90-1005 Black and Veatch MEMORANDUM
TO: Larry L. Rice, City Manager
FROM: Larry E. Deibert, Director of Water Operations .94k
, DATE: October 5, 1990
SUBJECT: EXPANDED SCOPE OF BLACK & VEATCH'S WATER MASTER PLAN UPDATE
PURPOSE:
This memorandum will provide additional information concerning the need
for an expanded scope of services to be provided in the Black & Veatch
water master plan update.
BACKGROUND:
As envisioned, the Black & Veatch master study was designed basically to
continue from the end of the Donohue Water Distribution System Study and
evaluate requirements for the new pressure zones. However, as work on
this study progressed, questions as to the thoroughness, philosophy, and
recommendations of the Donohue study were raised. Answers to these
questions will impact on how the department proceeds in the planning
process beyond the existing distribution system. As a result, I
directed representatives of Black & Veatch to contact Donohue &
Associates, Inc. , to try and resolve these issues. Attached is a letter
sent to Donohue on August 29, 1990. To date no response has been
received. Irregardless of the answers, it is the opinion of Black &
Veatch and staff that several of these major issues need to be reviewed
so that any, long-range plans will have a firm foundation and assure that
the entire water system will function properly and efficiently.
FINANCIAL IMPACT:
Preliminary estimates indicate that the cost of this additional service
025,000) will be more than compensated for by the savings in capital
expenditures.
RECOMMENDATION:
It is recommended that Black & Veatch be directed to proceed with
resolving these questionable issues by expanding their scope of services
for the water master plan update.
LED:jk 51501005.190 5150/90-18
Attachment
cc: Melford A. Dahl, Acting Public Works Director
BLACK & VEATCH
8400 Ward Parkway,P.O.Box No.8405,Kansas City,Missouri 64114,(913)339 2000 ��
i I )
SEP 01 19U
Elgin, Illinois B&V Project 17390.102
' Water Master Plan Update CITY MuEt.C241 1990
WATER DEPARTMEN I
Mr. Claus Dunkelberg
Donahue & Associates, Inc.
1501 Woodfield Road, Suite 200 East
Schaumburg, IL 60173
Dear Mr. Dunkelberg:
Pursuant to your telephone conversation with our Mr. Robert Renfrow on
August 13, 1990, we have completed our review of the 1989 Donahue report
and the KYPIPE analyses that were furnished to us by the City of Elgin.
As a part of our contract, the City has requested that we review the
1989 Report as it relates to the Water Master Plan Update. In that
regard, Larry Deibert requested that we contact you directly regarding
our interpretations of various sections of your report. In order to
ensure that we have correctly interpreted your report, we would
appreciate a letter response to the following items:
1. Page 3-7, Items No. 2, 3, and 4. Assuming that the water demands
for the West and East Booster Zones were determined separately,
what was the population and water demand allocation assigned to
the West and East Booster Zones from West Districts 1, 2, 3, and
East District 9, respectively?
2. Paragraphs 2b. and 2c. on page 3-9 indicate that future
Industrial/Commercial/Institutional (ICI) demand in undeveloped,
areas were determined using 850 gpd per acre for office/research/
warehousing and 1,500 gpd per acre for manufacturing. However,
there is no discussion of how ICI demand was determined in the
currently developed areas. Were the existing and future ICI
demands in these areas based on historical water use within the
nine districts or were they based on the above gpd per acre
criteria? Also, were the large water users individually allocated
in the KYPIPE computer model?
3. Page 5-5 gives sample calculations for Donahue's Test 3 of peak
hour storage requirements. These calculations give the required
storage requirement to meet the entire maximum hour demand from
system storage. Page 5-5 of the report states, "The system should
B L A C K•
& V E A T C H
Page 2
Mr. Claus Dunkelberg B&V Project 17390.102
August 29, 1990
have sufficient storage to meet the peak hour demand for four
hours without depleting storage by more than 50 percent."
Black & Veatch feels that a water system should have adequate
treatment capacity to satisfy the maximum day demand. The system
must have adequate ground storage and pumping facilities and/or
elevated storage to satisfy the difference between maximum hour
and maximum day demand, without depleting the total storage volume
by more than 50 percent. Black & Veatch feels a test of total
system storage should be based on the volume required to supply
the difference between maximum hour and maximum day demand for a
four hour period. For year 2010, the difference between the MH
and MD is 10.7 mgd (40.7-30.0 = 10.7). Therefore the storage
volume would be 3.6 mg (10.7 = 3 = 3.6). Your storage
calculations on page 5-5 shows the volume required to supply the
entire maximum hour demand for a four hour period is 13.6 mg.
Please comment on your Test 3 calculations.
4. Page 5-6 of the report describes the system requirements for
Donahue's Test 4 for fire flows. The assumption is given that 80
percent of the elevated storage should be available for fire
fighting.
Black & Veatch performs fire flow analyses using the following
assumptions. The fire flow demand is assumed to commence at the
end of the maximum hour demand period, with the storage facilities
depleted by 50 percent. The fire flow demand is superimposed on
the maximum day demand. Hydraulic gradients at elevated tanks are
set near the bottom of the tanks, assuming the entire storage
volume was depleted to meet the fire flow demand.
Black & Veatch feels your calculations evaluating storage
requirements for fire fighting are misleading. Fire flow demands
are very localized. If the fire demand is located a distance from
the elevated tank, that tank will likely make little- contribution
towards satisfying the fire fighting demand. The adequacy of the
system to meet fire flow demands can only be determined by
performing an adequate number of representative fire flow computer
simulations. Please comment.
5. Page 5-7 describes Donahue's Test 5 for elevated storage
requirements. It is stated that, "The 1988 system should have 20
percent of maximum day demand in elevated storage capacity to
reduce pumping cycles, to meet surge demands and emergencies."
Please clarify this statement.
• B L A C K & V E A T C H
Page 3
Mr. Claus Dunkelberg B&V Project 17390.102
August 29, 1990
Black & Veatch feels an elevated storage requirement equal to
20 percent of the maximum day demand is not a recognized industry
standard. The 20 percent figure is believed to be an excessive
elevated storage requirement. Please comment.
6. Page 5-7 describes Donahue's Test 6 for emergency supply storage
requirements. It is stated that, " The system should be able to
supply an average day using only gravity (elevated) storage or
auxiliary power pumping in the event of complete power loss. "
Black & Veatch feels an elevated storage requirement to satisfy
average day demand is not a recognized industry standard.
Auxiliary power facilities should be an element of the pumping
facilities design criteria. Please comment.
7. Page 5-22 summarizes the distribution system computer simulations
performed. It is stated that only average day and maximum day
with fire flows analyses were conducted. It appears that no
analyses were performed in the following critical areas.
(a) Maximum day. Is the system capable of meeting the maximum
day demand while maintaining all elevated tanks in a full
condition?
(b) Maximum hour. Is the system capable of meeting the maximum
hour demand without depleting the elevated tanks by more than 50
percent? Are each of the tanks effectively contributing at a rate
which would deplete the storage by about 50 percent in a four hour
period?
(c) Average day with elevated tank replenishment. Under average
day demand conditions, is the system capable of replenishing each
of the tanks with the volume depleted during the maximum hour
analyses? Black & Veatch generally assumes an 8 hour period for
replenishment.
8. On page 6-1 Donahue proposes, "An additional 9.5 MG of elevated
storage in order to provide operating storage which would decrease
pumping cycles, satisfy peak hour storage requirements and
minimize the auxiliary power requirements for loss of electrical
power conditions." Some of the tests and criteria Donahue adopted
to reach this figure have already been discussed. Because these
capital improvements represent a significant cost, a number of
addition observations are made.
B L A C K a V E A T C H
Page 4
Mr. Claus Dunkelberg B&V Project 17390.102
August 29, 1990
Black & Veatch feels for the 2010 maximum day and maximum hour
demands of 30.0 and 40.7 mgd, respectively, about 4.0 MG of
elevated storage would be required. If the Commonwealth Tank is
taken out of service by 2010, there would be 1.0 MG of elevated
storage remaining. Therefore, an additional 3.0 MG of elevated
storage would be required compared to the 9.5 MG proposed by
Donahue. This assumes all demand above the maximum day demand
would be satisfied from the elevated tanks. Please comment.
The current water treatment plant capacity is 23 mgd. The total
installed capacity of the pumping stations is about 53 mgd and
there is 7 MG of ground storage. Based on the current treatment
plant capacity, there is a significant amount of ground storage
available above that required for treatment plant operation.
There is also installed pumping capacity above the current
treatment plant capacity. For these reasons it appears that the
maximum hour demand could be supplied by pumping from the existing
ground storage facilities. This would further reduce the need for
additional elevated storage. Please comment.
9. A review of the 2010 maximum day analysis provided to Black &
Veatch from the City showed that hydraulic gradients were fixed at
all existing and proposed elevated tanks. This resulted in the
elevated tanks contributing nearly half of the required maximum
day demand. Black & Veatch feels that for the maximum day demand
condition, all demand should be met by the treatment plant and the
elevated tanks should be maintained in a full condition. Please
comment.
Because the elevated tanks are contributing during the maximum day
demand condition, the water demand allocated to the nodes in their
vicinity is met from the tanks. As a result, Black & Veatch feels
flow across the system is underestimated. This could lead to
undersizing proposed main improvements. Replenishment of the
elevated tanks would control main sizing. What is the basis for
the recommended main improvement sizes?
10. It is Black & Veatch's experience that it is difficult to
effectively operate more than two elevated storage tanks in a
single pressure zone. It is our feeling that it is generally cost
effective to increase the size of large transmission mains from
treatment plants and pumping stations by one size compared to the
cost of constructing additional elevated storage facilities.
Please comment.
B L A C K a V E A T C H
Page 5
Mr. Claus Dunkelberg B&V Project 17390.102
August 29, 1990
11. We noticed that all proposed mains included in the KYPIPE network
model for the year 2010 analyses are not shown on your report,
Figure 2. Please advise if an analysis was conducted for year
2010 with only the mains recommended on Figure 2.
We have advised the City that the number of elevated tanks recommended
by your report appear to be more than we have typically seen in similar
systems. As the City has started a program to construct these
recommended elevated tanks, we would appreciate your timely response to
our Item No. 3 as first priority.
I will be out of the office between August 30 and September 17, 1990.
However, if you need a clarification of our questions and/or comments in
the interim, please call Ed Koval at 913/339-3802.
Very truly yours,
BLACK & VEATCH
J. B. Lorenz, P. E.
Director of Systems Planning
as
Enclosure ,
cc: M. A. Dahl
L. E. Deibert
L. C. Rodman
R. F. Renfrow
E. J. Koval
•
Committee of the Whole Minutes
April 25 , 1990
Page 2
Consideration of Travel and Conference Expenses for Human
Relations Commissioners .
Councilwoman Popple made a motion, seconded by Councilman
Walters to approve travel and conference expenses for Peggy
Bradford and Don Westphal for attendance at the Fair Housing
Training Conference in Kansas City, Missouri. Yeas : Councilmen
Fox, Moylan, Popple, Walters and Mayor VanDeVoorde . Nays :
None.
Consideration of Water Department Master Plan.
Councilman Walters made a motion, seconded by Councilwoman
Popple for staff to negotiate a fee basis arrangement with
Black & Veatch to develop a Water Department Master Plan
and return to the Council for authorization to execute the
contract and to proceed with the work. Yeas : Councilmen
Fox, Moylan, Popple, Walters and Mayor VanDeVoorde. Nays :
None.
Consideration of a Tyler Creek detention basic topographical
survey and aerial photograph.
Councilwoman Moylan made a motion, seconded by Councilman
Walters to authorize the survey services for the Tyler Creek
Detention Basin by Burnidge Westphal, Inc . , for a not to
exceed cost of $5 , 000 , and to execute a contract with Aero-
Metric Engineering to complete the necessary aerial photography
at a not to exceed cost of $9 , 980 . 00 . Yeas : Councilmen Fox,
Moylan, Popple, Walters and Mayor VanDeVoorde. Nays : None .
Center City Plan
Councilwoman Popple made a motion , seconded by Councilwoman
Moylan to approve the Center City Redevelopment Committee
recommendation to negotiate a contract with Sasaki Associates
in the amount of $279 , 228 . 00 . Yeas : Councilmen Fox, Moylan,
Popple, Walters and Mayor VanDeVoorde. Nays : None.
Adjournment
Councilman Walters made a motion, seconded by Councilwoman
Popple to adjourn the Committee of the Whole to go into the
regular Council Meeting. Yeas : Councilmen Fox, Moylan , Popple,
Walters and Mayor VanDeVoorde . Nays : None .
Marie Yearman, ity Clerk
Earl
A ends Item No. J f.,.,0,Lc.y
TO: Mayor and Members of the City Council
FROM: City Manager
DATE: April 19 , 1990
SUBJECT: WATER DEPARTMENT MASTER PLAN
PURPOSE:
This memorandum will provide the Mayor and City Council with
information to consider authorizing a detailed study of an expanded
water system and for additional water treatment capacity.
BACKGROUND:
On November 11, 1987, the City Council authorized the engineering firm
of Donohue & Associates to proceed with the Water System Distribution
Analysis. That work was completed the latter part of 1988 with the
final report, after a few revisions, submitted in April 1989 . This
was just one year ago.
At the time the Donohue study was implemented and completed, the water
distribution study area was essentially the planning area shown in
Elgin' s Comprehensive Plan of 1983. That distribution study area has
enlarged dramatically in this one year. Various requests for
annexation and/or for possible service have extended the potential
water service area substantially beyond the study area of the Donohue
report. In some instances, the boundaries have expanded by two to .
three miles with a corresponding increase in population.
A new Water Department master plan would provide planning for system
expansion beyond that in the 1989 Donohue Water Distribution System
Analysis. The new study will provide for an efficient and properly
sized system development beyond the initial planning boundaries. This
study would incorporate two major divisions--plant production and
distribution.
PRODUCTION:
Production capabilities of the Water Department would be evaluated
with recommendations on how to meet increased system usage and
proposed Federal water quality standhrds. Elements of the study would
determine the total volume necessary to meet the demand in the
projected service area, the possible sources of the raw water, the
eventual design of the Riverside Water Treatment Plant expansion to
provide for an increase in capacity beyond the present 16 MGD, sizing
and design of a new finished water reservoir on property to be
obtained north of the Riverside plant, the impact on overall pumping
schemes with the expanded capabilities of the new Slade Avenue booster
Page Two
pumping facility, and the long-term use and potential expansion of the
Airlite Street Water Treatment Plant. There is every indication that
the Federal water quality standards will change requiring additional
more sophisticated water treatment that will be addressed in detail as
part of the study.
DISTRIBUTION:
The second major aspect of this study will deal with distribution
system improvements including water mains, elevated towers, booster
stations, and other system components. Not only will this analysis
define improvements in new, expanding areas but it will also define
any upgrading needed in the existing system to support this new
expansion.
A review of the entire existing system as was incorporated in the
Donohue study will not be undertaken.
One of the first aspects of this portion of the study will be the
evaluation and sizing of a westerly or second discharge line from the
Airlite plant. This line will provide water for both the new west
pressure zone via a crossing of Randall Road at Winhaven Drive and the
high pressure zone south along Randall Road and additional
transmission water mains to provide the necessary water to the new
areas.
FINANCIAL IMPACT:
The 1990 Water Department budget does not contain a specific line item
for this study. However, contingencies in account #955 are sufficient
to initiate such a study. As this project could easily extend into
1991 (with plant expansion design) , that portion could be provided for
in the 1991 budget. It is estimated that the initial phase of this
new study will cost $50,000 to $75,000.
RECOMMENDATION:
To address the effects of rapid system expansion now facing the Water
Department, it is recommended that factors concerning the distribution
system and plant production be addressed simultaneously. As the
consulting firm of Black & Veatch designed the Riverside Water
Treatment Plant and made provisions for future plant expansion, it is
recommended that the City Council direct staff to negotiate a fee
basis arrangement with Black & Veatch to develop a Water Department
Master Plan and return to the City Council for authorization to
execute the tract and to proceed with the work.
Ci anager
LLR:LED: jk mem3021602 0114
0, Memorandum
N A
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March 23, 1990
TO: Mayor and Meii • = -_• he City Council
FROM: Larry L. Ric 0,ran - -r
SUBJECT: Update on " Pla t •perty
Purchase Negotiations
Several weeks ago the City Council authorized a purchase
offer on the 7.223 acres of vacant property adjacent north of
the water plant. The land will be needed soon for storage
reservoir expansion - and later on for treatment facilities
expansion as well. The appraisal, done by Robert Leitner &
Associates, Inc. , was at a price of $4 per square foot (total
$1,250,450) .
The offer was subsequently made to Leonard Winner on behalf
of the eight owners of the property and himself. Leonard
then visited with me about the offer and indicated that the
principals (1) understood the City's need for the property, (2)
had checked with other commercial property owners and appraisers
involved in the area, (3) did not want a protracted court
process over condemnation, and (4) felt the property was worth
between $6 and $8 per square foot. Parenthetically, at the time
the offer was reviewed with the City Council, staff also ex-
pressed the belief that the appraisal was too low , particularly
with the escalation of land prices now evident along the Toliway
corridor.
After visiting on the matter recently, Leonard and I agreed
that the City would review some of Winner's numbers and get
back. Roger Dahlstrom, who is a certified HUD review appraiser,
later agreed that $5.66 was probably a more accurate number. I
transmitted this to Winner and he called last week to say that
he felt his other owners (he is a 1/8 owner) would concur at $6.
This memorandum is therefore back to the City Council with a
recommendation that the City agree to accept a counter-proposal
from the owners at $6:
(1) We need to begin fairly quickly with planning for
a storage reservoir on the site in order to meet
federal 1991 chlorine contact requirements.
Mayor and Members of the City Council
March 23, 1990
Page 2
(2) The costs and distraction of the litigation is not
needed right now.
(3) If the property is not yet worth $6 per foot - it
probably soon will be, and the court might well
rule against us in the end even though the value
was established as of the initial offer date.
FINANCIAL IMPACT
At $6 per square foot the total price would be $1,887,803.
The money is available as part of the capital budget for water
improvements.
RECOMMENDATION
City Council authorization is recommended to approve a
counter-offer from the owners of the subject property in the
amount of $6 per square foot for a total $1,887,803.
LLR:amp
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EXECUTIVE SUMMARY
I
COMPREHENSIVE
WATER MASTER PLAN
CITY OF ELGIN, ILLINOIS
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et
BLACK & VEATCH
KANSAS CITY, MISSOURI
PROJECT NO. 17390
1992
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BLACK & VEATCH
8400 Ward Parkway,P.O.Box No.8405,Kansas City,Missouri 64114,(913)339-2000
Elgin, Illinois June 22, 1992
Water Works Improvements
Water Master Plan
Mr. Larry L. Rice
City Manager
150 Dexter Court
Elgin, Illinois 60120
Dear Mr. Rice:
' In accordance with our agreement, we have completed the Comprehensive
Water Master Plan for expansion of water supply, treatment, and
distribution facilities. The Water Master Plan is presented in a
separate document. This Executive Summary consolidates the findings and
recommendations of the Water Master Plan.
The Water Master Plan includes detailed evaluation of the City's water
supply, treatment, and distribution facilities. It outlines the
improvements necessary to meet the City's future water requirements and
provides implementation and project cost schedules for planning
' ' purposes.
We wish to express our appreciation for the information, assistance, and
courtesies extended to us by City officials and staff during the
preparation of the Water Master Plan. In particular, the assistance of
Larry Deibert, Kurt Eshelman, Paul Miller, and Kyla Jacobson, is
gratefully acknowledged.
We want to thank the City for the opportunity to assist with this
challenging project and look forward to assisting you with its
implementation.
Very truly yours,
BLACK & VEATCH
Robert D. Renfrow
Project Manager
P' skj
Enclosure
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f TABLE OF CONTENTS
Page
I. Introduction ES-1
A. Purpose ES-1
B. Scope ES-1
IL Summary of Findings and Recommendations ES-4
A. Water Requirements ES-4
B. Safe Drinking Water Act Assessment ES-7
C. Water Supply ES-11
D. Water Treatment Plant Expansion ES-14
1. Riverside Water Treatment Plant ES-14
2. Airlite Water Treatment Plant ES-18
3. Staffing Requirement ES-19
1 4. Recommended Program of Improvements ES-19
E. Water Distribution Facilities ES-22
1. Low Service Level ES-23
2. East Booster District ES-25
3. High Service Level ES-25
1 4. West Booster District ES-26
5. Phased Distribution System Improvements ES-27
IUST OF TABLES
No. Page
ES-1 Historical U.S. Census Population ES-4
I ES-2 Existing and Projected Population ES-5
ES-3 Historical Water Use ES-6
ES-4 Design Water Requirements ES-7
I ES-5 Tracer Test Results ES-9
ES-6 SDWA Improvements Implementation Schedule ES-10
ES-7 Probable Construction Costs for Riverside
Treatment Facility Modifications ES-11
ES-8 Water Treatment Plant Improvements
Summary of Probable Project Costs ES-22
ES-9 Phased Distribution System Improvements
Summary of Probable Project Costs ES-28
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LIST OF FIGURES
Following
Figure Page
I-2 Population ES-5
I-4 Water Use ES-6
IV-1 Riverside WTP Expansion ES-15
IV-2 Riverside WTP Expansion - Recommended Process Schematic ES-15
IV-4 Proposed Organizational Structure ES-19
IV-6 Implementation Schedule - WTP Improvements ES-21
V-4 Recommended Improvements ES-23
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EXECUTIVE SUMMARY
Introduction
This Executive Summary presents a synopsis of the Comprehensive Water Master
Plan for the City of Elgin. The Master Plan, which was submitted in a separate
volume, presents the recommended improvements for the expansion of the City's
water supply, treatment,and distribution facilities to meet water demands through the
planning period.
A. Purpose
The Master Plan provides the City with a comprehensive plan for the design of
expansions and improvements of the existing water supply,treatment,and distribution
facilities. The studies and evaluations presented in the Master Plan identify and
establish the capacities of improvements needed to meet Elgin's water demands
through the year 2010. Recommendations and preliminary designs are presented for
meeting the provisions of the 1986 Amendments to the Safe Drinking Water Act
(SDWA) and the associated State regulations while maintaining flexibility for
addressing future changes in both water quality and the applicable regulations.
B. Scope
The City of Elgin has taken a phased approach to providing its citizens with an
adequate supply of high quality drinking water. The Master Plan represents the
initial phase of evaluating existing water supply, treatment, and distribution facilities
and recommending improvements required to meet existing and projected water
demands. The second phase will consist of the preparation of a preliminary design
report presenting the detailed design criteria for the proposed water supply and
treatment improvements selected by the City. The third phase will involve the
design of the selected improvements followed by their construction and
implementation. To keep up with Elgin's current growth, some of the proposed
distribution improvements, consisting of water mains and elevated storage tanks,have
already been implemented.
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Because of the magnitude and complexity of the water facilities' expansion, the
scope of work under the Master Plan was divided into several phases, including water
requirements, SDWA assessment, water supply, water treatment, and water
distribution. The following is a brief description of each of the these phases:
• Water Requirements. To establish future water requirements, the limits of
the Service Area and the water service levels within the Service Area were
identified; and past, present, and projected future population and water use
data were evaluated. The distribution of existing population and water use
were determined. Water use patterns and projection criteria were
developed. Year 2010 population projections were developed and future
average day, maximum day, and maximum hour demands were determined
for each water service level.
• Safe Drinking Water Act Assessment. The impact of the 1986 Amendments
to the Safe Drinking Water Act (SDWA) on current operating practices at
the Riverside and Airlite water treatment facilities was evaluated. Treatment
plant operating records and treated water quality data were reviewed to
evaluate the existing facilities' ability to meet City treatment requirements
and water quality regulations. Changes in current operating practices and
modifications to treatment facilities needed for compliance with the new
regulations were identified. Opinions of probable cost were developed for
controlling organic pollutants and trihalomethanes at the Riverside water
treatment plant(WTP) if required by future regulations. An implementation
schedule for potential SDWA directed improvements is presented for
planning purposes.
• Water Supply. Existing and potential supply sources were evaluated. Low
flows in the Fox River and their frequencies were estimated and the impacts
of increased withdrawals from the Fox River were evaluated. The impact of
silt deposition and the importance of maintaining the Fox River spills
contingency plan and the current ground water supply are discussed.
Recommendations are presented to provide the City with a reliable supply
of water throughout the planning period.
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• Water Treatment. The existing water treatment facilities at the Riverside
and Airlite WTPs were evaluated. The improvements required to increase
the Riverside facility's treatment capacity to meet projected water demands
was determined. Process alternatives for controlling taste and odor problems
were evaluated. A limited evaluation of the Airlite WTP addressed the
potential addition of a new deep well, modifications to the disinfection
process, and conversion of the high service pumping facility to a dual-level
installation. Recommendations for expansion of the Riverside WTP and
modifications to the Airlite WTP are presented.
A cursory review of the Water Department organization and staffing was
conducted and recommendations for future staffing to accommodate the
expanded facilities and to comply with the more stringent regulatory
requirements are presented. An implementation schedule and opinions of
probable construction costs for expansion of the Riverside WTP and
modifications at the Airlite WTP are presented together with
recommendations regarding staffing requirements and further studies related
to the proposed improvements.
• Water _D_ istribution. The Elgin water distribution facilities were reviewed to
identify improvements needed to satisfy present and projected water
requirements. A computer model of the distribution system was developed
and hydraulic analyses were conducted under present and year 2010 demand
conditions. Previously recommended distribution system improvements were
evaluated. A master plan for recommended water system improvements,
including a phased implementation program, and opinions of probable
construction cost are presented.
Based on the findings and recommendations of these evaluations and studies,
improvements to the City's water supply, treatment, and distribution facilities
representing the comprehensive water master plan are presented. Recommendations
regarding continued and future studies associated with the proposed improvements
are also presented.
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II. Summary of Findings and Recommendations
A. Water Requirements
The planning period for this Master Plan extends through the year 2010. The
Study Area includes the entire area within the Elgin city limits. It also includes areas
to the east and west of the city which have been identified by City planning personnel
as potential water service areas. The cities of Bartlett and Sleepy Hollow, which
currently purchase water from Elgin for resale to their customers, are considered
separately. They are not included in the Study Area and their service populations are
not included in the total populations presented in this study.
Historical U.S. Census population data for Elgin are presented in Table ES-1.
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TABLE ES-1
Historical U.S. Census Population
Year Population
1890 17,823
1900 22,433
1910 25,976
1920 27,454
1930 35,929
1940 40,000
1950 44,000
1960 49,447
1970 55,691
1980 63,798
1990 77,010
The City planning department provided ultimate population projections for the
Study Area based on the City's land capacity models for ultimate development. Land
capacity models were provided for three of the four service levels which constitute
the Study Area.
The projections of year 2010 service population are based on continued growth
as has been experienced in recent years. The projected year 2010 population is
125,000, which is approximately 70 percent of the ultimate population projected by
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the City's land capacity models. This population projection represents an annual
growth rate of 2,500 people. Historical and projected populations are shown on
Figure I-2. Estimated year 1990 and projected year 2010 populations by service level
are summarized in Table ES-2.
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TABLE ES-2
Existing and Projected Population
Service Level Year 1990 Year 2010
Low 49,000 52,000
High 25,000 33,000
West 3,000 32,500
East 0 7,500
Total Study Area 77,000 125,000
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Population in the central portion of the city is assumed to remain constant, with
growth occurring in currently undeveloped areas to the east and west. Much of the
Low Service Level area is currently developed; however, there is undeveloped land
on the eastern edge to support several smaller planned developments. Numerous
developments are planned along the western edge and in the southern portion of the
High Service Level. According to City's land capacity model, population increase of
about 6,900 can be anticipated. Much of the area from Randall Road west to
Coombs Road (West Zone) is currently undeveloped. The land capacity model
indicates an ultimate population of about 30,000 for this area. Most of the area west
of Coombs Road to State Highway 47 (Far West Zone) is undeveloped, with an
ultimate projected population of about 85,000. Much of the area in the "Far West
Zone"is unsuitable for development and further developments will tend to be patchy.
The East Service Level is in the currently undeveloped northeast corner of the
distribution system and is expected to develop rapidly in conjunction with nearby
commercial developments. An ultimate population of about 9,500 is anticipated.
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.,
140-
120 - /
100-
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80_
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f
60 -
a
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d
a 40 -
20 -
HISTORICAL PROJECTED
1890 1900 1910 1920 1930 1940 1950 1960 1970 1980 1990 2000 2010
YEAR
ELGIN, ILLINOIS
POPULATION
14 BLACK 9 VEATCH
1992
N
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Historical average annual day (AAD) and maximum day (MD) water use data
were supplied by the City. Maximum hour (MH) demands were determined from
records of hourly distribution system pumpage and elevated tank levels. Historical
water use in million gallons per day (mgd) is shown in Table ES-3.
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E TABLE ES-3
Historical Water Use
Year AAD MD MH
(mgd) (mgd) (mgd)
1984 10.00 13.78 --
1985 9.31 14.88 22.9
1986 9.47 12.51 18.8
1987 9.84 15.67 26.9
1988 10.70 16.75 31.6
1989 10.39 16.63 28.1
1990 10.12 14.85 18.4
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Future water requirements are based on evaluations of population, historical
water use, and metered water sales data. Average annual day use is projected on a
per capita basis for residential use, and on a proportional basis for commercial,
industrial, and unaccounted-for uses. The average gallons per capita per day (gcd)
water use varied from 60 gcd to 90 gcd. Wholesale water requirements are projected
separately. Maximum day and maximum hour demands are projected on the basis
of historical demand ratios of 1.7 for MD/AAD and 2.9 for MH/AAD. These
demand ratios are typical of communities with similar climate and water use
characteristics. Historical and projected water requirements are shown on Figure I-4.
Projected year 2010 demands for Bartlett (3.0 mgd) and Sleepy Hollow(0.8 mgd)
r are based on maximum daily withdrawal rates as established by existing contracts.
The City is currently engaged in discussions with a developer who is interested in
purchasing water from Elgin. The "Huntley" development is located outside the
Study Area, and it is assumed for this study that by year 2010 the Huntley
development will be supplied a maximum day rate of 5.0 mgd.
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ortli "I "", r
TO
-raw. ;HISTORICAL PROJECTED _.off,.
50- '
0
cD 40-
w
cn
P
Q 30- % �` MAXIMUM HOUR si
3
•
\ •
20- % / % -
MAXIMUM DAY
AVERAGE ANNUAL DAY
0 - 1 I - •- 1
1984 1986 1988 1990 2010
YEAR
TI
a
ELGIN, ILLINOIS
23
`l WATER USE
H
BLACK a VEATCH
A
1992
r
Total Study Area water requirements are listed in Table ES-4. The 1990
demands shown are based on historical records and the design criteria presented in
r this report and are greater than the actual demands experienced in 1990. However,
this higher demand is considered appropriate for master planning.
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TABLE ES-4
Design Water Requirements
Year 1990 Year 2010
Service - - -
Level AAD MD MH AAD MD MH
(mgd) (mgd) (mgd) (mgd) (mgd) (mgd)
ILow 7.6 12.7 20.7 9.3 15.5 24.0
High 3.1 5.5 9.8 4.4 7.6 13.5
West 0.6 1.1 1.7 8.6 14.9 21.6
East 0_1 0_1 0_1 1_2 2_0 3_5
Total 11.4 19.4 323 23.5 40.0 62.6
B. Safe Drinking Water Act Assessment
The 1986 Amendments to the Safe Drinking Water Act (SDWA) will have a
significant impact on all public water utilities by imposing new and stricter
requirements for disinfection and control of inorganic and organic contaminants,
rcoliform bacteria, corrosion byproducts, and turbidity. Many utilities may have to
upgrade and/or expand facilities to comply with the new regulations. The Elgin water
r treatment facilities, which use surface water supplies, will be particularly affected.
Optimization of existing treatment processes will become an important part of
achieving compliance with the new regulations.
Current filter performance at the Riverside plant suggests that little or no
difficulty will be experienced in meeting the 0.5 nephelometric turbidity unit (NTU)
Ctreated water turbidity limit specified in the new Surface Water Treatment Rule.
Addition of granular activated carbon (GAC)filters should not be required at the
Riverside plant in the near future, unless one or more of the following occurs:
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• One or more of the regulated volatile synthetic organic chemical (VOC)
and/or snythetic organic chemical (SOC) contaminants are consistently
identified in the City's treated water supply at concentrations above
maximum allowable levels.
• New disinfection byproduct regulations require the use of GAC to meet
water quality criteria.
• organic
The new regulations classify the Fox River supply as vulnerable to org
chemical contamination, and Illinois Environmental Protection Agency
(IEPA) requires carbon adsorption facilities as a means of protection against
these contaminants.
Assessment of radon and uranium levels in wells serving the Airlite and Riverside
plants, and evaluation of current removal capabilities will be required following
promulgation of new regulations for radionuclides. A monitoring program should be
conducted to determine if the groundwater supplies contain radon and/or uranium.
Based on the results of a limited monitoring program, lead concentrations at
consumer taps are significantly lower than the recently-promulgated "Action Level"
of 0.015 mg/L. A plan for conducting corrosion control studies, as required by the
new Lead and Copper Rule, should be developed in the near future. Monitoring of
lead and copper levels at consumer taps should begin as soon as possible.
The primary impacts of the 1986 Amendments to the Safe Drinking Water Act
on the operations at the Riverside and Airlite water treatment facilities will involve
disinfection and the control of disinfection byproducts. Results of tracer testing
conducted to assess effective disinfectant contact times in the secondary softening
basin at the Riverside plant are listed in Table ES-5.
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TABLE ES-5
Tracer Test Results
9 mgd I
Basin Throughput Rate
11 mgd 13 mgd I 16 mgd
Theoretical Detention Time, minutes 304 249 211 171
T10 Detention Time, minutes 75 51 40 32
T10/Theoretical T Ratio, percent 27.7 20.5 19.0 18.6
The Riverside plant will not be able to meet the new disinfection CT criteria
using current disinfection practices when plant throughput rates exceed approximately
11 to 12 mgd at water temperatures of 5 C or lower. Compliance can be achieved
by increasing chlorine feed rates to yield higher free chlorine residuals at the filter
influent when water temperatures are lower than 5 to 10 C. Increasing chlorine
residuals at the filter influent to comply with disinfection CT criteria should have no
detrimental effect on GAC filter media performance.
The impending regulations for disinfection of groundwater supplies are expected
to be less rigorous than those for surface water supplies. The City should review new
IEPA regulations pertaining to the evaluation of groundwater supplies for the
influence of surface water, and develop analytical data to facilitate the evaluation
process. It is unlikely that the wells serving the Airlite plant will be classified as
"under the direct influence of surface water," based on well depths and the
composition of the overlying strata.
Specific requirements for disinfection of groundwater supplies will not be
proposed until mid-1993. However, if CT values are used as the basis for
demonstrating disinfection efficiency, the Airlite plant may experience compliance
difficulties using current disinfection practices at plant throughput rates exceeding
approximately 3.0 to 3.5 mgd. Modified operating practices using free chlorine,
rather than chloramines, would result in compliance with CT criteria under all
operating conditions. Based on the higher degree of disinfection which would be
achieved, the City should consider modifications to permit disinfection with free
chlorine at the Airlite plant.
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Compliance with a revised maximum contaminant level (MCL) of 0.050 to
0.070 mg/L for trihalomethanes(THM)may be possible by averaging monitoring data
for the Riverside and Airlite treatment facilities, as currently allowed by IEPA.
However, as the majority of the consumers are supplied water from the Riverside
plant, which has THM concentrations significantly higher than the water produced
at the Airlite plant, the ultimate goal of the THM regulation (protection of public
health) would not be realized. THM concentrations of the water treated at the
Riverside plant could be reduced by using a primary disinfectant which does not
promote formation of the THM compounds, such as chlorine dioxide or ozone.
For planning purposes, an implementation schedule for the improvements which
may be required to comply with impending SDWA requirements is presented in
Table ES-6. The schedule lists the times when the improvements and/or modified
operating practices would need to be implemented, based on anticipated
promulgation schedules.
TABLE ES-6
SDWA Improvements Implementation Schedule
Promulgation Improvement
Improvement/Modification Regulation Date On-Line Date
Disinfection (Riverside) SWTR June 1989 June 1993
Disinfection (Airlite) GDR January 1995 July 1996
THM Control (Riverside) Disinfection January 1995 July 1996
Byproducts
Radionuclide Control* Radionuclides April 1993 October 1994
Carbon Adsorption* - - -
*Need to be determined through identification of regulated contaminants(s) in treated water.
Preliminary opinions of probable construction costs for modifications which may
be required at the Riverside plant are presented in Table ES-7. All costs reflect 1992
price levels, and include an allowance for contingencies, professional services (legal
costs, surveys, engineering fees, procurement costs), and administrative costs.
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TABLE ES-7
Probable Construction Costs for
Organics Control and Alternative Disinfectants
Plant Design Capacity
Components
16 mgd 32 mgd
$ $
Organics Control
Steel GAC Contactors 7,590,000 12,920,000
Concrete GAC Contactors 5,480,000 9,220,000
Alternative Disinfectants
Chlorine Dioxide 240,000 310,000
Ozone 3,630,000 5,860,000
C. Water Supply
The reliable supply of water from existing sources is about 27.5 mgd. This
includes 16 mgd from the Fox River and approximately 7.3 mgd firm capacity from
the Slade Avenue wells, for a total of 23.3 mgd available at the Riverside water
treatment plant. The current available firm capacity of the deep wells near the
Airlite water treatment plant is about 5.2 mgd. The actual capacity may be somewhat
less due to mutual interference of the wells. To meet year 2010 maximum day
demands, a reliable supply of 40 mgd is required. Several potential sources for
additional water supply to meet this demand were evaluated. These include
increased withdrawals from the Fox River, additional withdrawals from the deep
aquifer, development of a well field in shallow aquifers, and development of channel
or off-channel storage of excess Fox River water.
The Fox River supply is the primary source of water for the Riverside WTP. The
City's permit for the intake on the Fox River is based on provisions to expand the 16
f mgd treatment plant to 32 mgd. The permit does not identify a limit on the amount
of withdrawal from the Fox River.
The Illinois State Water Survey(ISWS) has developed a streamflow model of the
Fox River basin which can estimate flows at any point in the river. The model results
are used as a basis for estimating low flows and allowable withdrawals from the Fox
River.
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Flow duration curves for the Fox River just upstream from the City's intake
structure show that a constant 32 mgd withdrawal from the river would not have any
significant effect on the river even during low flows. In evaluating low flows relative
to water quality issues, a flow that is commonly evaluated is the 7 day 10 year low
flow (7Q10). The 7Q10 just upstream from the intake structure is 129 cubic feet per
second (cfs) according to Illinois Streamflow Assessment Model (ILSAM). At a
constant 32 mgd withdrawal rate, the flow just downstream of the structure is
estimated to be about 79 cfs, which is 62 percent of the upstream flow.
Improvements needed to increase the raw water supply from the Fox River
include installation of additional pumping capacity at the intake and a second 30-inch
raw water transmission main from the intake pumping station to the Riverside WTP.
Elgin's groundwater supply is drawn from the Cambrian-Ordovician aquifer. This
deep bedrock aquifer has been the primary source of water supply to Chicago and
its metropolitan area for decades. Because of the high withdrawal rate in the past,
water levels in the aquifer have dropped significantly over the years. However, since
many communities have begun to use water diverted from Lake Michigan, the
aquifer water levels are rebounding. Records indicate that static water levels in
Elgin's wells have generally risen over the period of 1980-1985. Since the use of the
aquifer will be reduced significantly, continued use and/or additional development of
the deep aquifer appears to be reasonable.
There are two distinct types of shallow aquifers in the Elgin area: sand and gravel
deposits associated with periods of glaciation, and shallow dolomite bedrock. While
individual wells in sand and gravel deposits can typically yield over 3,000 gallons per
minute (gpm), well tests near Elgin indicate that properly designed wells in the sand
and gravel deposits would produce only 200 to 1,300 gpm. Local well fields of about
4 mgd could be developed; however, development of shallow wellfields of limited
capacity at locations remote from the existing treatment plants is not cost-effective.
Transmission mains would be required to deliver the water to the treatment plant at
substantial cost. The shallow dolomite aquifer system in the vicinity of Elgin also
does not appear to have sufficient yield potential to be suitable for development.
Channel or off-channel storage of excess Fox River water is a potential source
of additional water supply. A 1967 ISWS report identified three potential sites in the
vicinity of Elgin for reservoirs on the main channel of the Fox River or its tributaries,
but any of these would produce only small yields. Because the ISWS has determined
that the potential for development of any storage projects on the Fox River or its
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tributaries is small, no further studies have been completed. However, off-channel
storage of Fox River water may be possible by diverting high flows in the river to a
storage site away from the river channel. This option would require a significant area
of land, plus pumping stations and a system of conduits to transport the water to the
storage site, and from the storage site to the treatment site. No readily apparent sites
for such storage have been identified. The cost associated with development of off-
channel storage makes this option less attractive for current expansion. However, off-
stream storage may be a viable alternative for Elgin's future supply needs.
Expanding the pumping facilities at the existing Fox River intake is the most cost-
effective method of substantially increasing the supply to the Riverside treatment
r plant. Since the City already has a permit for the intake facilities, and the facilities
were designed for expansion to 32 mgd, this alternative is the easiest and most
economical to implement. It is recommended that the raw water pumping facilities
at the river intake be expanded to 32 mgd and that a second 30 inch raw water
transmission main be constructed from the intake pumping station to the Riverside
WTP.
It is also recommended that the six deep wells at the Slade Avenue site should
be retained to supplement the river water supply. These wells provide an alternative
to the Fox River supply during taste and odor events or in case of temporary
contamination of the Fox River.
The 5.2 mgd firm capacity of the four operating wells supplying the Airlite WTP
is less than the plant's nominal treatment capacity of 8 mgd. Previous studies have
indicated that City-owned land at the Airlite WTP can support a wellfield with a
capacity up to 9 mgd. It is recommended that consideration be given to constructing
a new deep well with a capacity of 2 mgd. This well would increase the total supply
capacity to 9.4 mgd, and the firm capacity to 7.2 mgd. However,further study should
be conducted to determine the potential for barium contamination before proceeding
with design and construction of a new well. If barium contamination remains a
problem for the Airlite wells, consideration should be given to developing a shallow
well field in the vicinity of the Airlite WTP.
Expansion of the Riverside plant beyond the currently recommended 32 mgd will
require additional supply. If Fox River supply is considered for future expansion, it
is likely that off-channel storage will be required. It is recommended that the City
continue to consider the shallow aquifer and off-stream storage sources in planning
for meeting future water demands beyond year 2010.
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D. Water Treatment
The combined capacity of the existing Riverside and Airlite treatment facilities,
approximately 20.9 mgd, will be exceeded by the projected 1993 maximum day
demands. Sufficient improvements will need to be made to expand the capacity of
these facilities to meet the projected year 2010 maximum day requirements of
40 mgd. Planning and design of improvements for both the Riverside WTP and the
Airlite WTP should begin in 1992.
The recommended expansion of these treatment facilities will involve expansion
of the Riverside WTP from 16 mgd to 32 mgd, and increasing the raw water supply
at the Airlite WTP to allow full utilization of its 8 mgd treatment capacity. In
addition, modifications and/or additions to high service pumping and treated water
storage facilities at both plants will also be required to allow proper distribution of
the treated water. These combined improvements will enable the City to meet the
year 2010 projected maximum daily demand of 40 mgd. The recommended
improvements are as follows.
1. Riverside Water Treatment Plant
The existing Riverside WTP was placed into operation in 1982 and has a design
capacity of 16 mgd. The plant treatment and high service pumping facilities were
designed for future expansion. Supply to the plant is provided by a combination of
surface water from the adjacent Fox River and groundwater from six deep wells
located on the opposite side of the river. River water has been the primary supply
source since the plant was placed on line.
Unit processes consist of presedimentation for the Fox River supply, diffused
aeration for the well supply, excess lime softening with two-stage recarbonation, dual-
media filtration using granular activated carbon over sand, and disinfection. Chlorine
is used as the primary disinfectant, and chloramines are used to maintain a residual
in the distribution system and to control disinfection byproducts. The existing process
units consistently produce high quality treated water which meets or exceeds the
water treatment goals and requirements.
The recommended improvements include a 16 mgd expansion in treatment
capacity to 32 mgd and modifications to the existing facilities to accommodate and
support the expansion. The existing treatment process of pretreatment, softening,
and filtration will remain the same for the expansion, except utilization of ozone
oxidation for primary disinfection and taste and odor control may be considered in
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the future. The facilities involved in the Riverside WTP expansion are shown on
Figure IV-1 and the recommended process schematic is shown on Figure IV-2.
Expanded raw water intake and transmission facilities will supply raw water to
the new treatment facilities. Two 8 mgd pumping units will be installed at the
existing Fox River intake and pumping station, increasing its firm capacity to 32 mgd.
A second 30 inch raw transmission main will be constructed from the intake and
pumping station to the Riverside WTP site to supply water to the new treatment
train.
During the construction of the intake, the river bottom was excavated in front
of the intake. A recent survey of the Fox River bottom indicated that silt deposition
varied from 2 to 4 feet. It is apparent that flows into the intake structure are
preventing further deposition directly in front of the intake. Based on the rate of silt
deposition, the river bottom should be dredged to the original design depths every
10 to 15 years. The frequency of cleaning the wetwell and amount of silt removed
should be monitored to evaluate the need for re-excavation. Since there is
apparently no problem with the silt deposition at present, dredging can be deferred.
Based on past experience, it is anticipated that the silt deposition may only be a
problem under extreme low flow river levels.
The new treatment facilities will consist of a pretreatment basin, primary basin,
and a secondary basin, each with a 16 mgd design capacity. New sludge control
facilities will be provided to handle sludge discharged from the new basins. Sludge
will be pumped through the existing 8-inch transmission main to the existing lime
residue disposal facilities.
Approximately 58 percent of the total volume of the existing lime residual
(sludge) disposal facilities have been filled. By raising the internal berms and outlet
structures approximately 8 feet, as proposed under the original design for this facility,
additional storage capacity can be provided. However, the Water Department staff
is currently investigating the feasibility of land application of the lime sludge from this
facility. If land application is implemented, extension of the lagoon berms could be
delayed. However, even with land application, it is likely that additional storage
capacity will be required in the future.
The existing filters and clearwells will be expanded with a filter building addition
housing four 4.0 mgd filters. The new filters will be configured similar to the existing
filters. Other modifications will address reducing hydraulic surging in the filter wash
water drain piping and revised chemical feed points of application.
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The existing wash water recovery basin will not have to be expanded. Transfer
pumping facilities will be expanded with the installation of three 8 mgd transfer
pumps. A second transmission line interconnected with the existing transfer pump
discharge line will be provided to transfer treated water to the storage reservoirs.
A new 5.0 million gallons (MG) ground storage reservoir will be constructed
north of the existing 1.0 MG ground storage reservoir. This will provide 6.0 MG of
treated water storage on the plant site. The 6.0 MG plant site storage represents
approximately 20 percent of the plants design capacity and is within recommended
capacities for flexibility in handling fluctuations in plant operations. This storage, in
conjunction with all of the other system storage and available ground water treatment
capacity, can provide approximately one and a half days of emergency water supply
in the event the Fox River supply is temporarily contaminated, based on an AAD
rate for the year 2010.
A second building addition will be constructed on the northeast corner of the
chemical building. The two story addition will house new laboratory facilities on the
operating floor level and relocated ammonia and fluoride chemical facilities in the
basement. Expanded heating, ventilating and air conditioning (HVAC) equipment
for the building addition will also be located in the basement. Space consideration
g P
will also be given for the possible future addition of chlorine dioxide facilities within
this space.
Facilities within the existing chemical building will be modified and/or expanded
to support the plant expansion. These modifications will involve laboratory and
administrative facilities; high service pumping facilities; chemical feed and storage
facilities; and related structural, electrical, and mechanical systems. A portion of the
existing laboratory will be converted to an operator's laboratory with the remaining
laboratory space used to expand the office and administrative areas. The former
meter shop area will be utilized as part of the new laboratory since the meter shop
will be moved to the new Slade Avenue facilities. The expanded laboratory will
incorporate facilities for operational monitoring,as well as compliance monitoring for
bacteriological, organic, and inorganic contaminants. Additional space required to
perform certified tests for outside utilities will be provided.
The existing high service pumping facilities for the Low Service Level, in
conjunction with the Slade Avenue high service pumping facilities, are adequate to
serve the Low Service Level. The firm pumping capacity of 26.5 mgd for the
combined facilities exceeds the pumped capacity required to meet maximum hour
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demands for the year 2010. However, the Riverside high service pumping facilities
for the High Service Level will need to be expanded to 16.0 mgd to meet year 2010
demands in conjunction with the Airlite pumping facilities. As demands in the High
Service Level increase, the two existing 2.0 mgd pumping units will be replaced with
4.0 mgd units and eventually a fourth 4.0 mgd pumping unit will be installed in the
space provided. New automatic controls for the High Service Level pumps will be
provided to control the pumps, based on water level in the Airlite elevated tank.
Existing chemical storage and feed facilities will be modified and expanded to
handle the increased treatment capacity. A third lime bin and lime slaker will be
installed and a second carbon dioxide storage tank will be furnished. Modification
of other chemical feed systems will generally involve additional feeders or metering
pumps and related appurtenances.
The equipment of both the existing and new facilities will be controlled and
monitored from the central control room located in the chemical and filter building.
A new computerized supervisory control and data acquisition system will be installed
to monitor and control the various functions of the treatment process and high
service pumping operations. This computerized system will be expanded to include
control and monitoring of the Airlite WTP as well.
The architectural treatment of the building expansions will match existing building
architecture. Exterior materials and their coloration will be chosen to be compatible
with the existing treatment facility, and reflect current design standards.
Potential future facilities that could become part of the Riverside WTP treatment
process include ozone, chlorine dioxide, and granular activated carbon contactors.
Ozone and chlorine dioxide are typically considered for primary disinfection when the
use of free chlorine results in unacceptable THM concentrations. Expansion of the
Riverside WTP should incorporate provisions for implementation of either of these
two disinfectants.
If future developments indicate that chlorine dioxide can be safely and efficiently
used as an alternative to chlorine, facilities for the generation of chlorine dioxide
could be added at significantly less cost than ozone facilities. However, further
testing to evaluate the effectiveness of chlorine dioxide for taste and odor control is
warranted. Bench scale testing by city personnel has demonstrated that chlorine
dioxide is ineffective in controlling tastes and odors at the Riverside WTP.
Ozone is the most effective alternative to free chlorine as a primary disinfectant
with respect to meeting the recent SDWA regulations. Ozone is a stronger oxidant
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than either chlorine dioxide or free chlorine. Limited pilot plant testing on spiked
samples has shown it to be effective in controlling tastes and odors, and it does not
promote the formation of THM compounds. The chief disadvantage of using ozone
is the high capital and energy costs of ozone generation and dissolution systems.
Additional ozone pilot plant testing is currently in progress at the Riverside WTP.
The results of this testing will determine if ozone should be considered for the
Riverside WTP. If ozone facilities are required in the future, it is recommended that
they be located ahead of the filters. The combined secondary base effluent would
be passed through the ozone contactors, and would then be repumped to the filter
influent.
The use of post-filtration granular activated carbon(GAC)contact columns is not
required at the Riverside WTP. If GAC facilities are required in the future, concrete
downflow gravity contactors would be the least costly alternative. There is sufficient
space on the existing Riverside WTP site for future GAC contactors. Plant hydraulics
and ground elevations would make it necessary for the water to be pumped from the
filters to the GAC contactors, from the contactors to the treated water storage
reservoirs, and finally to the distribution system.
2. Airlite Water Treatment Plant
The Airlite WTP is located on Airlite Street north of Larkin Avenue and has an
approximate rated capacity of 8.0 mgd. Unlike the Riverside WTP, this plant
provides only single stage softening. Plant operating records show that the treated
water goals are consistently achieved.
The Airlite WTP is typically operated for only one shift per day. It is expected
that this operating scheme could hinder effective treatment, because the solids in the
upflow clarifiers would settle when the plant is not operating. However, no decline
in treated water quality is evident from recent daily operating records.
The recommended expansion and modification of these supply and treatment
facilities will involve the addition of a new deep well, conversion of the existing high
service pumping facilities to dual-level pumping, and modification of the point of
ammonia feed within the process train.
The current 5.2 mgd firm well supply capacity to the Airlite WTP is less than the
plant's rated capacity of 8.0 mgd. Consideration should be given to adding a new 2.0
mgd deep well. Further studies should be conducted to determine the potential for
barium contamination before proceeding with design and construction of the new
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deep well. If barium contamination is a problem, consideration should be given to
development of a shallow well field in the vicinity of the Airlite WTP.
Disinfection at the Airlite plant is accomplished with chloramines. This method
will probably not meet disinfection requirements of the pending Groundwater
Disinfection Rule(GDR). Under the recommended improvements,modifications will
be made to provide disinfection with free chlorine by relocating the point of ammonia
feed to the filter effluent.
The Airlite WTP pumping station will be converted to a dual-level facility serving
the High Service Level and the West Booster District. The pumping station currently
serves only the High Service Level. The existing power supply and distribution
system will require upgrading to meet the electrical power requirements of the Airlite
WTP after the south bay pumps are replaced.
3. Staffing Requirements
A cursory review of the organization and staffing positions directly related to
water treatment was performed to identify additional staffing requirements related
to the proposed expansion and improvement and increasing testing and monitoring
requirements. Based on the current staffing levels, current treatment process, in-
house laboratory testing, level of automation, age of the existing facilities, and present
division of maintenance responsibility between the Water Department and Public
Works, it is recommended that the current staffing level of 34 people should be
increased by 6 people. The organization structure summarizing the recommended
staffing additions is shown on Figure IV-4. Not all of the additional positions will be
required initially. The need for the water treatment laborers and a laboratory
chemist will be dependent on the increase in water demand and the City's decision
regarding expansion of laboratory services.
4. Recommended Program of Improvements
To successfully implement an expansion program of this magnitude,it is desirable
to divide the expansion into manageable contracts. The proposed expansion
improvements could basically be divided into as many as five separate contracts. The
general scope of each contract is as follows:
• Riverside WTP Expansion. The scope of work under this contract includes
the construction of facilities to accommodate expansion of the plant's
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treatment capacity to 32 mgd. The major elements involved in the expansion
include a pretreatment basin and rapid mix chamber; a primary basin; a
secondary basin and rapid mix chamber; sludge control building; chemical
and filter building expansions for the addition of four filters, relocated and
expanded laboratory, and new chemical storage and feed systems; expansion
of existing chemical feed and storage facilities; modifications to
administrative area; new computer-based control and monitoring system; 5.0
MG ground storage reservoir; associated electrical and mechanical
improvements, and appurtenant work.
• River Intake and Pumping Station Expansion. The scope of work under this
contract includes the installation of two 8 mgd pumps at the Fox River
intake to increase the firm pumping capacity to 32 mgd, and the construction
of the second 30 inch raw water transmission main from the intake to the
Riverside WTP site.
• Sludge Disposal Lagoons. The scope of work under this contract involves
raising the interior berms and outlet structures approximately 8 feet to
provide additional storage capacity.
• Airlite WTP High Service Pumping Modifications. The scope of work under
this contract involves conversion of the existing high service pumping
facilities to a dual-level pumping facility. Four of the existing high service
pumping units will be replaced with higher head pumping units that will
allow water to be pumped directly to the West Booster District. The existing
dual pump discharge header piping will be separated and additional yard
piping installed to connect to a new transmission main. In addition to the
pump modifications, the point of ammonia feed within the plant will be
relocated to the filter effluent piping to provide a higher degree of primary
disinfection with free chlorine.
• Airlite WTP Well Supply. P 1 . The scope of work under this contract involves
the construction of a new 2 mgd deep well to increase the total firm supply
capacity to Airlite WTP to approximately 7.2 mgd. Before proceeding with
the design and construction of the well, further study is required to verify its
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location and anticipated capacity and to evaluate the potential for barium
contamination.
The division of contracts was based on logical division of the work and
prioritization of the improvements for each facility. The extent of the Riverside WTP
improvements may be affected by the results of the pilot plant study scheduled to be
completed in the spring of 1992. The timing of adding the new raw water supply well
will depend on water demands, the ability of the existing wells to meet demands, and
the degree of reliability the City will require for this facility. Consideration should
be given to temporarily delaying implementation of the sludge lagoon modifications
pending the outcome of the City's land application program. Figure IV-6 shows a
recommended phased construction schedule for the Airlite WTP modifications and
the Riverside WTP expansion.
A preliminary opinion of probable project costs for the recommended water
treatment studies and improvements is presented in Table ES-8. The total probable
project cost for Airlite WTP improvements is $1,234,000. The total probable project
cost for Riverside WTP improvements is$15,180,000. Probable cost for the Riverside
WTP does not include any cost for possible future ozone facilities. The costs reflect
1992 price levels without escalation for probable future inflation. A contingency
allowance of 10 percent and a 15 percent allowance for engineering, legal, and
administrative costs are included in the cost figures.
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YEAR
I 1992 I 1993 I 1994 I 1995 I 1996 I 1997
Z J Z J Z -i Z J Z J Z }
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TASK 4
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Well Study f 4
Design
Deep Well
Pump Station
Modifications
i s RIV::: S> :::: � j`' t ! ''2` y 2 2 '' ! !``! 2` : 2 ? :
Pilot Plant Study
Preliminary Design 1j
Design
Raw Water Supply
Water Treatment
nt
Plant
Sludge Disposal
Lagoons
Bid x Procurement\Construction Elgin, Illinois
Implementation Schedule
a WTP improvements
ants
c Advertise-� �> '::> << >>>:>< >? > >i.
\ BLACK&VEATCH
Award 1992
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TABLE ES-8
Water Treatment Plant Improvements
Summary of Probable Project Costs
Opinion of Probable Cost
Riverside WTP Expansion
Raw Water Supply 320,000
Water Treatment Plant 10,200,000
Sludge Disposal Lagoons 1.480.000
Subtotal-Probable Construction Cost 12,000,000
Contingencies, Engineering, Legal, Administrative 3.180.000
Total Probable Project Cost-Riverside WTP Improvements $15,180,000
Airlite WTP Modifications
2 mgd Deep Well 750,000
Pumping Station Modifications 225.000
Subtotal-Probable Construction Costs 975,000
Contingencies, Engineering, Legal, Administrative 259.000
Total Probable Project Cost-Airlite WTP Improvements $1,234,000
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E. Water Distribution
The existing water service area is divided into three service levels designated as
the Low Service Level, the High Service Level, and the West Booster District.
High service pumping to the distribution system is done at three locations.
Pumping to the Low Service Level is provided at the Riverside WTP and at the Slade
Avenue pumping station. Pumping to the High Service Level is provided by both the
Riverside WTP and the Airlite WTP. The Lyle Avenue booster pumping station
takes suction from the High Service Level and pumps to the West Booster District.
Two small booster pumping stations are used intermittently to boost pressures along
the extreme northeast and southeast portions of the Low Service Level.
The existing distribution system includes four elevated tanks with a combined
total storage volume of 2.5 million gallons.
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Hydraulic analyses were conducted to identify present deficiencies in the
distribution network, to evaluate the City's current capital improvements plan, and
to establish an improvement program to reinforce and expand the system to meet
projected water demands through the year 2010.
An initial series of analyses were conducted for the purpose of calibrating the
computer model. The calibration analyses simulated the highest recorded maximum
hour demand of 31.6 mgd, which occurred on June 6, 1988. The calibration analysis
indicated several deficiencies in the existing distribution system in the Low Service
Level. No deficiencies were noted in the High Service Level. Pressures less than
30 psi were calculated in southeastern portion of the Low Service Level. These low
pressures are the result of relatively high water use by the Village of Bartlett, and
inadequate distribution system gridding south of Bode Road. Low pressures were
also calculated in the southwestern portion of the Low Service Level, along the
boundary between the Low and High Service Levels. The calibration analysis clearly
indicated that the Congdon Avenue and Commonwealth Avenue elevated tanks do
not operate effectively in the existing distribution system.
A series of year 2010 analyses were conducted to review the City's current
improvements plan and to identify the future facilities necessary to serve the West
Booster District and areas in the northeast corner of the Study Area. The main
improvements planned for the Low Service Level greatly reduced head losses across
the system, even at the higher year 2010 flows. However, the locations and sizes of
the recommended mains would not allow effective utilization of the existing and
planned elevated tanks.
A series of analyses were performed to develop a revised plan of improvements
to meet the water requirements projected for year 2010. The revised plan includes
the development of a fourth service level designated as the East Booster District.
The recommended plan of improvements developed from the analyses is shown on
Figure V-4 and summarized below.
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1. Low Service Level
Upon completion of the new Slade Avenue pumping station, the total installed
pumping capacity from the Riverside and Slade Avenue facilities to the Low Service
Level will be 32.5 mgd. The firm capacity, with the largest unit out of service, will
be 26.5 mgd, which is adequate to meet year 2010 demands.
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DIRECTOR OF
WATER OPERATIONS
Secretary
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OPERATIONS SYSTEMS
METERING & MAINTENANCE MANAGEMENT LABORATORY
1
- Water Meter Water Plant Water Operations Water Laboratory
Supervisor Superintendent Engineer Chief Chemist
Records CI•rk Water Treatment Senior Water Instrumentation Water Laboratory
— Chief Plant Operator - Maintenance Mechanic Service Worker Chemist
Water Service Water Treatment Water Maintenance ::.,Cott b(':>>'< :'
:': IN. .,.,.,,, ,,,ryt,,,,,
Person Operator 1 Mechanic 1 �!�oin<; :
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1
Water Meter Water Treatment Water Maintenance — Water Laboratory
Servicer 1 Operator 2 Mechanic 2 Assistant 1
Water Meter _ Water Treatment
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Servicer 2 Operator
3
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Water Meter Water Treatment _ Water Treatment _ Laboratory Worker
Servicer 3 Operator 4 Laborer 1 (Part-Time)
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Water Meter _ Water Treatment Water Treatment
Installer Operator 6 Laborer 2
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Water Meter
Maintenance — Water Treatment Water Treatment
Person Operator 6 Laborer 3
Water Treatment L Water Treatment
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rLEGEND
_:::>:gt*ONeidtinIfisf?:; •Present(34)
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•Future(6)
— Laborer 1
Elgin,Illinois
Laborer 2 Proposed Organizational
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BLACK a VEATCH
1992
Figure IV-4
I
The Shales Parkway elevated tank, which is currently under design, should have
a volume of 2.0 MG and an overflow elevation of 925 feet. Upon completion of
Shales Parkway elevated tank, the existing Commonwealth Avenue elevated tank can
be retired. Also, the Congdon Avenue elevated tank will be ineffective in supplying
water to the Low Service Level. However, it can be used as a suction storage for a
future pumping station which would supply the planned East Booster District.
Elevated storage in addition to the Shales Parkway elevated tank is not
recommended for the Low Service Level at this time. However, if demands in the
southwestern portion of the Low Service Level increase significantly more than
projected, or if wholesale customers, such as the City of South Elgin, are added to
the system, a second elevated tank, referred to as the Elgin Sports Complex elevated
tank, should be considered. The tank should have a volume of 1.0 MG and an
overflow elevation of 925.
Ground storage at the Slade Avenue pumping station should be used to help
meet maximum hour demands. The current 4.0 MG storage volume at Slade Avenue
is adequate; however, the existing 2.0 MG reservoir is in poor condition and should
be replaced.
Several of the previously planned main improvements in the Low Service Level
will not be required to meet year 2010 demand. However, some of the planned
mains will improve fire flows and may be justified for that reason. The sizes of
several of the previously planned improvement mains were adjusted.
Improvements in the Low Service Level will increase transmission capacity and
hydraulic gradients to the areas which are served by the existing pressure reducing
valves separating the High and Low Service Levels. Because of the high maintenance
costs associated with the valves, it is recommended that all eight of these pressure
reducing valves be retired once the system improvements have been completed and
system pressures increase.
A transfer line should be considered to enable water treated at the Riverside
WTP, and pumped into the Low Service Level, to be delivered to underground
storage tanks located at the Airlite WTP. This transfer line will increase system
reliability in serving both the High Service Level and the West Booster District. It
will also provide flexibility in the operation of the Airlite WTP.
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2. East Booster District
A new booster district should be established to serve the high ground in the
northeastern corner of the Study Area. A booster pumping station to serve this East
Booster District should be located adjacent to, and should take suction from, the
existing Congdon Avenue elevated tank. The station should be equipped with three
pumping units with a total capacity of about 4 mgd, and a firm capacity, with the
largest unit out of service, of 2 mgd.
Elevated storage for the East Booster District should be provided by two
elevated tanks. Upon completion of the Shales Parkway elevated tank, the existing
0.5 MG Congdon Avenue elevated tank will be ineffective for supplying water to the
Low Service Level. However, this tank can remain useful as a suction reservoir for
the recommended booster pumping station serving the East Booster District. A
second elevated tank should be constructed on high ground near the intersection of
Beverly Road and Shoe Factory Road. The Beverly Road elevated tank should have
a volume of 0.5 MG and an overflow elevation of 975 feet.
A distribution grid of 12 inch mains should be constructed for the East Booster
District. A 16 inch main is recommended between the Congdon Avenue booster
pumping station and the Beverly Road elevated tank.
Check valves should be installed on all 12 inch mains between the East Booster
District and the Low Service Level, allowing the East Booster District to be fed
directly from the Low Service Level at reduced pressures if the Congdon Avenue
booster pumping station is out of service. Also, once sufficient facilities are available
to supply the area north of Interstate Highway 90, the existing Dundee Avenue
booster pumping station should be retired and a check valve installed in its place.
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The Airlite WTP high service pumping station should be converted to a dual-
level facility serving the High Service Level and the West Booster District. Three of
the seven existing pumps will continue to pump to the High Service Level, providing
approximately 7 mgd capacity. The remaining pumping capacity to the High Service
Level will be provided at the Riverside WTP.
The total pumping capacity from the Riverside WTP to the High Service Level
should be about 16 mgd to meet year 2010 demands in conjunction with the Airlite
WTP. There is space available for a total of four High Service Level pumping units,
requiring the replacement of two 2 mgd units with 4 mgd units plus the addition of
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one new 4 mgd unit as demands increase. Controls should be installed to allow
automatic operation of the Riverside WTP High Service Level pumps based on water
level in the Airlite elevated tank, replacing the current method of manual operation.
Ground storage volume at the Riverside WTP which exceed the amount required
for plant operation will be used to help meet maximum hour demands in the High
Service Level.
Elevated storage for the High Service Level should be provided by the existing
Airlite elevated tank and the currently planned Randall Road elevated tank, which
should be constructed after conversion of the Airlite WTP high service pumping
station to a dual-level facility. The Randall Road elevated tank should have a volume
of 1.0 MG and an overflow elevation of about 971 feet. Once the Randall Road
elevated tank is completed, control of the Airlite pumps to the High Service Level
should be automatic based on the water level in the Randall Road elevated tank.
Several of the previously planned main improvements in the High Service Level
will not be required to meet year 2010 demands, and several others are
recommended to be revised.
4. West Booster District
The portion of the Study Area west of Randall Road above ground elevation 840
should be served by the West Booster District. Recommended improvements for the
West Booster District are based on providing a maximum flow of 5 mgd to the
Huntley development located northwest of Interstate Highway 90 and State Highway
47.
The West Booster District should be supplied from three locations - the Airlite
WTP, the Lyle Avenue booster pumping station, and the planned Fox Lane booster
pumping station. The total required firm capacity is about 15.6 mgd.
When the pumping station at the Airlite WTP is converted to a dual-level facility,
the southern bay of pumps must be replaced with new pumps having a rated head
of about 230 feet. The firm capacity of these pumps should be about 6 mgd.
Operation of the pumps should be based on the water level in the recommended
Coombs Road elevated tank.
As demands increase in the northern portion of the West Booster District, one
of the 2 mgd pumps at Lyle Avenue should be replaced with a 4 mgd unit.
The recommended Fox Lane booster pumping station should be constructed after
the Lyle Avenue booster pumping station has been expanded and the Airlite WTP
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pumping station has been converted to a dual-level facility. The station should be
equipped with two 2 mgd pumping units.
In addition to the existing 1.0 MG Alft Lane elevated tank, a second tank,
referred to as the Coombs Road elevated tank, should be constructed near the inter-
section of US Hwy 20 and Coombs Road. The tank should have a volume of 1.0 MG
and an overflow elevation of 1,060 feet.
Extensive distribution system griding with water mains is required to serve the
developing West Booster District.
5. Phased Distribution System Improvements
Recommended phased improvements and an opinion of probable project costs
are summarized in Table ES-9. First phase improvements are recommended for
construction between 1992 and 1995. Second phase improvements cover the period
from 1996 to year 2000. Third phase improvements are recommended between year
2001 and year 2010.
The costs reflect 1992 price levels without escalation for inflation. A contingency
allowance of 10 percent and a 15 percent allowance for engineering, legal, and
administrative costs are included in the cost figures.
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TABLE ES-9
Phased Distribution System Improvements
Summary of Probable Project Costs
r Opinion of Probable Cost
Description
First Second Third
Phase Phase Phase
rLow Service Level
Shales Parkway elevated tank 2,500,000 -- --
Distribution Mains 2,020,000 1,610,000 230,000
Subtotal Low Service Level $4,520,000 $1,610,000 $230,000
East Booster District
r Congdon Avenue BPS and valve vault 590,000 -- --
Beverly Road elevated tank 700,000 -- --
Distribution mains 1,630,000 1,600,000
Subtotal East Booster District $2,920,000 $1,600,000 --
IHigh Service Level
Randall Road elevated tank -- 1,400,000 --
Distribution Mains 2,310,000 700,000 1,400,000
16" transfer line 000 $1,200,000 --
Subtotal High Service Level $2,310, 3,300,000 $1,400,000
West Booster District
Replace existing 2 mgd pump at
Lyle Ave BPS with 4 mgd pump -- 20,000 --
Fox Lane BPS -- 550,000
I Coombs Road elevated tank 1,400,000
Distribution mains 4,520,000 6,100,000 5,500,000
Subtotal West Booster District 4,520,000 6,120,000 7,450,000
ITotal Distribution System Improvements $14,270,000 $12,630,000 $9,080,000
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