for the DeKalb, Illinois

Sanitary District. In this study, treatment alternatives were developed to meet new

stringent ammonia effluent standards.

Headworks Odor Control System

,

City of West Chicago, Illinois. Project

Manager

for the design of an odor control system for the headworks of the City of West Chicago

Treatment Plant.

Based

upon an alternative study, Dr. Zenz designed an activated

carbon system to treat the headworks off-gases.

Air Quality Permits

.

Dr. Zenz was the project manager for preparation of air quality

permit applications for two City of Chicago Drinking Water Pumping Stations. Air

permits were ultimately issued for both plants by the Illinois Environmental Protection

Agency.

Mr. Zenz prepared an air quality permit application for a 150 dry ton/day heat drying

plant to be located at the MWRDGC's Stickney Water Reclamation Plant. This facility

included a venturi scrubber, a baghouse and thermal oxidizer for air pollution control. A

draft permit for the facility was issued for this facility in 2002 as a result of this

application. For this large air emission source, the following regulatory issues were

addressed:

Best Available Control Technology (BACT)

•

New Source Review (NSR)

•

Prevention of Significant Deterioration (PSD)

Title V Operating Permit

Stickney Water Reclamation Plant

-

Centrifuge Expansion, Metropolitan Water

Reclamation District

,

Stickney

, Illinois. Project Engineer for the design of a 400 dry

ton/day centrifuge dewatering expansion for the Metropolitan Water Reclamation

District. Dr. Zenz participated in the design of the polymer dosing and odor control

systems for this facility.

Hanover Park Landfill Leachate

Study,

Village of Hanover Park

, Illinois. Project

Manager for a two full-scale tests of treatment of landfill leachate at the Village of

Hanover Park Treatment plant. This study was designed to determine if the Village

should consider accepting such leachate for treatment on a permanent basis.

CTE I AEC

Electronic Filing - Received, Clerk's Office, August 4, 2008

---

Resume

David R. Zenz, PE, Ph.D.

Warwick,

Rhode Island - Nutrient Removal

. Technical Advisor for the planning and

design of a biological phosphorus and nitrogen removal system for City of Warwick.

Final design used the UCT process for implementation.

McMurdo Research Station

,

Antarctica

-

Denitrification

.

Project Engineer for

planning and design of a nitrification/denitrification wastewater treatment process at the

South Pole.

Downers Grove Sanitary District, Long Range Biosolids Plan

.

Project Manger for a

study of methods to produce Class A Biosolids for the Downers Grove Sanitary District.

An engineering study was conducted to determine the feasibility and cost of various

methods to meet the Class A Pathogen requirements under the Federal Part 503

Sewage Sludge Regulations.

Phosphorous and Nitrogen Removal, Wheaton

, Illinois.

Project Manager for a

study of methods to meet future phosphorus and nitrogen standards for the Wheaton

Sanitary District. A study was conducted to determine the best method of converting

and expanding on existing 9.0 mgd treatment plant to meet new standards for nitrogen

and phosphorous removal.

Hinsdale Sanitary District

,

Collection System Study

. Project Engineer for a study of

the collection system of the Hinsdale (Illinois) Sanitary District. This study included flow

monitoring at various points in the collection system and the development of a

mathematical model.

West Chicago

-

Design

/

Build of Headworks Pumping Station

. Project Engineer for

a design/build project to renovate the existing headworks pumping station for the West

Chicago Wastewater Treatment Plant. The project involves replacement of the existing

screw pumps with submersible pumps.

Illinois Association of Wastewater Agencies

-

Nutrient Removal Study

.

Project

Manager for a study of the cost and feasibility of phosphorous and nitrogen removal at

Illinois

Municipal Wastewater Treatment Plants. This study consisted of a literature

review and cost analysis to determine the technical feasibility and cost to municipal

wastewater treatment agencies for meeting new water quality standards for nitrogen

and phosphorus.

Experience Prior to Joining CTE

During

his tenure

with the MWRDGC, Dr. Zenz

was connected

with virtually every

aspect

of the MWRDGC'

s operation

,

including:

•

Development and operation of the MWRDGC's 15,000 acre sludge application

to land project in Fulton County, Illinois

•

Development and operation of the MWRDGC's sludge give-away program in

the Greater Chicago area.

CTE I AE(

Electronic Filing - Received, Clerk's Office, August 4, 2008

---

Resume

David R. Zenz, PE, Ph.D.

Development and operation of the following sludge processing systems currently used

at the MWRDGC, including:

•

Anaerobic Digestion

•

Centrifugal Dewatering

•

Agitation Drying

•

Gravity Thickening

•

Gravity Belt Thickening

•

Centrifugal Thickening

Development and operation of wastewater treatment operations currently used at the

MWRDGC,

including

•

Two stage biological nitrification

•

Single stage biological nitrification

•

Sand filtration

•

Chlorination-Dechlorination

•

In-stream Aeration

During his tenure at the MWRDGC, Dr. Zenz was involved in pilot and full testing of

various wastewater treatment and sludge processing systems, including:

Wastewater Treatment Systems

Bio-Discs

Biological Phosphorus Removal

Chemical Phosphorus Removal

Biological Denitrification

Ozonation

Ion-Exchange

Multi-Media Filtration

Sludge Processing Systems

Alkaline Stabilization

Composting

Vacuum Filtration

Belt-Filter Dewatering

Thermophilic Digestion

High Energy Radiation

Dr. Zenz was responsible for coordinating the work needed to obtain air permits for the

MWRDGC's treatment plants. This work included:

•

Estimating fugitive air emissions based upon available mathematical models.

•

Estimating air emissions based upon stack testing.

•

Estimating air emissions based upon established emission factors

In 1994-1996, Dr. Zenz was involved in obtaining a Title V permit for the MWRDGC's

Stickney Plant and Federally Enforceable StateOperating Permits for the Northside

and Calumet Plants. This effort included:

CTE I AEC f

Electronic Filing - Received, Clerk's Office, August 4, 2008

---

Resume

David R. Zenz, PE, Ph.D.

•

Estimating fugitive air emissions from the wastewater treatment systems of the

MWRDGC's Major Plants using the Bay Area Sewage Toxic Emissions

(BASTE) Model and the USEPA's Water 7 Model.

•

Performing required sewage analysis for 107 Hazardous Air Pollutants (HAP's)

and 82 Volatile Organic Compounds (VOC's).

•

Estimating emissions from other sources within the MWRDGC's major plants

using established emission factors.

Working with a consultant in interpreting the applicable Air Pollution

Regulations.

•

Assisting in the

preparation

of air permit

applications

for the MWRDGC Major

Plants

CTE

AECO

Electronic Filing - Received, Clerk's Office, August 4, 2008

---

ATTACHMENT

NUMBER 2

EVALUATION MATRIX TOTAL SCORES

Item

Total Score

Ozone-Air

216

Ozone-Oxygen

213

UV-Low Intensity (Low Pressure)

221

UV-High Intensity (Medium Pressure)

224

Calcium Hypochlorite + Sodium Bisulfite

204

Sodium Hypochlorite (purchased) + Sodium Bisulfite

205

Sodium hypochlorite (on-site generation) + Sodium Bisulfite

180

Electronic Filing - Received, Clerk's Office, August 4, 2008