HomeMy WebLinkAbout4.1 Redundant Water Supply Alternatives 9/6/2019 BoardDocs®Pro
.o
Agenda Item Details
Meeting , 201 - COMMITTEE OF THE WHOLE
Category 4. DISCUSSION ITEMS
Subject ANT WATER SUPPLYALTERNATIVES
Access Public
Tye Discussion
Public Content
Information
The Village owns and operates a water distribution system t provides potablewater to approximately 42,000
residents at an average rate of 3.2 million gallons per day (MGD).
The area served by the Village-owned yst is depictedthe map enclosed as Attachment i not served by
the Village-owned system receive drinking water from a separate system owned and operatedy the Illinois American
Water Company.
Source water for the Village-owned system is drawnfrom Lake Michigann treated y the City of Chicago. It i
subsequently isri to the Village and six ( ) other northwest suburban municipalities: Elk Grove Village, Hoffman
Estates, Schaumburg, Hanover Park, Streamwood, n ollin . Water is distributed via a system of reservoirs,
pumps, and pipelines owned and operatedby Northwest Suburban Municipal Joint Action Water Agency (NSMJAWA,
commonly known as J ). Attached B depictsthe NSMJAWA distribution system.
NSMJAWA facilities include miles of transmission water main ranging in size from 16 to 90 inches in diameter that
provide drinking ter to a 95 square mile service area. The main pumping station is situated t are airport and
features seven (7) pumps that havethe capacity move 130 million gallons of water per day. The main pumping
station also hosts two ( ) 10 million gallon water storage reservoirs. There are also two ( ) 5-million gallon standpipes
on the west end of the system in Hoffman Estates.
The Village-owned ter system also has 8.8 million gallons of water storage held in seven (7) tanks accessed via
combination f 16 booster pumps. This storage and booster pumping capacity could satisfy the Village's water demand
for 2-3 daysin the event water delivery from NSM3AWA is interrupted.
In addition, the Village has four ( ) interconnections with neighboring water supplies including the Village of Arlington
Heights, ity of Des Plaines, and Illinois American Water Company. Generally, these interconnections are small and
capable of supplementing the Village's water supply for short periods of time but not completely replacing it.
As an emergencyback-up source of water, the Village maintains five ( ) deep wells that access groundwater from the
Mount in sandstone aquifer. The pumps r set an average depthf 900 feet and arecapable of generating up to
8.9 million gallons of raw water per day. This well water system is capable f satisfying the Village's averse demand
( . ) and peak demand ( ) for an extendedperiod of time. The Village has maintained this back-up well
ter system since transferring to Lake Michiganter in 1987. To date,, there has been no need to utilize the wells for
source water beyond routine water quality testing andexercising of the equipment.
Problem Statement
Illinois Environmental Protection Agency (IEPA) regulations n ter industry best management practices require
monthly operation n raw water quality sampling at each of the Village's five ( ) deep wells. Despite this limited
utilization, maintenance of these wells require significant capital expenditures.
https://go.boarddocs.com/il/vomp/Board.nsf/Private?open&login 1/6
9/6/2019 BoardDocs®Pro
During 2013 and 2014, the Village expended over $534,000 to rehabilitate the deep well adjacent to Booster Station 5.
The scope of repairs included replacement of failed column pipe and well shaft, pump bowl assembly replacement,
airline replacement, and rehabilitation of the 500 horsepower electric motor that turns the pump bowl assembly. In
addition, a portion of the well had to be lined and sealed with grout to isolate the wellhead from a bacteria film that had
grown on the surface of the sandstone.
Unfortunately, this type of maintenance expenditure is not unusual. In 1997, $125,000 was spent to rehabilitate Well
4,; Well 11 was repaired in 1996 at a cost of $165,000; Well 16 was upgraded in 1999 for $160,000; and Well 17 was
fixed in 2000 at a cost of $200,,000. To a large extent, well maintenance is expensive because the components are
difficult to access, are submerged in water resulting in corrosion and metal fatigue, and are subject to tremendous
torque when operated.
In the current community investment program (CIP), staff anticipates spending $510,000 to rehabilitate Well 4 and
$535,000 to rehabilitate Well 11 in 2020. The rehabilitation of Wells 16 and 17 in 2022 and 2023, respectively, are
expected to be equally expensive. In total, as much as $2 million could be expended during the maintaining the
Village's back-up water supply. Furthermore, these expenses are likely to recur on a 10-15 year cycle.
In addition, it is relevant to note that the chemistry of groundwater differs substantially from surface (Lake Michigan)
water. Notably, groundwater is harder than surface water (has more dissolved minerals) and has different taste
characteristics. When the Village relied on groundwater as its primary source of drinking water, many customers
maintained water softeners in their homes and businesses to ameliorate these problems. Today, most softeners have
been removed and customers are not prepared to treat hard drinking water.
The Northwest Water Commission (NWC) is a joint action water agency similar in purpose and organization to the
Northwest Suburban Municipal Joint Action Water Agency (NSMIAWA). It distributes potable water drawn from Lake
Michigan by the City of Evanston to the Villages of Palatine, Arlington Heights, Buffalo Grove, and Wheeling. It also
provides water to a portion of the City of Des Plaines. It's in pumping station is located just outside Mount Prospect
corporate boundaries near the intersection of Wolf Road and Kensington Road. It's primary distribution main dissects
the Village, from east to west, along the Kensington Road right-of-way.
A map depicting NWC's proximity is enclosed as Attachment C. This proximity to the Village of Mount Prospect water
distribution system offers a unique opportunity to access a separate, distinct,, ample source of fully treated, finished
Lake Michigan drinking water. In essence, a second "straw" into Lake Michigan.
Earlier this year, the Village hired Burns & McDonell consulting engineers of Downers Grove., Illinois to conduct a
Redundant Water Supply Feasibility Study. The scope of work included acquiring system performance criteria from NWC,
NSMJAWA, and the Village, evaluating connection alternatives, developing cost-benefit scenarios including establishing
life-cycle costs, analyzing water chemistry, creating layout concept drawings, meeting with respective staffs, preparation
of a final report, and a presentation to the Village Board. A copy of the final report is enclosed as Attachment D.
Report Summary
Groundwater Well-System Assessment
The Village"s five groundwater wells have the combined capacity to supply the Village's current maximum day demand.
Theo r tin condition of the wells and of the equipment in the booster pump station (BPS) buildings was found to be
good. Several improvements are recommended for short-term operation, but no operational deficiencies were noted that
would prohibit the equipment from operating as short-term water supply for the Village. However, several water quality
concerns were noted. September 2018 sample results indicate that iron concentrations exceeding the maximum
contaminant levels (MCL) are present at Wells #4 and #11. Groundwater from Well #5 should be pumped tow for
at least several hours before it can be put into the distribution system due to positive E. coli results. Lastly, if the Village
anticipates utilizing the wells as a water source for an extended period treatment for iron, radium and gross alpha
should be implemented for compliance with regulatory MCLS. (NOTE: An extended period would be approximately 30
days).
Interconnect with Northwest Water Commission
Four (4) potential interconnect location alternatives were considered and four (4) scenarios were evaluated: two
considering NWC supplying the Village's average and maximum day demands, one considering the Village supplying
water to NWC, and one considering NSMJAWA supplying water to NWC.
The evaluation found that NWC can supply the Village's average day, maximum day, and peak hourly demands through
any of the interconnect location alternatives evaluated. It was also determined that the Village can supply NWC with
approximately 7.8 MGD (5.,400 gpm) with pressure at the interconnect locations at approximately 40 to 45 psi.
NSMJAW A can supply approximately 8.5 MGD (5,900 gpm) to NWC if a connection between the NAWA and NWC
transmission mains is made while still meeting Village demands.
https://go.boarddocs.com/il/vomp/Board.nsf/Private?open&login 2/6
9/6/2019 BoardDocs®Pro
The evaluation includes four (4) alternative locations, A. B,, C, and D, seem Attachment E. Interconnect locations
were considered where Village water in and the NWC 36-inch diameter transmission main cross or are near each
other.
• Alternative A - Kensington Road and Wolf Road. A 12-inch diameter Village water main encircles the intersection
and crosses the 36-inch diameter NWC transmission main at two locations on the east and west sides of the
intersection.
• Alternative B - Kensington Road and Wheeling Road. A 12-diameter Village water in located on the south side
of Kensington Road and a 16-inch diameter waterm i located on the east side of Wheeling Road south of
Kensington Road are both near the 36-inch diameter NWC transmission main.
• Alternative C - Kensington Road and Rand Road. A 16-inch diameter Village water in crosses the 36-inch
diameter NWC transmission main on the east side of Rand Road.
Alternative D - Highland Avenue and Emerson Street. The Village's Booster Pump Station (BPS) #5 is located
here. Approximately 1,600 feet of new waterm i would be required to connect to the 36-inch diameter NWC
transmission in at Kensington Road and Rand Road to this location.
Preliminary engineer's opinion of probable cost (EOPQ for the interconnect options are presented in Table 1-1 below:
Table 1-1: Opinion of Probable Cost Summary
Alternative Location
Scenario Description A B C D
NWC Supply
to Village:
1 Average Day $500,,000 $500fOOO $550fOOO $1f600f000
Demand
NWC Supply
to Village:
2 Maximum $500fOOO $500fOOO $600f 000 $1f700f000
Day Demand
3 Village Supply to N/A $3f7001000 N/A $5f4OOfOOO
NWC
4 NSMJAWA Supply N/A N/A N/A $5f7OOfOOO
to NWC
Water Ouality Assessment
As discussed above, treatment for radium and gross alpha should be implemented if the groundwater wells will be used
as a water source for an extended period. The Preliminary Engineer"s Opinion of Probable Construction Cost (EOPCC) to
treat groundwater to meet MCLs at all five groundwater wells is estimated at $78,000,000. Annual operation and
maintenance costs are estimated at $1,560,000.
Water from the Village's groundwater wells has a greater potential to cause corrosion of water mains compared to the
Lake Michigan sources. If groundwater was used as the ill 's primary supply or a redundant supply, pH control and
hardness reduction via softening or membrane technologies would be required to reduce calcium carbonate precipitation
that could result in corrosion. As discussed above, treatment for radium and gross alpha should be implemented if the
groundwater wells will be used as a water source for an extended period.
No additional treatment is required for finished water from NAWA (treated at the Jardine WPP) or NWC (treated at
the Evanston WTP). The characteristics of thew ter from each facility is compatible. It is expected that Village
customers would not notice any significant changes in water quality between finished water from either facility.
Life-Cycle Cost Evaluation
Present value lifecycle costs over a 100-year period were developed. Constructing an interconnect with NWC is favorable
over the anticipated service life of the groundwater well infrastructure. Scenarios 3 &4 (Village Supply to NWQ are the
only options where the present value cost of constructing the interconnect exceeds that of rehabilitating the wells. Since
NWC will benefit from these scenarios, the Village may consider coordinating with NWC to develop a cost-sharing
agreement. Life cycle costs of the alternatives evaluated are presented in Table 1-2.
Table 1-2: Summary of Lifecycle Cost
https://go.boarddocs.com/il/vomp/Board.nsf/Private?open&login 3/6
9/6/2019 BoardDocs®Pro
Anticipated 100-Year
Scenario Alternative Description Life Capital Cost Present
Value Cost
NWC Supply to Village:
1 A Average Day Demand 75 years $500,000 $613,000
NWC Supply to Village:
1 B Average Day Demand 75 years $500,000 $613,000
NWC Supply to Village:
1 C Average Day Demand 75 years $550,000 $675,000
NWC Supply to Village:
1 D Average Day Demand 75 years 1, ,000 $2f000fOOO
NWC Supply to Village:
2 A Maximum Day Demand 75 years $500fOOO $613fOOO
NWC Supply to Village:
2 B Maximum Day Demand 75 years $500fOOO $613f000
NWC Supply to Village:
2 C Maximum Day Demand 75 years $600fOOO $736f000
NWC Supply to Village:
2 D Maximum Day Demand 75 years $1f700fOOO $2flOOfOOO
50 years
(equipment)
100 yea rs
3 B Village Supply to NWC (building / $3,70 ,000 $4f400fOOO
site work)
50 yea rs
(equipment)
100 years
3 D Village Supply to NWC (building / $5f4OOfOOO $6f3OOfOOO
site work)
100-Year
Scenario Alternative Description Anticipated Capital Cost Present
Life Value Cost
50 years
(equipment)
4 D NSMJAWA Supply to 100 yea rs $5f700fOOO $6f6OOfOOO
NWC (building
site work)
Groundwater Well 20 yea rs $500fOOO $6flOOOOO
Rehabilitation (each well) (each well) f
is Assessment
Village groundwater, water from Lake Michigan and the NWC and NSMJAWA were evaluated for quantity,, quality and
reliability. A discussion of each risk criteria evaluated is presented below:
• Quantity: All three water supplies can meet Village average day and maximum day demands. NWC and NSMIAWA
can meet peak hourly demands and have the capacity to deliver water at quantities greater than the Village's
allocation for lake water from IDNR.
• Quality: Finished water from the City of Evanston WTP and the CDOWM Jardine WPP delivered by NWC and
NSMIAWA is of good quality and does not require any additional treatment by the Village. The Evanston WTP and
CDOWM Jardine WPP have never experienced an interruption in services as a result of Lake Michigan water
https://go.boarddocs.com/il/vomp/Board.nsf/Private?open&login 4/6
9/6/2019 BoardDocs®Pro
quality. Groundwater delivered by the Villa 's wells has constituents that exceed MCLs and would require
treatment to be used as a redundant water supply.
Reliability: The Village's groundwater supply is reliable. It can meet Village average day and maximum day with
one out of five wells out of service. The risk of having two wells out of service at the same time is low. The
NSMJAWA and NWC systems both have single transmission mains in their distribution systems. If these
transmission mains fail the Village could experience an interruption in service. Both NSMJAW A and NWC have
vulnerability assessments and emergency response plans in place that should minimize service interruptions. It is
unlikely and the risk is low that both NSMJAWA and NWC transmission mains would experience an interruption in
service at the same time.
Table 1-3 presents a relative summary of the risk assessment.
Table 1-3: Risk Assessment
Risk Groundwater NWC NSMJAWA Notes
Category Wells Interconnect Supply
Well firm capacity can supply Village maximum day
Water demand. NWC could supply Village peak hourly
quantity 0 1 demand (if required). NSMJAWA can supply Village
peak hourly demand (if required).
Wells require treatment for iron, radium and
gross alpha (would need to be installed). NWC
Water and NAWA provide high quality treated Lake
quality 0 1 1 Michigan water from independent intakes and
treatment facilities.
Five wells can likelihood of all in out of service
at same time is low. NWC and NSMJAWA supply
water via a single pipeline to the Village; however,
Reliability 1 1 1 the likelihood of of the NWC and NSMJAWA
systems be is low.
Alternatives
1. Discussion of Redundant Water Supply Alternatives.
2. Action at discretion of Village Board.
Staff Recommendation.
Staff recommends that the Village continue to develop necessary legal and engineering framework to establish a 100%
redundant water supply interconnect with the Northwest Water Commission. Staff also recommends that the framework
includes further assessment of the potential for the Village to provide an emergency, back-up water supply to the
Northwest Water Commission. Development of a redundant water supply with the Northwest Water Commission
provides reliable long-term access to high-quality, finished water at a competitive life-cycle cost.
Representatives from Burns and McDonnell, along with appropriate Village and Northwest Water Commission staff, will
present the study's findings in further detail.
Attachment A—VOMP Water Service Area Map.pdf (662 KB)
Attachment B— NSMJAWA Map.pdf (731 KB) Attachment C — NWC MARjpg (317 KB)
Attachment D — Redundant Water Supply-FINAL—August 14th.pdf (21,420 KB)
Attachment E - Alternative Locations.pdf(526 KB)
https://go.boarddocs.com/il/vomp/Board.nsf/Private?open&login 5/6
9/6/2019 BoardDocs®Pro
Administrative Content
Executive Content
https://go.boarddocs.com/il/vomp/Board.nsf/Private?open&login 6/6
SEMINOLE LN
VILLAGE OF MOUNT PROSPECT
CAMP MCDONALD RD
uuumu .����� iilllAdd� ,illi
��IIIIIIIIIIIIII Illlllllllllli III � � ry�� Q
C
M
c
N
ti
H
J �
v
O W
Z
W E EUCLID AV
r Lf � i
I� IIIIIIIIU �„
S III
I .b�
I �b.
II
I
I r
I
I r
II i X1111111
I i IIIIIIIIIIIIIIIIIIIIIIIIIIIU
�i
I .N
I ��N
I k�
KENSINGTON RD
I �
ll
uuuuuuuuuuuuuuuuuuuuuuuuuuuuuuluuuluuuuuuuuuuiliiiiiiiiiiuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuu
uuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuul uuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuul �IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII
� Iliii���°°°°° 'IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII ���' 1
�I I
A,
•0 IIII
I t
R
IIIIIIIIIIIIIIIIIIIIIIII
ti
�� IIIIIIIIU
5�.� alllllllll ����� ILL
J
O
ul 'I ���INNiN�l�l�l�lll °1jlillillilliilliilliilli
II lllllllllllllllllllllllllU��
Iq,��!i�1�Ij��I������I�II���
,..lu IIIIIIIIIIIIIIIIIIIIIIIIIIIIII���� ,���i�������u�N � ,oyllllll,�IIIIIIIIIIII��IIIII��IIIIIII I
��� ��✓,�Illlllllllllllllill�lllli,IIIIIIIIU
CENTRAL RD I
✓,,�✓,,��I�I��I��
Ilulllllllllmlllplllllplllll ullllllllll
.II III
C I
_II
,,_IIII
II
i „,III II
I) ✓, II
.........1111111. .......... � I � ISI
71111111111111111111111
...................
IIIIVI IIII r ��„�'�'��ee„I umlll Illlllllllpj°IIII
I
mumumumii/i,,,muiuuiumuui
umllullluu / u
m
�,,,.lr,j;;;°I,imumumu li III
%� immuiimmumuumuu
IIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIII���������������:��IIIIIIIIIIIIIIIIIIVII IIIIIIIIIIIIIIIIIIIII����������Illllliulllliuluul ������,��� �'
�.. Il�r�Imluullluumuu
����VIII Illllllplllllillillillillllliuililiililiuililiililpi
W
11111111,
(n
,II IUIUII�UIII„IIIIIIIIIIIIIIIIIIIII ��
IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII � O
�✓„ lumuugmmmuu
��,,,;IIIIIIIIII,IIII�IIIIIIIIIII� o �,,.,III
I,lll.luu
,pmu
u
;LI,I IIII,II
II,111111111
1I
Legenden
d
r,111111
LU
in Water Service Boundary
Ica
Corporate Limit
VIII
ed
u
VIII i
I IIIIII
io
IIIIIIIIIIIIII
........ ........��I IIIIIIIIIIIIIIIIIIIII
IIII �,✓, .. ��� I
IIIIVI �� �
Ij III IIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII
I
�uu
I I VIII ,,
II
IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII
GO D' 5
T
8
R
LFR )
�
Highland I
J19 I tAeld
OIO/%'n i
�y p,
, V4Nk 11°g"W'X''`
� r'�•fkl��)�Y l�, �n� df ring ��G ��
,para fir,
u� iti
00
alll ICY i ogy,
r
IIIIII luuuuuuuuuuuuuuul uuuuuiiouiuuuu �r;�� �h n V� �,, ,„ y
SII VIII DIIIIIIIIIIE�IM PSTE R STd .
w .
"',44 in 9tonif
� Iwai
uuuuuuuuuuu�u
��._
N
u s�,ul I,.,u, V,,,, d � fl,a ,.r
u ru
u Vlur� � �p �w� Irll �
i
u I
II t r
III QI ,. ✓ ..
�1 Vuu1 UII � �r�mr✓rrrrtzr�rifrv�'r��✓r��r%” �����,:� ��'!J��«erre kx r�Y 1��� 9„e=>y„„„�, VU'SII'II?a� ,;. J ':-:
` mr,m,rh✓xa/✓,II y P Evanston
^Ouuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuu �{ I� '�r,rrryr rr,!
I.L
NQ IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII �� � , �,��✓,, IIII I
fiirVir i,
6? ”,01IIIIIIIIIIIIIII _ �P1,149V fit L„ r�0�Ara
' OI11111111111111111 upuuVupuuVupuu C ,�w�y�Y�d�'�Fy��pw 1 r
C 2 IPS»PB f a IG.P ll
�,y
G MWrI WMW�W➢pI�a i v - �6° II Z D 4 tluri2 Y
k K
,111 _ � i.•
C
1 r
J
i
a
l r
�fj, �rrr�.�„�V ;,r r ✓✓,,.. ".. it �✓ _.
9O W y�
EAGrove, ` ar{U✓ihU ar✓ra1Rl V11 T u uhy
y4 .,,., �w�f oi„P” I �'w ;� ��11
���,�,iv d rp
, k111y >„ lyu7r, w,f.
w frw uuivvvur k o,f V¢,d,rq v m'
!' 'r
if,
W”,
,l ✓� � G1����%��!4!^'�'�I>n�wv,i;�W� rr Y
r yz y��W /� ui , -
l
�✓✓Iry at;re,f�� �i�° �,i� ✓✓✓r .,,, ✓Q r urixra�u
H'
> v
p� urces: Es ' HERE,Garmin USGSru��I
IIIIIIIIIIIIIIIIIIIIIIIIII UIJNIN � ST SO ri .,
I� 1
���IIIIIIIIIIIIIIIIIIII 'V
'I�ntermap, INCREMEN «��rP1�NRCrean, Esri
'
M
Japan, M,ETon
�Kon )�,I„EsriCIna('H
N� „ , gear :�rp Ns N'
Ft
GCC
21 illI6 �Jr �✓ El�tlr�' T�a' CO
p Gulfa,- ( i t d), C
I
Eri Korea a n ,
Map as of September zoos oc � �� �t; OpenStreetMap contributors,,and�;the ,,
By JJP/PW %, " l, �inh tfrt �;ra, ,
F:A\\\Water Service Boundary mxd �'� ip yq I� ao
ser o muni
V 1
ii' II
PN AGENCY SERVICE AREA
7
I I
i'V I i
i +
,
i
Rolling Meadows -------
lHofftn
w9�
"
a' Vj;y
n'
EstatesMount
a
m..,.
a s,
i� ��' aN�
P,9
i
m,
kwr"
g
C4" "gym w�
A
1p ,y
v
Nµiii N a '
',. "tea ..,..,....w..,�....
w
J
+5 LEGEND
Streamwood
.a..� Ln
, .�: 4,��'�n TRANSMISSION MAINS:
THRU 54" DIAMETERS
.,. 45" THRU 16" DIAMETERS
°
anove
°
N
CO(N/1" ZN"
vitfoge
��I� r,7�Pw����' MUNICIPAL BOUNDARY (1 982)
i
'IN
I
1; AIN
El DELIVERY POINTS TO LOCAL SYSTEMS
,w.
MAIN PULPING STATION AND
P
a �4.
GROUND STORAGE RESERVOIRS
w BOOSTER PULPING STATION
STANDPIPE STORAGE RESERVOIRS
4 7
NORTHWEST SUBURBAN MUNICIPAL
JOINT ACTION WATER AGENCY
O 16mmmmi 2 3I mmok4 5 -*E MIC" 'IGAN WATER
SCALE OF MILES SUPPLY SYSTEM
,Z YYr�
CIC
fnr m Y
k
01 u aX1U001vq
µmiry
�rPr ^Yiru
If
ell
m,
"k p¢ a
75
0
IIIA
m � �T
ps'ink mlµ ,f »„
u �
w6�' 'Ui
w u �r
,
X U1 Z
N
C9 ��
LO
coy
MCI
•� 1
II
now%
4 Vim, y y4, tt�;
s
pw J u 7 f
r, m
��sm
r µ
X14
r�
73
4..,
r x
r
� J U
w fit..
i, C:
q u Y ) II a J '
iP 9fl vI.a yid�, ..I , k"U.- R
"
,
w ", a',t =�6 �,. Z , '�� IIQ1 �, vi�,Y k�,� .� >"r o°G� ,: 1 �
�� .. �.. � � �„ a"Ip;..a qo V'»hµ w°e' r_ rvi cM'p \(111
Ilei r,, W
/ '` Y4
Y! G a
wL
�mmIlmmryfl rb l ,� �x,�,��0,„,w W//(.;9�k� �.,u,; �ylp ��",r �
"VIi� ,,., �� co
'� "k Jmry�'.
Ur
h�
v r vM,u&"%µm o h w g%;gyp µ ° m l~, acon
I , rl '
' Wil
A P°r�'uVUV u' " myp P " , J ,G�� Jvaruw,rvi�u,mN wnl tl (3�
.> r�
.. ,,, „,„�., � ,.m �V '�
4Y "�W »O�Bn w ' ( ruumm.ar�Y: 'I du �
�w U f k' co
y VPu:: m
NruleIry
(
're
Irll
g JI P
Ii9' MO
its
O
r .yam wul n
�µkJr � IIUIN. rvrJ'�J w r��w N IYvr r,�✓i'r'' vl.. �,... "',, fk� %��r/ /J u".16�
µ
70
� 1 i
�W � 1�(�
�wurIumwG�GfmlumYluuuuW,”Y u,r N ,a N,�n �VuN a s
IhNR WI INdGMI�YID GI11S i,;,,,,, % f J, M �rtkPd4V fiI nw kw
liurar �iIIV ii �.B.k%tau Iulyir' aV 9 w m�fi °a
17
r�m�rw�s��u;^w;r�a�r!arviU���ritUuuiol��u�uruoouxw�uo ����Y- —0
V ��Io w°�: �.. ">m ��, � � ,qua �"�a���l•k.��r,,�rW"°�"� � �p
IS
YA
CN
RD
1 Q
�--+
Mount Prospect,IL %BURNS
Redundant Nater Supply Evaluation �RMSDONNIELL
_ � Legend
r,
u'��.
,a.
��
f49 Interconnect Location
N
8011
a.
NW c
Nw / o
/1
k�N U
36-Inch Water Main
NN
N
A i,5 48 inch Water Main
'Wk
somannomm mammon�
'JI 1
„-� 60-Inch Water Main
o t, r
r� r
W
p. air Pump Station
/r
AIVIL,
/
NMJAWA
%1
M
m t
h` Y s/
r r �° 16-Inch Water Main
,,
>w T
1 `r,
n.
.r �V�IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII � �,-3�' �rrwH�.,, �,� �-� - ��;
20-Inch Water Main
„ munlumm li0mm0000uqumuglmlpmll�ll0 Alternative c r Alternative B
��IIIIIIIIIII Alternative A
Delivery Structure
mlmllllmlllllllll
000101 cl010100
Mount Prospect
I
36 in WM
�.. ��rrt� I'M ffilmi 4 Inch Water Main
rA,w �rraarnwwwwwwwwwr 4-
Inch Gy�g
u a idi0
q;n
Nkhh, 6-Inch Water Main
00000000000000000000000 o Alternative D
� N
u mmmmmmmmmmmmmmmmmmmml0mm�8-Inch Water Main
Booster#5 0 10-Inch Water Main
I ,
SEEM
16 in WM
HinIand °°',„ mil -12-Inch Water Main
,y
% 16-Inch Water Main
11111111111116111111 0mmlmm0um0uuuunl0uuumuuuuuuuuul 00mmur0l 0=1111111111u l MINmmmmlrlrlr
18-Inch Water Main
pyo
f m
20-Inch Water in
ate Main
�� 000000000000000000000000
00urmruuuuuuu°°°uum0 °m rlrl0lr0lr0l 0mrlormulmommmlmlmlmlmml r000uuuuuu0000om uu010 //
Booster Pump Station
mum
�� VIII
�� "�
� Figure o-1 :
1010101001 E��-,r ����
, �4 �, m
Location of Potential
11 MEND mINO 1111 mal0a m
m� 0101 IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIII
Interconnections
ei
nwa
„0 0
IIIIIIII
ryry r azu
li
0 375 750 1,500 2,250 3,000
v Feet
�h�
Service Layer Credits.Sources:Eari,HERE,DeLorme,Intermp,increment P Corp.,GESCO,USGS,FAO,NPS,NRCAN,GeoBass,ION,Kedaster
NL,Ordnance Surrey,Esri Japan,METI,Esri China(Hong Kong),swisstopo,Mapmyindia,0 OpenStreetMap contributors,and the GIS User
Date Printed:9/2512018
BURNS, MCIMDONNELL.
Redundant Water Supply Evaluation
Mount Prospcct
Village of Mount Prospect
Redundant Water Supply Evaluation
Project No. 108825
Revision 1
8/14/2019
Redundant Water Supply
Evaluation
prepared for
Village of Mount Prospect
Redundant Water Supply Evaluation
Mount Prospect, Illinois
Project No. 108825
Revision 1
8/14/2019
prepared by
Burns & McDonnell Engineering Company, Inc.
Chicago, Illinois
COPYRIGHT OO 2019 BURNS & McDONNELL ENGINEERING COMPANY, INC.
INDEX AND CERTIFICATION
Village of Mount Prospect
Redundant Water Supply Evaluation
Project No. 108825
Report Index
Cha ter Number
Number Chapter Title of Pales
1.0 Executive Summary 3
2.0 Introduction 1
3.0 Overview of Water Systems 6
4.0 Groundwater Well System Assessment 12
5.0 Interconnect with Northwest Water Commission 14
6.0 Water Quality Review 9
7.0 Life-Cycle Cost Analysis & Risk Assessment 3
8.0 Conclusions & Recommendations 3
Appendix A Well Pump Preventative Maintenance Reports 37
Appendix B Well Photo Logs 74
Appendix C NWC Evaluation Report 6
Appendix D Water Model Screenshots 13
Certification
I hereby certify, as a Professional Engineer in the state of Illinois,that the information in this document
was assembled under my direct personal charge. This report is not intended or represented to be suitable
for reuse by the Village of Mount Prospect or others without specific verification or adaptation by the
Engineer.
Randall L. Patchett, P.E., IL 062.046944
Date: 8/14/2019
Expires: 11/30/2019
Redundant Water Supply Evaluation Revision 0 Table of Contents
TABLE OF CONTENTS
Page No.
1.0 EXECUTIVE SUMMARY................................................................................... 1-1
2.0 INTRODUCTION ...............................................................................................2-1
2.1 Purpose.................................................................................................................2-1
2.2 Scope....................................................................................................................2-1
3.0 OVERVIEW OF WATER SYSTEMS.................................................................3-1
3.1 Village of Mount Prospect...................................................................................3-1
3.1.1 Current Village Water Demands...........................................................3-1
3.1.2 Village Groundwater Well System Overview ......................................3-2
3.2 NSMJAWA Water System Overview .................................................................3-2
3.3 NWC Water System Overview............................................................................3-3
4.0 GROUNDWATER WELL SYSTEM ASSESSMENT.........................................4-1
4.1 Building Assessment............................................................................................4-1
4.1.1 Chlorine Rooms....................................................................................4-1
4.1.2 Well/Pump Rooms..............................................................................4-2
4.2 Operational Assessment.......................................................................................4-2
4.2.1 Well 4....................................................................................................4-2
4.2.2 Well 5....................................................................................................4-3
4.2.3 Well 11..................................................................................................4-3
4.2.4 Well 16..................................................................................................4-4
4.2.5 Well 17..................................................................................................4-5
4.3 Disinfection Assessment......................................................................................4-6
4.4 SCADA System Assessment...............................................................................4-7
4.5 Operational Recommendations.o......................o o o.......................o o o......................o 4-9
4.5.1 Operational and Maintenance Recommendations ................................4-9
4.5.2 Optional Improvements for Enhanced Operational Ability................4-10
4.5.3 Improvements for Short Term Operation ...........................................4-10
4.5.4 Improvements for Long Term Operation............................................4-11
5.0 INTERCONNECT WITH NORTHWEST WATER COMMISSION .....................5-1
5.1 Potential Interconnect Locations..........................................................................5-1
5.2 NWC System Capability......................................................................................5-3
5.3 Water Modeling Evaluation.................................................................................5-3
5.3.1 Scenario 1 —NWC Supply to Village (No NSMJAWA Supply):
AverageDay Demand...........................................................................5-4
5.3.2 Scenario 2—NWC Supply to Village (No NSMJAWA Supply):
Maximum Day Demand........................................................................5-4
5.3.3 Scenario 3 —Village Supply to NWC...................................................5-5
5.3.4 Scenario 4—NSMJAWA Supply to NWC...........................................5-6
Village of Mount Prospect TOC-1 Burns& McDonnell
Redundant Water Supply Evaluation Revision 0 Table of Contents
5.4 Interconnect Components ....................................................................................5-7
5.4.1 Scenarios 1 &2—NWC Supply to Village ..........................................5-7
5.4.2 Scenario 3 —Village Supply to NWC...................................................5-7
5.4.3 Scenario 4—NSMJAWA Supply to NWC...........................................5-8
5.5 Opinion of Probable Cost...................................................................................5-13
6.0 WATER QUALITY ASSESSMENT...................................................................6-1
6.1 Water Treatment Facility Overview....................................................................6-1
6.1.1 Jardine Water Purification Plant...........................................................6-1
6.1.2 Evanston Water Treatment Plant..........................................................6-2
6.2 Finished Water Quality Review...........................................................................6-3
6.2.1 Water Treatment Facilities......................o o o o o o o o o o o o o.............o o o o o o o o o o o o o.......6-3
6.2.2 Groundwater Wells...............................................................................6-3
6.3 Corrosion Control Evaluation..............................................................................6-5
6.3.1 Water Quality Parameters.....................................................................6-6
6.3.2 Corrosion Indices..................................................................................6-6
6.3.3 Conclusion............................................................................................6-7
7.0 LIFE-CYCLE COST ANALYSIS & RISK ASSESSMENT.................................7-1
7.1 Life-Cycle Cost Analysis..............o o o o o o o o o o o o o............o o o o o o o o o o o o o.............o o o o o o o o o o o o o.......7-1
7.2 Emergency Water Supply....................................................................................7-3
7.2.1 Emergency Groundwater Supply..........................................................7-3
7.2.2 Emergency NWC Water Supply.....................................o.....................7-3
7.3 Redundant Water Supply.....................................................................................7-4
7.3.1 Redundant Groundwater Supply...........................................................7-4
7.3.2 Redundant NWC Supply.......................................................................7-4
7.3.3 Conclusion............................................................................................7-5
7.4 Risk Assessment..................................................................................................7-5
7.4.1 Groundwater Water Supply..................................................................7-5
7.4.2 NWC and NSMJAWA Supply.............................................................7-6
8.0 CONCLUSIONS & RECOMMENDATIONS ......................................................8-1
8.1 Groundwater Wells.............................................................................................. 8-1
8.2 NWC Interconnect Alternatives........................................................................... 8-1
8.3 Water Quality Assessment.................o o o o........... o............ o o. 8-2
8.4 Life-Cycle Cost Analysis & Risk Assessment..................................................... 8-3
8.5 Recommended Plan ............................................................................................. 8-4
APPENDIX A - WELL PUMP PREVENTATIVE MAINTENANCE REPORTS
APPENDIX B - WELL PHOTO LOGS
APPENDIX C - NWC EVALUATION REPORT
APPENDIX D - WATER MODEL SCREENSHOTS
Village of Mount Prospect TOC-2 Burns& McDonnell
Redundant Water Supply Evaluation Revision 0 Table of Contents
LIST OF TABLES
Page No.
Table 1-1: Opinion of Probable Cost Summary...................................................................... 1-2
Table 1-2: Summary of Lifecycle Costs.................................................................................. 1-3
Table 3-1: Village 2018-2020 IDNR Allocations....................................................................3-1
Table3-2: Village Demands....................................................................................................3-2
Table 3-3: Water Capacity of the Well System.......................................................................3-2
Table 4-1: Chlorine Usage by Dose.........................................................................................4-7
Table 5-1: NWC Pressure with Village Interconnect..............................................................5-3
Table 5-2: Scenario 1 —NWC Supply to Village: Pressures at BPS.......................................5-4
Table 5-3: Scenario 2—NWC Supply to Village: Pressures at BPS.......................................5-5
Table 5-4: Scenario 3 —Village Supply to NWC: Pressures at BPS.......................................5-5
Table 5-5: Scenario 4—NSMJAWA Supply to NWC: Pressures at BPS ...............................5-7
Table 5-6: Opinion of Probable Cost Summary....................................................................5-13
Table 6-1: 2017 Water Quality Report Comparison................................................................6-3
Table 6-2: Typical Finished Water Values at Treatment Facilities.........................................6-6
Table 6-3: Corrosion and Scale Index Values .........................................................................6-8
Table 6-4: Groundwater Location, Water Quality, and Index Values...................................6-10
Table 7-1: Summary of Lifecycle Costs..................................................................................7-2
Table 7-2: Redundant Groundwater Supply Treatment and O&M Costs ...............................7-4
Table7-3: Risk Assessment.....................................................................................................7-8
Table 8-1: Opinion of Probable Cost Summary...................................................................... 8-2
Village of Mount Prospect TOC-3 Burns& McDonnell
Redundant Water Supply Evaluation Revision 0 Table of Contents
LIST OF FIGURES
Page No.
Figure 3-1: Village Water System Overview............................................................................3-4
Figure 3-2: NSMJAWA Water System Overview....................................................................3-5
Figure 3-3: NWC Water System Overview..............................................................................3-6
Figure 5-1: Potential Interconnect Locations............................................................................5-2
Figure 5-2: NWC Supply to Village: Alternatives A &B........................................................5-9
Figure 5-3: NWC Supply to Village: Alternatives C & D......................................................5-10
Figure 5-4: Village Supply to NWC: New Pump Station Alternative B ................................5-11
Figure 5-5: NSMJAWA Supply to NWC: New Pump Station Alternative D........................5-12
Figure 6-1: Jardine Water Purification Plant Process ...............................................................6-1
Figure 6-2: Evanston Water Treatment Process........................................................................6-2
Village of Mount Prospect TOC-4 Burns& McDonnell
Redundant Water Supply Evaluation Revision 0 List of Abbreviations
LIST OF ABBREVIATIONS
Abbreviation Term/Phrase/Name
BPS Booster pump station
Burns &McDonnell Burns &McDonnell Engineering Company, Inc.
CCR Consumer Confident Report
EPA United States Environmental Protection Agency
gpm Gallons per minute
IDNR Illinois Department of Natural Resources
IEPA Illinois Environmental Protection Agency
Layne Layne Christensen Company
MCL Maximum Contaminant Level
MGD Million gallons per day
NWC Northwest Water Commission
NSMJAWA Northwest Suburban Municipal Joint Water Agency
psi Pounds per square inch
SMCL Secondary Maximum Contaminant Level
Study Redundant Water Supply Evaluation
Village Village of Mount Prospect, Illinois
WPP Water purification plant
WTP Water treatment plant
Village of Mount Prospect i Burns& McDonnell
Redundant Water Supply Evaluation Revision 0 Executive Summary
1.0 EXECUTIVE SUMMARY
The Village of Mount Prospect, Illinois contracted Burns&McDonnell Engineering Co., Inc. to evaluate
its redundant water supply system. The evaluation included assessing the suitability of the Village's
existing groundwater wells as a short-term and long-term source of water supply; a feasibility evaluation
of constructing a new redundant water supply via an interconnect with the Northwest Water Commission;
development of alternatives and concepts; review of water quality data; and a life-cycle cost analysis.
Groundwater Well System Assessment
The Village's five groundwater wells have the combined capacity to supply the Village's current
maximum day demand. The operating condition of the wells and of the equipment in the booster pump
station(BPS)buildings was found to be good. Several improvements are recommended for short-term
operation,but no operational deficiencies were noted that would prohibit the equipment from operating as
short-term water supply for the Village. However, several water quality concerns were noted. September
2018 sample results indicate that iron concentrations exceeding the maximum contaminant levels(MCL)
are present at Wells#4 and#11. Groundwater from Well#5 should be pumped to waste for at least
several hours before it can be put into the distribution system due to positive E. coli results. Lastly, if the
Village anticipates utilizing the wells as a water source for an extended period treatment for iron, radium
and gross alpha should be implemented for compliance with regulatory MCLs.
Interconnect with Northwest Water Commission
Four(4)potential interconnect location alternatives were considered and four(4) scenarios were
evaluated: two considering NWC supplying the Village's average and maximum day demands, one
considering the Village supplying water to NWC, and one considering NSMJAWA supplying water to
NWC.
The evaluation found that NWC can supply the Village's average day, maximum day, and peak hourly
demands through any of the interconnect location alternatives evaluated. It was also determined that the
Village can supply NWC with approximately 7.8 MGD (5,400 gpm)with pressure at the interconnect
locations at approximately 40 to 45 psi. NSMJAWA can supply approximately 8.5 MGD (5,900 gpm)to
NWC if a connection between the NSMJAWA and NWC transmission mains is made while still meeting
Village demands.
Preliminary engineer's opinion of probable cost(EOPQ for the interconnect options are presented in
Table 1-1.
Village of Mount Prospect 1-1 Burns& McDonnell
Redundant Water Supply Evaluation Revision 0 Executive Summary
Table 1-1: Opinion of Probable Cost Summary
Alternative Location
Scenario Description
A B C D
1 NWC Supply to Village:
$5001000 $5001000 $55000 $116001000
Average Day Demand
NWC Supply to Village:
2 $50000 $50000 $6001000 $117001000
Maximum Day Demand
3 Village Supply to NWC N/A $317001000 N/A $5,4001000
4 NSMJAWA Supply to NWC N/A N/A N/A $5,700,000
Notes:
(a)Entries marked N/A(not applicable)are not practical or feasible given the location of infrastructure and/or the
limited availability of land required for construction of a new pump station.
(b)The cost for land acquisition is not included.
(c) If pressure connections(hot taps)are required for making connections to the NWC interceptor costs for all
alternatives could increase by$300,000.This would not change any of the conclusions or recommendations in the
report.
Water Quality Assessment
As discussed above, treatment for radium and gross alpha should be implemented if the groundwater
wells will be used as a water source for an extended period. The Preliminary Engineer's Opinion of
Probable Construction Cost(EOPCC)to treat groundwater to meet MCLs at all five groundwater wells is
estimated at$78,000,000. Annual operation and maintenance costs are estimated at$1,560,000.
Water from the Village's groundwater wells has a greater potential to cause corrosion of water mains
compared to the Lake Michigan sources. If groundwater was used as the Village's primary supply or a
redundant supply, pH control and hardness reduction via softening or membrane technologies would be
required to reduce calcium carbonate precipitation that could result in corrosion. As discussed above,
treatment for radium and gross alpha should be implemented if the groundwater wells will be used as a
water source for an extended period.
No additional treatment is required for finished water from NSMJAWA(treated at the Jardine WPP) or
NWC (treated at the Evanston WTP). The characteristics of the water from each facility is compatible. It
is expected that Village customers would not notice any significant changes in water quality between
finished water from either facility.
Village of Mount Prospect 1-2 Burns& McDonnell
Redundant Water Supply Evaluation Revision 0 Executive Summary
Life-Cycle Cost Evaluation
Present value lifecycle costs over a 100-year period were developed. Constructing an interconnect with
NWC is favorable over the anticipated service life of the groundwater well infrastructure. Scenarios 3 &4
(Village Supply to NWC)are the only options where the present value cost of constructing the
interconnect exceeds that of rehabilitating the wells. Since NWC will benefit from these scenarios,the
Village may consider coordinating with NWC to develop a cost-sharing agreement. Life cycle costs of the
alternatives evaluated are presented in Table 1-2.
Table 1-2: Summary of Lifecycle Costs
Anticipated 100-Year
Scenario Alternative Description Life Capital Cost Present
Value Cost
1 A NWC Supply to Village: 1
75 years $5001000 $6131000
Average Day Demand
1 B NWC Supply to Village: 1
75 years $5001000 $6 3,000
Average Day Demand
1 NWC Supply to Village:
C 75 years $55000 $67500
Average Day Demand
1 D NWC Supply to Village: 1 2
75 years $ ,600,000 $ ,000,000
Average Day Demand
2 A NWC Supply to Village: 1
75 years $5001000 $6131000
Maximum Day Demand
2 B NWC Supply to Village: 1
75 years $5001000 $6131000
Maximum Day Demand
2 NWC Supply to Village:
C 75 years $60000 $73600
Maximum Day Demand
NWC Supply to Village:
2 D 75 years $117001000 $2,100,000
Maximum Day Demand
50 years
(equipment)
3 B Village Supply to NWC 100 years $3,7001000 $4,4001000
(building/
site work)
50 years
(equipment)
3 D Village Supply to NWC 100 years $514001000 $613001000
(building/
site work)
Village of Mount Prospect 1-3 Burns& McDonnell
Redundant Water Supply Evaluation Revision 0 Executive Summary
Anticipated 100-Year
Scenario Alternative Description Life Capital Cost Present
Value Cost
50 years
NSMJAWA Supply 1 to (equipment)
4 D NWC 100 years $517001000 $616001000
(building/
site work)
Groundwater Well 20 years $5001000
Rehabilitation (each well (each well) $6,100,000
Risk Assessment
Village groundwater,water from Lake Michigan and the NWC and NSMJAWA were evaluated for
quantity, quality and reliability. A discussion of each risk criteria evaluated is presented below:
• Quantity: All three water supplies can meet Village average day and maximum day demands.
NWC and NSMJAWA can meet peak hourly demands and have the capacity to deliver water at
quantities greater than the Village's allocation for lake water from IDNR.
• Quality: Finished water from the City of Evanston WTP and the CDOWM Jardine WPP delivered
by NWC and NSMJAWA is of good quality and does not require any additional treatment by the
Village. The Evanston WTP and CDOWM Jardine WPP have never experienced an interruption
in services as a result of Lake Michigan water quality. Groundwater delivered by the Village's
wells has constituents that exceed MCLs and would require treatment to be used as a redundant
water supply.
• Reliability: The Village's groundwater supply is reliable. It can meet Village average day and
maximum day with one out of five wells out of service. The risk of having two wells out of
service at the same time is low. The NSMJAWA and NWC systems both have single
transmission mains in their distribution systems. If these transmission mains fail the Village could
experience an interruption in service. Both NSMJAWA and NWC have vulnerability assessments
and emergency response plans in place that should minimize service interruptions. It is unlikely
and the risk is low that both NSMJAWA and NWC transmission mains would experience an
interruption in service at the same time.
Table 1-3 presents a relative summary of the risk assessment.
Village of Mount Prospect 1-4 Burns& McDonnell
Redundant Water Supply Evaluation Revision 0 Executive Summary
Table 1-3: Risk Assessment
Risk Groundwater NWC NSMJAWA
Category Wells Interconnect Supply Notes
Well firm capacity can supply Village maximum day
Water 0 1 1 demand.NWC could supply Village peak hourly
quantity demand(if required).NSMJAWA can supply Village
peak hourly demand(if required).
Wells require treatment for iron,radium and gross
Water alpha(would need to be installed). NWC and
quality 0 1 1 NSMJAWA provide high quality treated Lake
q y Michigan water from independent intakes and
treatment facilities.
Five wells mean likelihood of all being out of service
at same time is low.NWC and NSMJAWA supply
Reliability 1 1 1 water via a single pipeline to the Village; however,the
likelihood of both the NWC and NSMJAWA systems
be is low.
Recommendation
The recommendation presented below takes into consideration both emergency(short-term) and long-
term water supply in the Village. If the Village wants an emergency supply that can be operated for an
extended period of time or a 100%redundant water supply the recommendation is to construct an
interconnection with NWC and maintain NSMJAWA as the Village's primary water supply. As part of
the recommendation the Village could abandon all or several of its groundwater wells. The
recommendation takes into consideration cost,water quantity, water quality and system reliability.
Any of the interconnection alternatives evaluated are feasible. The Village should first decide whether
they only want to receive water from NWC or if they also want the ability to provide water to NWC. In
any case,the Village should consider constructing at least two interconnect locations to provide
redundancy.
• Scenarios I & 2—NWC Supply to Village: If the Village wishes to be able to receive water
from NWC only(and not supply to NWC),then Alternative A, B, or C should be selected.
Alternative D should not be selected for this purpose since its cost is greater than the others.
Budgetary capital costs for Alternatives A, B and C range from$500,000 to $600,000.
• Scenario 3—Village Supply to NWC: Alternative B should be selected if the Villages wishes to
have the ability to provide water to NWC. Alternative D should be selected if the vacant parcel at
the southwest corner of the Kensington Road&Wheeling Road intersection is not available.
Village of Mount Prospect 1-5 Burns& McDonnell
Redundant Water Supply Evaluation Revision 0 Executive Summary
Budgetary capital costs for implementing Alternative B is $3,700,000 and for implementing
Alternative D is $5,400,000.
• Scenario 4—NSMJAWA Supply to NWC: Scenario 4 should be discussed with NWC &
NSMJAWA to determine if there are mutual benefits outside the scope of this Study. If so, further
evaluation should be completed to confirm its benefit and further define a plan.
Village of Mount Prospect 1-6 Burns& McDonnell
Redundant Water Supply Evaluation Revision 0 Introduction
2.0 INTRODUCTION
The Village of Mount Prospect, Illinois (Village) contracted Burns &McDonnell Engineering Co., Inc.
(Burns&McDonnell)to complete an evaluation of its redundant water supply system. An overview of
the Study's purpose and scope is provided below.
2.1 Purpose
Potable water from Lake Michigan is currently supplied to the Village of Mount Prospect by the City of
Chicago through the Northwest Suburban Municipal Joint Action Water Agency(NSMJAWA). The
Village maintains five (5) groundwater wells as an emergency source of water supply in case NSMJAWA
is unable to provide water. The wells are costly to maintain, and while a recent study found no
deficiencies that would prohibit the wells from operating as short-term water supply, treatment for radium
and gross alpha should be implemented for compliance with regulatory maximum contaminant levels
(MCL) if the Village anticipates utilizing the wells as a water source for an extended period, This Study
was completed to evaluate the feasibility and benefit of constructing an interconnect with the Northwest
Water Commission to provide redundant water supply for the Village.
2.2 Scope
Activities completed as part of this Study include:
• An assessment of the suitability of the Village's existing groundwater wells as a short-term and
long-term source of water supply
• A feasibility evaluation of constructing a new redundant water supply via an interconnect with the
Northwest Water Commission(NWC)
• Development of alternatives and concepts of a new interconnect
• Review of water quality data and treatment process information to evaluate the compatibility of
different water sources and how they could affect the Village's distribution system
• A life-cycle cost evaluation to compare costs associated with constructing a new interconnect
with NWC with costs for maintaining the groundwater wells
Village of Mount Prospect 2-1 Burns& McDonnell
Redundant Water Supply Evaluation Revision 0 Overview of Water Systems
3.0 OVERVIEW OF WATER SYSTEMS
An overview of the Village of Mount Prospect,NSMJAWA, and NWC water systems is provided below.
3.1 Village of Mount Prospect
Potable water from Lake Michigan is currently supplied to the Village of Mount Prospect by the City of
Chicago through the Northwest Suburban Municipal Joint Action Water Agency(NSMJAWA).
NSMJAWA currently delivers Lake Michigan water to the Village at three(3) locations: Delivery
Structure#1 (Busse), Delivery Structure#2 (Highland), and Delivery Structure#3 (Lincoln).
An overview of the Village's water distribution system is presented in Figure 3-1. The Village's water
distribution system consists of a total of approximately 930,000 feet of water main ranging from 4 to 24-
inches in diameter. One (1)elevated water storage tank with a volume of 1-million gallons is located at
the intersection of Northwest Highway and Emerson Street. Five (5)booster pump stations are located
within the Village. A ground storage reservoir is located at each booster pump station site. The Village
also maintains five (5) groundwater wells as an emergency source of water supply in case NSMJAWA is
unable to provide water. The wells are located within the booster pump station buildings. A detailed
assessment of the wells is included in Section 4.0.
The Village has been granted an allocation of Lake Michigan water by the Illinois Department of Natural
Resources (IDNR). Allocations may increase or decrease slightly each year. The maximum day allocation
is 1.8 times the average day allocation and the peak allocation is twice the average day allocation. A
summary of the IDNR allocations for 2018 through 2020 is presented in Table 3-1.
Table 3-1: Village 2018-2020 IDNR Allocations
Average Day Maximum Day Peak Day
Year (MGD) (MGD) (MGD)
2018 4.472 8.050 8.944
2019 4.584 8.251 9.168
2020 4.596 8.273 9.192
Source: IDNR Lake Michigan Water Allocation
https://www.dnr.illinois.gov/WaterResources/Pages/LakeMichiganWaterAllocation.aspx
3.1.1 Current Village Water Demands
The Village provided water use information from 2002 through 2016. Values from 2012 through 2016
were used to represent the Village's current average day demand. Peaking factors consistent with the
Village of Mount Prospect 3-1 Burns& McDonnell
Redundant Water Supply Evaluation Revision 0 Overview of Water Systems
analysis performed during the Village's 2010 Water System Study' were used to determine maximum day
and peak hourly demands. This information was input into the Village's water model and is presented in
Table 3-2.
Table 3-2: Village Demands
Demand Flow Rate
Average Day 3.48 MGD (2,420 gpm)
Maximum Day 6.19 MGD (4,300 gpm)
Peak Hourly 11.5 MGD (7,990 gpm)
3.1.2 Village Groundwater Well System Overview
A summary of the well system raw water capacity is presented in Table 3-3. Based on the maximum flow
rates,the total combined capacity of the Village's well system is 6,350 gpm, or 9.1 MGD. The firm
capacity of the wells,which is the total capacity of the well system minus the largest well, is 4,820 gpm
(6.9 MGD). This indicates the wells have the capacity to supply the Village's current maximum day
demand.
Table 3-3: Water Capacity of the Well System
Well Rated Flow Rate (gpm) Maximum Flow Rate (gpm)
4 980 1,100
5 11050 980
11 1,235 1,260
16 1,250 1,480
17 900 11530
Total 59415 69350
3.2 NSMJAWA Water System Overview
NSMJAWA purchases treated Lake Michigan water from the City of Chicago and delivers it to member
communities via a system of pump stations, storage facilities, and transmission mains. Water from the
City of Chicago is supplied to NSMJAWA's Main Pump Station near O'Hare Airport,then pumped
through the transmission system and supplied to the member communities through delivery structures.
The NSMJAWA transmission system consists of water mains ranging in size from 24-inches to 90-inches
in diameter. Each member community re-chlorinates the water and uses their distribution system to
supply the end customers.NSMJAWA member communities consist of the Elk Grove Village; the
1 See Water Distribution System Computerized Hydraulic Modeling Project Report,February 2010 by Burns&
McDonnell.Peaking factors were determined to be 1.78 for maximum day and 3.31 for peak hourly demands.
Village of Mount Prospect 3-2 Burns& McDonnell
Redundant Water Supply Evaluation Revision 0 Overview of Water Systems
Village of Hanover Park; the Village of Hoffman Estates;the Village of Mount Prospect; the City of
Rolling Meadows; the Village of Schaumburg; and the Village of Streamwood. The design capacity of the
NSMJAWA system is 98 MGD,but total average day demands have been approximately 28 MGD in
recent years. An overview of the NSMJAWA system is presented in Figure 3-2.
3.3 NWC Water System Overview
The City of Evanston delivers treated Lake Michigan water to the NWC at its Main Pump Station,which
has six pumps. These pumps convey water into the transmission main system where it is delivered to
NWC members, each having a varying number of delivery points. The original NWC members are
Arlington Heights, Buffalo Grove, Palatine, and Wheeling. Des Plaines became a customer of NWC in
2016 and is approved to receive up to 5 MGD. Water from the NWC transmission system is delivered
into a storage reservoir at each of the connection points, and from there it is re-chlorinated and pumped
into the member's distribution system and ultimately delivered to the end-users. Average day NWC
demand with Des Plaines is approximately 26 MGD. Maximum day NWC demand with Des Plaines is
approximately 43 MGD. The maximum capacity of the NWC system is 55 MGD per their contract with
the City of Evanston.
According to drawings provided by NWC, the transmission system consists of water mains ranging in
size from 16-inches to 60-inches in diameter. Three transmission main branches form the backbone of the
NWC system and member connection points are tied into each branch. An overview of the NWC system
is presented in Figure 3-3.
Village of Mount Prospect 3-3 Burns& McDonnell
»
.� cl q
>
Ch
00
00
IJ ( C • ►
z QD � •W e a
U) an
CdU 4) Mri
< maw
lit g1l 3: IM
< CL 0 U.
0 CLQ C'
7/40
0. 0 0
0
:>
1A,
o
/
I6 m
24 ka r
N � r
r` "I'' all in11IJ/1r%IIIIIJIIIIllIL1111117171(I!!/f!1/%J!D/JJIda1P111lllllli9D1I1 iv jo�iUhly,""w
r iirllrrr/w r»ym rr»;rnr�m iroluuraniir iriao-erirr rrer ourmmurrJraKe�f itmniJrJrrnrurltynr r i ryGlOr ,J j+rtratii
»»Nrd rir+rNrr444",a,nm4 a r"" l��lltt�JJ7A
u'mrrcrWroWlwolm�oWlWJrrr¢Wwyan!vr�rumalmluwiuuoofr,,=,r i�y�iil�lunnurmiurWwarroy�!�0�'IlrKllr�'IkinJW`Wr"`����� a
W f,., � � y
I� "u, r ow"
J
O r
iN
ft 4, r
� r�
ti
i d aYfl�h
U
/
LU
0 v
w. y
u4BtafQ'0.b r a,r f .vnh
h4 r
Y � /
P'x /"bf,,,f /�� /f ,W gat R,r e F,„',
d
hi�o"w
c
E
f I
r a
r o,
i a % ff/rrr f
r r
Y IpgWYy!!g v'
i
/i
a
f r
s
r, LLd ar
da
R.J yq'G T. I
N
j
fi,od rnq uq” �i]r�/�nw� �,✓n AWP
w, 'r
r a.
w 100
f dYq104)
03
f pry
f
1~
Ll
fgy
ca
MMPI �F r C,
Y a
s,
w
MMMT, A qf'ri,a'o l �.uj
j,
MMM
N- ,IL J .,
f J
a�1Lfr5i ror`0}�7 ri4M17f1 r r 00.9
r a.� "srur,, k+,,ll: n?1A,r'ra w�ra'.,'a»„eor /r "Y
"C` Y ",�, '
/
2 VON '� % 1aJr;,
CL
CLN �
4,; f
P
m v
MrMM# f
�'
//"#fi�r
l fl% 70
>
0 N
E
0 L6
w C
z 0
z
(no CO)
zZ
0 E
1XV1 &_
CL:3
CO
to LA. Le
8
c
Cc
CA5
Ad 2
u
f
mi
alp r
.. ..........mll"m Iya (00,0011�11
011 WOO,ff
OPP I"I" 101115111111i
A 4%......
41%
err ��rur
14"
AV
101
E"
zz"
A.
... ......
c
cp
C
LL
f
-Of')
1�12
orf v
"Illy,lll�'
/J
Li
OR
rip'z
1W,
J
0,ti, af., "A"
.&* "'(100000 ........".'
S',",.......
4
Y M"'
ljfwf AWA
P
If
Mr/
k"D
11
X 22"
CL
4/0
(ll
IL c"
A
(E
CL
CL
cc
SOL
L
AM,
IL
T"C"
ui
CL
gif a"'
CL
l,J
CL
-Z
711f, l`4
.J Cc
_7 i"'t, al i
V_
9;P
aw
co
C:4
T
I'll 311
Z:R
0 w
<>-
U)
�20
0
LLI
n <z
E >
w
0
c c 0 (n
U) A n
UJ 102
CL
z
w n LU
—
U) U_ 0>
W 0)E
C> U_ w >
w E w (D
U (D
U) < Z co
n�
LLJ 0
0 z
..........
j
100
j
0 01/1
14"J
oloe ul
000
all,,,P
or")00
plpf,
CL F,
ON
Iz
Z8
arrA
'My,I I KAfpp 101"', > �wl ixts
P oil,�/i el�.
jf AV x�
LU
J!
E/ "A'
X
0
A UP
S
M
imsoy mmwglp�0
>
0
j
XV
qq M11
`J " I "pv� ai ,�r�- A N
V,
or, '00
I0,
is
Ch
LU
Q
04
/I f"(9 IR111 e o
fp o,Oms ou"nfo"I m s)"'Yaj;LAv.,�qo,0 1
v
V 11
fl,
1W
m
P a 0,v u Pxfft o fm,�,A,
*DAIA,it OR,
of U,
LU
R,
df
00),
u
S/1
0114TA Pilf"off'Roff
M Jo
E
0
U
A
p 11 ff", /,
pg), q w"faq'm V,
'Aff"') E yll
it lip' L�Uj I
P
E T)
my
up,
h
'5
o
"R IR
Pff"3,I mp"o R'w g
ci
10VO/O f
fl�
000
mwo w10
'U, I,
fyrOl//P 'p,
00
Iff ut
oll
G zi
A
!21
d",
0 %
N X,
py,jq
41 P b#QW,1,
Q,
'91
16"
R fmm,N
0
"A"
LJ o"
wolowtoo,m
P
" IG. m' r _ ".w„" ,�;%' r�� //r �y i �Pk
LU
I,v
ya
R,
10
I,w
R,
m
ex,
4X,
IV
0 ow
A
0
W
W0 0 h`V k 34WPV S,
Ra J0%4r`, AA f"'k
oo,
J
yea
Alm,
32111
fill I� f
Ri
_//""`/"",/............... v
NE"
17f
pi
F
J
IR
R
ne
as,
of,
0,
f oldl
P
41
o IN
rn
ev I 01�M 114 f ............
Rl/g,
' ifW I/At
v,,"d Afoor",aq 4
Af
f0m,
Z I 11P ip
4
A3.
;gf,rh P, Im,to "o"4% Wi t
H Ap
IJ
!21
Rf,o mfm t ua I), S,
@ AV,
R, Yff I"p,UIRS f�"'j
"o b 4t,1 hl v$,l,'
'R
//P001,
4
o's ffm n�,p
If"
f,/,i ing ow un J,hy" mof',
.2
m/// it
RI vl�
loop",
Jii
It
Ay
x/1 9
J�
P
2
3.
S
ti R"'
Al
R
m Ell
A
1)a N
E
to
Q'I
g,
011
% a
tMll
141
Novi
Redundant Water Supply Evaluation Revision 0 Groundwater Well System Assessment
4.0 GROUNDWATER WELL SYSTEM ASSESSMENT
Each of the groundwater wells is located in a booster pump station(BPS)building that is equipped with
pumping equipment for the well,booster pumps for pumping in storage tanks or into the distribution
system, a chlorine room for disinfection, and other related appearances. BPSs 5, 11, 16, and 17 are
equipped with a diesel generator that provides backup power in the case of emergency.
On September 17 and 18, 2014, and May 27 and 28, 2015, Burns &McDonnell along with Village staff
performed an assessment of the Village's groundwater well systems 4, 5, 11, 16 and 17 to evaluate their
suitability for use as both a short-term or long-term water supply source in the event of a service
interruption from NSMJAWA. A summary of the assessment is presented below. It should be noted that
the Village has implemented some of the recommendations since these assessments were completed.
The Village contracted with Layne Christensen Company(Layne)to perform preventative pump
maintenance at each of the five (5) wells. This work was performed in January and February of 2015. The
Layne Preventative Maintenance report was reviewed by Burns &McDonnell prior to the May 2015 site
visit and is included as Appendix A.
4.1 Building Assessment
The general condition of the equipment and the well house buildings is good. The rooms were observed to
be well maintained and clean. Specific observations are presented below.
4.1.1 Chlorine Rooms
The chlorine rooms are each equipped with a single 150-pound chlorine gas cylinder with a vacuum
regulator valve attached to a dual rotameter assembly. One rotameter is dedicated to the well system, and
the other can be utilized for boosting the chlorine levels in water entering the distribution system.
Chlorine vacuum lines enter the well room where an eductor pulls a vacuum on the gas line for mixing
with a water line to form a chlorine solution that is then injected into the pipe.
It is recommended to have an inspection window located in the door to the chlorine room, as well as from
the well room into the chlorine room. Wells 11 and 17 have windows from the well room into the
chlorine room. Well 5 has windows from the exterior of the building into the chlorine room. There are no
windows at Wells 4 and 16, and Wells 11 and 17 are lacking windows from the exterior into the chlorine
room. Additionally, chlorine rooms should be located on the prevailing downwind side of the building. It
is recommended to install a windsock on the roof of the building to indicate the wind direction in the
event of a leak.
Village of Mount Prospect 4-1 Burns& McDonnell
Redundant Water Supply Evaluation Revision 0 Groundwater Well System Assessment
Ventilation of chlorine rooms should be sized for one air change per minute when the room is occupied.
The adequacy of the size of the ventilation equipment was not verified. All ventilation fans are wired to
turn on when the door to the chlorine room is opened to provide ventilation when the room is occupied.
Wells 4 and 5 do not have an air intake louver to provide air flow into the chlorine room. Additionally,
switches for the ventilating fan and lights should be located outside the chlorine room as well as a signal
light that indicates the ventilation fan is in operation—this was lacking at all well locations.
4.1.2 Well / Pump Rooms
The deep wells are each equipped with a vertical turbine pump, a propeller type flow meter, air relief
valve, check valve, manual isolation valves for discharging to waste or into the storage tank, and air line
with nitrogen tank for monitoring static and pumping water levels.
Air lines are a common way for monitoring the water levels in a well. However, air lines are prone to
plugging and breaking and if not properly maintained and monitored over time,the accuracy can decline
over time. Air lines also require detailed procedures for accurate measurement. Alternatives to air lines
include water level transducers and electronic water level tape; these methods provide a higher level of
accuracy and are less prone to error due to differences in operational procedures.
4.2 Operational Assessment
The operational assessment of each well is provided below.
4.2.1 Well 4
The well was started remotely in automatic and successfully ran for approximately 4.5 hours on
September 17,2014 at which time the pump was successfully stopped through the automatic controls.No
issues were noted.
The Well Test Data Sheet dated 8/10/84 performed by Layne-Western did not include a static water level.
As a result, drawdown and specific capacity could not be calculated and compared with current data for
the well. Ten feet of drawdown was observed during operation on September 17th, as compared to 30 to
50 feet recorded during the previous year. Based on 10 feet of drawdown,the specific capacity of the
well is 107 gpm/ft, which is unrealistic for this aquifer; other wells are producing in the 15 gpm/ft range.
Additionally, the static water level observed was 405 feet compared to the 540 to 550 feet recorded during
the previous year. While the static and pumping levels will fluctuate in a well over time, these variations
are substantial and could indicate issues with the air line or differences in measurement procedures.
Village of Mount Prospect 4-2 Burns& McDonnell
Redundant Water Supply Evaluation Revision 0 Groundwater Well System Assessment
Based on the information presented in the Layne Preventative Maintenance report,the pump for Well 4 is
plotting to the left of the design pump curve, meaning the pump is producing less than the design flow(at
the same head condition). This is generally indicative of a pump with worn impellers, or other normal
pump wear issues. However, even in its current condition, the well pump is capable of producing over
1,100 gallons per minute(gpm)with the discharge valve fully open. The Layne report indicated that there
were no imminent signs of pump failure. Layne recommended that the Village should continue to
conduct annual testing of this well and should observe pump operation to check for decline in pump
performance. Layne also recommended that the Village should budget to pull the pump and perform
maintenance on the pump at a future date. Burns &McDonnell concurs with these recommendations.
The current rotameters, for both the well and boost system, are sized for 10 lbs./day. The rotameters for
Well 4 should be replaced with minimum 20 lbs./day rotameters. Rotameters should not be operated
outside of their rated capacity as this can result in malfunctions and overfeeding of chlorine.
4.2.2 Well 5
Well 5 was out of service at the time of the September 2014 site visit. Information presented in the Layne
Preventative Maintenance report indicate that this well is capable of producing approximately 980 gpm
with the discharge valve fully open. This pump was repaired in 2014,but a design curve was not available
to check pump performance. Layne recommended that the Village conduct annual testing of this well and
observe pump operation to check for decline in pump performance. Burns&McDonnel concurs with this
recommendation.
Village staff indicated that this well must be pumped to waste for several hours before it could be put into
the distribution system, due to water quality concerns(positive E. coli). This operational constraint should
be included in the Village's contingency planning for the use of the wells as an emergency or short-term
water supply.
The rotameter for the boost chlorination system has significant scaling in the sight tube and should be
replaced. This rotameter is rated for 20 lbs./day and should be replaced with one of the same size.
4.2.3 Well 11
During the September 2014 site visit,the breaker tripped when Well 11 was initially called to start by
SCADA. After the breaker was manually reset,the pump started immediately, and ran for approximately
30 minutes before experiencing a fault. The cause of the failure was unknown. Due to construction work
at the golf course,the Village was not able to restart the pump on September 18, 2014.
Village of Mount Prospect 4-3 Burns& McDonnell
Redundant Water Supply Evaluation Revision 0 Groundwater Well System Assessment
The Village tried to start the pump on September 19, 2014, resulting in two blown fuses in the soft start.
After those fuses were replaced, a second effort was made to start the pump, again resulting in blown
fuses in the soft start. Village personnel were investigating the cause of the failure. Possible contributing
factors include the quality of power delivered to the well, (the Village has investigated installing a power
meter at this site), or disruptions in the power supply caused by construction work at the golf course.
The Layne-Western Well Test Data Sheet dated July 1996 indicated a static water level of 570 feet and a
pumping water level of around 645 feet, resulting in a drawdown of approximately 75 feet and a specific
capacity of 16.4 gpm/ft. The drawdown measured during the brief period of operation on September 18th
was 50 feet resulting in a specific capacity of 16.7 gpm/ft. These values are within the operating
parameters indicated for this well.
Information presented in the Layne Preventative Maintenance report indicates that this well is capable of
producing approximately 1,260 gpm with the discharge valve fully open. Layne noted that this pump is in
satisfactory operating condition and is not a candidate for maintenance in the near term. Layne
recommended that the Village conduct annual testing of this well and observe pump operation to check
for decline in pump performance. Layne also expressed some concern regarding the accuracy of the
airline. Burns &McDonnell recommends requesting that the pump contractor check the water level
reading using an electronic water level indicator during the next scheduled maintenance to evaluate the
accuracy of the airline. Burns &McDonnell noted during the March 2015 site visit that the pump to
waste valve was leaking during flow testing. This valve may be a candidate for replacement.
4.2.4 Well 16
The well was started remotely in automatic and successfully ran for approximately 4.5 hours on
September 17,2014 before the pump shut down for an unknown failure. Unfortunately, there was not
enough data available to diagnose the cause of the failure. For safety reasons,the power must be shut
down before the cabinet to the soft start can be opened. Shutting off the power also clears all of the stored
historical information on faults. Possible causes of pump failure include but are not limited to motor
overheating, inconsistent power supply from the generator,bearing failure,moisture,voltage transients,
and overcurrent.
In an effort to diagnose the failure cause,Well 16 was started again on September 18, 2014. On this day
the well was successfully operated for 6 hours with no problems experienced. Village personnel had some
difficulty in starting the generator,but once the generator and well were in operation, no problems were
identified. The only operational difference was the partial closure of the discharge valve on the well to
Village of Mount Prospect 4-4 Burns& McDonnell
Redundant Water Supply Evaluation Revision 0 Groundwater Well System Assessment
increase the well discharge pressure to 20 pounds per square inch(psi). On the previous day the valve was
fully open,resulting in a discharge pressure of approximately 2 psi.
The static and pumping water levels in the well varied from the first day to the second day. In reviewing
the "Deep Well Test Pump Worksheets" for the previous twelve months, the static and pumping water
levels have been consistently recorded as 700 feet, indicating no drawdown in the well. The Well Test
Data Sheet dated 8/18/99 performed by Layne-Western indicated a static water level of 492 feet and a
pumping level of around 600 feet,resulting in a drawdown of approximately 108 feet and a specific
capacity of 14.1 gallons per minute per foot of drawdown(gpm/ft). While the static and pumping levels
will fluctuate in a well over time, it is not possible for the well to experience zero drawdown. This could
indicate a problem with the air line used to monitor the water level, or measurement procedures were not
correctly followed.
Information presented in the Layne Preventative Maintenance report indicate that this well is capable of
producing approximately 1,480 gpm with the discharge valve fully open. Layne noted that this pump is
operating well and is not a candidate for maintenance near term. Layne recommended that the Village
conduct annual testing of this well and observe pump operation to check for decline in pump
performance. Layne also indicated that the airline is not functional and needs to be replaced. Burns &
McDonnell recommends replacement of the airline during the next planned pump maintenance activity.
Additionally, Burns &McDonnell recommends requesting that the pump contractor check the water level
reading using an electronic water level indicator during the next scheduled maintenance.
4.2.5 Well 17
During the September 2014 site visit,the well was started remotely in automatic and initially ran for
approximately 15 minutes before the SCADA system shut it down due to issues with the generator. The
generator issues were addressed, and the pump was again started remotely in automatic and successfully
ran for approximately 3 hours on generator power.
Chlorine leaks were experienced in the chlorine room during both pump shut down sequences. Village
personnel identified the leaks, which appeared to be at clamp locations, with a bottle of ammonia and
attempted to fix the leaks. The chlorine detector reset to a neutral condition after each leak event. It
should be noted that during the operation of the well, an excessive amount of chlorine was utilized as
compared to the dosage that was set. Some of the chlorine used was lost due to the leaks; however,the
rotameter float was also stuck at the highest setting, which could have led to overfeeding chlorine.
Village of Mount Prospect 4-5 Burns& McDonnell
Redundant Water Supply Evaluation Revision 0 Groundwater Well System Assessment
The Layne-Western Well Test Data Sheet dated 9/21/00 indicated a static water level of 520 feet and a
pumping water level of around 605 feet, resulting in a drawdown of approximately 85 feet and a specific
capacity of 15.1 gpm/ft. The drawdown measured during the brief period of operation on September 18th
was 30 feet resulting in a specific capacity of 33.7 gpm/ft. The variation in these values indicates that the
measured water levels and calculated drawdown could be inaccurate. As mentioned earlier, air lines
require routine maintenance and if not maintained properly,the accuracy of readings decline over time.
Alternatives to air lines include water level transducers and electronic water level tape; these methods
provide a higher level of accuracy and are less prone to error due to differences in operational procedures.
Information presented in the Layne Preventative Maintenance report indicate that this well is capable of
producing approximately 1,530 gpm with the discharge valve fully open. Layne noted that this pump is in
satisfactory operating condition,but the amp draw from the motor is a bit high. However,this pump is not
a candidate for maintenance near term. Layne recommended that the Village conduct annual testing of
this well and observe pump operation to check for decline in pump performance. Burns &McDonnell
agrees with this recommendation. Burns &McDonnell noted during the March 2015 site visit that there is
a leak in the roof directly above the motor. Village staff indicated the roof is scheduled for replacement or
repair.
The current rotameters, for both the well and boost system, are sized for 10 lbs./day. The rotameters for
Well 17 should be replaced with minimum 20 lbs./day rotameters. Rotameters should not be operated
outside of their rated capacity as this can result in malfunctions and overfeeding of chlorine.
4.3 Disinfection Assessment
The chlorination equipment at all wells appeared to be functional and operating as intended. Based on the
water quality data reported in the 2013 Consumer Confidence Report(CCR), it is estimated that the well
water will have an initial chlorine demand of approximately 0.5 milligrams per liter(mg/L). Chlorine
demand is the amount of chlorine consumed by oxidation reactions with inorganic and organic materials
such as iron, manganese, and ammonia. Therefore,the chlorine dose will need to be increased by the
chlorine demand in order to achieve the desired chlorine residual. For example, if the desired free
chlorine residual is 1.0 mg/L and the chlorine demand is 0.5 mg/L,the chlorine dose should be 1.5 mg/L.
The following equation will determine the required pounds per day of chlorine to be fed at each well
based on the well flow and the chlorine dose:
lbs mg Well Flow in gpm lbs/day
Chlorine Dose in da = Cl2 Dose in L x 9P" x 8.34 mg
y 694 IMGD L *MGD
Village of Mount Prospect 4-6 Burns& McDonnell
Redundant Water Supply Evaluation Revision 0 Groundwater Well System Assessment
Table 4-1 illustrates the required chlorine dose in pounds per day for the various wells at doses of 1.0, 1.5,
and 2.0 mg/L respectively. These values are approximate starting points and should be adjusted based on
actual chlorine demand experienced and well flows.
Table 4-1: Chlorine Usage by Dose
Chlorinator Chlorine Usage (lbs./day)
Well Flow Capacity 1.0 mg/L 1.5 mg/L 2.0 mg/L
Well (gpm) (lbs./day) Dose Dose Dose
4 980 10 11.8 17.7 23.6
5 1,050 20 or 25 12.6 18.9 25.2
11 L235 20 14.8 22.3 29.7
16 1,250 20 15.0 22.5 30.0
17 900 10 10.8 16.2 21.6
Note:Well 5 has a 20 lbs./day rotameter and a 25 lbs./day rotameter. They were not
labeled as to which was for the well and which was for booster chlorination.
All chlorination equipment should be sized to provide the desired residual in the distribution system.
Replacement of the rotameters at Wells 4 and 17 with minimum 20 lbs./day rotameters is recommended.
Rotameters should not be operated outside of their rated capacity—this can result in malfunctions and
overfeeding of chlorine.
The chlorine scale indicator(Force Flow Solo XT model) at the majority of the wells was set to read to
the nearest whole number at all of the wells except Well 17,which was set to read to the nearest tenth.
All scale indicators should be configured to read to the nearest tenth in order to confirm proper chlorine
feed rates. Additionally, the weights indicated locally did not match those shown at the remote-control
station; this indicates improper scaling of the 4-20 milliamp (mA) signal.
4.4 SCADA System Assessment
During the September 2014 site visit,the SCADA system was observed to allow the pumps to be
operated in automatic mode remotely from the control station in the administration area. Several items
were identified as not fully operational and are listed below.
• Feedback on all chlorine weights are not scaled properly.
• The remote-control station provides continuous feedback that the chlorine system is not
operational—this appears to be a false feedback as there is no way to remotely monitor the
chlorine system is operational. One option for providing feedback is indication that the solenoid
valve on the water supply line for the chlorine system is open.
Village of Mount Prospect 4-7 Burns& McDonnell
Redundant Water Supply Evaluation Revision 0 Groundwater Well System Assessment
• There is no feedback from the chlorine detection systems at each well if a chlorine leak is
detected.
• Well operational hours are not tracked by SCADA.
• Not all wells have flow switches installed to provide positive feedback that the wells are
operational. This could also be satisfied by adding feedback signals from a flow meter on each
well.
• At Well 4 this may have contributed to a false signal. Once the well pump had gone into "fail"
mode SCADA still showed the pump as running. The well status turned from red to flashing
yellow during the failure alarm.
• There is no trending of chlorine weights or chlorine residuals—this would be beneficial for
required state reporting on chlorine usage and disinfection at each well.
• There is no feedback or history of well failures reported to SCADA—further investigation is
required to determine the options on the soft start for historical knowledge of pump failure codes
as well as the ability to send codes to SCADA.
• At Well 16 the circulation pump remained operational after starting the well pump. The
circulation pump shut down through no apparent control or signal after approximately one hour—
there were no faults or failures indicated on the circulation pump.
The Village subsequently made significant improvements to the SCADA system that controls the
groundwater wells and BPSs. During the March 2015 site visit,Village staff were able to fully control the
wells and BPSs remotely using the SCADA system. Burns &McDonnell found that all previous SCADA
recommendations had been addressed by the Village and that the following values can be tracked and
trended for each BPS:
• Chlorine residual;
• Chlorine total;
• Chlorine weight;
• Water temperature and pH;
• Reservoir level;
• Discharge flow and pressure; and
• Daily flow total.
When reviewing the SCADA system output during the March 2015 site visit, Burns &McDonnell and
Village staff were not able to understand the context of the total run time for the well pumps. These
values are reported as run time in total hours,but the values reported by the SCADA system did not
Village of Mount Prospect 4-8 Burns& McDonnell
Redundant Water Supply Evaluation Revision 0 Groundwater Well System Assessment
always correlate to wells that the Village pumps more. Burns&McDonnell recommends that the Village
contact the SCADA system installer to clarify how the run time values are tracked for the well pumps.
Burns &McDonnell and Village staff checked the chlorine residual values and chlorine scale weights to
document the accuracy of the SCADA system. To perform this check, field staff reported the actual
measured value by the field instrument to Village staff that was monitoring the SCADA system. Based on
this check, the chlorine residual and chlorine scale weight were being recorded correctly by the SCADA
system and no error was detected between the measured field values and the values reported by the
SCADA system.
The only issue noted during the chlorine system evaluation was with the measurements reported at BPS 5.
At this location, the field instruments reported that the free chlorine value was higher than the total
chlorine value. This suggests that there is an error with the field instrument or that the instrument requires
calibration. The SCADA system reported the same value as what was measured by the field instrument;
therefore,the SCADA system was not the source of the error.
4.5 Operational Recommendations
The operating condition of the wells and of the equipment in the BPS buildings was found to be good.
Four(4) of the wells are currently equipped with a diesel generator,which were also found to be in good
operating condition. Several improvements are recommended for short-term operation,but no
deficiencies were noted that would prohibit the equipment wells from operating as short-term water
supply for the Village. However,the Village should be prepared to pump water from Well#5 to waste for
several hours before it can be put into the distribution system, due to water quality concerns (positive E.
COU).
It is our understanding that the Village has or is developing an Operational Checklist for each well. This
is intended to be a picture book that can be used by operators to assist them with startup of the well
systems. Photos for each well and BPS that can be used to complete the Operational Checklist are
included in Appendix B.
4.5.1 Operational and Maintenance Recommendations
A summary of general operational and maintenance recommendations is provided below.
• On a yearly basis, each well should be run for an extended period of time, approximately 6 to 8
hours. This can be accomplished by pumping to waste as is typically done during the monthly
operational check. Flow rates and drawdown of the well should be tracked and compared to
Village of Mount Prospect 4-9 Burns& McDonnell
Redundant Water Supply Evaluation Revision 0 Groundwater Well System Assessment
historical data. This will provide insight on the pump operation and overall wear and tear of the
equipment and can be used as a measure of when maintenance is required.
• Test annually for radium at each well. If there are wells with lower concentrations of radium,
these can be prioritized for operation.
• Service chlorine system and confirm all chlorine leaks have been identified and repaired.
• Service and calibrate all chlorine analyzers.
4.5.2 Optional Improvements for Enhanced Operational Ability
A summary of recommendations for enhanced operational ability is provided below.
• Install flowmeter with 4-20 mA feedback to SCADA.
• Replace air lines with water level transducers or an access port for electronic water level tape to
manually record static and pumping water levels.
• Modify programming to prevent pump from starting within a specified time after the pump was
stopped(time based on observed backspin duration).
4.5.3 Improvements for Short Term Operation
A summary of recommendations for short-term operation is provided below.
• Provide maintenance on all air lines and verify their accuracy. This should be done as pumps are
pulled from the wells for maintenance. Make repairs to the airlines as required and document the
setting depth of those airlines on the well motor using a sticker or a placard. A simple way to
check the accuracy of an airline is to collect a depth to water measurement using an electronic
water level indicator. Several of the wells appeared to have an access port for collecting a water
level. Burns &McDonnell recommends that the Village consult with Layne (or other pump
contractor) about using the existing access ports or adding access port(when applicable)to
collect static and pumping water level measurements using an electronic water level indicator.
• Replace any undersized rotameters with appropriately sized units.
• Configure chlorine scale indicators to read to the nearest tenth. Verify that 4-20 mA scaling is
accurate for the chlorine scales at each well.
• Relocate chlorine analyzer sample location downstream of storage tank at Well 16.
• Purchase a shelf spare of all chlorine equipment to minimize any downtime due to maintenance.
• Install a windsock on the roof of each well house in the event of a chlorine leak.
• Piping in all BPS's should be labeled with flow direction arrows.
Village of Mount Prospect 4-10 Burns& McDonnell
Redundant Water Supply Evaluation Revision 0 Groundwater Well System Assessment
• Valves should be labeled, especially those that need to be adjusted to operate the wells. The
numbering should be consistent with the numbering in the Operational Checklist.
• Labels should be added to distinguish well and booster chlorine in the chlorine rooms.
• Rotameters should be labeled as well or boost chlorine at all sites.
• Add a sticker or placard next to the rotameters in the chlorine building to identify acceptable
chlorine feed range in pounds per day(lbs./day).
• Add a sticker or placard next to the chlorine alarm digital readout to show what the acceptable
range is for the pressure/vacuum.
• As well flow meters stop working, consider changing out flow totalizers for flow
meters/totalizers.
• Consider modifying the pump to waste discharge piping to facilitate the installation of an orifice
plate. These are used to measure well flow rate during the preventative maintenance testing of the
wells.
• Pumping water level measurements should be collected after the well pump has been operating
for a minimum of 10 minutes.
4.5.4 Improvements for Long Term Operation
A summary of recommendations for long-term operation is provided below.
• Install windows in the doors to the chlorine rooms.
• Make the required improvements to the ventilation systems of the chlorine rooms at all well
locations.
o Install switches for lights and ventilation fan at the exterior of the chlorine room.
o Install air intakes at Wells 4 and 5 to provide better ventilation of chlorine rooms in the event
the door is closed while the room is occupied. Air intakes should be corrosion resistant and
located near the ceiling of the chlorine room as far from the discharge as possible.
• Provide redundant disinfection equipment at each well consisting of a second scale with an
automatic switchover.
Village of Mount Prospect 4-11 Burns& McDonnell
Redundant Water Supply Evaluation Revision 0 Interconnect with Northwest Water Commission
5.0 INTERCONNECT WITH NORTHWEST WATER COMMISSION
This Section presents considerations for constructing an interconnect with the Northwest Water
Commission(NWC). NWC owns a 36-inch diameter transmission main that connects to the NWC 60-
inch diameter transmission main near the intersection of Kensington Road and the railroad tracks east of
Wolf Road. The 36-inch diameter transmission main traverses west from this location in the Kensington
Road right-of-way and crosses Village water main in several locations. It is located on the south side of
the right-of-way from the connection point to west of Westgate Road. From west of Westgate Road to
east of Evanston Avenue it is located on the north side of the right-of-way, where it crosses again to the
south side.
5.1 Potential Interconnect Locations
Interconnect locations were considered where Village water main and the NWC 36-inch diameter
transmission main cross or are near each other. Four(4)potential locations were considered and are
described below. The potential interconnect locations are presented in Figure 5-1.
• Alternative A—Kensington Road and Wolf Road.A 12-inch diameter Village water main
encircles the intersection and crosses the 36-inch diameter NWC transmission main at two
locations on the east and west sides of the intersection.
• Alternative B—Kensington Road and Wheeling Road.A 12-diameter Village water main
located on the south side of Kensington Road and a 16-inch diameter water main located on the
east side of Wheeling Road south of Kensington Road are both near the 36-inch diameter NWC
transmission main.
• Alternative C—Kensington Road and Rand Road.A 16-inch diameter Village water main
crosses the 36-inch diameter NWC transmission main on the east side of Rand Road.
• Alternative D—Highland Avenue and Emerson Street. The Village's Booster Pump Station
(BPS)#5 is located here. Approximately 1,600 feet of new water main would be required to
connect to the 36-inch diameter NWC transmission main at Kensington Road and Rand Road to
this location.
Village of Mount Prospect 5-1 Burns& McDonnell
U-
C6
.j
W
Lo
N
z
cm
CIO 0 WO (D S G G W W la C� CL
0 0 0 0 2 2 2 2 (1)
ix URI Lm Um t— *-a L- L- Lm Lm L-
o 0 0 CD E "-4-4 -1." 4" 0 Ln
7;6 L-
(10
C: Cf) CL co *C� Cid CL
r_
0
000 0
0 Eiiiiiiiiiiiiiiiiii!
c: c: cc cc 0> &M 0 0 0 c c C c c 0 U. OW
—1 —1
co 00 0 W 0 (D 7 o N w w o 0
00 it w doll 0
MM3
C)
.j
in NNhA ooww*m = Now ommmm
to
00001
ofs
Ag o/m/
`10/6
0/05
1 it
00
/006
mill
Ae
vJ
uul
IH
��M 00000000001
Yb I a
Milli
001ON "0
IVIVIVIVUIUIUIUII
da
10
offfflo
100101111" 21
PY N
pill
C
v
to
C_
S" L
70 cc
Cd
CIS
8
lull
'A.
4
lium 1i lull 111111
ME
M i� 00
w zp
Ll it
41)
f1011
L
CZ d W1111 U1 oz
bm
W
ccLLI
LU
fF to
co
Lv 0
cc
Tri ofj
IL C.
"A"
oupil
z
Redundant Water Supply Evaluation Revision 0 Interconnect with Northwest Water Commission
5.2 NWC System Capability
NWC completed an evaluation using the NWC hydraulic water model to determine how the interconnect
will affect the NWC system. The evaluation is presented in Appendix C. The evaluation found that NWC
can supply the Village's average day and maximum day demands. While the evaluation also found that
NWC can supply the Village's peak hourly demands,this is not recommended because these demands can
be accommodated by the Village's water storage facilities. Pressures in the NWC system with the
interconnect in place are presented in Table 5-1.
Table 5-1: NWC Pressure with Village Interconnect
Location Description Average Day Demand Maximum Day Demand
A Kensington/Wolf 65 psi 106 psi
B Kensington/Wheeling 56 psi 94 psi
C Kensington/Rand 53 psi 90 psi
D Highland/Emerson 52 psi 90 psi
Source: AECOM letter report dated May 15,2018,2018,Table 4&Table 5.
5.3 Water Modeling Evaluation
The Village's water model was used to evaluate the feasibility of interconnects at the locations described
above. The following parameters were used as the"base case"in the water modeling evaluation:
• The average day demand(3.48 MGD)was used with NWC average day supply pressures and the
maximum day demand(6.19 MGD)was used with NWC maximum day supply pressures. This
was done to determine how the Village's system is expected to perform during average day and
maximum day situations. It is assumed that diurnal variations such as peak hourly demands
would be met using the Village's water storage facilities and booster pump stations.
• Water level in the Village's elevated tank at Evergreen Avenue was set at 22 feet. This was the
average level maintained in the elevated tank in 2016 according to data provided by the Village.
• BPS #41 #5, #11, #161  were not operating. This presents a"worst-case" scenario. Booster
pump stations can be operated to provide supplemental pressure, if required.
• Pressures in the Village were limited to a minimum of 30 pounds per square inch(psi)to allow
the ground storage reservoirs at the Village's booster pump stations to fill.
• Pressures in the Village were limited to a maximum of 75 psi to limit the potential for water main
breaks.
Village of Mount Prospect 5-3 Burns& McDonnell
Redundant Water Supply Evaluation Revision 0 Interconnect with Northwest Water Commission
Two(2) scenarios simulating a situation in which the Village would receive its average day and
maximum day water supply from NWC were modeled as described below. In these scenarios NSMJAWA
Delivery Structures#1 (Busse)#2 (Highland), and#3 (Lincoln)were not operating.
5.3.1 Scenario 1 — NWC Supply to Village (No NSMJAWA Supply): Average Day
Demand
Results for Scenario 1 are presented in Table 5-2. Screenshots from the Village's water model depicting
pressures in the Village are presented in Appendix D.
Table 5-2: Scenario 1 — NWC Supply to Village: Pressures at BPS
Location Description BPS#4 BPS #5 BPS#11 BPS #16 BPS#17
A Kensington/Wolf 43 psi 53 psi 49 psi 46 psi 51 psi
B Kensington/Wheeling 43 psi 53 psi 49 psi 46 psi 51 psi
C Kensington/Rand 43 psi 53 psi 49 psi 46 psi 51 psi
D Highland/Emerson 43 psi 53 psi 49 psi 46 psi 51 psi
The results of this scenario indicate that NWC can supply the Village's average day demands through any
of the interconnect location alternatives. Pressure at the Village's booster pump stations was observed to
be consistent for each of the alternatives and should be adequate to allow filling of the ground storage
reservoirs. Pressures in the Village are expected to range from approximately 35 to 75 psi.
5.3.2 Scenario 2 — NWC Supply to Village (No NSMJAWA Supply): Maximum
Day Demand
As indicated in Table 5-1, supply pressures from NWC during maximum day demands are significantly
higher than typical Village operating pressures. A pressure reducing valve (PRV) should be installed at
each interconnect location to limit the potential for main breaks resulting from high pressures in the
Village's system. A PRV was input into the Village's water model and set to limit maximum pressure in
the Village to 75 psi.
Results for Scenario 2 are presented in Table 5-3. Screenshots from the Village's water model depicting
pressures in the Village are presented in Appendix D.
Village of Mount Prospect 5-4 Burns& McDonnell
Redundant Water Supply Evaluation Revision 0 Interconnect with Northwest Water Commission
Table 5-3: Scenario 2— NWC Supply to Village: Pressures at BPS
Location Description BPS#4 BPS #5 BPS#11 BPS #16 BPS#17
A Kensington/Wolf 35 psi 49 psi 36 psi 33 psi 47 psi
B Kensington/Wheeling 40 psi 55 psi 40 psi 37 psi 54 psi
C Kensington/Rand 45 psi 62 psi 44 psi 41 psi 62 psi
D Highland/Emerson 43 psi 61 psi 43 psi 40 psi 57 psi
The results of this scenario indicate that NWC can supply the Village's maximum day demand,but some
locations will experience pressures less than 30 psi. However,pressure at the Village's booster pump
stations should be adequate to allow filling of the ground storage reservoirs,which can be used to provide
supplemental pressure.
The results of Scenarios 1 and 2 indicate that areas in the northeast part of the Village,particularly near
the Kensington Road and Wolf Road intersection,will experience higher pressures due to being at a lower
elevation that the rest of the Village. Detailed design efforts should consider how to maintain pressure in
the Village's system within an acceptable range. It is likely that the Village will need to modify its
operational scheme for a situation in which it receives water from NWC.
5.3.3 Scenario 3 —Village Supply to NWC
This scenario essentially involves the Village maximizing the amount of flow received from NSMJAWA
and then conveying that flow to NWC through its distribution system. NSMJAWA Delivery Structures#1
(Busse), #2 (Highland), and#3 (Lincoln)were set to deliver 3,600, 3,600, and 2,500 gpm, respectively.
This results in a total supplied flow rate from NSMJAWA of approximately 14 MGD (9,700 gpm). The
Village's maximum day demand of 6.19 MGD allows approximately 7.8 MGD (5,400 gpm)to be
supplied to NWC.
Results for Scenario 3 are presented in Table 5-4. A 5,400 gpm demand was simulated for each of the
interconnect alternatives. Screenshots from the Village's water model depicting pressures in the Village
are presented in Appendix D.
Table 5-4: Scenario 3—Village Supply to NWC: Pressures at BPS
Location Description BPS#4 BPS #5 BPS#11 BPS #16 BPS#17
A Kensington/Wolf 53 psi 51 psi 72 psi 74 psi 45 psi
B Kensington/Wheeling 53 psi 51 psi 72 psi 74 psi 44 psi
C Kensington/Rand 52 psi 50 psi 71 psi 73 psi 41 psi
D Highland/Emerson 51 psi 48 psi 71 psi 73 psi 46 psi
Village of Mount Prospect 5-5 Burns& McDonnell
Redundant Water Supply Evaluation Revision 0 Interconnect with Northwest Water Commission
The results of this scenario indicate that the Village can supply NWC with approximately 7.8 MGD
(5,400 gpm)with pressure at the interconnect locations at approximately 40 to 45 psi, except for
Alternative A. Pressure at the interconnect location when Alternative A was simulated with 5,400 gpm
was approximately 15 psi. The Village can supply approximately 5,000 gpm to NWC while maintaining
pressure above 20 psi if Alternative A is used.
Several items were noted during evaluation of this scenario that should be considered:
• The hydraulic model indicates that pressures greater than 75 psi will be experienced in the
Village's system during in this scenario. The Village may want to consider creating a separate
pressure zone if concerns exist regarding water main breaks resulting from high pressures.
• Flow velocities in Village water main near the potential interconnect locations were noted to be
between 5 and 10 feet per second(fps) in Scenario 3. Generally, flow velocities should not
exceed 7 fps for an extended period. Supplying more flow to NWC may be feasible but would
likely require replacement of Village water main with larger diameter pipe.
5.3.4 Scenario 4— NSMJAWA Supply to NWC
A fourth scenario in which an interconnect between NSMJAWA and NWC would be constructed was
also modeled. In this scenario all of the Village's maximum day demand of 6.19 MGD was provided
through Delivery Structure#1 (Busse). Delivery Structures#2 (Highland) and#3 (Lincoln)were set to be
offline so the supply pipeline can be used to supply NWC.
Approximately 8.5 MGD can be supplied by the NSMJAWA system to Delivery Structure#2 (Highland)
at a pressure of approximately 32 psi. Significant friction losses occur in the 16-inch diameter
transmission main on Highland Avenue. Replacing this section of transmission main with 20-inch
diameter pipe could increase the available supply to approximately 9 MGD.
NSMJAWA may be able to supply additional flow to NWC if a portion or all of the existing 24-inch, 20-
inch, and 16-inch diameter transmission main supplying the Village were replaced with larger diameter
pipe. This could be evaluated further if desired but should be coordinated with NSMJAWA.
Pressures at the Village's BPS locations are presented in Table 5-5. A screenshot from the Village's water
model depicting pressures in the Village is presented in Appendix D.
Village of Mount Prospect 5-6 Burns& McDonnell
Redundant Water Supply Evaluation Revision 0 Interconnect with Northwest Water Commission
Table 5-5: Scenario 4— NSMJAWA Supply to NWC: Pressures at BPS
Location Pressure
BPS #4 53 psi
BPS #5 53 psi
BPS #11 52 psi
BPS #16 51 psi
BPS #17 55 psi
5.4 Interconnect Components
Infrastructure required to construct the interconnects will vary depending on which alternative is selected.
Concepts are discussed below.
5.4.1 Scenarios 1 & 2 — NWC Supply to Village
An alternative where NWC will provide water to the Village can consist of two isolation valves, one
pressure reducing valve, one flow meter, and piping. These components could be installed below grade in
a vault. Piping and valves would need to be at least 16-inch diameter to provide adequate capacity for the
Village's average day demand; however, it is recommended that the interconnect(s)be at least 24-inch
diameter for the Village's maximum day demand. Concepts for each interconnect alternative location are
presented in Figure 5-2 and Figure 5-3.
5.4.2 Scenario 3 —Village Supply to NWC
Pumping and piping improvements to provide adequate pressure are required for an alternative where the
Village will provide water to NWC. This could be accomplished by construction of a new, dedicated
pump station or modifications to the Village's BPS #5. Available property for construction of a new
pump station near the potential interconnect locations is limited. Property near the Alternative A and
Alternative C locations is not available. There is a vacant parcel at the southwest corner of the Kensington
Road&Wheeling Road intersection(Alternative B)that may be able to be used if the Village were to
purchase it. The Village's BPS #5 could be modified to provide water to NWC. This is expected to
require partial or complete demolition of the existing building,pumps, electrical equipment,piping and
accessories; installation of new pumps, electrical equipment,piping and accessories; and construction of
an expanded building. It is expected that two sets of pumps would be installed; one set for the Village's
distribution system and one set dedicated to providing water to NWC. A concept for constructing a new
pump station at the Alternative B interconnect location is presented in Figure 5-4.
Village of Mount Prospect 5-7 Burns& McDonnell
Redundant Water Supply Evaluation Revision 0 Interconnect with Northwest Water Commission
5.4.3 Scenario 4— NSMJAWA Supply to NWC
This scenario would require pumping and piping improvements. Alternative D is the only location that is
practical given the proximity of existing infrastructure. Water delivered by NSMJAWA to the location
near Delivery Structure#2 (Highland)would need to be pumped into the NWC system. A concept is
presented in Figure 5-5. Components of this scenario would include:
• New 36-inch diameter transmission main from the NWC 36-inch diameter transmission main at
Kensington Road to the Village's BPS #5 property. The new transmission main would be
connected to Village distribution water main and used for NWC to supply the Village. Two
isolation valves, one pressure reducing valve, and one flow meter would be included with the
piping.
• Construction of a new, dedicated pump station on the Village's BPS #5 property. This pump
station would be supplied by NSMJAWA transmission main and discharge to the new
transmission main described above. It would be a new connection to the NSMJAWA
transmission main and would be used only for the purposes of conveying water from NSMJAWA
to NWC.
• NSMJAWA Delivery Structure#2 (Highland)would continue to be supplied by NSMJAWA
transmission main and be a delivery point for the Village to receive water from NSMJAWA.
Village of Mount Prospect 5-8 Burns& McDonnell
-------------
Jr
Alternative A
0 35' 701 140'
NMI
SCALE IN FEET
7
is
1 In 1 11
Alternative Pt3h
0 35' 70' 140'
SCALE IN FEET
NWC
in im rm 36-Inch Water Main FIGURE 5-2.
VILLAGE OF MT. PROSPECT
Mount Prospect 10-Inca Water Main ♦BURNS REDUNDANT WATER SUPPLY EVALUATION
4-Inch Water Main 12-Inch Water MainN&IMMONNELL NWC SUPPLY TO VILLAGE
ALTERNATIVES A&B
6-Inch Water Main 16-Inch Water Main
8-Inch Water Main 18-Inch Water Main
`r
r
a
,e
/
r
r ;
i
11 f,
Alternative
a 35' 70' 140
1i SCALE 1N FEET
l
1
E
l
E
J i j
E' f
i
I,
�n
iumuwr.�'
� �uYl ypuuuu i i
od�l
r
Mtir W I
lJ-
r ,
i Y r
J
r p
1
,
6,
J
y
1 `
l
NNar caster#5
a l!
fr Alternative D
1�inWM
SCALE IN FEET
NE's
36-Inch Water Main FIGURE 5-3
VILLAGE OF MT. PROSPECT
Mount Prospect 10-Inch Water Dain BURNS REDUNDANT WATER SUPPLY EVALUATION
4-Inch Water Main 12-Inch Water Main N&MM KNELL NWC SUPPLY TO VILLAGE
6-Inch Water Main , 16-Inch Water Main ALTERNATIVES C&D
8-Inch Water Main 18-Inch Water Main
z
0
W
C
> .
W Z
" J0 CO
W
EL J H
CLQ M -7
LL W Co W
0 Q W
U. W V
J
0
' �Il Ills
j I� uuuuuuuiuuuuu J
J
J
W
11 Z
z
Z G1
Hyl
at1
I�
co
F—
f W
�f w
LL.
"v z
pct
w
J, J
Q
CN
C►
j
a 1 e � ���Y r �i++It r,�,,JiV i ily IIS+i��III IIIIII�I�I IIIA++6411��I f
a i'V
Ij y c c c c
�� N tll cU CU
i i w i
0 N (0 w
® 1 q�
r
-
/i /
Illl�ilii�� Y
Ili
r
'u u
I r
w
✓iia r �r lu
�1���Nh Ih�� ,, �j uuuuuuuuuuuuuuill
� IIIIIVINoNiVi6Y' rinlloli
r�
CL
w CL C: c L."
Cts 00
r �
- D
OL
16 -J
OL EILa
W �
i/ H 13L
tri
OL
LL WW CO
00LV
L
W
Mii
ui
J I i I
Oz
11
11 I/
o
�leIXUI
P400� f
1
r
04
W
W
LL
W
y
F13 m
;
i
j1
f
U
1
r
c
f
Redundant Water Supply Evaluation Revision 0 Interconnect with Northwest Water Commission
5.5 Opinion of Probable Cost
Preliminary engineer's opinion of probable cost(EOPQ for the interconnect options are presented in
Table 5-6. These are "order of magnitude"costs intended to provide the Village with a planning level
estimate and should be refined after the alternative locations are selected and detailed design is
completed. The Village should consider constructing at least two interconnect locations to provide
redundancy.
Table 5-6: Opinion of Probable Cost Summary
Alternative Location
Scenario Description
A B C D
1 NWC Supply to Village:
$50000 $5001000 $5501000 $116001000
Average Day Demand
2 NWC Supply to Village:
$50000 $50000 $6001000 $1,7001000
Maximum Day Demand
3 Village Supply to NWC N/A $317001000 N/A $5,400,000
4 NSMJAWA Supply to NWC N/A N/A N/A $5,700,000
Notes:
(a)Entries marked N/A(not applicable)are not practical or feasible given the location of
infrastructure and/or the limited availability of land required for construction of a new pump station.
(b)The cost for land acquisition is not included.
(c) If pressure connections(hot taps) are required for making connections to the NWC interceptor
costs for all alternatives could increase by$300,000. This would not change any of the conclusions or
recommendations in the report.
Village of Mount Prospect 5-13 Burns& McDonnell
Redundant Water Supply Evaluation Revision 0 Water Quality Assessment
6.0 WATER QUALITY ASSESSMENT
This Section presents an overview of the Jardine WPP and the Evanston WTP facilities. A review of
finished water quality from each facility and the Village's groundwater wells was also completed. The
corrosion potential of each water source is also discussed.
6.1 Water Treatment Facility Overview
An overview of the Jardine WPP and the Evanston WTP facilities is presented below.
6.1.1 Jardine Water Purification Plant
The City of Chicago Jardine WPP intakes water from Lake Michigan at depths of 20 to 30 feet. Once the
water is transported to the purification plant, it is filtered through eight traveling screens to catch debris.
Water is then pumped up 25 feet for chemical treatment. The first stage of chemical treatment consists of
chloride, aluminum sulfate,blended polyphosphate, activated carbon, and fluoride. Several chemicals are
added for treatment. Chloride is used for disinfection, aluminum sulfate begins coagulation,blended
polyphosphate coats pipes and prevents lead leaching, activated carbon removes odors, and fluoride helps
fight cavities in teeth. After the addition of chemicals,water flows to mixing basins where the
flocculation process occurs. The flocculated water passes into a settling basin where the floc can settle.
The floc is then removed, and the remaining water is filtered through layered sand and gravel. The
various media of sand and gravel remove last traces of turbidity and bacteria. The filtered water flows into
clearwells for its final chemical application of chloride. The finished water is stored in reservoirs, waiting
for distribution. An overview of the Jardine WPP process is presented in Figure 6-1.
Figure 6-1: Jardine Water Purification Plant Process
ICHEMICAL
APPLICATION SJIIFILTER REDS
SHORE INTAKE LOW LIFT
,it PUMPS
FINISHED
RESERVOIRS
a
I� ; oiir o r ii iaaiiaaiiaaii
e.
i
y %
j
,....., r✓x,.�...r.. (..ro yr / / ,.
I
f.
0,five A,m1, A(�oo,4f., aW a" 0
SETTLING
G
TRAVELING, E IE ' L I ILI
RAWWATER TUNNEL FINISHED MTR TIN S
Source: City of Chicago Jardine Water Purification Plant
https://www.cityofchicago.org/city/en/depts/water/sUp_info/education/water treatment.html
Village of Mount Prospect 6-1 Burns& McDonnell
Redundant Water Supply Evaluation Revision 0 Water Quality Assessment
6.1.2 Evanston Water Treatment Plant
The City of Evanston WTP has a similar treatment system for receiving water from Lake Michigan. The
water enters three suction wells where traveling and stationary screens remove all debris and trash before
the water heads to the low lift pumps. Activated carbon is added to remove odor and taste, and polymers
are added to aid in coagulation. Once pumped,the water enters a flash mix basin where measured
amounts of liquid aluminum sulfate, chloride, and fluoride are added through the chemical feeder.
Chloride acts as the first application of disinfection and oxidation of organic materials. Aluminum sulfate
is added to form flocculants. Then flash mix paddles create chemical reaction. Water is then fed to the
slow mix basin where paddles mix chemicals and aid in flocculation. Water then enters 4 large settling
basins and is given ample time for the floc to settle. The settling basins are drained twice a year and
sludge is wasted out,treated, and disposed of by the Metropolitan Water Reclamation District of Greater
Chicago. Water from the settling basins is then filtered through sand, coal, and gravel filters. Before the
water enters the underground detention system, one final chemical treatment of chloride is added. The
water is then ready for distribution. An overview of the Evanston WTP process is presented in Figure 6-2.
Figure 6-2: Evanston Water Treatment Process
'!l"m "fAm l e'49#11e'la
G. "rlda vt'" F"Veru" r bra"'P s��M r°V e % N otn
" ,o's 1 rri ll R FD'I IAAal"Wfk°�S"&0"V ddb"t�1%Idy."'i7
:��+i'llr,dr'In F"e° 2 vlze'!,s�(6";�n YJ kal ;921^d l , �w°i/� R60"I'el'iv^
SUCTION To"
WE LILS
LOW LIFT P n 1,15 r'"lojrfw'
PUMPS (D P'pj rn 1;s 7 4S, 30 Ynyd P'pj mnp 2!r I G'Pr'o;PJ eadh
HIGH LIFT
Pu mi rkl r ^i PIV r jV',iM"
PPUMPS
FLOCCULATION SEDIMENTATION FILTRATION
FL HI CLEARWELLS
MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM
X
1U 9,Irredra"yup% Sand�A/er'
?uf"n FAWAO'A.r,s M -S d J_ ,9PvH vf,
lelCA,,
1";w`Yr�'rii
13.516 1.733, a, ua, �'t T ;
Source: City of Evanston Water Production Bureau 2017 Annual Report
https://www.cityofevanston.org/home/showdocument?id=41433
Village of Mount Prospect 6-2 Burns& McDonnell
Redundant Water Supply Evaluation Revision 0 Water Quality Assessment
6.2 Finished Water Quality Review
This Section presents a review of water quality data from each water treatment facility and the Village's
groundwater wells.
6.2.1 Water Treatment Facilities
2017 Water Quality Reports of the Jardine WPP and the Evanston WTP are presented in Table 6-1. Each
plant has met all USEPA and State of Illinois drinking water health standards and has had no violations in
recent years. The data indicates that finished water quality from each facility is very similar.
Table 6-1: 2017 Water Quality Report Comparison
Jardine WPP Evanston WTP
Highest Range of Highest Range of
Contaminant MCLG MCL Level Levels Level Levels
Detected Detected Detected Detected
Coliform 0 5% 0.4% n/a 1.2% n/a
Bacteria
E. Coli 0 0 0 n/a 1 n/a
Copper 1.3 AL= 1.3 0.0782 0 sites 0.18 X0.002—0.540
Lead 0 AL= 15 9.11 3 sites 5.0 <1 - 11
Nitrite 10 10 0.36 0.32 -0.36
Chlorine 4 4 1 1 - 1 0.5 0.5-0.5
Sulfate n/a n/a 26.3 26.2-26.3 22 Single Sample
Sodium n/a n/a 8.06 7.81 -8.06 7.6 Single Sample
Fluoride 4 4 0.75 0.5-0.84 0.7 Single Sample
Barium 2 2 0.0193 0.0191 —0.0193 0.021 Single Sample
Combined 0 5 0.84 0.5-0.84 0.99 Single Sample
Radium
TTHMs n/a 80 25.6 13.4-34.8 30 13.7-46.1
HAAS n/a 60 14.5 6.1 - 16.4 10 4.1 -9.3
6.2.2 Groundwater Wells
The primary concern with using the wells as a long-term source of water supply for the Village is the
quality of the groundwater. The Cambrian/Ordovician aquifer that the Village wells are completed in is
known to have high background radioactivity levels. Long term exposure to these compounds in excess of
their maximum contaminant level (MCL) over many years may lead to an increased risk of getting
cancer.
Village of Mount Prospect 6-3 Burns& McDonnell
Redundant Water Supply Evaluation Revision 0 Water Quality Assessment
The maximum contaminant level (MCL) for Combined Radium(226/228) is 5 Picocuries per liter(pCi/L)
as determined by the National Primary Drinking Water Regulations for radionuclides in 1977. Village
CCRs from 2013 to 2017 indicate that concentrations of Combined Radium(226/228) above MCLs are
present in the well water.
Concentrations of gross alpha particulate above MCLs have also been observed. The 2013 CCR also
indicates that the gross alpha particle range measured in the wells varied from 7.3 to 23.7 pCi/L. The
gross alpha particulate MCL is 15 pCi/L.
Most recently, the Village completed sampling of the groundwater wells in September 2018. Sample
results indicate that iron concentrations exceeding the MCL are present in water at Well#4 and#11.
Public water supplies whose radium levels exceed 5 pCi/L are required to notify the public that the water
exceeded the MCL. They also must evaluate ways to reduce the radium levels in the water. Testing
should be repeated on all wells, and if there are wells with lower radium levels,they should be prioritized
and operated before those with higher radium levels.
If the Village anticipates utilizing their deep wells as a water source for an extended period(beyond the
30-45 days for emergency purposes), radium treatment options should be evaluated to reduce radium
levels to below the MCL of 5 pCi/L. Treatment options for radium include lime softening, ion exchange,
and reverse osmosis. Individual water softeners (ion exchange softeners) installed by consumers can
often remove 90 percent of radium along with hardness,however, this process adds sodium to the water
and this should be a consideration by those who require a low sodium diet.
The 2013 to 2017 CCRs also state that fluoride levels have been as high as 1.97 mg/L. Fluoride can be a
naturally occurring mineral within an aquifer, and in some cases, is added to the system to promote dental
health. While fluoride is beneficial for dental health,there is a risk of dental fluorosis or cosmetic issues
such as discoloration of teeth and skin when fluoride levels are too high. The Environmental Protection
Agency(EPA)has set an MCL of 4.0 mg/L for fluoride; additionally, the EPA has set a secondary MCL
standard(SMCL) of 2.0 mg/L. SMCLs are non-enforceable guidelines at which point cosmetic and
aesthetic effects are possible. Additionally, Title 35 of the Illinois Administrative Code Subtitle F,
Chapter 1, Section 611.125 states that systems that add fluoride must maintain a fluoride concentration of
0.9 to 1.2 mg/L in its distribution system. In April 2015,the United States Department of Health and
Human Services recommended that the optimal fluoride concentration range in water to reduce cavities
and tooth decay is 0.7 mg/l. The EPA is considering whether the current fluoride standard of 4 mg/L
should be lowered. If the Village receives any concerns about the amount of fluoride naturally present in
Village of Mount Prospect 6-4 Burns& McDonnell
Redundant Water Supply Evaluation Revision 0 Water Quality Assessment
their groundwater, reverse osmosis systems are proven to remove fluoride and can be installed by the
individual consumer.
6.3 Corrosion Control Evaluation
A change in water supply may shift the natural equilibrium of water quality and could affect the potential
for corrosion occurring in the Village's distribution system. A finished water stability analysis was
completed to assess the potential of each water supply to cause corrosion. A discussion regarding the
results of the assessment is presented below.
Corrosion of metal piping is a complicated problem for many drinking water utilities resulting in costly
prevention and rehabilitation strategies. The Lead and Copper Rule of the Safe Drinking Water Act gave
the water works industry water goals for reducing exposure to lead, copper, and other metals in potable
water.
Preventing corrosion is important for several reasons. First,pipe mass is lost through oxidization to
soluble metal species, including copper, zinc, lead, and iron. Second, scale can accumulate as large
tubercles that increase head loss and decrease water capacity. Finally, the release of soluble or particulate
metal-byproducts to solution can violate regulatory requirements, decreases its aesthetic quality, and often
leads to consumer complaints.
Many variables control the extent of corrosion within a water system, including pipe materials and
characteristics,water quality, flow conditions,biological activity, and corrosion inhibitors. For example,
dissolved solids increase the electric conductivity of the water and corrosion. The presence of calcium
carbonate causes a film to form which slows the flow of dissolved oxygen and prevents corrosion. A
change to primary treatment or water quality will shift the natural equilibrium of water quality that
determines whether or not calcium carbonate precipitates, dissolves pipe coatings, or impacts corrosion of
distribution piping.
Water with a high alkalinity or pH is more likely to be scale forming that can lead to problems in the
distribution system. In contrast, waters with low alkalinity or pH lack the buffering capacity to deal with
acids, so they can easily become acidic and corrosive and can lead to problems in the distribution system.
While pH and alkalinity are general parameters used to estimate finished water stability,this approach is
often misleading, as it does not consider calcium,total dissolved solids, chloride, sulfate, or dissolved
oxygen, all of which can impact corrosion. For example,water leaving the WTP at high pH and low
alkalinity will typically scale early in the distribution system. As calcium carbonate precipitates,the pH
and alkalinity are reduced, leading to corrosion in later portions of the distribution system.
Village of Mount Prospect 6-5 Burns& McDonnell
Redundant Water Supply Evaluation Revision 0 Water Quality Assessment
6.3.1 Water Quality Parameters
Key water quality parameters that are expected to influence corrosion include pH,temperature, calcium,
alkalinity, total dissolved solids, chlorides, and sulfates. Average data collected for each treatment facility
in 2017 is presented in Table 6-2. Finished water from the Jardine WPP and Evanston WTP are very
similar.
Key water quality parameters for the Village's groundwater wells (collected on 12/4/2016) are presented
in the top half of Table 6-4. The water quality data for Wells#4, 5, 11, and 16, for both the casing and
aquifer, show high calcium hardness,total alkalinity, and total dissolved solids. Chloride and sulfate
ranges from low to moderate, depending on the location. TDS ranges from high to very high, with values
reaching 722 for Well#5 aquifer. Well#17 had 1 St draw and 2nd draw data,both samples were different
from each other, with calcium as 48 and 192 mg/L for 1 St draw and 2nd raw, respectively.
Table 6-2: Typical Finished Water Values at Treatment Facilities
Parameter Unit Jardine WPP Evanston WTP
pH -- 7.9 7.6
Temp °C 9 9
Calcium mg/L as CaCO3 92 85
Alkalinity mg/L as CaCO3 103 101
TDS mg/L 160 160
Chloride mg/L 15 17
Sulfate mg/L 17 22
6.3.2 Corrosion Indices
The following corrosion indices were calculated and used to determine scale and corrosion differences
between the water supplies.
6.3.2.1 Langelier Saturation Index
The Langelier Saturation Index(LSI) is a calcium carbonate saturation index. The variables needed to use
the LSI are calcium concentration(as CaCO3),total alkalinity(as CaCO3),temperature, and dissolved
solids. The pH of calcium carbonate stabilization is calculated. This is the pH where the water tends to
neither dissolve nor precipitate calcium carbonate. A positive value for the LSI indicates that the water
will precipitate calcium carbonate and a negative value indicates that the water would dissolve calcium
carbonate and may cause corrosion problems in a distribution system.
Village of Mount Prospect 6-6 Burns& McDonnell
Redundant Water Supply Evaluation Revision 0 Water Quality Assessment
The LSI does not yield any information about the degree of scaling and corrosion. Some problems with
the LSI are:
• CaCO3 is assumed to exist in the calcite form. Some other forms of calcium carbonate exist
(aragonite)which have higher solubility.
• Deposited calcium carbonate does not always aid in preventing corrosion.
• Waters with negative values of the LSI have been known to deposit calcium carbonate due to
localized high pH.
6.3.2.2 Ryznar Index
The Ryznar Index is an empirical index that estimates the amount of scaling that will form'. Index values
below 6 indicate that scale will likely occur. Index values between 7 and 8 indicate the water tends to
dissolve calcium carbonate. Index values above 8 indicate the potential for corrosion in the distribution
system.
6.3.2.3 Singley Index
The Singley Index considers the calcium concentration, alkalinity, temperature, dissolved solids,
chlorides, sulfate, buffer intensity, and dissolved oxygen to estimate corrosion rate of mild steel. The
Singley Index will produce the number of mils per year(mpy) of metal pipeline thickness that corrode if
the water is corrosive.
6.3.2.4 Calcium Carbonate Precipitation Potential
The Calcium Carbonate Precipitation Potential (CCPP) is a quantitative index that calculates the quantity
of calcium carbonate that will precipitate or be dissolved by a water of a known quality with units of
mg/L. If the result is negative,then the value corresponds to the amount of calcium carbonate that will be
dissolved if added to the system. Iterations are needed for this method to calculate the final pH, calcium,
and alkalinity after the amount of calcium carbonate precipitates or dissolves.
6.3.3 Conclusion
The values calculated for each index and water source are summarized below. In summary, finished water
from Jardine WPP and Evanston WTP are very similar. Water from the Village's groundwater wells has a
greater potential to cause corrosion of water mains compared to Lake Michigan sources.
'Ryznar,J.W.A New Index for Determining Amount of Calcium Carbonate Scale Formed by a Water.Journal
AWWA,36:4:472(1944).
Village of Mount Prospect 6-7 Burns& McDonnell
Redundant Water Supply Evaluation Revision 0 Water Quality Assessment
6.3.3.1 Water Treatment Facilities
Table 6-3 presents the corrosion and scale index values for the Jardine WPP and the Evanston WTP. The
results show that the finished water from Jardine WPP and Evanston WTP are very similar. The LSI and
CCPP values indicate that the water will not dissolve or precipitate calcium carbonate at a pH value
between 8.1 to 8.2. At pH values between 7.6 and 7.9 (pH values for both the Jardine WPP and Evanston
WTP),the water will have a potential to dissolved calcium carbonate and there is a small risk for
corrosion.
Table 6-3: Corrosion and Scale Index Values
Jardine WPP Evanston WTP
Langelier Saturation Index -0.1 -0.4
Ryznar Index 8.0 8.4
Singley Index 1.1 1.3
CCPP -0.9 -7.5
The Evanston WTP finished water index values indicate that it has a slightly higher corrosion potential
compared to Jardine WPP finished water(lower LSI, higher Ryznar,higher Singley, and lower CCPP).
The calculations also show the corrosion risk for each index increases as the pH decreases below pH 8.0.
As a result,the slight risk to corrosion potential can be offset by either raising the pH from 7.6 to 7.9 or
using an orthophosphate corrosion inhibitor.
6.3.3.2 Groundwater Wells
The corrosion and scale values calculated for each groundwater source are summarized in the bottom half
of Table 6-4. For Well#17,the low pH created conditions of negative LSI and CCPP. The corrosion
index was low due to the high calcium and moderate chlorides and sulfates. For Wells#4, 5, 11, and 16,
the results indicate that the water quality from each location are similar and show low to moderate
tendency to precipitate calcium carbonate. The LSI varies from 0.1 to 0.5 with CCPP values ranging from
11.0 to 31.3. The LSI and CCPP values indicate that hardness reduction via softening or membrane
technologies would be required to reduce calcium carbonate precipitation.
The Singley Index values indicate low corrosion potential with values ranging from 1.1 to 1.8 ropy.
Corrosion will likely increase if treatment strategies are implemented that do not include corrosion
protection. For example, for Well#5, with high hardness, alkalinity, TDS, chloride, and sulfate, softening
treatment to remove calcium hardness and alkalinity to industry accepted levels,while keeping the other
ions in solution and at pH 7.4,would decrease the LSI and CCPP to-0.7 and-13 mg/L, respectively. The
Village of Mount Prospect 6-8 Burns& McDonnell
Redundant Water Supply Evaluation Revision 0 Water Quality Assessment
Singly Index would also increase to above 3 mpy, thus increasing corrosion potential. Using a split
treatment approach with membranes to reduce hardness, TDS, sulfate, and chlorides would keep
corrosion low,but still have negative LSI and CCPP values. After treatment, increasing the pH to
approximately 7.8 to 8.0 would be required to lower the potential for corrosion and precipitation in the
distribution system.
Village of Mount Prospect 6-9 Burns& McDonnell
r mOC
0 �' a1 O oc N N M M
N CDN ,I-
E N o0
C/) N
C/) N
C/) ti
Q r �
i O o0 N r--+ O o0 O
D
(1 r 06
L
L
r D `O pp N m
•� 00 O � N N O `O
GD 06
Q
Cfl �
OC) p 't o0 r--- N o0 M
G1 m � N
— � V
x r i
CD TMM G)
O O o0CD
N N O
� � Q
m
� _� •� M O `O `O � � O N � N �
kn C')
CY N M N N
i � V
m
LO LM
O o0 ococ
M
•� a '—' N N O �' N O
m
.� ? Q
.>
J L
*k O p p N N O 00
� •— � O `O `O N O
oc
V
C7CDON N NCD
Cfl
• '� O O N � �
F- � m 00
V
O O �
>
LLI 4-0
CLa �
L ct N
:3mCY)
a c�
>
Redundant Water Supply Evaluation Revision 0 Life-Cycle Cost Analysis& Risk Assessment
7.0 LIFE-CYCLE COST ANALYSIS & RISK ASSESSMENT
This Section presents a life-cycle cost analysis to compare long-term costs associated with using the
groundwater wells or NWC interconnect as the Village's redundant water supply. A discussion of risk
associated with each redundant water supply option is also presented.
7.1 Life-Cycle Cost Analysis
Historical records of expenditures associated with the groundwater wells dating back to 1999 were
provided by the Village. The records indicate that rehabilitation of each of the wells has occurred
approximately every 20 years, which is consistent with industry practice. Rehabilitation includes pulling
the deep well column and bowl assembly, cleaning and inspecting the components, and replacing or
repairing defective parts. In 2012 the Village began a program to rehabilitate all of the groundwater wells.
In 2014, the Village spent$316,500 to rehabilitate Well#5. Budgeted costs to rehabilitate Well#'s 16,
17, & 11 over the next 5 years are over$500,000 per well.
Present value lifecycle costs over a 100-year period were developed and are presented in Table 7-1.
Present value costs were developed by accounting for a capital expenditure at an interval consistent with
the anticipated life of each alternative. An interest rate of 2%per year was used to account for inflation.
The results of the life-cycle cost analysis indicate that constructing an interconnect with NWC is
favorable from an economic standpoint over the anticipated life of the infrastructure. Scenarios 3 &4
(Village Supply to NWC)are the only options where the present value cost of constructing the
interconnect exceeds that of rehabilitating the wells. Since NWC will benefit from these scenarios,the
Village may consider coordinating with NWC to develop a cost-sharing agreement. If pressure
connections (hot taps)are required for making connections to the NWC interceptor costs for all
alternatives could increase by$300,000. This would not change any of the conclusions or
recommendations in the report.
Village of Mount Prospect 7-1 Burns& McDonnell
Redundant Water Supply Evaluation Revision 0 Life-Cycle Cost Analysis& Risk Assessment
Table 7-1: Summary of Lifecycle Costs
Anticipated 100-Year
Scenario Alternative Description Life Capital Cost Present
Value Cost
NWC Supply to Village:
1 A 75 years $5001000 $6131000
Average Day Demand
1 B NWC Supply to Village: 1
75 years $5001000 $6131000
Average Day Demand
1 NWC Supply to Village:
C 75 years $5501000 $6751000
Average Day Demand
1 D NWC Supply to Village: 2
75 years $10000 $20000
Average Day Demand
2 A NWC Supply to Village: 1
75 years $5001000 $6131000
Maximum Day Demand
2 B NWC Supply to Village: 1
75 years $5001000 $6131000
Maximum Day Demand
2 NWC Supply to Village:
C 75 years $6001000 $7361000
Maximum Day Demand
2 D NWC Supply to Village: 2 1
75 years $117001000 $ 001000
Maximum Day Demand
50 years
(equipment)
3 B Village Supply to NWC 100 years $3,7001000 $4,4001000
(building/
site work)
50 years
(equipment)
3 D Village Supply to NWC 100 years $5,4001000 $6,3001000
(building/
site work)
50 years
A A 1 (equipment)
4 D NSM J W Supply to 100 ears $5 700 000 $6 600 000
NWC y '
(building/
site work)
_ _ Groundwater Well 20 years $5001000
Rehabilitation (each well (each well) $6,100,000
Village of Mount Prospect 7-2 Burns& McDonnell
Redundant Water Supply Evaluation Revision 0 Life-Cycle Cost Analysis& Risk Assessment
7.2 Emergency Water Supply
7.2.1 Emergency Groundwater Supply
Should the Village's groundwater supply from NSMJAWA be interrupted,the Village's emergency water
supply consisting of existing groundwater wells would be brought online. The Village's groundwater well
system has capacity to meet existing average day and maximum day demands of 3.48 MGD and 6.19
MGD. Typically, emergency water supplies are not intended for long term use due to capacity or water
quality. The groundwater that the Village uses for its emergency supply contains concentrations of radium
that exceed MCLs. Based on discussion with the Illinois EPA,the Village can utilize its groundwater
system for emergency purposes; however, it would need to report that the water supply contains radium in
excess of MCLs to its constituents in accordance with the with the Federal Radionuclides Rule for any
extended period of use.
As presented in Table 7-1 the 100-year present worth cost to rehabilitate and maintain the wells is
estimated at$6.1 million. This cost would be anticipated to be incurred regardless of whether the
groundwater wells are used for emergency or long-term purposes. The cost to bring the wells on-line in
the event of an emergency and have them fully operational for an extended emergency period of 90 days
or more is estimated to be approximately$25,000($5,000 per well) including labor, equipment, materials
and chemicals. Operational costs per well for an extended period is estimated at$10,000 per week
($2,000 per well) including labor, materials, equipment,power and chemicals. For a 90-day period this
would equate to approximately$130,000. The total operating costs including start-up and daily operation
for a 90-day period is estimated at$150,000.
7.2.2 Emergency NWC Water Supply
An interconnection with the NWC to provide water to the Village on an emergency basis provide a
redundant water supply that is similar in water quality to the NSMJAWA supply. Alternatives 1 and 2
Scenarios A through D for interconnecting the Village's system with NWC's were discussed in Chapter 5
of this report. Capital costs and 100-year present value costs are shown for each alternative are
summarized in Table 7-1. Capital costs ranged from$500,000 to $1,700,000 and 100-year present value
costs ranged from$613,000 to $2,100,000 depending on the alternative selected. Maintenance costs
associated with an interconnect would be anticipated to be minimal. The Village would need to pay NWC
for water similar to what it does for water from NSMJAWA. As of the date of this report an agreement
between the Village and NWC on the cost of water has not been initiated.
Village of Mount Prospect 7-3 Burns& McDonnell
Redundant Water Supply Evaluation Revision 0 Life-Cycle Cost Analysis& Risk Assessment
7.3 Redundant Water Supply
7.3.1 Redundant Groundwater Supply
As stated previously,the Village's groundwater supply contains several constituents at concentrations that
exceed MCLs. The groundwater would need to be treated to meet MCLs to be used as a redundant supply
if water is not available from NSMJAWA. Typical treatment would be co-precipitation and ion exchange.
Treatment capital costs can vary from$6 to $14 per gallon based on water quality, site development costs,
treatment technology and other factors. Annual O&M costs can range from 2 to 4 percent of capital costs.
Table 7-2 presents estimated capital and operation and maintenance costs to provide treatment of
groundwater to meet peak daily flows at each Village groundwater well using a capital cost of$10 per
gallon per day and an annual O&M cost of 2 percent capital cost.
Table 7-2: Redundant Groundwater Supply Treatment and O&M Costs
Groundwater Flow Rate Capital Cost Annual Anticipated 100 Year
Well Gallons Per Day O&M Life Present Value Cost
No. Cost (Capital Only)
4 1,400,000 $1410001000 $2801000 75 $17120000
5 1,500,000 $1510001000 $3001000 75 $18,4001000
11 10000 $180000 $36000 75 $22,100,000
16 10000 $180000 $36000 75 $22,100,000
17 113001000 $1310001000 $2601000 75 $1519001000
Total 7001000 $78001000 $1,5601000 75 $95,7001000
It is important to note that the Village may be able to reduce capital and operation and maintenance
treatment costs by pumping groundwater from multiple wells to a centralized groundwater treatment
plant. Above costs are budgetary with a+/- 50 percent level of accuracy.
7.3.2 Redundant NWC Supply
An interconnection with the NWC to provide water to the Village would provide a 100%redundant water
supply that is similar in water quality to the NSMJAWA supply. Capital costs and 100-year present value
Village of Mount Prospect 7-4 Burns& McDonnell
Redundant Water Supply Evaluation Revision 0 Life-Cycle Cost Analysis& Risk Assessment
costs are summarized for each alternative in Table 7-1. Capital cost ranged from$500,000 to $1,700,000
and 100-year present value costs ranged from$613,000 to $2,100,000 depending on the alternative
selected. Maintenance costs associated with an interconnection would be anticipated to be minimal. The
Village would need to pay NWC for water similar to the arrangement for receiving water from
NSMJAWA. As of the date of this report an agreement between the Village and NWC on the cost of
water has not been initiated.
7.3.3 Conclusion
The groundwater wells can be used as an emergency water supply for the Village; however,this will
require the wells to be rehabilitated and maintained on a regular basis. A typical estimated service life for
groundwater wells is 20 years. Water quality during emergency use would not meet MCLs for radium,
iron and gross alpha. The Village would need to operate the wells when in use. The groundwater wells
cannot be used without treatment as a redundant water supply.
Interconnecting with NWC would provide an emergency water supply and a 100%redundant water
supply. Water quality would meet MCLs. The Village would likely be required to maintain its portion of
the interconnection and would need to pay NWC for water.
Having an interconnection with NWC would provide improved water quality, require less effort to
implement during start-up and operation, and cost less than the utilization of groundwater as an
emergency water supply. Having an interconnection with NWC would provide a 100%redundant water
supply of good quality for substantially less cost and require less effort to operate and maintain than
upgrading the groundwater wells to serve as the Village's redundant water supply.
7.4 Risk Assessment
Using the groundwater wells as the Village's redundant water supply presents a risk profile with unique
factors. Constructing an interconnect with the Northwest Water Commission also presents a separate but
unique risk profile. Each option will need to be managed by Village staff. A discussion of potential risks
associated with each redundant water supply option is provided below.
7.4.1 Groundwater Water Supply
Quantity: The capacity of the aquifer from which the Village obtains its groundwater had been declining
prior to the Village and other users obtaining surface water from Lake Michigan. The capacity of the
aquifer has been rising over the last several decades. Unless the trend in Cook County and northeastern
Illinois is to return to the use of the Cambrian/Ordovician aquifer as the primary source of water; the
Village of Mount Prospect 7-5 Burns& McDonnell
Redundant Water Supply Evaluation Revision 0 Life-Cycle Cost Analysis& Risk Assessment
available quantity of water from the aquifer is adequate for use as an emergency and redundant water
supply.
Quality: The quality of groundwater from the Cambrian/Ordovician aquifer in the Village does not meet
MCLs for several constituents including iron,radium and gross alpha. Additional groundwater treatment
for radionuclides (radium and gross alpha) is required should the Village desire to use the groundwater as
its primary source of water.
While iron levels themselves do not necessarily result in a need for treatment for human health purposes,
they would significantly impact current water quality in the Village. It is likely that many Village
customers no longer maintain water softeners as a result of the change to Lake Michigan water. Without
softening the groundwater, it is expected that the Village would receive inquiries about taste, odor and
color.
In addition to known constituents of concern, the utilization of groundwater poses the risk of needing to
treat for emerging contaminants in groundwater. For example,U.S. EPA has identified perfluorooctane
sulfonate (PFOS) and perfluorooctanoate (PFOA, also known as perfluorooctanoic acid) as emerging
contaminants. PFOA is a chemical that was used as a stain repellent on fabrics. IEPA is currently in the
process of developing standard for PFOS and PFOA. Should the groundwater supply contain these
constituents, additional treatment above what is required for radium could be required.
Reliability: The Village's groundwater well system can reliably meet the Village's average day and peak
day demands even with one of the five wells out of service. The Village is proactive in maintaining its
wells making it highly unlikely that more than one well would be out of service without the occurrence of
a natural catastrophic event.
7.4.2 NWC and NSMJAWA Supply
Quantity: Both the NWC and NSMJAWA obtain water from Lake Michigan. The Village receives a Lake
Michigan water allocation from the Illinois Department of Natural Resources. Current average day and
maximum day demands in the Village amount to approximately 75% of the IDNR allocations. Water
demand in the Village and in northeastern Illinois has been trending downward for over a decade due to
the implementation of water conservation devices and public awareness. This coupled with the fact that
the Village is only using 75% if its allocation makes it highly unlikely that Lake Michigan water will not
be available to the Village. In addition, should Village demands increase due to development, a request to
IDNR can be made to increase the Village's allocation.
Village of Mount Prospect 7-6 Burns& McDonnell
Redundant Water Supply Evaluation Revision 0 Life-Cycle Cost Analysis& Risk Assessment
The NSMJAWA system has the capacity to delivery approximately 98 MGD per day to its member
communities. Average day demands have been approximately 28 MGD and maximum day demands have
been approximately 35 MGD over the last several years.NSMJAWA has sufficient capacity to provide
water to the Village.
The NWC system has a capacity of 55 MGD.NWCs current maximum day demand is approximately 43
MGD. This leaves NWC with approximately 12 MGD maximum day available capacity. The Village's
maximum day demand is approximately 6.19 MGD. NWC has sufficient capacity to provide water to the
Village.
Quality:NSMJAWA obtains treated water from the City of Chicago Department of Water Management
(CDOWM)Jardine Water Purification Plant and NWC obtains treated water from the City of Evanston's
Water Treatment Plant. Both plants have intakes in Lake Michigan where they obtain their lake water.
The intakes are located miles apart and typically at depths where bacterial and algal growth are limited
due to the lack of nutrients and oxygen in the water. It is unlikely that an algal bloom or bacterial
outbreak would shut down either the City of Evanston or the CDOWM Jardine water plants due to the
location of the intakes and treatment capabilities of the plants.
Burns &McDonnell contacted both the City of Evanston and CDOWM to inquire whether the plants had
ever been shut down due to water quality in Lake Michigan. A representative of the CDOWM stated that
neither their Jardine nor Eugene Sawyer Water Purification Plants have ever been shut down as a result of
Lake Michigan water quality. A representative of the City of Evanston stated that the Evanston Water
Treatment Plant has never been shut down due to Lake Michigan water quality.
The risk of needing to treat for emerging contaminants at the CDOWM Jardine and Evanston Plants
exists. Treatment costs are likely to be less at these regional facilities for some contaminants because of
economies of scale that can be achieved at larger facilities.
Reliability: Both the NWC and NSMJAWA store water at main pump stations and deliver water to their
customers through a water distribution system. The main pump stations have redundant pumps and
equipment that allow them to pump water should a pump fail or a power outage occur.
Both systems do not have redundant transmission mains which means that if a transmission main breaks
there is the possibility that a customer may experience an outage in service until a repair can be made.
NSMJAWA and NWC have completed vulnerability assessments (VAs) and Emergency Response Plans
(ERPs) in accordance with federal and state requirements. NWC is currently updating its VA and ERP
Village of Mount Prospect 7-7 Burns& McDonnell
Redundant Water Supply Evaluation Revision 0 Life-Cycle Cost Analysis&Risk Assessment
and NSMJAWA intends to do so in the next several years. Both NWC and NSMJAWA have protocols
for maintaining their systems and responding to emergencies such as pipe breaks.NSMJAWA has added
redundancy by adding a second parallel transmission main in critical areas such as crossings beneath I-90.
Current protocols for both NWC and NSMJAWA require that pipe and closure pieces for every pipe
diameter and type be available. In some cases, large diameter pipe such as 90-inch diameter transmission
main is stored at the manufacturer's facility several hours away.NWC and NSMJAWA both have
contractors capable of repairing or replacing broken pipe on-call in the event of an emergency.NWC and
NSMJAWA have goals of making repairs within 24-hours and minimizing disruption to member
communities. Based on their operational history it is unlikely that either NWC or NSMJAWA member
communities would be experience an interruption of service greater than 24 hours without the occurrence
of a natural catastrophic event.
Table 7-3 presents a summary of the relative risks associated with the different water supplies discussed
in this chapter.
Table 7-3: Risk Assessment
Risk Groundwater NWC NSMJAWA
Category Wells Interconnect Supply Notes
Well firm capacity can supply Village maximum day
Water 0 1 1 demand.NWC could supply Village peak hourly
quantity demand(if required).NSMJAWA can supply Village
peak hourly demand(if required).
Wells require treatment for iron,radium and gross
Water alpha(would need to be installed). NWC and
quality 0 1 1 NSMJAWA provide high quality treated Lake
q y Michigan water from independent intakes and
treatment facilities.
Five wells mean likelihood of all being out of service
at same time is low.NWC and NSMJAWA supply
Reliability 1 1 1 water via a single pipeline to the Village; however,the
likelihood of both the NWC and NSMJAWA systems
be is low.
When reviewing risks, all of the water supply options can meet the average day and maximum day
Village demands.NSMJAWA and the NWC have the capability of meeting Village peak hourly demands
and meeting the IDNR maximum day Lake Michigan water allocation.
NWC and NSMJAWA provide treated Lake Michigan water. Treatment of groundwater would be
required for prolonged use of the Village's groundwater system.
Village of Mount Prospect 7-8 Burns& McDonnell
Redundant Water Supply Evaluation Revision 0 Life-Cycle Cost Analysis& Risk Assessment
There is sufficient redundancy in the Village's groundwater well system to provide a reliable water
supply to the Village. NSMJAWA provides a reliable water supply subject to potential short-term service
interruptions due to transmission main breaks. Interconnecting with NWC also provides an additional
water supply subject to potential short-term interruptions due to transmission main breaks. Being supplied
by any combination of two out of the three water supplies will provide redundancy for emergency
purposes. Unless treatment of groundwater is implemented, only a combination of the NSMJAWA and
NWC supplies provides a 100% long-term redundant water supply to the Village.
Village of Mount Prospect 7-9 Burns& McDonnell
Redundant Water Supply Evaluation Revision 0 Conclusions& Recommendations
8.0 CONCLUSIONS & RECOMMENDATIONS
This Section summarizes the findings of the Study and presents recommendations for consideration.
8.1 Groundwater Wells
The operating condition of the wells and of the equipment in the BPS buildings was found to be good.
Four(4) of the wells are currently equipped with a diesel standby generator, which were also found to be
in good operating condition. Several improvements are recommended for short-term operation,but no
operational deficiencies were noted that would prohibit the equipment from operating as short-term water
supply for the Village. However, several water quality concerns were noted. September 2018 sample
results indicate that iron concentrations exceeding the maximum contaminant levels (MCL) are present at
Wells#4 and#11. The Village should be prepared to pump water from Well#5 to waste for several hours
before it can be put into the distribution system, due to positive E. coli results. Lastly, if the Village
anticipates utilizing the wells as a water source for an extended period, treatment for iron,radium and
gross alpha should be implemented for compliance with regulatory MCLs. The 100-year present worth
costs to treat groundwater to meet MCLs so it could be used as a redundant water supply is estimated at
$95.7 million.
8.2 NWC Interconnect Alternatives
A summary of findings regarding construction of an interconnect with the Northwest Water Commission
(NWC) is presented below.
• Scenarios 1 & 2—NWC Supply to Village: NWC has the capacity to supply the Village's
average day, maximum day, and peak hourly demands. Sizing the interconnections to supply peak
hourly demands is not recommended, since this can be accommodated by the Village's water
storage facilities.
o The Village could consider abandoning some or all the groundwater wells currently used for
an emergency water supply if an interconnect with NWC is constructed. This could mean
maintaining only wells needed to meet average day demands and abandoning the others. This
would likely consist of keeping three wells operational and abandoning two others.
o Any of the four potential interconnect locations that were evaluated are adequate for NWC to
supply the Village's average day and maximum day demand. At least two interconnect
locations should be considered to provide redundancy.
Village of Mount Prospect 8-1 Burns& McDonnell
Redundant Water Supply Evaluation Revision 0 Conclusions& Recommendations
o Supply pressure from NWC during a maximum day demand scenario will be greater than
typical operating pressure in the Village's system. A pressure reducing valve is recommended
at each interconnect location to limit the potential for water main breaks.
o The Village's booster pump stations will need to be operated to supplement system pressure
during a maximum day demand scenario.
• Scenario 3—Village Supply to NWC: The Village should be able to provide NWC with
approximately 7.8 MGD if pumping improvements are constructed. Available space for a new
pump station is limited,but there is a vacant parcel at the southwest corner of the Kensington
Road&Wheeling Road intersection(Alternative B)that may be able to be used. The Village's
BPS #5 could be modified to provide water to NWC as part of Alternative D.
• Scenario 4—NSMJAWA Supply to NWC: If all of the Village's maximum day demand of 6.19
MGD is provided through Delivery Structure#1 (Busse),the NSMJAWA system is capable of
supplying approximately 8.5 MGD that could be conveyed to NWC. A new, dedicated pump
station at the Village's BPS#5 site would be required to accomplish this.
A summary of the preliminary engineer's opinion of probable cost(EOPQ for the interconnect options is
presented in Table 8-1.
Table 8-1: Opinion of Probable Cost Summary
Alternative Location
Scenario Description
A B C D
1 NWC Supply to Village:
$50000 $5001000 $5501000 $10000
Average Day Demand
2 NWC Supply to Village:
$50000 $5001000 $6001000 $117001000
Maximum Day Demand
3 Village Supply to NWC N/A $3170000 N/A $514001000
4 NSMJAWA Supply to NWC N/A N/A N/A $5,700,000
Notes:
(a)Entries marked N/A(not applicable)are not practical or feasible given the location of
infrastructure and/or the limited availability of land required for construction of a new pump station.
(b)The cost for land acquisition is not included.
8.3 Water Quality Assessment
Water from the Village's groundwater wells has a greater potential to cause corrosion of water mains
compared to the Lake Michigan sources. If groundwater was used as the Village's primary supply or a
redundant supply, pH control and hardness reduction via softening or membrane technologies would be
required to reduce calcium carbonate precipitation that could result in corrosion. As discussed above,
Village of Mount Prospect 8-2 Burns& McDonnell
Redundant Water Supply Evaluation Revision 0 Conclusions& Recommendations
treatment for radium and gross alpha should be implemented if the groundwater wells will be used as a
water source for an extended period.
The finished water from the Jardine WPP and Evanston WTP is of very good quality. The characteristics
of the water from each facility are compatible. It is expected that Village customers would not notice any
significant changes in water quality between finished water from each facility.
8.4 Life-Cycle Cost Analysis & Risk Assessment
The results of the life-cycle cost analysis indicate that constructing an interconnect with NWC is
favorable from an economic standpoint over the anticipated life of the infrastructure. Scenarios 3 &4
(Village Supply to NWC)are the only options where the present value cost of constructing the
interconnect exceeds that of rehabilitating the wells. Since NWC will benefit from these scenarios,the
Village may consider coordinating with NWC to develop a cost-sharing agreement.
Village groundwater,water from Lake Michigan and NWC and NSMJAWA were evaluated for quantity,
quality and reliability as part of the risk assessment. A discussion of each risk criteria evaluated is
presented below:
• Quantity: All three water supplies can meet Village average day and maximum day demands.
NWC and NSMJWA can meet peak hourly demands and have the capacity to deliver water at
quantities greater than the Village's allocation for lake water from IDNR.
• Quality: Finished water from the City of Evanston WTP and the CDOWM Jardine WPP delivered
by NWC and NSMJAWA is of good quality and does not require any additional treatment by the
Village. The Evanston WTP and CDOWM Jardine WPP have never experienced an interruption
in services as a result of Lake Michigan water quality. Groundwater delivered by the Village's
wells has constituents that exceed MCLs and would require treatment to be used as a redundant
water supply.
• Reliability: The Village's groundwater supply is reliable. It can meet Village average day and
maximum day with one out of five wells out of service. The risk of having two wells out of
service at the same time is low. The NSMJAWA and NWC systems both have single
transmission mains in their distribution systems. If these transmission mains fail the Village could
experience an interruption in service. Both NSMJAWA and NWC have vulnerability assessments
and emergency response plans in place that should minimize service interruptions. It is unlikely
Village of Mount Prospect 8-3 Burns& McDonnell
Redundant Water Supply Evaluation Revision 0 Conclusions& Recommendations
and the risk is low that both NSMJAWA and NWC transmission mains would experience and
interruption in service at the same time.
8.5 Recommended Plan
The recommended plan presented below takes into consideration both emergency(short-term) and long-
term water supply in the Village. If the Village wants an emergency supply that can be operated for an
extended period of time or a 100% redundant water supply the recommended plan would be to construct
an interconnect with NWC and maintain NSMJAWA as the Village's primary water supply. As part of
this plan the Village could abandon all or several of its groundwater wells. The recommended plan takes
into consideration cost, water quantity,water quality and system reliability.
Any of the interconnection alternatives evaluated are feasible. The Village should first decide whether
they only want to receive water from NWC or if they also want the ability to provide water to NWC. In
any case,the Village should consider constructing at least two interconnect locations to provide
redundancy.
• Scenarios I & 2—NWC Supply to Village: If the Village wishes to be able to receive water
from NWC only(and not supply to NWC),then Alternative A, B, or C should be selected.
Alternative D should not be selected for this purpose since its cost is greater than the others.
Budgetary capital costs for Alternatives A, B and C range from$500,000 to $600,000.
• Scenario 3—Village Supply to NWC: Alternative B should be selected if the Villages wishes to
have the ability to provide water to NWC. Alternative D should be selected if the vacant parcel at
the southwest corner of the Kensington Road&Wheeling Road intersection is not available.
Budgetary capital costs for implementing Alternative B is $3,700,000 and for implementing
Alternative D is $5,400,000.
• Scenario 4—NSMJAWA Supply to NWC: Scenario 4 should be discussed with NWC &
NSMJAWA to determine if there are mutual benefits outside the scope of this Study. If so, further
evaluation should be completed to confirm its benefit and further define a plan.
Village of Mount Prospect 8-4 Burns& McDonnell
APPENDIX A - WELL PUMP PREVENTATIVE MAINTENANCE REPORTS
„mom
February
Mr, Matt Overeem, Water/Sewer, r, erirpt n
Village Prospect
Department of Public Works
1700 W. Central Road
Moun't Prosped, IL 6005,6-2229
Well p Preventative Maintenance
Mr, I �
Please find encloser oies ofour Preventative Maintenance, ('PM) Test reports
fo,r4 the'Village's five, active, Talk. These reports musteva,luations
and conclusions r , predicated upon, information records u r "to
Layne. This I include records ” Layne repairedn ins » I l
#4 (1,983), Well Well n ll #17 (2000). aware
that these pumps may have, been modified y other contractors since. If this is, the
case, the report l rmodified actual,
Pumping equipment thiatis currently installed.
La,,,yne is awa,re #5 pumprecently repaired r
contractor'. it v pump, installablon information it
this report made no assumptionsregarding airline, length performance.
A � records offered r
",intent, is report", on as a reco rd of thel I "
current rmance but also as a budg,,et forecastlIngtool. GiVen
water,wells,' status as, back upto lake the rer r c
G hedu _ Under this pretext, ideally one of theVillage'sfive well pumps ,would be
r maintenance, v four ye r , course, such a planu in flus
as conditions and actual wwell/ r rrevolve.
Many, thanks to Mike Schuster and his staff r their during the
It would be my pleasu re, to review and discuss these reports h the Village.
Layne, Christensen Company,
A
,W' 01 ad
e, 0101
io
William Balluff, P.E.
Sen,1111or Project Manager
WATERRESOURCES
��� ��„ Fi,'��„ ��..�.II' d,yq.J�r< r - G.I ,r .IS V
v� �w�����,<�,,,� nn��;,,�f��,��.h�����>;,,.� �� a��«�,rcnl�,�,���..�� a r,,»-��p�,,,,�� w���;,,,�V W�� � �����,����.,�Y�� ➢ ��
.............. ............... ........
VILLAGE fJF MC)IJNT PROSPEC
T, IL
2,01.5WEL'L & PUMP, PREVENTATIVE MAINTENANCE
TESTING REPORT
MOUNT PROSPECTWELL'Itts, 4'. 5.r11s 16 and 17
LAY 'E CHRISTENSEN COMPANY
William,Balluff, P.E.
721.W. Illinois Ave,,
Aurora, 11 E0506
6301.897-6941 phoinle
630.897.6976 fax
willl"am,.ball,uff@layne.com
........... .................. JI
............----
VILLAGE OF MOUNT PROSPECT, IL
2,015, WELL & PUMP PREVENTATIVE MAINTENANCE
TESTING REPORT
MOUNT PROSPECT WELL #4
�ne
LAYNE CHRISTENSENCOMPANY
William ill'am BallLiff, P.E.
721 W'. I'llinals,Ave.
Aurora,, IL 60506
630,.897.6941 phone
630.897.6976 fax
wl I I I*a,m,.ba I I uff'@ I ayne.co m
,
................. .......... .. ................................. .....................
MOLINTPROSPECT" WELL#4 2/7/2,015
PMT'ES`1" 1/27/2,015
WEL1.CONSTRUCFION
1949,
Per ISWS Bulletin 40
'Well#4 constrUcted"in 19491 by,S. B. Geiger
13 JI/4"' ID cemented case frorn,+T'to 43,5'
TD of 1370"-Galesville
'T"est pump se,t,to,42'0`wifth,268' static level.
20,how Itestfinishing at405 GPM,, 318' purnping leve),SpQ 81
1958
,FFI,er ISW'S Bulletillb,40: Pump is,set to,500% 500,G'PM caplacity
1972
F1r JP M,Oler,pump proposal letter of 7/10/72 (Layne record,file),':
'We 11#4 has 12" open hole below,43,8' (bottom of"'1,,3 1/4" 1 D cernented casinig'
to top of]iner at
8,55"as,measuredi by-JP,M;ifler., The liner tssupposed to be 141'11ong.
P,Unlp is set to,8001,
Propose to s,et pump to,950"
Proplose to rernove,10" linerand ream hole to "12"'to 137YTD
Suggests extend'ingwell into Mt.,Sirnion aquiffer
Per,JP Miller letter,of 9 2 IN
/18/7 , (Layne,recorid,file).
Fizave finill,shed reaming,hote to 13"to 1370'TD
Rexornnwi'id,extendinl into Mt.Si'mon aquifer,
Attached note
,, undated, TD = 1950,('Mt.,Simon), pumpset to 950"
C U R R E N'TLY I NSTA L LE D P U M P EQ U,I P M E N T
Pe r Layne,records:
Ideal 300 HPldea4 VHS rnotor,460V
r
"' mp head not recorded,
l(BO"of 9" &8" x1 1,5/16"' x T"oil lubrIcated column assembly
1.,,,;,,)yne,&Bowter 15 stage 11,DWEH bow]assernbly d'esigne,,d for 8,00 GPM al,1035"TDIH
AIRLINE
The We,44#4 a"fline appears,"to,b,,e,,,, Opefating cOrrectly.
S' TIC LEVEL
Cttrrent recorded static is 500'
Availatle,slati I c water level log
,194,9: 268 when first conStructed,
1,958,.: 4,30," (ISM,Bulletin 40)
19,18,1-0, 840' (Layne pump repair and test)
2015:1, 500' (Lay'ne, PM test)
Il`
Currelnt spedif"' ,,Calp"acit"Y'is .2 /ft-dd (1142 GPM, Mt. Simon)
3.4 MIT' F A(9,63 I V
20151- ul�"�t l (1142 4I PI I O .,, S N 7E r
PUMP MAINTENANCE
Previous to , Layne, hfaiscord on p,ump m,aJ ,
u ��,iii ; � " to; Layne, n " �niI repair sibice Layne repa;irin '1983
DESIGN CURVE
'T"1he pump is operating a pproxima ily 20%offthe L&,B,11DWEH pump curve,TDH,.
MOT"OR AMPERAGE
'`'gym f� I. G � ir unbalance,,
lc
BACK, I
C,t,irrrentl motor backs,pinis,2minu,tesanid 36 secoinids,
vo f. p
1'9834-rninutesari4 40 seconds,
19,84: i; 1 4' ' s :nse,conds
LUBRICATION
R't,i n�n fling o 11,d ro pis ple r ml'n ute (D?M) a re 68
Standing i are d
I N 1.1 N EM E'
Thie Wine mieter
lin , GWIlascompareldtothe orifice., re.�Idilng of 114
SAND CONTENT
Tuc r ` a n I V i f sand througho�ut' etest.
OBSERVATIONS
From i dIatlal, III I0 ' . ', tic Il veal s relpresel ativef the
fAlounct,P'roispect airea'sdeep wellwater,table'. Sharp steady decline prior to,,,with sharp,
t"ez,,covery,after, lake water'n,troiduct"on to the reg"oln,a the primary,water,sup,,ply source.
'rr,rotlin,
U;.V"'I la a V e 'la"nwvri 4' i' V.. :...°. % I l,.',, i ',. Iile d i,ai;. is a"", I'" 'M" r"; -„ IlI's
intended
,, d;
Wei
From' le data,,'thle pumipIhas not been remolved for rn-aintenance since a ; r um
Purnp IS,producing morelwaterthan ign butis offits, e � curve by ap,proximately,
2
l cy° -)r rtinning artn l `very,'high,
,; m over the,
t
� I� �. os e r cMrd �""�' E `360 after °, i a u i, 1'
ic ks, l i i u (the 'rv. it !. WP and aft to '.. rest d'isenga�Ig,,,e,im,,lei,r"i,t,,)
s recd t 2"36"'as,compared to the newly repa,illred pump,s bac s ,"n :teas o
h
'111"I'v',`iiillgh a�° s may, le also bea result of'worn motor bearings.
,� ' i ,reared capacity can, be att'rilbuted to the posh lake water ris,ein static lovel e
� ut:)isequent i i pu g level, �; consequent t edine,i �he pumping,,Ievel
coi nponent of total dynatintic head.
I -flsove:ry flikely that the above ground head; (discharge pressitre,at,the wetl head)
corniponent,of totaldlynami,c headhas also,been reduced since-the adve,,nt of lake water
,,e,, pum.p d it s- h rg no a �servoirl in,stea,d ofa ae t e'n.
The,declinein,the 'u "s foim,�ance as plotted on its d'iesi g, c , he phi, hpiers in ;
an s, a, d(perhaps)t ale de ' nv,in h,baa:c ks,p� , �i; "i.,,e are idicabins of Pump ee'«io on and
4"n-pefda n e,tthe shaft's,s ti
�"'If"'o li he i. volume produced
.i, e andthe hl h amps, holes:
I iP ,h" co ;'Vu. no tri
c s c" n not be ruIeld out.
"I"hese coinditions are not uncommion to a pump t4a, h n in operation.for over,tien,years
nci can USLtally!fie at a[buted to normal wear.
68 DPM r'linning lubrlcafilonis he high id of the recommended e 52 DPM but 15 not�.
operationali�� ���� � u little A� more oil,- vel°l� " le bit more �il cons[ f rin;
thie pump's limited operation.,
iO � io �� � ��°,Ieoedly� oil s hp
porn p hose I n I ineGeto recorde % less capa btyt ha n the test o,n�f ice at one com �a r,aa We
failure.,
e.,
„ ' � ", ;�,,, � l� concise � urs " n
'the,pump willfaJifi,
",,, °, s nin ' � '.ie,, v, ;,for cwt lon anic!previentative,maintfe.,nance.,riepairs
° o� ' c t ,petro r if cfb,Itl u re.
R IE
COMMENDATIONS
Budgettore.,move, pump o 'br N '� iii c ,,i�' ' ' y `I ' ( � „ ;I' ".
"I"h e r ' ; r will nvolve p,ump riernoval, rack
19
e 11 isassetnbly andclean up
m�odllfica,tions tha"t May(sbould)bieconsidered,
o - I ,repaire,d II "s,I ,eS bl 's Ali � I� w o r �'� � ,I
rb ° ,µ l F .
�11 ojed and budget.timing,should beesta l ins within context oifwellpump miainteniance
° d'a l resources 'well purnpma � � ice,pirimacy,a ndwit hi n'the ' ett e cond ions,
a r prioritizations of iv,-Villag 's other four operating,wells.
installing a dualfeed d ofie I al bed,s, a[l amounts of oil,d ' i uI rn p''s
1 ni periods i c v khat ill i Ic es, i � a activity.
.
;f
rev the r' , � �service,factor,rating.
.
°t , 'Mr ifthe,motor",s controll is"set correctlyforhigh µ�, . . i n,
I Vr v 1 '^WAn I".oto SII o IAI, m ,,,.^I®ti o V I b rat oWp
Maiiiritain/test the Jinline rn,eter for accuracy,,,
'r"' r eY or
�V�"�,, �ry�p� Iy���" IV operation
���°W f '" j�I`w m I,� w
"ry, N,w, IW' VMI,. m l� '�I- I �!! � i �V 'VI n s it ' I�� basis,"for,"any I �I�' ,�cI l (�I s � � m, �!RV��I� '", rf ord"�� VI
e rfo r,m,a Ince'.,
4,4 a, minim,um,conduct annualtesting.
WELLTEST DATA SHEET
any
Layne Christensen C6,mp
PROFESSIONAL SERVICES FOR WATER SYSTEMS
721 West 1111nols Avenue,, Aurora, Illinois 60506-28,92, Telephone 6301/897-69, 41
2,29 West Indiana Avenue, Beecher, Illinois 6,0401 Telephone 708/946-22,44
Job Vjl11aEe,,of Mount'Prospeactf It Well No. 4 Datie Tested 1/2,712015,
Locatiori Waverly Avenue Tesited By M., Poppen, R.McGli'll,
Dia,, of Well 13-1/4", Driver 300 HP,1 Idealk 460V
Depthi, f' ell 1898 ft. 1984 Mleas Collumn,& Shaft 911 & 811 x 1-1 S/16"x 3"
Length of Arfine 1050 ft. 8110WIS 15 Stage, 11 DI www
WEH
Static L.evel 500 ft. Manufacturer layne& Bowler
Orifite Size, '10 x 7 Serial No. 101698
...........
... . ............................... ......................................
Air,Gauge P,ump,ing Dis.Press. of I
iimte Pliez,(in),, G.p"''m (ft) Level Drawdown Lbs. Ft Head AMPS Remarks
330-
...........
8-40 29,,0 1104 50,115 545 45 40, 380-372-381 Clear
5 0 29,0 1104, 4�91 5,59, 59 40 9 651 368-370-379, 68 Dr` per Minute
1,m 0, 1,142 483 567 67 20 369-372-380 1 n 11 rye Motor 1050 G Pm,
31 w,O 1142 474 1 576 76 210 368-371-380:L
9 121,0 31,0 1142, 468 5,82 82 20 46 628 1 Clear
,WIDE OPEN VALVE
9,
. 15 -%,ear 1,2 5 31 0 1, 1142 461 5,89 8,
wNWMN'AYANWINWIXAln .............
9:3 5 31.0 1142 456 5194, 94, '15 368-370-380 2%Current Unbalance
c 4
4 5 31.0 1142 50, 6,00 100 15 35 629
-------------
mm mm H
r,12 KINUTE,,36 SECOND BACKSPIN
- ---------------- ...........
LIPW OWN IL.......................
SIPECIPIC CAPACITY 1104/59 1,8.17' NO STABLE)
..........
1142,194 12.11 (STABLE)
L ..............
nmmrAmmmmmmmmmmmmnmm....
7f —
UOTE: SHOULD THINK ABOUT SWITCHING TO DUAL FEED OILERS.
mmm- . ................ .............
.......... ... ..................
METER,READ LOWER THAN ORIFICE A'T 20 PSI
RUNNING AMPS EXCEED FLA.
000* i"mmm000ir him ------
...................
1w 01"WRNMIN fflffl
........................ ......... ......................................
OVIO
Mount Prospect all' Well of SI 4 Pump Curve
1200, ............ ............... I........... ......
.........
,,................
)44) �00
1 000 /r viii
..........
APO%,
...............
„� ,,, �".,,,;,,
MOO
wc 800
' {,
........ ri
it
...
01
600
..........
M
�aa�((f(cwmsrul "'fiW�w»aul�w I� uw' wwwuuuwwuwil
4,00 ......................../uf.. ............ .............
OF,
0
0
////...........
Id" ri
iii,ilii............
4"ow".
O)ARAO
UO
0
0 200 r II
1 , 1 Ofoo '12 0,0 140(0
F I ow Rate ('gpm)
......................................................................................................... ............................. .......
Design Pump Curve
(L&81 15 st I I DWE H) 11/3 0111,9 8 3 n ew w,1 1/27115 P M
Flow Rat7e Total Head Flow R; tc.;, Tot I Head Flow Rate Tbta Head ..F w Rat,e Total Head
0 1133 909 968 11,04�, 651
..........
1""1''1142
)7
I f
2100 1132 930 51 6,29
�400 1125
1095 933
F� DTgn,,�Pump Cc 1
800 103,51
'1000 930
1200 7,65,
CL
2
ammo,
N r
UA
v
100
w ,
,ter.,
L,I
»ter
W!
E: Ln
� r 01 Pis
Ln
w
�wYLn � ��
.. u. %illm�rw,y dip
if CL d
'° V-4IA
v°
Ln
CD Ln
LLV
ILn E rn l r
,r.
E � qui
r
f� rn
I%t 1w �
o
Z,
0 $4 r
Ln M
14j,
W, '
0
uO00, ��
gym.
yy � �
ro if9 ;� .mnenwinLn NII Yyyyu(u'w.,.
iMl�rr. Il a.,. ,�09m11Vc V/lr.
all -0
Ln OL `CL
CL
U,�' r
Ln
0
M �j,
L-I U, 0, %A I tn �IW . m 0 0 r
'01, a r4 u >< 0 W
10 i;
V 00
�
u g�k�xmmmmn
Y . v .1
^inn! MSP J,
d mi
" �^ �
0
C
4;n QL
cc
„w ” ,
MI u 4A ) W,E Il WII 11 �R
" I I E x
00
»;
�r u
2�
4,j E w
4Ij +-j
M
,, OL
tn C� ra
w
0 ,o
-54
y . .
��
�� Z'
> ,
.
0111 m 00 ll
ll 1*1 Ln 00 00
L cn, ailliN
rill a)cc, 00 100
w
. ........................... ....................
VILLAGE OF MOUNT PROSPECT, IL
2015 WELL, & PUMP PREVENTATIVE MAINTENANCE
TESTING REPORT
MOUNT PROSPECT WELL #5
maw,
yne .
LAYNE CHRISTENSEN COMPANY
William Balluff, R.E.
721W. 1111nol"s Ave.
Aurora,, 1160506
6,30.897.6941 phone
630.897.69761 fax
wilIia m.balluff'@laynexom
.......... ..........
110OUNTPROSPECT WELL#5, 2' 5,
[71,201,
PMTEST 1/29/2015
W E 1.1 CO N STR U iCTJ 0 N
1955
Per 15WS Bulletltl 40
We"ll#15, constructedin 1955,by'&., B.Geiiger
Z vi
cemmted cas,e,,fr�,om,sup f,,'a'cC,,�l'to�41,42"
1,
17' h,ole from 442"tro, NOS, "
1,61" 111ber from, 1008'to,1190"
16"' ho[efrom 1190"to 15810
12"' ho,leftloml 15'8, 3'to, 1822,'TD- 'Mt.Smon
Feb thru May 1955-well shot anod bai'led',
Mv'ay 2,14,1"wur purnp test,41
Static level, of'29,5% puariping level of'45.5a,t '1207G'PM(
Ir SpQ T5
Permane.mt,pump set tol 550� and designed for 1200 GFIM
19811 Pump repaireci by'Wehti[ng Well Works,
2 011,4, Pumprepalred by Muni'cilpial Well&Rump
01,,,JRR,ENTLY INSTALLED PUMP EQUIPMENT
ideal,500 HP Ideal VHS motor,46,01V
1
Pump head'not,recordect
Layne does not have access to Pump Installation Plan
AIRLINE
The Wel,"I#5 airline appears to be opera in correctly.
LEVEL
Current recordedstatj'c Is 255'1 GAUGE,but p u m pis,,ettii ng/a11rill,*ie j1en1gt4 Is unknowin,"
Ava,ilabl,e�,statlt water lievel to
19551: 21951" when first coti,, tructed
,1985: 740' (Layne record)
SPECIFIC,C APIACITY
Currtnt speclific capauty,I's I 5,,8,GPM/ft-d,d (973 GPM)
Av a
III b I e,s,p ed fi c ca p a,city if og
19551k, T5 (1,207 GPM)
19,85: 7.9,(11 0 2 5 G P M)
2015! 5.8 (973 GPjM)
PLJMP'MA1'N,rE`NANCE HISTORY
Previous to 1981,, Layne has no record on pump mail"'ntienance.
Availabierecordsto Layne'IP ndiciate pumprepairs in 1,981,a�nd 2,014,
DESIGN CURVE
Unable to generate comparative curve without pump data
MOTOR AMPERAGE
Motor running amperage is,withiril tolerance at 1%unbalance.
Run nin I
,g a rn ps a�re we I I be I ow fu I I I oad
BACK SP IN
Ct motor,backsnis 2, mi"nutesand 58,seconds
Avallable. rnotor backspfn log,,-.
1985:1, 3 i, `s �nd,44 seconids
2010, 3 minutes and IS seconds
2015#,, 2 minutes',and 58 seconds
LUBRICATION
VFiurinfn, 64 drop
g I �s Per minute(DPM)are 98
Standiling DPM— are 0
INLINE METER
no,, record
,SAIND CONTENT
The dischairged water ran clear of sand throughout the test.
OBSERVATIONS
S J
tat*c level,, purn,ping level and pump operation conclusions can not be,made without installed
I
pump data and air-kilne leng"th.
fir',,rom avai'llable data,,while Well#5's specific capacity,has,dechned 23%since construction,,
it, i's safis:factory forthewelf's Intended back up,supplypurpose.
iI
1,4,eprortedly,the pump Ws been recently rem,ovedl and repaired.
Motor, run,ning amps are balanced,and are far bes,the,motors fullload rating.
Backs,pin (the tifneit takes,for th�e motor and shaft,to,come to rest after disengalgernent")
wi-cis re;corded at 21 58".
98 OPM! runni'ng lubrication,would seem to be excessive but may be the unknown pump
tyrtanufacturer's recorn,mendation.
The it reservoir is mounted too-low.,
OVI's backing up int othe sit e,glass.
Reportledly,oilis not fed while the pump i's not in operaticin.
RECOMMENDATIONS
As;thil�'s pump,is recently,instafled,, iti's'ncit,a candidate for budgetand reepairs,for quite some
U,Me rticularly*n light of itslight use/back up status.
e Pa f It I
'Very long tetrrn planning would pilace prPiect and budigetin the twerity year, rangle
,Consider,instaIling a d'ual fee,d oiler, ismall amounts of oil during the,pump's
long periods.ofinactivity and tbat will increase DPM during pumpactivity,and p1lace oiler at a
higher elevation than presci,�,aly mounted.
M
Obs."erve the pump's cipleratibn cin a consistent bas,is,for any indications,of a declinig gtrend in
performance,,.
J�
At a m'himum,conduct annual PM testing,,
Ow WELL.TEST DATA SHEET
en en Co sm� paju
Layne Chrit , S
y
,?p
PROFESSIONAL SERVICES FOR WATER SYSTEMS
721 West 1.111nois,A,venue, Aurora,,, Illinois 605016-28,92, Telephone 630/8976-6941
Beecher, Illinois 60401 Telephone,7081946.,2244
229 West Indiana Avenue,
,Job vl! e roe ct� IL WellNo. 5 Date Tested 1/2,912015
Location HiUhlandf Street Tested By M. Poppen, TI. Doubler
Dia, of Well 1,810, Driver 5100 HP,, Ideal, 4610V
Depth of Well N/A ft., Column&.Shaft Unknown
Length ofAirline N/A ft., M .
Bowls, Unknown
Sta,tic Level N/A ft. Manufacturer Unknown
Onfice Size 10x7 Serial No.
Air Gouge Pumping, US.Press. Total
T'�IIr E I lez.(in) GRM. (ft) Level' Drawdown Lb,s,, Ft Head AMPS Remarks
FLA=$32
11.30 1&5 833 '141 N/A 114 60 1,238-244-239 Colupe of,Flakes,of'Scafte I
16
Cle833 134 N/A 121 60 ari
LILA 16.5 8 Drops Ler Knute
11 1 50 833 123 N/A 132 60 1
........................................
'12:00 19.5 906, 114 N/A 141 40
-------------
1 „10 906 fill 101 N/A 0 No Sand
'157 401 N/A Clear
1945 906 98 N/A
WIDE OPEN VALVE,
1Z,"30 230 1 983 91 WA �164 18 247-2151-248, No S,and
7 H Iii PIMP N
12
1,68 Cear:14.0 2Z5 973 87' N/A 18 ISI/A l
I
_T
PUMP RECENTLY INSTALLED BY'MUNIPAL WELL& PUMP.
..................
2 MI I N[U 58 SECOND BACKSPIN:.
��SPECIFIC CAPACITY = 8331,132 6W NOT STAB,ILEJ
9061167 6.8 (NOT STABLE)
'low 91731168 5.8, (,NOT STA13
-----------
NOTE* OILER MOUNTED T00 LOW. OIL BACKING UP, INTO SIGHT GLASS.
S,HOUL,D TO DUAL FEE,D OILERS.
........... ......
...................
00 00*
............
0, fin
CL
0 Pvt
z fS
0
0
LLI
ce
z
LIJ r
IAIJ 00
UU, 0 0110 Ol
4-4 V) ro
CL. 4-J CL
M, po th
OKO co:
Ln
Z>,
- 00
5 qT N
(Y)
Ln
Lr
tA Pi 0
ra
OL
u
rq r s*-.
AVIII < 70 f MY MTI rNN
(41) 0
Lail
4+-J
IKIU m
CO LLIL ltr M
471f 00 a,
Ou
E
00
Lad
CD U/n
CL 14-J
0
141 2
c�
z
CCIL
0 00
,W I TrH
Ci Z 4*4 cc
mitt nm >-.
2 FM
0
Lf) LLJ W C>
Lin M.
Qw 00 E TO,
0
Lfn CM
z
crNq si-
LIP)
Tim
7E
0 00 u tin
00 tj c
zn 4) WWI C!
0 lcx 0 (n Lf)
w Ln
Lin
CL
QUO Qy- pm cc vo .40,
QV
n.
%Pm OF, Kt 4)
pm 110
CID i— U- OL
Ul 4-4 tA a
cu Ow
tin cc
0 0 0 OL
cL E M u
wil 0
LLJ (V
CL co cr Z CL cc __j CL CL
COL
tf) Liii Luf)
Ol Ln 00
ai M 0 'a)
rIq r`4j
r4
UJ
ul
100 cx) r-I r-i
'UP) ch 40-4
0) cw) c)
r T"
-4 T-4 rrN4 04 ON
.................... .......................................... ...............
VILLAGE OF MOUNT PROSPECT, IL
2015 WELL & PUMP PREVENTATIVE MAINTENANCE
TESTING REPORT
MOUNT PROSPECT WELL #11,
. 7e
LAYNE CHRISTENSEN COMPANY
William Balluff,P.E.
721 W. Illinois Ave.
Aurora, IL 60 506
630.8971.6941 phone
630.81917.6976 fax
w'*il111,1*am.ball�u�ff@I,ayne,.com
l
..................
111 R WE L.L#11 2/7/20,15
MOUNT R OSPECT
PMITEST 1/27/2015
WE L L C,0 RSTR Ua 10 N
Lay'ne hais no record of we'll consti,ruction olther tban Well,Test,Data,Slle,et 'nforimiation
retai ned Vi 11 1 a ge, rn e,rin o
1980 Village, nieamo- Herb Weeks:
Orlginal'TD was,14-45'
JP Miller ha,dlost tools in well in the,past-TD 1400'
we''hlin g C'Urrently working oin well, -s nd balling and can not go
,a .t beylonild metal at
AIR - new'T'D
Attathed note,1*ndicates new pump Installed in April of 1980
19911, I-ayne'Well'Test DaW sheet indicates aIrlinelength of '11,030"
1.9,96 Layne We I 17'est,Dal,a She,et indicates,20(x 16,well construction wit,hi a TD olf 13,45'
,C U R R E NTLY il N STA L L E D P U MM P E QU I P M E N T
Per,Layne reco,rds:
Ideal 45,0 H? Ideal VHS,motor.460V
Rumphead not, re,corded
9 1 10' of 10 x 2 3/16,x 3 1/1 co I u m(n a s,s.e m b,ly
Layne & Bowler 12 stage, 13DWH bowl assembly desiignedfor 11,00 GRM at 740''TDH
AIRLINE
T'he'Well #ll, aIrline appears',to be operat'ing correctly.,
ij-,e inst Red with the pump to
However, when, is pump was repaired in 1996,two i ines we a
t lh" a"rk
pump setting al 910,0,
Neither airline fttnctioned.
,A n e w a 1 rl I n e W a S s u bs eq,u�,en t I y ""fis,he, d"d ow n t h e a n n L,,i I us to 700,
The'700' airline length was juvIlled for thhe 19,96 test data,aM this,2015 PM test data.,
S"TADC LEVEL.
Current recorded static'J"s,530"
Avalllab,',Ie,static,water level log
1,972: 1668"(JP Miller Wl DS)
199,601, 570' (Layne pumprepailr and,tes,t)
P
2,015- (Layne, I M test)
SPECIFIC CAPAO"'rY
Cu r rie n,t s pe c'l'f*1 C",ca,Pa C`ity I's 17.8 G P M/ft-d d 12,64 G P M
Available specific capa' dity Ilog:
1,9 7 21-4 10.9(1000 G P M)
2 0 15- 17.8,(12'64 GJ)M)
NAMP MAINTENANCEHISTORY
P'revious,to , 972 rd on pu i�p,n
'i Layne has no reco, n
v n e.
Avarer
ab,le recordsto Layneifndlicate pum,p repair"in 19"72 (pos,siiby a new well and pump,)and
'199
u
The pis,oerat-,ibg v"irtually,figbitthe,MB 13DWH curve.
'firO R
PE RA G E
Motor i ii ri am,perage is almost perf',ectfy balancedebelow FLA,
BACK I
Current s-notor backspin is 3minutes-and 24 seconcts,
AvaAllable motor backspin log.
1: y minutes ands 52 seconds
1-996,': 43minutes , E seconds (repaired pump)
2015: 3 minrutes and ,erig I
LUBRICATION
°utiiinin oiIdrops per minute (D'PM)are V
Standing DP° gym, 01
Norecordof
SAN D CO RUNT
v d"Ischarged wa,ter ran clear of sand throughout the test
OBSERVATIONS
The. airline's,questionable
w " �ver, lei l and r own ata calcul ` * I is
representative of Galesvi'l ells in this I i ',
Thwrecorded preando �lake water" ts,also repres,entative, fhe area's,Gale,sville wells,,
eco ` :t, ' i s,tl s Stati "'level: has. ev `40" since '1996
From avai,lable data, 'Weli#,"I''"I's SPecific capacity indicates that the,well!has confinued to
ifto ry'f��o r t he we I,I"s
develop snce 1972 (desptte Iost,toots Il]
n thie,we ),and isveri
y sciits, a
,�Jc
iate*nded backup supply purpose.
From availabIe data, the pump was efther new,orrepaired in 19,7,,2,,, repaired in 19,96,,an,d:has
not beenrepai"red since, 1.996.
Th e,,:p,u m p"s o pe,r at io n h as,not d'e cJ i ne d fr 0 rn�a nd/o r i s th e sa m e a s'ts 1996,perfo,r m a nte.
41'anced and we,111 betow the rnator"sful] load,amp Motratingor r .unning amipsareve.,,,ry ba
Backspin (thetime ft takes,forthe motor and,shzft to cometoes ti�sengaglen,,ie nr�t)
positI
waserecorded at,T 24" which is, hive comparabletc,the repaired punip backspin time,
1,996.
120 DPIM runnin lubOt
g cabon is dec,id�,e,dl�,y,ex ,c,e,ssi,�ve,corn,pareud,to the ern an'W"acture,,r S
rVXonilme:ndation of 47.
H,Powever,,giverithe',p,ump's,status,as a back up unit with lengthy down flme,Village
1
Operations may have deerned this am,ount ofo`1I as, ec'essiary.
It Is, n,ot an operational issue ot"11her than u&ing a little bit rn,or,e.oil.-a very,little bit more oll
consi,der-inothe pump's timfted operation,
Reportedly, oill isn,ot fed white the pump Is notin,opera ion.
Bvai!dat,a,the,pumparid w,,e,,I'I,arse,�,oGp�e,ra"t'iI IS�II I Isthat re-qulre large scale pump
�ni,a,�inte ma n c
RECOMMENDATIONS
As this pump i's operating as it should,, it is not a,candidate- for,budiget and repairs for'qLj'te
some fime, particularlyin 1111,ghat of its Ilght use/back up status.
o ng te rrn PI an 'nnge(2,025).
ng would plac,eproject,and budget"'n'the'ten year ra
C'ons'lderinstalling a duall feed di'ller that,wilifeed small amounts of'oij during the pumip's
long periods af 11'nacbMity and that WJ I I Jj ncfea se DP M d un'ng pum pactivity.,
Observe the pump"s operationon,a consi.sten't basis,f'or any,undications,oIa decItinitig trend in
pe Ofo rrn a nce
At a rn,inimum
,,condu�ct annual P''M test,
'WELL, TEST DATA SHEET
Layne Chri'S' tensen, Company
PROFESSIONAL SERVICES FOR WATER SYSTEMS
721 West,Illinois Avenue, Aurora, Illinois 605,06-2,892 Telephone 630/897-6941
229 West,Indiana Avenue, Beecher, Illinois 60401 Telephone 708/946-2244
Job Village of Mount Prospect, '1L Well No,, 11 Date Tested 1/27/2015;
Location Mount Prospect Counta.Club Tested By M Poppe,n' B.McGi 11,
D"I'la., of Well 20 Driver 450 HIP, Ideal,, 4610v
Dpth of'Well 13,45 ft. (I 996Column &,Sihiaft 10 x 2-3/16 x 3-1/2,
Length of Airline 700 ft. (Pump Setting 9410') Bowls 12 Stage- 13DWH
S'tafic Level 530 ft. ManufacturerL,a ne& Bowler
Y
Orifice SlIze, 10 x'7 Serial No. 96-10287
Air Gaugel Pumping Dis. Press,. Total
Drawdown Lbs, Ft- Head AMPS Remarks
.........................------
FLA-4818
1,145 34.5 12,0� 124, 576 46 40 1 276-280-2781 Clear
1,'1 15-5 34.5 1204 1�09, 591 61 4 0 92 683
276-2,79-279" 120, Drops eer�
12 ,,5 599 E Minute,00 3171 1256 101 11 6j'9 0
..................
1'210 37.5 12,56 100 600 70 P22 nOjj, 46 [7�46,
21DE OPEN VALVE,
264 18
12 15 38.0 11 919 601 71 276.276-278 Clear
........................
---------------------------------I
.................
3 MINUT'E,,24 SECOND XSPIN,
SPEC'[FIG CAPAGITY � 1204161 19.7 (NOT STABL
1256/70 17.9 (NOT STABLE)
12116417111111111111", 171.8 (NOT,STABLE)
NOTE"Is' 1996 TEST SHEET INDICATES AIRLINE FISHED IN TO,700".
.........................
NOTE.: SHOULD,THINK ABOUT SWITCHING TO DUAL FEED OILERS.
......... .................
.....................................................................
e
MountII
Ii
, Prospect Well Noi,, 11 Pump Cury
-"',........ ........................-'1"'---
1200
0 IF ij
I,"o,'—wommi.
1000
..............
800
W"'111
........I.I.I ...................... ...............................................................I I I.........1 1.1 ............I....................................................I —,-............If......... ......................-............
600
E
J
...............................................................................................................................I..........I........... —............................ 116.............. Wool;
0 400
200
0 J-
01 200 400 600 8010 1000 121,010 140:0
II Flow, Rate (gpm')
Design Pump Curve
'1127115 PM
(L,&,Bf'1',2 st,1,3DW'H)�i '7124 96 new bowl
Flow Rate, Total Head 1:11ote Kjc',,�ad Bow'Rate Tota,"I Flesd Flow ,Rate Total Head
I 00"A"M
�4'04
0 1020 1200 7 11,1 1
00 10,00 12 3
668-1, 1256'
60110 960
800
1000 81,20
1200 7120
1300 640
Ith cc
LU (w,
LUD
101r) Z
ch
00 CUP
M 117r
W
MY
ccxc
Qu
of
I
Z2
c( >
CL
W,
Z Un 00
c rN
0
00, MY An
4Z
LA
0
MY (cirl, C07)
MY CNN
CL
C, (010 E (C) LA W
fm
MY fy) M, carl I1
Y MY, MY N IN
I
W VQJ H
E
0
clt 10,
OY
W
JOE
CC 0
0,
Ln un
M
4
E
COO
CQU COKO
2", CD 7-01
D! 44.4 4�f
CLI 100
In ry
z
C) (A
r14 u U), T-A
LA
10) co
COULn 74
Lu �00�1 cc.:>
C 'm W LLD
4 (u
cc:
to
>1 0 tw cx
liz) c
3 c: ILn
2 c 4-J
m 10 10 aj,
4,1 -0 Lfn 4-4
Lot), 0 41 CS
0
CL, CL Qj
0 41-0 n
0 0 T*
u qj, 9 = 0
V-1 1 0
W qc ro 73
— 0
Gj cd c
Q. 0
Mr, cE0
EF
0 tn tA 4-0
Ln iLn :
ILA, w
0 >
00 Qj
1
u mc
Q)
0
U11) 4J
law, 0
a, 0 r-1
tm C'14
161 0 Ln E 1
W cl 'QJ
Ln
0 73 + 0
'E co E 0
Ill.) MY
Qj
40 :E
10 C!EE' c:tw
ccm -F0 22
10 m <U co 11-01Ln Ila) Ln
U S' 15
< -y
c: M -c " '.=
>-1 QjI m > CL
2,
CL" 46J uj Im
> 0 .5 -j W, 00 CL Q- co
01
W, ai C07)
ML M Cat) co:
U-1 rqr"I
Lp
00 COY) Call) V4
cr) 0) (7) cay) CD
......................................................................................................................................................... ....... .......................................................... ...................................................................................... ............................-,", .................................. .........
VILLAGE OF MOUNT PROSPECT, IL II
2015 WELL & PUMP PREVENTATIVE MAINTENANCE',, �I
ail
TESTING REPORT
MOUNT PROSPECT WELL #16
�ne
LAYNE CHRISTENSEN COMPANY
William Balluff, P.E.
721 W. Illinois Ave.
Aurora,, IL 60506
630.891.6941 phone
630.897.6976, , ` fax
wili'lam.b,alluff,@Ia�yne,.co�m,
............... .......- ....... . .................... ............
M,OUNT'PROSPECT WE LL#16 2/7/20,15
PM rES"T' 1/29/2015
WE(.,,L CONSTRUCT]ON
19 72
Pe r",J P M t I le r,wel I s ke tc h
Well#16 constructedin 1972 by JP Willer"
casing to ,1036", ,"15"''o p"e,n,holeto 1,961,"TD
CURRENTLY INSTALLED PUMP EQUIPMEN'I'
Per Layne records.-
ldea� 500 HP 1,dea]VHS motor,,460,V
Pultryiphead not recorded
950 Jof,10 x 3 1/2 x 2 3116
Layne& Bowle,r 1.5stage 13DWEH bowl'assembly designed for,1350 GPM ait 960''TDIA
AIRLINE
it
""'I ti,-e Well,#16 airlline.,Js notfunctioning.
The,airline,will pressurize but not relea�,se,,'I"ndi'cat'ing,,th,at,th�e fline,ts not open.,
1
3'iATJC LEVEL%
Urtable to record,ctirrent static level,
Avai'lable static water level log
19'79:' 659" (J,P,Miller W'I""DS,),,
-983 815 (Layne pump repair and,test)
19 9, 9 492'(Layne �pump repair and test)
2004: 470"(Layne record)
111"PE01FIC CAPACITY
Unable to catculate current specific capacity,
A v;ail Ia 61 e,s'pe cif i c ca p a c i t y J 0 g
1979: 4.8(1,500 GPM)
1,983-9 15.0(1.391 GPM)
1999v- 14. 22 GPM)
PU hAP MAINTENANCE HISTORY
Pr'evlousto, '1979, Layne,has no,record on pump ma"Intenance.
Av"aiiable records,to,Layne,indicate pump repall'T's in 1979(possibley lst permanent pump?),,
1983and 1999
DESIGN CURVE
L)nable to plot curve data points
1hVIOTOR AMPERAGE
Motor running ampera,ge mwitbin tolerance at 1%unbalance.
F,�h.ttmi'ng amps are below motor's full load amp rating
BACK SPIN
Curren,t of backspin is,3 mlMites an,d'28 sconds
Available molor backs#ln log;
1981,A: 6 rninutes and 2 seconds
1999-W 3 nninutes,and,53,seconds
2004': 3 minutes,and 30 seconds
2015(0:, 3 milnutes,28 seconds
LUBRICATION
Runnll,'ng,oill drops per m1nute (DW) are 128
Standl'ng,DPNI are,0
1 N1 L1 N E M,E'T'E R
nro record
SA N D CO N'T'E N'T
The disciharged water had a fe.wgrains of sandthroug"hourt the,test.
OBSERVATIONS
Statican,d pumping levels.were,not obtained due to t4e matfunctioning airline.
D
0 ata points,for pl'otting on the pump curve are not available f r the Same reason.
Past recorded pre and post iake water data is repres,entaxtive of"the area's Galesville wells-
Shiarp steady dech"ne, prikor to with sharp recovery aftrer,lake water in'troducti n;to
the reggion,as,the,prima rywater supplysource.
From past data, Well #16's spectfic calcityi's st,able and satisfactory for the well's intended
back up,suppily purpose.,
From available data, the pump has been removed for maintenance "'In 147%, 198",
3,and: 1999
Motor rurini'ng amps,are balanced and under the motor"s-full Ioad arnperage.,
Backspin e t Itakes,for the for and shaft,to corne to rest after dis,engagiement)
was,re-corded,at 3"28" as compared tothe newly repaired pumip"s backspin time of
,3*58" in 1999.
Asia point of'punip capacity comparison, the pump produced 1,5,22 GPM agains,t�',58"ps,"I after
repairs,In 1999. Thie pump rpoduced 1,479 GPM against 60 ps'll,during this,year' , PM P
'I 'S
'The 1999 repallfs,Included redesign ofthe pump in consideration ofthe poist, lake water
recovering Gialesvi'lle static water lievel,by decreasing the pump s(::itting and removing 2 stages
'from,the blowl asse mbily,
128,DPM running Ilubricau"'on lis decidedly excessive compared to the manufacturer's
recomm, endation of 48.
However,, ,given I pump's,,,status as aback,up,uti t with lengthily down time,Village
lRI I t o o'las necessary.
Operalions may havedeemed thts almoun f i
IM
It is not an operational issue other than us,ung a,little,bit ore o'l-a very ittle bit,more oit
C ions ;I tion,dering the pumpl's I'mlited opera
7)
Reportedly,,olil is n,otfed while the pump is not in ope,ral'tion.
While, lack of'pump'l,ng le'vel, data precl,.uldes p,urr,,,ip,o,,p, t�i,on�,a;II anlys,is, the, pump's operation
apEears,to boe sal,fisf,"actory stn dt,"here is no in,di,catillon of eminent pump faolulre.
Given the lengtfi oftimesince fast,re,palf (16 years) ant],t1hezJ'ai'led aUrfineo"ttve pump is a,
f,
moderate candidate,f`or rernovai and maintenance rep,a,j r.,
RECOMI M, E N DATION S
Budget to re,move pturn p to perftorn) a ma inte nalnce intio n of"the,, ptj mp,com poi ' .
The project's known maximum and accurate buidgetscope will involve purnp remolval,rack
cos*nponents on silte
At thlat""uncture, decisionsmust bemade as to scop,e of corrtponent di'SaSSP-Imb,ly and clean,up
weighed against obvious necessary repairs and modifications thlat,may(sf'hould)be cons'Wire
,d
as to,the newor repaired plunip"s diefsign, (submersible,vs line shaft, GPM at I'DH', and
dep )thlof sIetting".
ProJect an,d budget timing should bell established wft,hlin contextof we,41 pump mainte,nance
tenance P,frimlacy,,aind within the pe,r peldive condirtions,
Cinfancial,resource:s,,wellplump main, 'S
and pr'io,r''iktliza,tfj,do4n,,.s,of thelVIIIIageS, otber flour,opelratil ng,wells.
Consider i,nsta Hing a dual feed oli ler thlat w�l I I feed sma I I a molunts of o i 1,durql ng the ptim p,s
I ivi
tong per"ods ofinact ty, andthat will increase DPM during pump activity.,
Observe the purnp,sf op,eration on a consistent basilis,for any,indications of"a declining trend in
P le rfo r rin,,a u.
At a nimuming,
,,coriduct annual PM,testi
ESL TESD DATA,SHIES
tensen Cvmp,
!i e rils any,
Layn
PROFESSIONAL SERVICES FOR WATER,,SYSTEMS
721 West,,Illinois Avenue, Aurora, Illinois 60506-2892 Telephone 630/89'7-6,941!
1
229,West Indiana Avenuet Beecher, Illinois 60401 Telephone 708/946-2,244
Job Villa e of"Mount Prowlect, IL Well No. 16 Date Tested 1/2,9120,15,
Location AIELnsum Road Tested By, 1M. Pop2en, T. Doubler
Dia, ol"Well I 6fff Driver 500 FIR Ideal, 460V
Depth of'Well 1917 k Column & Shaft 10"x,3-1/2"x 2-7
Length of Airline, 950 ,ft, Bowls 15 Stage- 13,DWEH
Static Level N/A ft, Manufacturer Layne& Bowler
Onfice Size 10 x'7 S,erial No. 102022,
.. ...........................................
Air Gauge Pumping Dis, Piress. Tota"
"Time Pi g. (in) G,P.M, (Ift) Level Drawdown Lbs. Ft. Head AMPS Remarks
FLA 645
AIRLINE NOT WORKING
8 a 1/81"' Sand Clear
�30 53.0 1493 N/A N/A N/A 4�O 4,82-495486
81-40 55.0 1521 N/A N/A N/A 40 A few�glra.!ns of sand
8"50 55,,0 '1521 N/,A N/A N/A 40 N/A A68-480-4751
i NOW
WIDE OPENVALVE
9:100 57.0 1548 1 N/A N/A N/A 312 A few,grains of sand'
W"h
9-10 57,0 1548 N/A N/A N/A 32 128 Dro2ws a Minute
w6 -------
9,1120 57.0 -1545 N/A NYA N/A 32 N/A A,few ins of�sand'
.... .................
................... ------------
91,25 5ZO 1479 N/A N/A N/A 60 470-4824,77
.....................
9*35 52.0, 1479 N/A N/A N/A 60 N/,A A few,2rains,of sand
.. .................... 4000 HIHOMMMMMMM
,,3 MINUTE,28 SECOND BACKSPIN.
-------------------
........-------------
............
l�
IJ .............
NOTEmi RECOMMEND SWITCH TO DUAL,FEED OILERS,,,.
----------
z
ULJ
tnCL
ul �D lqtl r-A
LU m rn M, 0)
tn'
C)
00
V) CL Ul)
Ul)
u
LIJ
Lil
N I
LI) in !�z .........
up) ol 00 0 0
loo 10 kD 00
Ln q;:t
0
�Dl
M,CL I00
Ln r%4
LLI �j- Lni
0 <
a),
0 rn
00
Ln ry)
C
V-4 1 m
Lnil 00
10 Ch, Ln
Z) cu
Z Ch,
cu cr)
cu m H,
E
cul IA w
u m LA
L/I,
rl irl, E E oo
0 1;*
C)M
E -C
CLI I CI) Ol -C C4
0 m
H� tW rH'
uj H
00
4-
Ln
Ln
-0
(Ul
IlLn V) 0 C CL
cu Ln S
"�IL ko, 4q a
m u
q) CL OL, 0
cn, _01 0 CO
4.0
E E,
0
CL E (A
0 CL 10)
:3 <
U-j
u 0),
�; w CL CL
W 00 00 0), 0 IH
CL cr) cr) 10) 10), C) 0
t-4 H rsi r%4
z rq r-4 OD 1�0 C),
0
N lz:Tl 100 r-
I m M a), 10 0
2 H IrH' r-t N r14
...............
VILLAGE OF MOUNT PROSPECT"'. It
2015 WELL & PUMP PREVENTATIVE MAINTENANCE
TESTING REPORT
MOUNT PROSPECT 'WELL, #17
Lyne +
LAYNE CHRISTENSEN COMPANY
William Balluff', P.E.
721,W. Illinois Ave.
Aurora,, IL 60506,
6,30.897.6941 phone
630.8,97.16,191716 fax
w I lia m.ba I luff @ IaVnexom
MOUNT PROSPECT WE L L 417 '2/7/2015
PM S 1/30/2015
ALL,CONSTRUCT ION
1978
Layne Record
1 co nstr c" di
1� '1 High c loide's
. Siam c n'ie ., to 1397'
c �sin u pini
1982 Much sane -Ili ', heavy sari
1983, Chlorides S tor"n
1,958
l 'll n � ��, - � p .s sle"t to,500",500cap acm "y
Rer LSV el, ecords
_0 4610V
Pump head not recorded
900'of''10"x ,3'1/2" x 2 3116,111 oil lubricated colwrnn ass,emblV
,C hhist en se n 12,s t age l
AIRLINE
The'W'01#4 airline,appears w ber operatingcorrectily.
STATIC LEVEL
,197 "; en fir tSimon)
770" a �,purn pi rep: r d'tees - esiville
'119.8,13,21:,,
." d I9.9(543-GPM,, Galesville)
le ille
"I - 13j.2 (6162 GPM,Galesville
1985:6 2,10.7'(850 GRMVI,Galesvill1e)
& Galesville)
('15,15 ,GPM,',,
Galesville)
'PUMP"Installed 1,981
Jui AIM 'r l IN" i 1982, 1:983 1 I
DESIGN CURVE
'MOTORThe purnpis,operating on J'ts curve to the far rilght.
Rt,t exceed niotor's fuilla ting by a iI %
BACK SPIN
yr
Current motor backs, ' I mintites and ,s ` 'oI
Available ;
Suva
'21(
o),00 ,,ffi,nutes and 5 / c ,
',' 5: 3, , IllF I s ;fid, ( elcond
°,unllg 'll drops pier minute' `aire 143
S 'i n °
i, , `I
SAND CONTENT
I ged water,produced 1/8"diameter sand "n quart far throughout the,tlest.
O S' TI
Ft"o..i"T"t available
I o u nt, 'ros e cto t rea" e p wel
, -' Sh a eady d ec I'i rid or to,,w, isharp
Fro,m ,a�vall�,ab,lle,d,a��ta,, Well$1,4's specific capacity is,stlable and satisfactory I,
p; J l ri o
° I�� ' �!ea , the p hay nod been e v ' for �a enan 'e since la',major purnp
did" l"I I V9YY'l n and o 'F WM icaw o n i 2000.
The
°rnp is operating on its curve and,tot ea liI .
v
Motorrunningamps,are ery high,approximately 8%overthe mo,tor s f 11 load aimperage.
s w e,re reco Meld betwee n 3 80 a nd 40 5 afte,r,th e,p u m p w as re pa red'I n 2000
BlackspIn (th i dI shaft,to cometo rest alfter,disengagrement)
_e firre ittakes for the motoir an
was recordeld atT 46"'as com,pared,tothe, niewl,"y repajre4 pump"s backs,pin 011me of
14' 3 5 I n 2 GOO err
I 11lwe startic�Ils,47'li�"$,g,hle,r than i..':2000 and is,a factorn the shorter,b;ack spin t'me but'it c,"Ioes
not.account f6r,allolf the,49 s,ecion,d diffference.
`7`1°ie1'�fllgharnps,irntay be also be,a result of worn Ki k° blea,
The 2000 repairs"Included redesign,of the p,ump to account for the post, lake water
r e cov 1 a 1!v e r,ing Gaiewill e static water level by,diecreas,'ing,the pump setting and
r,)le,vj billowl ass,embly,condit"Join of servicet
While"the bow"I asssernbly is peirformingspoton,the high operating, amps, and the dec!'Ine'41
back spib sugge.stsAm p(--.Nda rice �to the shaft rota moon..
rnbe,due to acc,umulatiblrl of impurIfties, over-the last,fifteeny,ears, 'n tl tub
he oiing
y
asseirbly.
"Thiscondlition, iIs,not necessarily,unc,ommon to a PIJMPthat has beenin operatiot,"t,for over te,,rri
143 DPMM runnin,gWbricatc ly,e. c psi ompared-tothe
recoffntn, endat,ion,of 46.
0
However", iven the,pump's status as a ba,ck up un.t with lengthy down time,,M111age
,f gI '1 11 tipm
Opera,tions may have,deemed!this amou;nt of 611 as necessary,.,
The 1"i"g''h motor amps are another clue, and posslibte syrnptom,that the dirag In the, lin(,,
(,f,,iaf't that requ�irefs greater 1ubrica,d
io n,
an using a 11ttle bit moreo"I -a very little bit
'I't is not(necessarily)an operationa1iS ,L C other th
11 i S1 I
H cons" "n,g
tore o
IderI the plump"s limited operation.
I 'ent pum, p failluxe,
TI ile elevated o pe rati riga m psare,d1stu rb'f ng"bUt th,ere is no in dtcat'on,of emin
� h e o0n,e r,h and,t he re, is n lo co n ci 11 seconcluslonfor a definitive, deterr"nination as,to when
t,"he pluinp will faill.
bri
"is pump isa candidate for remiov,ai f iinspe ct'on and Preventative ma Nn" enance, repairs
:Hot :o a,catastrophic fat"Itire.,
RECOMMENDATIONS
B Udget,to re ni ove pu m,p to pe rfo rm a m a It n te n,a nce i n s,pectio n of t1h e p u m p co m po nents,,,
p.,rolect's knPown max-irnrum,and accurate btidget sc�opei will involve pump rernoval, t,,�a,ck
coniponents,on,site,and!If,"ield 'inspec't.
At that,j(ii,n�,CtLire,,,di�e,(.-,,,',i�sions, rnu,ist be,made as,toscopt ofcomponent dis,asisernbly atiod clean up
weighed against obvious necessary repairs an,dmo,dil'ficationvs that may(should) be considlered
ii,ifsto the new or repaired pump's desii'gn (submier-siblevs line sh"aftO GPM at"I'DH,and
depthof setting).
Project and buldt,et timingg should be established within context of we'll putnp malmenance
At%
fiin,ancial resources,,weli pump maintenance primacy,,a,n,d within the pers'pective,condi ions
arid pr"I'lo;r4l.t�iza�tiolns,,,of th,e V111age's otber four operating,we[1s.
h
Cons'l&,t,installing a d,,u,,a,l feed oller that will feedsmall amounts.of'61,11 cturin
IY.
long peritods, i
of f':nact'lC'�v,l,t,yh
,an�d�'t ,at w"I 11 increase, DPM during,pdUMIP att"V$"'t
Rev`ewthe motor's,amp riating and seIrvice,factor rating.,
Dellermine ifthe motor's control'is setcorrectly for,high amperage pro,"tection.
Con,sid,er removingtbe motorfor inspection and restoration.
Observethe pump's,operation on a consistent basisforany cablocli 'trend in
pe,do rm a n,ce,.,.
Ata mInI'mum,,,con(lud annua,11,PM,testing'.
WELL TEST TiDAA,SHEET
L y ne Christensen C,on;pany,
a
"'wok
0A rr A
PROfESSION,AL SERVICES FORWAT ER SYSTEMS
721
-2892 Telephone 630,/8,97-6941, West Illinois Avenue, Aurora, Illinois 6050,6
2.29 West IndianaMenue, Beecher, Illinois 60401 Telephone 708/946-2244
Job Village of.Mount Pros,Epqt,, '1L Well N,ol. 17 Date Tested 1/30/2015
L,ocat on, E I m h u r,st Ave,n ue Tested By M., Poppen, E. Millier
Dia, olf Well 161f Driver 5010 HP, Ideal,,460V
De;pthof Well 1266, ft (2000 Column &Sia ft 1 Oto x 3-1/2"'X 2-3/16"
Lengtfi o,f Airline 900 ft. Bowls 12,S'49,e- 12CHC
Stat.,,lic Level, 473 ft, Manufacturer ChristensetFn
Onficie Size 10 x 7 Serial No. 428,91017
I
Purnping Dis.Press. Total Air Gauge!
FT7T'i,ma,e P j,e z, i n G,,,,P',M (ff) Levet Drawdlown, Lbs. Ft., Head AMPS Remarks
—537"
110 0
60 57'2- -57
5 50.,0 1450 377 523, 50 5188, 7� Clear
10,15 50.,0 1450 366 53461, 60 11/8"Sand
...........
ry
-67
538 65 60 139
50.,0, 150 362
10 30, 54O 1507' 357' 543, 70 40 1/8"Sand
4 0, 54.0 1507 353, 547 1 74 4,0, 143 Drops per Minute
*�, 40
50 54.5 15114 351 549 76 92 641 Clearl",
*'IDE OPEN VALVE
"NOW mm"wwwomm"
/an S
10-155 5�5.5 15,21,18 349 551 '78 34, 5, 82-589-577 and,
1,1#05, 55.5 1,528 348 552 I '79 3rvrvmwwwmn4
�Ll,,1:1,5 55,5 1528 345 5155, 82 34 "79, 634, 1/8" .nd�
M�� ............. OWN! -------
3 MINUTE,46 SECOND BACKSPIM
TABIL
SPECIFIC.CAPACITY � 1450/66 22.3 (NOT S
I X1,4 .9 (NOT STABLE,)
1528182, 18.6 (NOT STA-BLE),
-7
N,OT'Ei,,-.- SHOULD BE SWITCHED TO DUAL,FEED OILERS.
7
mmw
..............
ply
Mount Prospect- Well No. 17' Pump ,Cu
4
'I...................................
1 f
j
10,00
rt
' ervxmymvnrmwmmm vrwwr niYWM,'if4jwruryyrpv wrvxr mm»r NW�✓�'✓H'?w+w�Jyrt*wl Wyawuu wuw uuu GN U�1468,00 4-
nMjn 1 l/NW��wrawrruruww+rw,v�.vu�m wWw mjffrw'�wyj^mmwp"" uew.mr.m
n r
w
I J
i
i
J
+I,
r �� ux'wwwwwwuuwuwiuuwu uuwuuuwuuuuvuvu.�ux',vu worn,r,w'rrvvmrrrry �IJa�rumw w'urrwwrsumwuuwumuuu uu UuuuU9�uuuwmvWYluniY1WWMW.uoiu��wr�,rl,cm•��wwmww"ur rww' wl sur r�wowwwiuwwwµ;Ww Urv�� m HyylX uwuwu w,U eaa nrw 11 . w uuu or "„'rvrvrwwmrvw-r�r�rnrnrrnr � ': pm,�wuvuuwwuuummiruwfmnm'mmwvwuu xwvu �xinn�.
9.a uvre�mvvmmri:;wnrvrrrrnm rmrmr” '
600
4 mwvm�iu'wrsrmNm,�r✓w vuwwmwouwrtw'awmuui u u u u ua e U u m mou mwwwmm ummmmmm
�aruwrwvw m�uwmwu wmwu�wm��wwwu emmmwn...............uwwr rnvwrrmry rwiXYF✓Wf w ,,, 'm'nn�mmmmmwmimmmmmiram.n+rvnnrfarrv,,;N>5'^'^w" www wc✓rtrtir✓;f;ir✓�,y!�.rarawwwv'fw��wwmrvwmxw uuwiwu uuwuwuwu mmuw wuwvl �,romA, WXY rrtwr ewrrtrraaw rra✓ww+ww owwwuwwui�uu��ue�mm mmmmnwununwrawm ry uam� m,r
yl„
i
0
2,00
y
II
f
pwww: -mm�mmmmmmm
500 0 500 2000
Flow Rater pm
',)
Desilign Pump Curve,
(Chr
',tensen 12 s
:. 0,9121/00,
9itu1%''yH/ (0N'( ew bo 1/30115 PM
Flow
Rate Totat Head Fow , . ,. l� Rate,
i, I
r .. Rate "t
1l
0 1056 V! MVi702
r 0 677
1000 948
. , 2
14,00 72
1600 SII
r
:D
iLn CL, <
LLU
0 LLI J >
M
N IUD
Ln 00 r"Ill 00
IN. rI%4
V-4 *w
V-1 N
CDC,
z
Ln 0
z E
W,
Ln
4-m r-4, trN14 TH
M, 4t
1W
c:)
Cal)
cS COW
LLP
Luf) 00
0 r,-Hi 0 00
LO cy co:
ail rV)( tin
0 rN,
co CL CO V-4
-c out) cc,
00 CM7,
cc r%4
Ln P
LLLU a)
f yn
T-
o rr-I Ln"
00
ry
Z, Ln r In 0
00 Q
0
00 rII kc
F-
(0: lfmy
co
r.
4
0
Q tj 00 1W. CO
N ONO cco
z>
tun
E
17) c
LU
c cr) M r141
--J 00
-j -01 Cal)
LUM E OV w
LE) 0
ra, 01 r-1
mill .7o 00 00 00 a, AWE Lot)
c� wo
EE
tm� ZO
(In U
CL
I (OL, LA
Qj
5 Ln E E ISO
0 0
LU Q. 0
1 4-
UPI M
-0 0 CU
C" 4w n Ln A
cE
a
U Ln 0 c
4 qj co, c
P- r%4
'CL
E E Zvi
0 7A is, w Q
Q 1:3 4-j 1-1
00, rm
w w cc, 'CL
ro,
E
OL E
C rn, 0 r1s, 0 0 10
461 t4 M t
m
r >I, IrIq 10 V 10 0 il 4—
E > > <
> M m 0- a >,
ULJ W �n W C� ro m w ULJ
x > to
< cl. Z C� CO CC: M i— CC U, CO F- W, CC 1--i CC CL, CL
rmy
0 Coto N ry, rrn
cc, r% co 00 00 00 00 c3l
0), al COT) m
Lr)
z V-4
w r%4
100, N UO), V),
co VH
01 00 00 rS4 00 N
in 10)
TO rx
APPENDIX B - WELL PHOTO LOGS
IIIIIII ulllllll BURNSELL
IIIIIII ulllllll uilllll IIIIIIII �IIII,I
Date: May 29, 2015
To: Mr. Matt Overeem
From: Luca DeAngelis
Subj ect: Village of Mount Prospect Well Inspection
Photo Log for Well 4
Photo Log for Well
If
ME
11111111 I I'
:•�°°°°°����������I a ul
i
I.
1,
l
�� uuuuuuuuuuuuu
/ r
r /i c oil
r�
r � i
rr r, urr r
I .psi
�j ra oir
/ r ,
/
/ l
,
r
/moo
� r
/
IJl
/
>I
rsU1��r
��� �j lili���i IlVlllil
�u
C I ��'IVi�r P�YV W�SCI.Ilu II i lu I I llll
1111111 fll III �Cyll�u���I "�
III ry I„uuum IIII puuuul l V�.
II dl
r
j
lr,
Well 4—Pump motor
pulljiiiiuuu ciionrc4�10 BURNS G "L
May 29, 2015
Page 2
...... ....
.... ......
/ii-2,
Al
/ 7/,,///
o/ls
!�f"./%////a ,%//i%!r/ilii rr//'„%%/ !j/ �" / /, ,//. '1
/M,,;,,, a/
..........
"iii ric
0 %��/i ri, it,/ / „//, "� ,/ %
lu
lza
.........
..........
lffl
..........
r(
rte,, .r ��������
I.
r / � r � r1 /� :.
ISI
rr
1 viii
r/r„� �/i��rr//..'�,,,,,;,;” „�// /iii/////,/!!!ilii//i��� ;,,,,.., f-„"
o
Bio � /
rr
r �
...rrrrrrr „/„ �/ /
r r
.rrr ,/
r / r /�
r r/ r � /
r _ /
rr
rr //
/ r
rr /
/rrrrr..,
r _ . / r
.......""" .... ...."., "....
r /
� r
�� r
r/i
f 1 /
...........
IIIIIIH
Well 4 Pump to waste valve (top).
e o d u 4�I11111111111 11111111111$111�11111111111 11
BURNS GDLL
May 29, 2015
Page 3
YAN,
Is/
Well 4 Airline pressure tank an pressure gage.
e o d u 4�I11111111111 11111111111$111�11111111111 11
BURNS MGDLL
May 29, 2015
Page 4
If
'' ;%, f"„
E Al/
r
li
� Irl l /�/ f � ,
r /,�/ � /�f/ rrr
furl
II IP
iii � �/ll 1 �� rr /
If
Well 4 Chlorine feed valve for the well line.
4�I1111111111111 u1I I,
e o d u BURNS MGDONNELL
May 29, 2015
Page 5
I
1 � �
�i NtMl��l,
i
1
J 4
uihJduuVdu�uu�Vl�V II���i1��"'S ouol��Pil�'Xi �IIII n�'������
r
�r
4
i
i
I
I�
Well 4—Rotameters for chlorine feed system. Need to label well and boost chlorine.
e o d u 4�I11111111111 11111111111$111�11111111111 11
BURNS MGDLL
May 29, 2015
Page 6
I`k
iii a
fi
iii
ilii
,,, /� r / %///%/ of O/ i / i
i �i ilii / / % ////�/ ,.
Oil / � „,/
/ iii/ /� r
/ � / iii / %/
ilii
1
as a_ f
iii /
----------
11,
IIS
� I
��� II
� . I
...... .......
f � �
f �
1
r.
t.
IIIIIIIIIIIIIIIIIIIII
VIII III
II
1 � l
Well 4—Chlorine feed system valves for the boost system. Need to label lines and valves.
e opulld u 4��11111111111 11111111111$IIS�11111111111 11
VIII BURNS MGD �.L
May 29, 2015
Page 7
/' /„ � /iii/ ,,f,� //%' �;,d"
�Ilvj
rr
!� ///,/� ��%/iii, % rr;;
rl� f�,, / �/ilii r/,
MI
/lir/ >„' :/ / �..,
Vii;% '%//%f�/
II
rr
„ iii/ ii// %/,.r ��� r / /i ,/ / ii
mA
ks4l
V,1(ill,wVlillllllllYll /!/
1 III
/ � ,moi i„ � ,,,, � / �/ � ��,�
,I II'I)
rr
,r
r,,, c r / �� rrr /
/_ � l // ......., ,ter/
Q��� ��.,I f�I I rr/, f „r,,,,,,/�,/e_e�./..i.,.r.,,r,„ioi../,G„�riiiir, .! v�r,�� �I���I��///////,.��iai���,
Well 4—Chlorine feed system valves for the boost system.
e o d u 4�IIIIVVuuu 11111111111$111�11111111111 11
BURNS MGDONNELL
May 29, 2015
Page 8
................. ndlwi
r «r„rJ � I � � I j
// f/ it IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII
moi ,Iwo
V 4u
rill /
1,
o
III
Well 4—Chlorine room. Photo shows chlorine tank, scale, and rotameters.
II a BURNSELL
Date: May 29, 2015
To: Mr. Matt Overeem
From: Luca DeAngelis
Subj ect: Village of Mount Prospect Well Inspection
Photo Log for Well 5
Photo Log for Well
„wi/
/
Ij i�i VVVVVVVVVVVVVVVVVVVVVVVV '
u��VVVVVVVVVVVVVVVVVVVVVVVV
���//r�1�0%O�a�o�ipiiv(nUArfir/dllaaeN�I,1/r Nr r�Jmuu�rA2�i��l�tvNh'fl1fh4J �P„ ,�r r%//
.i' f
3
l i
6
o, f
,1
c
/
J
/
Well 5 —Pump motor
jiicionrc4�10
MGDONNELL
May 29, 2015
Page 2
nn�iG
!
i
r !
i
W(eUf'N Nry iJfp ��/�
Aly/
hh.
i ilii/
NO
� r
9ii l
1 �
101/0 /
,;,,,
Well 5 —Ask pump contractor if this is an access port for a water level indicator.
e o d u 411111111111 11111111111$111�11111111111 11
BURNS MGDONNELL
May 29, 2015
Page 3
........ Al
Well 5 Pump to waste valve and piping.
e o d u 411111111111u Iuuuu u1IIIuuuu9
BURNS MGDONNELL
May 29, 2015
Page 4
�I
/ /rrr;
i
l
Well —Pressure gage.
e o d uIIIIVVuuu 11111111111$111�11111111111 11
BURNS MGDONNELL
May 29, 2015
Page 5
vy
................
mwl
A-0
�fj j viii// Oji �j�� �%/�`//���j///�/
��///iii/// ��//%��ji/iii ij���/j/��/r'/
/��t,,, �� ���/loll/,,�/�/ � ,
i�������„��/���/fi���� I I� f����m ��fig ��
Well 5 Dual feed oiler system for well pump.
e o d u 411111111111 11111111111$111�11111111111 11
BURNS MGDONNELL
May 29, 2015
Page 6
QN,
yy
f /
i /roll
,/ I 1
r1
, , r� H �rr
1.
ii
1/1 Ou'llrIP,
Well 5 Dual feed oiler system for well pump with sight glass for measuring Drops per Minute.
e o d u 4IIIIVVuuu 11111111111$111�11111111111 11
BURNS MGDONNELL
May 29, 2015
Page 7
JJ�����r %///i//iii//l///i/ ,ilii
eo;
"i 61
14
......................
Al
Well 5 Air line pressure gage.
pulljiicionvc4�10 BURNS G .L
May 29, 2015
Page 8
ROMIN/I
,.,, ti I�/, ii,/,/
sup e//�
"aw o MIN A0
Oer
rr
AAA
A AO'
0'
J11,
J11,
4ir
If,
VIA
rl lq g
041
rqg�,'f��
4,
'I(gy
a"I
flow��I�
II
JO
It
IV,
/ �/ � / � ///,,, � viii � r� a
............
I 1.
,I 1
X T",
It
W/
N
"'O'Ev iii
/ // 11 �/, � � j �„�/,���J o�, 9,;0,,;�, �r%/, /
IIIIIIIIIIIIIIIIIIIIIIIII MEN IN
Well 5 —Nitrogen tank for air line.
pull
jiliuuu c"OnVC410 BURNS GDONNELL
May 29, 2015
Page 9
�� � j l
�, �,,,/iii ii�� j���//
o
1
Well 5 T style flow meter.
jiicionrc4�10 BURNS MGDONNELL
May 29, 2015
Page 10
tvo�
'JON
D
Cil
OIL
OF
J4,
J,
N(VVIC 1,,;A",M0`"i� AT Nj,M F
VVT IN
1,4jSITION
Well 5 Chlorine alarm sensors. It is suggested to add a sticker or placard next to these
indicating the acceptable values.
e o d uIIIIVVuuu Iuuuu IIS IIIuuuuq
BURNS MGDONNELL
May 29, 2015
Page 11
I�� I
II� I
I
I I I
i
ill
I
� I I
II I
II
II
III;
I I
I
I I
I
�I
Illllllla��;�
L L�flll
III,;I
II
I
II I II IIII
IIIIYII I I /
1
y
r
n
I
I
I I I III IIII
N lul
I uuuuuuuuuuuuuuuuuuuuuu
J I IIII
/ ar
Ji
l �
r
i
i
�`� r' VVVuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuu
I I "Uri"�IJn�kijr��
f lu iu I p1V41111�1iu"I' �h,'�i Y�.
1 I IIII +11,�Y1
Well 5 —Chlorine analyzer(for SCADA).
4�I11111111111puuu ul Iuuuul uuuup '°I
e o d u BURNSMGDONNELL
11
May 29, 2015
Page 12
���%%//, s�lWilm��IIIII�IIIII�I�II�IIII�III�I���IIIIIIIIIIIIIIIIIIII�V lil ul���V'Q,�� / /.ii/
/ V���II IVVIIVI inrl IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII�IIIIIIIIIII��I�����IIIIII�IIIIIIIIIIIIIIIIIII`I�I�
rr IIIIIIIIIIIIIIIIIIIIIIIIIIIIII /
>ifisf�ii�� /� J � j� uuuuuuuuuuuuuuuuuuuuuuuuuuuuuuu �I i uuollllllllllllll �"
��t � „r IIIIIIIIIIIIIIIIIII
I
/ li II
�flllft le' ii � ,"
"/11I11,J/UfJJJ1111 %� � f �' j r� � � I �4 I'- ✓ I
it
IJ i
r .
i
r�
r /
1
YID
z
r r%
` /�/ ��� J% 1, /l�l✓cr/'r�r�r��,,,, i„ii///i;�/n%villi/�„ /
r;
r
/iiaiia�vi / >vo t'
i � Ire ii� ri f, I
qq ur
ri I
aye u{ i
Well —Booster station piping.
e o d u 411111111111u Iuuuu u1IIIuuuu9
BURNS MGDONNELL
May 29, 2015
Page 13
1
i
4
m' I,
1
Well —Exterior of booster station and storage tanks.
e o d u 4IIIIVVuuu 11111111111$111�11111111111 11
BURNS MGDONNELL
May 29, 2015
Page 14
fly 11r,
rrr
14
Ao
it i
Ir
i IM
if
J r I,r //
�, rr� / INN
(1A
,: , Vii, � 1 ;�,!
INN
��J� V��I�I / /� -a ° ///�/.'.-✓/6r✓�1 1/// -. l/ai.,..r,C ✓7�3��'�Jor,�,.
„/ r �, ,I`/ ..�r.-, �/f,r.-� /.. e rrr f-, ..�. �K;i,,,° ,n�.
fi
/ m r / ,� / I d r 1 r� / f
"o. .i!R/r,/,///i >/ �� l� / ,../ r�i r,.�,,✓.v'. 4.. ,r,,,.. rr :., rr H'�.1.,ar /..,, /
r!/// .� !�/, �r / � / � ,,,/ � � .ei 1...� .a Y fi ,1.4Y..a r� s, ,�
/.. r ,,,,/J/r„..,,r�/ii./r � .,./ ��, ,... A "� ,+�c✓ .�"9r,�, �.� ,.,�,rr r a..,rf,a�,<,
li
� r r / f r r r r
rvH
ll
Well 5 —Diesel generator and fuel tank.
4�I11111111111puuu III uuuui uuuup "°I
e o d u BURNSMGDONNELL
VIII I
May 29, 2015
Page 15
f�
rr )
r1���11//��r��rrGrrGrG��ror/oo��r,�rrlr�f�r�
r i
r
II I
/
0
r�rr�
I
1
i
1111111„
1 r/
1
r
/ r
r � r
I
II �
I�
I„
,
1 ,
1.1 I
t
/ 1
I h
r ,
/ I
i / I
/ � W
1„
i
1
/
/
i
.I
I t�.
/ r
r
i
/ u
l
r
/ r
J
t
r
/
/
/ r
/
/
f
r � I
/ rrrrrr
r
/
i
i
r
,I
i
rr /
%iii,,.....
l„
t/
/J a
/
/
/
r
/
r/ r
f
/
/
i
o
r
f
,II
Well 5 —Chlorine feed system valves. Should be labeled.
jilic"OnVC410
MGDONNELL
May 29, 2015
Page 16
llllllll
jj/ iilAll� I�y i /�f f�
III'
r
r)I
o i
/
ail G/rrrr
I r
11111111 I II. t�
it....,;; �11�111/Il���QU11 !t c?�,,,4 ir�r;✓� illjlllliulio���l„ � ,.
i
1)lllJJllf � ��r
` 111dfi�Il6�yf«6KSY�ry,� !"m'v 11 /� 1, / f%f ffy,✓r 1»,, ,i'm��i
,
III IIIIIIIIIIIIIIIIIII
1( �r rii/ii r
%e
r
r,
r/ I I{1111
/ff /
;f uuuuuuv�
1/ III
i
/ I
� I
Well 5 —Chlorine feed valve on for the boost line.
UIIIIjiicIIS onrc4I10 BURNS G "L
May 29, 2015
Page 17
II I VIII IIIIIIIIIIIIII III II
. II
/f
f ,�
,//. � / / /ii /iii::, � /
,........
II 4
III ...........
Well 5 Chlorine feed valve.
jiicionvc4I10
MGDONNELL
May 29, 2015
Page 18
r ,
I
/
I f
II
I
I
/
/
/
/
S /
/
/
/
r /
r /
/
/
/
/
/
I
.I
r
/
I
I
Y
� Y
r
I I I
I
ILII
/I
/
/
V a
/
/
/
r,
o/
J
I
/
� I
PI
/
/
/
r
/
O
/
�I
l /
r /
r
/ r
� I
I
r /
,
� r
lulu III
u
uVVV�4Vu u�tl Illof(lou
,
f.
Y
I
1 � /
I
I III'
I I II I I,I�,II
`,Ilpi' II III .I I (III
P
I
I 1 I I M IVI
I I
I
I
u
!
r _ /
II
I I
, I.
ILII
r / J
r
L
IY
I
II
r ,
/
,
/ o
t
J /
i � �i �, ri,,, /. % ✓iii /i„ r // ,,.%/,/�//
I,�ii��,r ", ✓ � Vii: rG 1 �/ �;/ � �;,,:.' '„;, �,,,/„,"//�„ %, /�,r,".
v
ff,�fj�� //Ir/,✓ � � r„,��%r �qr / ��%�; fir!��//��"j
/ ' ;J ✓ (((lid�rtrtII �A / �r�!1 r // ���1//%/„ ��/�/�'��„//�
II
II IIIIIIIIIIIIIIIIII
!
a /
r
r
II`lil u..r � II
l l
f
/
!/r r
Flu, I
/ l
i
I
Well 5 —Rotameters in the chlorine feed room. Well rotameters is on the right and the boost
chlorination is on the left. These should be labeled and setup should be standardized between
well sites. Note scale buildup on left rotameter.
Mount Prospect,IL BURNS
Redundant Water Supply Evaluation IMISDONNIELL.,
Legend
N /4
c f 1 n! J
/y
d I / ISO, Interconnect Location
N N/ IN
.. ar
r
/f N We
g a
IN
36-Inch 1111 ter Main
frsan
NNS N � o
n:
1Y
ry�,,a %", % �ff�%�� X111% 48-Inch Water Main
60-Inch Water Main
Main u Station
o,
„Nf
� Pump
NSMJAINA
J,U=.mlf—I i4 e„ "� "' i✓F .�w
dpl f r o1� 16-Inch Water Main
s
c
/ F
f
20-Inch Water Main
m .,
I' Alternative C Alternative B Alternative A
�Ilwlllllll�ll �ulllll„ollll�,�lll Delivery Structure
x
VIII Mount Prospect
lululululululmo , uuuuuuuuuuuuuuuuuul�uuuuuuumlmulm°°Imonnl uuu lr
feN f k
&A mom is,aim 036 in WM
ISII4-Inch
...
4-In h Water Main
II IIII IIID
uuuuuuuuuumululululu �� "�°„'
mouuuuuum
�NI 6-Inch Water Main
Alternative D
v
.� � I IIIIIIIIIIIIIII
8-Inch Water Main
l/
%�'"
Booster#5 °'I”. 10-Inch Water Main
I / IIII
16inWM
Highland12-Inch Water Main
hti„ I
R�
nae
I N
a mc) 16-Inch Water Main
ul
11111111111IN111111 Nom=UMOM
VNIUM a IIIIIIIIIIIII lusoONWO 14,
18-Inch Water Main
11=11111111111111111111 IW �q� �Il�ll�ll�llelll�llll I
r:1100020-Inch Water Main
lolololololol -, uuuulololmumuuuuuum�uuumololouuuum
Booster Pump Station
°�; P
�u o�o�o�o Figure 5-1:
III u,,
1�
nr Location of Potential
��IIIIIIIIIIIIII �II� I�IIIII Interconnections
r'J6!
A,_ F7.a III ,
�� //cat„ Illllnll � r ,.r,b%.,.. a
01O �Prw 0 375 7501 1,500 21250 3,000
m
Feet
Service Layer Credits:Sources;Ead,HERE,DeLorme,Intermap,increment P Corp„GEBCO,USGS,FAO,NPS,NRCAN,GeoBase,ION,Kadaster
NL,Ordnance Survey,Esd Japan,METI,Esri China(Hong Kong),swisslopo,Maprnylndia,0 OpenStreetMap contributors,and the GIS User
Date Printed:9/25/2018