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IEPA ATTACHMENT NO.

BOARD OF COMMISSIONERS

Terrence

O'Brien

President

Kathleen Therese Meany

Vice President

Gloria Alitto Majewski

Chairman of Finance

Metropolitan Water Reclamation District of Greater Chicago

100 EAST ERIE STREET

CHICAGO, ILLINOIS 60611-3154

FAX

Mr. Toby Frevert, Manager

Division of Water Pollution Control

Bureau of Water

Illinois Environmental Protection Agency

1021 North Grand Avenue East

P.O. Box 19276

Springfield, Illinois 62794-9276

Dear Mr. Frevert:

Subject: Evaluation of Management Alternatives for the Chicago Area

Waterways: Investigation of Technologies for Supplemental

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

Flow Augmentation of the Upper North Shore Channel, and Flow

Augmentation and Supplemental Aeration of the South Fork of the

South Branch of the Chicago River

The Metropolitan Water Reclamation District of Greater Chicago, at the

request of the Illinois Environmental Protection Agency (IEPA), hereby

submits

the enclosed reports entitled "Technical Memorandum 0):

Supplemental Aeration of the North and South Branches of the Chicago

River", "Technical Memorandum 5WQ: Flow Augmentation of the Upper North

Shore Channel", and "Technical Memorandum 6WQ: Flow Augmentation and

Supplemental Aeration of the South Fork of the South Branch of the

Chicago River."

Using the services of Consoer Townsend Envirodyne Engineers, Inc., these

reports have been developed to evaluate technologies and costs for

Supplemental Aeration of the North and South Branches of the Chicago

River, Flow Augmentation of the Upper North Shore Channel, and Flow

Augmentation and Supplemental Aeration of the South Fork of the South

Branch of the Chicago River.

If you have any questions, please contact Mr. Lou Kollias at (312) 751-

General Superintendent

FINAL 01/12/07

TECHNICAL MEMORANDUM 5WQ

FLOW AUGMENTATION OF THE UPPER NORTH SHORE CHANNEL

METROPOLITAN WATER RECLAMATION DISTRICT OF

GREATER CHICAGO

NORTH SIDE WATER RECLAMATION PLANT AND SURROUNDING

CHICAGO WATERWAYS

Submitted by:

CTE

AECOM

Revision 4 — January 12, 2007

MWRDGC Project No. 04-014-2P

CTE Project No. 40779

FINAL 01/12/07

TABLE OF CONTENTS

Objective and Scope of Study

5-4

Water Quality Dissolved Oxygen Standards

for the North Shore Channel

5-4

Target Waterway Dissolved Oxygen Levels for This Study

5-4

Flow Augmentation Modeling

5-4

WATER QUALITY MODELING RESULTS

5-6

Modeling Runs for Flow Augmentation without Aeration of Transferred

Flow ?

5-5

Modeling Runs for Flow Augmentation with Aeration of Transferred

Flow

5-10

COST OF FLOW AUGMENTATION WITHOUT AERATION OF THE

TRANSFERRED FLOW

5-15

COST OF FLOW AUGMENTATION WITH AERATION OF THE

FINAL 01/12/07

LIST OF TABLES

Table 5.1?

Percentage of Time Dissolved Oxygen Levels are Higher

Than Target Levels at Simpson Street for July 12-

November 10, 2001 for Different Transfers of North Side

WRP Effluent ?

5-6

Table 5.2?

Percentage of Time Dissolved Oxygen Levels are Higher Than

Target Levels at Main Street for July 12-November 10, 2001

for Different Transfers of North Side WRP Effluent

? 5-7

Table 5.3

Summary of Costs for Flow Augmentation without Aeration

Of Transferred Flow

5-15

Table 5.4?

Summary of Costs of Flow Augmentation with Aeration

FINAL 01/12/07

The Chicago Area Waterways

5-3

Figure

5.2?

% Compliance with Minimum

mg/I Waterway Dissolved

Oxygen Concentration for 100% Flow Transfer (up to

450

mgd) from

North Side WRP, without Aeration of

Transferred Flow, All Time Periods

Flow Transfer of North Side Effluent to Wilmette without

Aeration of Transferred Flow Reduces Compliance Below

the North Side WRP

5-9

Figure 5.4?

Flow Augmentation Pumping Station and Pipeline for the Upper

North Shore Channel without Aeration of Transferred Flow

5-12

Figure

5.5?

% Compliance with Minimum

mg/I Dissolved Oxygen For

100 MGD of Aerated Flow Augmentation, All Time Periods

5-13

Figure

5.6?

Flow Augmentation of the Upper North Shore Channel

With Aeration of the Transferred Flow

5-14

FINAL 01/12/07

APPENDICES

Appendix A Unit Costs Used in Cost Estimates

Appendix B Marquette University Report on Flow Augmentation Without Aeration

Appendix C Marquette University Report on Flow Augmentation With Aeration

Appendix D Detailed Capital Cost Estimates for Flow Augmentation without Aeration

Appendix E Detailed Annual Cost Estimates for Flow Augmentation without Aeration

Appendix F Detailed Capital Cost Estimates for Flow Augmentation with Aeration

Appendix G Detailed Annual Cost Estimates for Flow Augmentation with Aeration

FINAL 01/12/07

FLOW AUGMENTATION OF THE UPPER NORTH SHORE CHANNEL

(TM-5WQ)

INTRODUCTION

Background

Consoer Townsend Envirodyne Engineers, inc. (CTE) was retained in 2005 by the Metropolitan

Water Reclamation District of Greater Chicago (MWRDGC) to provide engineering services to

prepare a comprehensive Infrastructure and Process Needs Feasibility Study (Feasibility Study)

for the North Side Water Reclamation Plant (WRP). As part of the scope of work for the

Feasibility Study, CTE was directed to determine the technologies and costs of water quality

management options for the Chicago Area Waterways (CAWs). These water quality

management options originated from the on-going Use Attainability Analysis (UAA) of the CAWs

currently being conducted by the Illinois Environmental Protection Agency (IEPA).

This report presents the results of a study of one of the options that originated from the UAA,

namely flow augmentation of the Upper North Shore Channel (UNSC). Flow augmentation of

UNSC is among several water quality management options studied by CTE. Other water quality

management options are discussed in separate reports. These reports are not designed to

determine which (if any) of the water quality management options should be implemented.

Such a determination can only be made by conducting a comparison of the costs and benefits

of all the management options and then developing a water quality management plan which

combines the most cost effective option into an integrated strategy for improving the water

quality of the CAWs. Such an integrated strategy has not been developed at this time.

UAA Process

The Clean Water Act requires the states to periodically review the uses of waterways to

determine if changes to the existing water quality standards are needed to support a change in

use. Based upon a study of the CAWs, the IEPA has decided that a change may be required in

the dissolved oxygen standards for the CAWs.

The IEPA suggested several methods for managing the dissolved oxygen (DO) of the CAWs

and asked that the MWRDGC determine the costs for these methods. One of the methods that

was suggested by the IEPA was flow augmentation of the UNSC.

Flow Augmentation

Figure 5.1 shows the entire Chicago Area Waterway System. The North Shore Channel (NSC)

consists of the approximate 8 mile northern-most segment of the CAWs from the Wilmette

Pumping station on Lake Michigan to the junction with the North Branch of the Chicago River.

The NSC is a man-made waterway which began operation in 1910. Among other uses, the

waterway is the receiving stream for the effluent from the North. Side WRP. The UNSC,

approximately four miles in length consists of the segment from the Wilmette Pumping Station to

the outfall of the North Side WRP.

The IEPA suggested that adding the North Side WRP effluent to the headwaters of the UNSC,

instead of its current location, could have the following benefits:

5-1

FINAL 01/12/07

Increasing the DO of the waterway segment from the Wilmette Pumping Station

to the North Side WRP outfall.

Eliminating stagnant conditions upstream of the North Side WRP outfall during

dry weather conditions thus improving aesthetics.

Ot7

FINAL 01/12/07

Figure 5.1 – The Chicago Area Waterways

5-3

FINAL 01/12/07

Objective and Scope of Study

The objective of this study is to determine the cost to transfer effluent flow from the North Side

WRP to the headwaters of the UNSC. The District directed that CTE investigate two alternatives

for flow augmentation of the UNSC:

1 Transfer the effluent to the headwaters of the UNSC without providing any

artificial aeration of the transferred flow. In other words, the inherent DO of the

North Side WRP effluent (typically about 6.0 mg/I) would not be increased before

discharge at Wilmette.

2.?

Aerate the North Side WRP effluent to saturation DO before discharge at

Wilmette.

This report makes no attempt to determine whether flow augmentation is a cost-effective

method to increase the DO of the UNSC. To reach such a conclusion, all of the options that

have been suggested by the IEPA in the UAA process would have to be studied in an integrated

fashion to determine which (if any) of the alternatives, or combination of alternatives, would be

the most cost-effective for meeting the future water quality standards as determined by the

UAA. Such an analysis is beyond the scope of this study and would require significant input

from the various stakeholders in the UAA process.

Water Quality Dissolved Oxygen Standards for the North Shore Channel

Currently under existing Illinois Pollution Control Board (IPCB) General Use standards, the

UNSC is required to have a minimum of 5 mg/I of DO at all times, and for 16 of 24 hours in any

given day the DO must be above 6 mg/I. For the lower NSC, the IPCB Secondary Contact

standards requires the DO to be above 4 mg/I at any time.

So far, the IEPA, through the UAA process, has not reached a final decision as to the future DO

water quality standards for the NSC. They have suggested that minimum levels of 4, 5 or 6 mg/I

may be required for NSC or the existing General Use standards may remain in effect.

Target Waterway DO Levels for this Study

It is necessary in this study to select a DO target in order to determine the cost for a flow

augmentation system for the UNSC. After discussions with the MWRDGC, it was decided that

the dissolved oxygen target would be 5 mg/I. This level is within the range of potential DO

standards suggested in the UAA. However, recognizing that a rigid DO standard is difficult to

meet under all waterway conditions (temperature, wet periods, etc.), it was decided that the

target would be 5 mg/I and that achieving this level 90% of the time would be acceptable. It is

hoped that the IEPA will adopt a similar approach to a waterway DO standard and recognize

that 100% compliance is not possible or necessary. The use of this target for this study in no

way represents a recommendation from the MWRDGC.

Flow Augmentation Modeling

In order to determine the capacity of a flow augmentation system including the amount of

transferred flow and the need for aeration of this flow, an existing water quality model of the

CAWs was used. This model was developed by Marquette University for the MWRDGC.

5-4

FINAL 01/12/07

This model is described in the report entitled, "Preliminary Calibration of a Model for Simulation

of Water Quality During Unsteady Flow in the Chicago Waterway System and Proposed

Application to Proposed Changes to Navigation make-Up Diversion Procedures", dated August,

2004. This report was produced by Dr. Charles Melching from the Institute for Urban

Environmental Risk Management at Marquette University (Milwaukee, Wisconsin) for the

MWRDGC.

The Marquette Model was used to simulate the two flow augmentation alternatives described

previously:

Transfer of unaerated North

Side Effluent to Wilmette

Transfer of aerated North Side Effluent to Wilmette

The model allowed CTE to determine the effects of various versions of these alternatives on the

DO levels of the NSC. The model can simulate the DO in the waterway as a result of a

simulated amount of flow augmentation with a certain simulated dissolved oxygen

concentration.

For the unaerated flow augmentation alternative, historic North Side effluent flow and DO levels

were used as inputs into the model. For an unaerated flow augmentation simulation run, the

model simulated the historic flow and DO of the North Side effluent and simulated the resulting

hourly in-stream DO in the waterway. For the alternatives where the unaerated flow was

simulated, the historic DO in the North Side effluent was assumed for the transferred flow on

each day in the data base. Typically the DO level was approximately 6 mg/I.

For the aerated flow augmentation alternative, various constant flows varying from 50 to 240

mgd of North Side Effluent at saturated

concentrations were used as inputs into the model.

For the aerated flow alternative, the flow being transferred was assumed to be aerated to

saturation at the temperature for a particular day. This DO was typically above 8 mg/I.

The time periods simulated in the Marquette Model were:

September 1 to November 10

2002?

May

1 to August 11

2002?

August 10 to September 23

These time periods were chosen by Marquette University since this data base was the most

complete of any available.

In order to determine the percent compliance for the alternatives, the time periods in the data

base in the Marquette Model were used. Percentage compliance was based upon determining

the percent of time that hourly DO stream DO levels were at or above 5 mg/I for the time periods

in the Marquette Model data base.

The Marquette Model runs conducted for this study had the following general assumptions.

Tunnel and Reservoir Plan (TARP) Tunnels are fully operational

TARP Reservoirs are not on-line

Other IEPA requested water quality management options are not on-line

5-5

FINAL 01/12/07

WATER QUALITY MODELING RESULTS

Modeling Runs for Flow Augmentation Without Aeration of the Transferred Flow

After discussions with CTE, Marquette University conducted a number of modeling runs to

determine the impact upon DO in the UNSC for various diversions of North Side WRP effluent

to the Wilmette Pumping Station without aeration of the transferred flow. Diversion flow

amounts were determined by taking the percentage of actual flow produced by the North Side

WRP on a given day. Actual daily DO measurements in the North Side effluent were used as

inputs to the model. These modeling runs showed that 100% diversion of the flow from the

North Side WRP to the headwaters of the UNSC was not sufficient to keep dissolved oxygen

levels above 5 mg/I 90% of the time. Appendix B contains a report prepared by Marquette

University of these modeling runs.

Table 5.1 shows the percentages of time that dissolved oxygen levels are higher than target

concentrations at Simpson Street (Midpoint of UNSC) for various transfers (without aeration) of

flow from the North Side WRP to Wilmette for the time period of July 12 - November 10, 2001.

The percent transfer is the percentage of North Side WRP flow diverted to Wilmette. The wet

periods listed in Table 5.1 correspond to times when waterway flows at Romeoville (Chicago

Sanitary and Ship Canal) were higher than dry weather flow. This was the method used by

Marquette to differentiate between wet and dry periods.

TABLE 5.1

PERCENTAGE OF TIME DISSOLVED OXYGEN LEVELS ARE HIGHER THAN TARGET

LEVELS AT SIMPSON STREET FOR JULY 12-NOVEMBER 10, 2001 FOR DIFFERENT

TRANSFERS OF NORTH SIDE WRP EFFLUENT

Transfer

6 mg/I

Wet

Dry

Wet

Dry

Wet

Dry

Wet

Dry

Table 5.1 shows that diverting 100% of the North Side WRP effluent during dry weather flow will

only achieve a target dissolved oxygen level of 5 mg/I, 88.9% of the time at Simpson Street, the

approximate mid-point of the UNSC.

FINAL 01/12/07

Table 5.2 shows the percent of time that the dissolved oxygen levels at Main Street (near end of

UNSC) are higher than target dissolved oxygen levels for various amounts of flow augmentation

for the time period of July 12 - November 10, 2001.

TABLE 5.2

PERCENTAGE OF TIME DISSOLVED OXYGEN LEVELS ARE HIGHER THAN TARGET

LEVELS AT MAIN STREET FOR JULY 12-NOVEMBER 10, 2001 FOR DIFFERENT

TRANSFERS OF THE NORTH SIDE WRP EFFLUENT

Transfer

6 mg/I

Wet

Dry

Wet

Dry

Wet

Dry

Wet

Dry

Again the wet periods in Table 5.2 correspond to periods of flow higher than normal at

Romeoville. Table 5.2 shows that diverting 100% of the North Side WRP effluent to Wilmette

will only result in dissolved oxygen levels higher than 5 mg/I at Main Street, 74.1% of the time

during dry weather flow.

Based upon the modeling runs shown in Table 5.1 and 5.2, it was concluded that the capacity of

the flow augmentation pumping station and force main should equal 100% of the North Side

WRP effluent to the Wilmette Pumping Station. Since the maximum flow capacity of the North

Side WRP is 450 mgd, the pumping station would be sized to pump 450 mgd with the largest

pump out of service. It should again be stated that the percent compliance was determined for

a data base where the actual historic flow from the North Side WRP was simulated for a given

day. So although the modeling runs show that 100% transfer of the historic flow are needed to

even approach the DO target, the pumping station may actually not be operating at 450 mgd but

merely transferring the effluent flow for a given day. However on some days, the entire

maximum plant flow would be transferred to the UNSC. Further study would be needed to

determine the impacts the resulting water levels in the NSC to ensure that the transferred flow

would not adversely impact water levels in the UNSC.

Figure 5.2 shows the percent compliance in the UNSC with the target 5 mg/I dissolved oxygen

water quality standard assuming 100% transfer of North Side WRP effluent to the headwaters of

the UNSC at Wilmette. The percent compliance is based upon the entire data base in the

current Marquette Model. Two conditions are shown. The baseline (dotted line) is the existing

condition with the North Side WRP effluent being discharged at its current location near.

Howard

Street. The solid line is the flow augmentation simulation. As can be seen, 90% compliance is

achieved for about

3/4

of the length of the UNSC. At Main Street and downstream on the UNSC,

percent compliance is less than 90%.

Figure 5.3 shows percent compliance for both the UNSC and the lower NSC assuming 100%

transfer of the North Side WRP effluent to the headwaters of the UNSC at Wilmette. As can be

seen, percent compliance remains below 90% downstream of the North Side WRP outfall until

the Devon Avenue in-stream aeration station. In Figure 5.3, it is interesting to note that the

5-7

FINAL 01/12/07

100

en?

(100%

PIS WRP}

51.0?

50.5

50.0?

49.5

49.0

48.5

46.0?

47.5

47.0?

46.5

River Mile

Figure 5.2 - % Compliance with Minimum 5 mg/I Waterway Dissolved Oxygen Concentration for 100% Flow Transfer (up to

450 mgd) from North Side WRP to Wilmette without Aeration of Transferred Flow, All Time Periods

Effect of

51?

49?

48?

47?

44?

43?

42?

River

Mile

Figure 5.3 – 100% Flow Transfer of North Side Effluent to Wilmette without Aeration of Transferred Flow Reduces

Compliance Below the North Side WRP

5-9

FINAL 01/12/07

baseline (dotted line) condition (existing discharge from the North Side WRP at its current

location at Howard Street) actually has a higher compliance than the flow augmentation

simulation (solid line) immediately downstream of the North Side WRP. Said another way, flow

augmentation actually makes the dissolved oxygen level worse downstream of the North Side

WRP compared to the existing situation.

It should be emphasized that the percent compliance for the 100% transfer of unaerated North

Side WRP effluent may be sufficient to meet the UAA objectives. The target DO objectives

chosen for this report may be conservative and not necessary to maintain current or future uses

for the NSC. It should also be understood that changing the DO target level will significantly

influence the cost for flow augmentation. Obviously, a numerically higher DO standard than 5

mg/I or 100% compliance with the 5 mg/I DO standard will incur additional capital and operation

and maintenance expenditures than that found in this report.

Figure 5.4 is a map showing the approximate 4 mile 450 mgd pipeline from the North Side WRP

to Wilmette. The suggested route is along and parallel to the UNSC since the MWRDGC owns

all or almost all of the land along the UNSC. There is sufficient space on the North Side WRP

property to accommodate the pump station without interfering with current or

proposed

future

processes.

CTE investigated the North Side WRP Master Plan process layout for the ultimate planning year

of 2040. The pump station and U-Tube aeration system has a small footprint (5,000 sf) and can

be accommodated on the 2040 layout. The pump station and U-Tube aeration system could be

located adjacent to the proposed filtration and effluent disinfection systems. Even if space

becomes a premium at North Side due to unforeseen circumstances, the pump station and U-

Tube aeration system could be located on the banks of the

NSC

near the current outfall from

the North Side WRP.

Modeling Runs for Flow Augmentation with Aeration of the Transferred Flow

Since the inherent DO in the 100% transfer of North Side WRP effluent was not sufficient to

meet the DO target level of 5 mg/I, 90% of the time, along the entire length of the UNSC, it was

logical to conduct modeling runs to determine if aeration of transfer flow to saturated DO levels

would meet the target. The DO in the North Side WRP effluent is generally about 6 mg/I which

is significantly lower than the saturation DO of about 8.5 mg/I at summer water temperatures

(approximately 72 degrees F). Thus, force main aeration to increase North Side WRP effluent

DO to saturation holds the possibility of achieving the DO target during the summer months

when oxygen depletion rates are the highest.

The Marquette Model was used to simulate aerated (to saturation) North Side WRP modeling

effluent flow augmentation of the UNSC. A report authored by Marquette University of these

modeling runs can be found in Appendix C. Saturated DO concentrations are dependent upon

temperature, but typically saturated DO is about 8 to 10 mg/I. The modeling runs show that a

constant transfer of 100 mgd of aerated North Side Effluent to Wilmette will meet the DO target

for this report. This constant flow can be achieved since flows of North Side Effluent always

exceed 100 mgd.

Figure 5.5 shows the percent compliance in the UNSC with the 5 mg/I dissolved oxygen water

quality standard assuming 100 mgd of transferred flow aerated to saturation. Two conditions are

shown. The baseline (dotted line) is the existing condition with the North Side WRP effluent

being discharged near Howard Street. The solid line is the flow augmentation (with aeration)

5-10

FINAL 01/12/07

simulation. As can be seen, 90% compliance is achieved for the entire length of the UNSC

pumping 100 mgd of aerated North Side effluent to the headwater of the UNSC at Wilmette.

Figure 5.6 shows the approximate 4 mile 100 mgd pipeline from the North Side WRP to

Wilmette. This pipeline is used for flow augmentation of the channel. The suggested route is

along and parallel to the NSC. There is sufficient space at the North Side WRP to

accommodate the pump station and force main aeration system without interfering with current

or proposed future processes.

Station on grounds of

N or th side

IviRP

FINAL 01/12/07

Figure 5.4 – Flow Augmentation Pumping Station and Pipeline for the Upper North Shore Channel without Aeration of

100

60-

..ly

MOW .

Figure 5.5 — % Compliance with Minimum 5 mg/I Dissolved Oxygen for 100 MGD of

Aerated Flow Augmentation, All Time Periods

FINAL 01/12/07

Figure 5.6 — Flow Augmentation of the Upper North Shore Channel with Aeration of the

Transferred Flow

FINAL 01/12/07

COST OF FLOW AUGMENTATION WITHOUT AERATION OF THE TRANSFERRED FLOW

Appendix A contains the unit costs used to determine the capital and operation and

maintenance costs for this technical memorandum.

Appendix D contains the detailed spreadsheet used to determine the capital costs for the

pumping station (450 mgd) and force main for flow augmentation of the UNSC without aeration.

Appendix E contains the detailed spreadsheet used to determine the operation and

maintenance costs for the flow augmentation pump station and force main without aeration.

Table 5.3 contains a summary of the Capital and Operation and Maintenance Costs for Flow

Augmentation of the UNSC without aeration of the transferred flow.

TABLE 5.3

SUMMARY OF COSTS FOR FLOW AUGMENTATION (WITHOUT AERATION)

OF TRANSFERRED FLOW

Capital Cost

($)

Annual Cost

($)

Total Present Worth

COSTS OF FLOW AUGMENTATION WITH AERATION OF THE TRANSFERRED FLOW

Appendix F contains the detailed capital cost estimate for the pumping station (100 mgd), force

main and force main aeration system for flow augmentation of the UNSC. Costs were

estimated for a force main aeration system using compressed air U-Tubes.

Compressed air U-Tubes are commonly used to aerate force mains for sewage pumping

stations to control odors. Thus, this is a proven technology for force main aeration. Also

compressed air U-tubes were a short-listed technology for supplemental aeration (see TM-

4WQ).

Compressed air U-tubes produce dissolved oxygen levels far above saturation and thus

only a portion of the transferred flow needs to be aerated. If this water quality management

option should proceed to implementation, a more detailed study of force-main aeration

alternatives should be conducted to select a final candidate for design purposes.

The U-tubes aeration system used for force-main aeration was based upon adding sufficient

supersaturated water to bring 100 mgd of North Side WRP to saturated DO at atmospheric

pressure. The U-tube station would divert a portion of the 100 mgd flow and return the aerated

flow back to the force main. The resulting mixture would be saturated with DO at atmospheric

pressure. Thus, 100 mgd of aerated North Side effluent flow would be added to the NSC at

Wilmette. This flow is sufficient to meet the waterway DO target of 5 mg/I, 90% of the time and

helps to reduce stagnant conditions in the NSC during dry weather.

Appendix G contains the detailed maintenance and operation costs for flow augmentation with

aeration of the transferred flow.

Table 5.4 contains a. summary of the capital and operation and maintenance costs for flow

augmentation with aeration of the transferred flow.

5-15

FINAL 01/12/07

TABLE 5.4

SUMMARY OF COSTS FOR FLOW AUGMENTATION (WITH AERATION) OF

TRANSFERRED FLOW

Item

Capital Costs

Annual Costs

Total Present

Worth

FORCE MAIN AERATION

U-Tubes (compressed air)

SUMMARY

A study was conducted to determine the costs for flow augmentation of the UNSC using effluent

flow from the North Side WRP. The effluent discharge point for the North Side WRP would be

moved from its current location at Howard Street to the headwaters of the UNSC at Wilmette.

Two flow augmentation alternatives were studied including:

Using the unaerated North Side WRP Effluent

Aerating the North Side WRP Effluent to saturation DO before discharge at

Wilmette

Using a water quality model developed by Marquette University, the amount of flow for the

above two alternatives to produce a waterway target DO level of 5 mg/I, 90% of the time, was

determined. This target level was selected for this report based upon a consensus decision with

the MWRDGC. The on-going IEPA UAA process may lead to a different target which of course

would yield a different cost estimate than that contained in this report.

The Modeling runs conducted by Marquette University (Appendix B and C) showed the

following:

For the unaerated flow augmentation scenario, the entire available flow (up to 450

mgd at maximum flow) from the North Side WRP was not sufficient to meet the DO

target

For the aerated flow alternative, a constant flow of 100 mgd was needed from the

North Side WRP to meet the target

The total present worth of the unaerated alternative was $447 million. The total present worth of

the aerated alternative was $74.9 million. Aerating the augmented flow lowers the pumping rate

from 450 mgd to 100 mgd and the pumping station cost savings are significantly more than the

cost of the force main aeration system.

It should be made clear that this is a planning level study for which the principal objective is to

determine the relative cost associated for flow augmentation of the UNSC. As such, it is not

designed to reach a conclusion as to which alternative would be selected for possible

implementation in the future. Before any conclusions are to be reached, it is necessary to know

the exact waterway target DO level. Also a more detailed study of force main aeration

5-16

FINAL 01/12/07

alternatives should be conducted to select a final candidate for design purposes. For this

report, compressed air U-Tube aeration was used for cost estimating purposes.

It should also be stated that there are other water quality management options which IEPA has

requested for study by the MWRDGC. A decision as to the implementation of flow

augmentation of the UNSC must be reached by conducting an integrated study of all options.

Thus a decision on the implementation of a certain option, or combination of options, must be

made considering the cost and water quality impacts of the other IEPA suggested options along

with potential expansions, modifications and improvements at the MWRDGC treatment plants

which discharge to the CAWs.

FINAL 01/12/07

APPENDIX A

Unit Costs Used in Cost Estimates

FINAL 01/12/07

UNIT COSTS USED IN COST ESTIMATES

Life cycle cost (LCC) analysis requires the development of certain constants that will be used

throughout the evaluation of alternatives. Values used for constants are presented below.

These values have been developed in consultation with District staff and represent actual

values or agreed upon assumptions.

Present Worth Factors for Life-Cycle Costs

•Years?

•

Annual interest rate

• Annual inflation rate

•

Annuity Present Worth Factor (with inflation)

19.42

Design Life

•

Structural Facilities?

• Mechanical Facilities

3. Electrical Cost

$0.075/kW-hr

Labor Rates Per Hour Including Benefits (1)

5. Parts and Supplies

5 percent

Contractor Overhead and Profit

(2)?

15%

Planning Level Contingency (3)

30%

Engineering Fees including Construction Management ( )

20%

(1)

A multiplier of 2.9 was used to reflect benefits as provided by the

District.

(2)

Percent of Total Construction Cost

(3)

Percent of Total Construction Cost plus Contractor Overhead and

Profit

(4)

Percent of Total Construction Cost, Contractor Overhead and Profit

plus Contingency

FINAL 01/12/07

APPENDIX B

Report Authored by Marquette University Entitled:

"Progress on Flow Augmentation Simulations for the North Shore Channel"

FINAL 01/12/07

APPENDIX C

Report Authored by Marquette University Entitled:

"North Shore Channel Flow Augmentation with Aeration"

FINAL 01/12/07

APPENDIX D

Capital Cost Estimates for

Flow Augmentation without Aeration

FINAL 01/12/07

APPENDIX E

Operation & Maintenance Cost Estimates for

Flow Augmentation without Aeration

FINAL 01/12/07

APPENDIX F

Capital Cost Estimates for

Flow Augmentation with Aeration

FINAL 01/12/07

APPENDIX G

Operation & Maintenance Cost Estimates for

Flow Augmentation with Aeration

FINAL 01/12/07

APPENDIX B

Report Authored by Marquette University Entitled:

"Progress on Flow Augmentation Simulations for the North Shore Channel"

May 31, 2005

PROGRESS ON FLOW AUGMENTATION SIMULATIONS FOR THE NORTH

SHORE CHANNEL

The first set of simulations considering moving a portion of the North Side Water

•

Reclamation Plant (NSWRP) effluent to the upstream end of the North Shore Channel

(NSC): has been completed.. Two types of flow transfer have been considered: the

transfer of (1) a fixed amount (50 or 100 mgd) and (2) a percentage (10, 50, 75, 'or 100%)

o •the

NSWRP

effluent have been evaluated for the periods July 12 - September

14, 2001

and September 14 - November 10, 2001. The minimum one hour flow from the NSWRP

was 110 mgd. Thus, it was necessary to consider a percentage flow transfer rather than a

fixed amount transfer to evaluate higher transfer levels. The percentage of hours that

target dissolved oxygen

(DO)

concentrations of 3, 4, 5, and 6 mg/L are equaled or

exceeded for the total period of July 12 - November 10, 2001 are listed in Tables 1-3 for

•Simpson

Street, Main Street, and Addison Street, respectively. The wet periods listed in

these tables correspond to times when flows at Romeoville were higher than typical dry

weather flows (as listed in the. appendix).

Table 1. Percentage of time that dissolved oxygen concentrations are higher than the

target concentrations at Simpson Street for July 12 -November 10, 2001 for different

transfers of the

North Side Water Reclamation Plant

effluent

Scenario

3 mg/L

3 mg/L 4 mg/L 4 mg/L 5 mg/L

6.1

100.0

100.0

100.0'

100.0

100.0

Table- 2. Percentage of tune that dissolved oxygen concentrations are higher than the

target concentrations at Main

Street

for July 12 - November 10, 2001 for different

transfers of the North Side Water Reclamation Plant effluent?

• .

Scenario

3. mg/L 3 mg/L 4 mg/L 4 mg/L

15.4

6.1

0.0

17.9'

100.0

100.0

Table 3. Percentage of time that dissolved oxygen concentrations are higher than the

target concentrations at Addison Street for ruly 12 - November 10, 2001 for different

transfers of the North Side Water Reclamation Plant effluent

100.0

100.0

100.0

100.0

100.0 '

100.0

100.0

The simulation results for Simpson Street and Main Street show the improvement of DO

concentrations in the upper NSC resulting from the flow transfer whereas the. simulation

results at Addison Street show the change in DO concentrations downstream from the

NSWRP resulting from the transfer. It can be seen that even transferring the complete

NWWRP flow does not result in attainment of DO concentrations in excess of-4 mg/L at

Simpson Street and 3 mg/L at Main Street during dry weather 100 percent of the time.

Whereas these target DO concentrations are achieved 100 percent of the time during wet

weather. Surprisingly, for nearly all target DO concentrations and all transfer scenarios

higher percentages of compliance are achieved for wet weather than for dry weather.

Thus, extra flow for dilution of combined sewer overflows (CSOs) is effective in

improving DO concentrations in the upper NSC during storms.

The surprising result that transferring even the entire flow from.

he NSWRP to the

upstream end of the NSC does not result in DO concentrations greater than 4 mg/L at all

times dining dry weather flow is because of two causes. The first is that for most days in

July and August 2001 the

concentration in the NSWRP effluent is 6 mg/L or less.

(Figure 1). Thus, there is a

small 'margin between the effluent DO concentration

and the

mg/L target, and the carbonaceous biochemical oxygen demand (CBOD) and ammonia

loads and sediment oxygen demand are sufficient to reduce DO concentrations below the

4 mg/L and 3 mg/L targets. The second is that occasionally higher concentrations. of

CBOD and ammonia are present in the NSWRP effluent. Figure 2 shows the simulated

hourly and daily mean DO concentrations at Simpson Street and Main Street on the upper .

NSC resulting from a 100 percent transfer of the NSWRP effluent to the upstream end of

the NSC. The occasional instances of low DO concentrations are the result of periods

with relatively higher CBOD and ammonia concentrations in the NSWRP effluent. For

example, on July 17, 2001, the daily mean CBOD and ammonia concentrations in the

NSWRP effluent were 10.0 and 3.49 mg/L, respectively (and the daily mean DO

concentration was 5.4 mg/L). Whereas, these concentrations are not high relative to- the

NSWRP permit limitations and general performance of wastewater treatment plants

-nationwide, they are more than double and triple, respectively, the CBOD and ammonia

concentrations iithe NSWRP effluent on most days. Thus, occasional higher

concentrations in the effluent, and the small difference between the effluent DO

concentration and.DO concentration targets means that 100 percent compliance with

targets will be difficult to. achieve.

NSWRP

•

•I

g?§11?

▪ .17:

2 °611".4

Data

Figure 1:Daily mean dissolved oxygen concentration in the North Side Water

Reclamation

.Plant Effluent for July 12 -L.

November 10, 2001.

Recommended Further

Flow Augmentation Scenarios

Increasing the DO concentration in the NSWRP effluent combined with transferring a

portion of the NSWRP effluent to the upstream end of the NSC may be an effective and

*efficient way to achieve full compliance with various target DO concentrations (4, or 6

Mg/L) in the upper NSC using Simpson Street and Main Street

the indicator sites.

Marquette University would like Sortie guidance from the Metropolitan Water

•?

•

Reclamation District of Greater Chicago (District) and/or the CTB Team preparing the

NSWRP facilities plan regarding DO concentrations in the NSWRP effluent that are

'reasonably achievable. Once such a recommendation in the form of a percentage of the

saturation DO concentration or a fixed DO concentration is obtained from the District

and/or CTE the flow augmentation scenarios will be redone and refined to determine if

full compliance with the DO concentration targets of 4;5, and 6 mg/1.. can be met for July

12-November 10, 2001 and May 1-September

2002. Improvement in DO

. concentrations on the lower NSC and North Branch Chicago River in response to

increased effluent DO concentrations also will be reported.

Simpson Strret

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Figure 2. Simulated hourly and daily mean dissolved oxygen concentrations at Simpson

Street and Main Street on the North Shore Channel for a 100 percent transfer of the

effluent of the North Side Water Reclamation Plant to the upstream end of the North

Shore channel compared with measured concentrations for July 12 to September 14,

2001.

Other Noteworthy Simulation Results

Two aspects of the simulation

results require discussion. The first is that the transfer of

NSWRP effluent to the upstream end of the NSC results in a decrease in the percentage

of time that DO concentrations comply with the various DO concentration targets at

Addison Street. Because of the longer traveltime for the transferred flow to reach

Addison Street biological processes act to reduce DO concentrations at Addison Street.

This is somewhat offset by the increased oxygen -load

produced by the Devon Avenue

instream aeration station. That is, keeping the operating hours for the station the same,

the lower the percentage of DO saturation corning into the station the higher

the increase

load from the station.

It is our understanding that the instream aeration stations at Devon Avenue and Webster

Street are turned on when

concentrations go

below target values. Marquette

University

requests that

the District provide the operational guidelines for the instream

aeration stations so that station operations can be adjusted to reflect the higher DO

concentrations resulting when NSWRP effluent DO concentrations are increased.

The second aspect of the results

that requires

discussion is the reduction in the percentage

of the time in compliance with various target DO concentrations when small amounts of

effluent (50 mgd or 10 percent) are transferred to the upstream end of the NSC relative to

the no transfer (calibrated model) case. For the no transfer-case compliance with the

various target DO concentrations is achieved at certain times.• For some of these times

the addition of a CBOD and ammonia load in the transferred effluent may result in a

decrease in DO concentrations below the targets. For small flow transfers the number of

hours with reduced DO may be greater than the number of hours improved by the

effluent transfer. At higher levels of flow transfer, the number of hours improved is

substantially more than those that are adversely affected.

FINAL 01/12/07

APPENDIX C

Report Authored by Marquette University Entitled:

"North Shore Channel Flow Augmentation with Aeration"

NORTH SHORE CHANNEL FLOW AUGMENTATION

WM/ AERATION

It was previously found that even shifting the entire NSWRP effluent discharge to the

Upstream end of the North Shore Channel (NSC) could not achieve 100 percent

compliance with a 4 mg/L DO criterion at Main Street during the period July 12 to

November 10, 2001. It was speculated that this resulted because DO concentrations in

the NSWRP effluent often were relatively low (between 5 and 6 mg/L)in July and

August 2001. CIE's review of aeration technologies found that it would be relatively

easy to bring the flow to saturation in the force main used to transfer flow from the

NSWRP to the upstream end of the NSC. Thus, it was decided to consider a case of flow

augmentation wherein oxygen would be added to the NSWRP effluent in the force main.

Daily mean temperature data for the NSWRP effluent for the periods July 12 to

November 10, 2001 and May 1 to September 23, 2002 were used to determine the

saturation DO concentration in the force main. Some of this DO. would be•consumed

during travel from the

NSWRP

to the upstream end of the NSC, but this would be

matched by a decrease in the BOD. Thus, for simplicity the quality of the transferred

flow was taken as that of the NSWRP effluent with the DO concentration raised to

saturation. The transfer amount was taken as the lesser of the selected transfer value or

the actual effluent flow for a particular hour.

Table 4 lists the percentage of time compliance is achieved with DO criteria of 4, 5, and 6

mg/L for dry weather and wet weather periods. In

this

case wet weather is defined as

periods when flow at Romeoville exceeds 100 m 3/s (3,530 cfs) for an extended period.

Table 4'. Percentage of time that dissolved oxygen (DO) concentrations are higher than

the target concentrations at Main Street for July 12

November 10, 2001 and May 1 -

September 23, 2002 for different transfers

North Side Water Reclamation Plant

effluent brought to saturation DO concentration.

rind

igure 3 high flow periods at Romeoville correspond to

high

flow periods

for the major tributaries (Little Calumet River and North Branch Chicago River at

Albany Avenue) to the CWS and at internal points (North Branch Chicago River at

Grand Avenue) in the CWS. Thus, using high flows at Romeoville to define wet weather

periods appears to be reasonable.

Date

-RoireoviSe? MGR) --$.1*darxt (Little OA) --Toon), (NC) x Grand

(143a9

Figure 3. Measured flows on the North Branch Chicago River (NBCR) at Touhy Avenue

and Albany Avenue, the Little Calumet River at South Holland, the Chicago Sanitary and

Ship Canal at Romeoville and simulated flows on the North Branch Chicago River at

Grand Avenue for August 22 to September 2, 2001.

The results in Table 4 indicate that a transfer of 190

million

gallons. per day (mgd) is

necessary to achieve DO concentrations in excess of 4 mg/L at Main Street 100 percent

of the time during dry weather periods. The DO criterion of 5 mg/L could only be met

99.8 percent of the time at Main Street. The problem date is July 17, 2001, on which the

effluent CBOD and ammonia concentrations were 10.0 mg/L and 3.49 mg/L,

respectively. This relatively higher load (yet still within the NSWRP permit limits)

results in DO concentrations less than 5 mg/L at Main Street. The NSWRP effluent

flows on July 17, 2001, ranged

between 200 and 244) mgd. Thus, diversions greater than

240 mgd had no effect on the simulated DO

concentrations as shown in Figure 4.

In the charge to CTE for the NSWRP Facility Plan a target of 95 percent compliance with

DO criteria of 4, 5, and 6 mg/L during all periods (wet and dry) was. set for developing

cost estimates. This may be a practical and environmentally safe target percentage for

compliance. The allowance of variance from the criterion 5 percent of the time was

selected to provide relief for wet weather periods, however, as defined here wet weather

periods account for 34 percent of the simulated periods. Thus, 95 percent compliance

accounts for compliance for around 85 percent of wet weather periods assuming nearly

100 percent compliance during the dry weather periods. Further, the simulated periods

are dominated by summer (July-September) conditions during which temperature stresses

on DO concentrations are greatest. That is, 95 percent compliance in the summer implies

much higher compliance over an entire year.

240 mgd tra

270 mgd Iran

220

Aran

mgd tran

2001-07- 2001-07- 2001-07- 2001-07- 2001-07- 2001-07- 2001.

07-

2001-07-

2001-07- 2001-07-

Figure 4. Simulated dissolved oxygen concentrations at Main Street on the North Shore

Channel for July 17, 2001, for different flow augmentation with aeration scenarios. •

Table 5 and Figure 5 list and show, respectively, the overall percentage compliance with •

the 4, 5, and 6 mg/L DO criteria resulting from different amounts of flow transfer from

the NSWRP to the upstream end of the NSC. Ninety five percent compliance with the 4,

5, and 6 mg/L criteria is achieved with a transfer of 80, 120, and 170 mgd, respectively,

of aerated effluent. Strictly speaking a transfer of 170 mgd will result in 94.9 percent

compliance with a 6 mg/L criterion, but given the implicit safety factor of focusing on

summer periods, it is felt that this transfer would be sufficient.

EVALUATE THE EFFECT OF TRANSFERS OF 80, 120, 170, AND 190 MGD OF

AERATED EFFLUENT ON DOWNSTREAM LOCATIONS AND SUMMARIZE

MIRE.

Table 5. Percentage of time that dissolved oxygen (DO) concentrations are higher than

the target concentrations at Main Street for all periods during July

12 - November 10,

2001 and May 1- September 23, 2002 for different transfers of North Side Water

Reclamation Plant effluent brought

to saturation DO concentration

my{

m7/1

100? ISO?

200

250

300

TRANSFERRED FLOW, IN MILLION GALLONS PER DAY

Figure 5. Relationship between aerated North Side Water Reclamation Plant effluent and

percentage compliance at Main Street with dissolved oxygen Concentration criteria of 4,

5, and 6 mg/L.

FINAL 01/12/07

APPENDIX D

Capital Cost Estimates for

Flow Augmentation without Aeration

TABLE D.1.

CAPITAL COST ESTIMATION FOR 450 MGD FLOW AUGMENTATION NORTH SHORE CHANNEL

Site Utility Relocations and Extensions

Diffuser Pipe Into North Shore Channel

Planning Level Contingency ift

Legal and Fiscal Fees 0 15%

$43,730,512

Engineering Fees Including CM 0 20%

Flow Aug. NSC COST9.xlsNORTH 450 PS - CAPITAL

FINAL 01/12/07

APPENDIX E

Operation & Maintenance Cost Estimates for

Flow Augmentation without Aeration

TABLE E.1

ANNUAL O&M COSTS FOR NORTH SIDE 450 MGD FLOW AUGMENTATION PUMP STATION

PRESENT WORTH FACTOR

19.42

ITEM

OPERATING

(kW)

TIME OF

OPERATION

(hrs/day)

POWER

USAGE

(kw-hr/day)

ENERGY

COST

($/day)

ANNUAL

COST

($)

PRESENT

WORTH

FACTOR

PRESENT

WORTH

OPERATIONS

TIME

(hrs/day/operator)

TIME

ANNUAL

COST

($)

PRESENT

WORTH

FACTOR

PRESENT

CONSTRUCTION

COST OF NEW

EQUIP.

PIPING

($)

FOR ANNUAL

PARTS

AND SUPPLIES

NUMBER OF LAMPS

REPLACED PER

YEAR

(UV ONLY)

COST

PER

LAMP

PRESENT

(assume 1% of Total PS costs)

TOTAL PRESENT WORTH 0 & M COST

E-2

$53,211,771

Flow Aug. NSC COST9.xIsNORTH 450 PS - O&M

FINAL 01/12/07

APPENDIX F

Capital Cost Estimates for

Flow Augmentation with Aeration

TABLE F.1

CAPITAL COST ESTIMATION FOR NORTH SIDE 100 MGD PUMP STATION -

Site Utility Relocations and Extensions

Diffuser Pipe Into North Shore Channel

Contractor OH&P @ 15%

$4,163,026

Subtotal

$31,916,534

Planning Level Contingency @ 30%

Legal and Fiscal Fees @ 15%

$6,223,724

Engineering Fees Including CM ®20%

$8,298,299

....___

Forcemain Aeration NSC COST9.xlsNORTH 100 PS AER. FM-CAPITAL

FwF

U. a 1 0

0-1

°n-CC

kiERERUE

VI.

Lig

g'iggg

;.'

w.r:pm--- .1. a...gggagpaS

gi?

e.%

5 1

FINAL 01/12/07

APPENDIX G

Operation & Maintenance Cost Estimates for

Flow Augmentation with Aeration

TABLE G.1

ANNUAL O&M COSTS FOR NORTH SIDE 100 MGD PUMP STATION - AERATED FORCEMAIN

AND

(assume 1% of Total PS Costa)

TOTAL PRESENT WORTH 0 & M COST

$13,195,243

G-2

Forcemaln AeratIon NSC COST9AsNORTH 100 PS AER. FM - O&M

TABLE G.2

ANNUAL O&M COSTS FOR NORTH SIDE U-TUBE 18

(SJhr)

(5)

O&M

TOTAL PRESENT WORTH 0 & M COST

$1,277,731

G-3

Forcemain Aeration NSC COST9.xlsNORTH 100 U-TUBE O&M