20240328Application_Exhibits (REDACTED).pdf

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bob hamilton <[e-mail]>
Tue 3/19/2024 12:57 PM RECEIVED
To:bob hamilton <[e-mail]> Thursday, March 28, 2024
IDAHO PUBLIC UTILITIES
COMMISSION
Application for a certificate of public convenience
Syringa Water Inc.
Contact people
1. Robert Hamilton
phone [phone]
address, P.O. Box 1902 CdA Id. 83816
email [e-mail]
2. Jennifer Newton
phone [phone]
address P.O. Box 3064 CdA ID. 83816
Email, [e-mail]
Questions answered by number
1. Idaho Corp.
2. Idaho
3. Yes
4. Articles of incorporation and organizational docs attached.
5. No
6. There are multiple legal descriptions. Please see attached map of service area . Exhibit#6
7. Please see exhibits#6 and #7. There are no utilities which will likely compete.
8. See attached DEQ exhibit#8
9. John Shields see attached exhibit#av
10.The system is approved by IDEQ.
11. See attached exhibit#a5". Water rights
12. System is already constructed and in operation and presently provides service to 78 connections.
System is in the process of upgrading and improving pumping capacity.
13. We anticipate improvement costs of approximately$84,000 for combined years 2023 and 2024,
not including engineering and design costs. See exhibit#5^ Budget and R.C. Worst Bids.
14. Improvements in process are to be financed from funds on hand and funds already borrowed from
Sawmill Point Dev, and Syringa Properties. See notes attached exhibit 14,a-b See bids from RC
Worst exhibit 13-b
15. There are presently 78 residential users and 0 commercial users.
16. We anticipate a total of 117 residential users and one commercial user.
17. See attachment# 17. Production and use are the same.
18. See attached exhibit#17.
19. See rate schedule attached exhibit#19
20. Financial statements are not available for years 2021 and 2022. See attachment#20 2023
financial, and#20 financial and #'6 budget.
21. See attachment#21 customer list.
22. Customers have been notified of intent to apply for regulation by IPUC. Formal notification will be
mailed with April or May bill a copy of which will be forwarded to IPUC.
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3/19/24, 12:57 PM Mail-bob hamilton-Outlook
23. Please see statements and samples supplied by IPUC which will be adopted without modification.
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For further reference see the IPUC Rules of Procedure IDAPA 31.01.01.111 -
120. Idaho Code, Title 61, and the Commission's Rules are available on the
Internet at: www.puc.idaho.aov. The Rules that apply to water companies are
IDAPA 31.21.01.000 et seq./Utility Customer Relations and IDAPA 31.36.01.000
et seq./Small Water Companies.
An application to the Idaho Public Utilities Commission for a Certificate of Public
convenience and Necessity (CPCN) to operate a water utility in Idaho should
include the following:
Name of small water company (SWC)
Name and title of primary contact person Xdb h f 0-7
Telephone number(s) for primary contact / ©bey: A4) G6 ,1 V qO
SWC Mailing address 50
City, State Zip
Street address for SWC if different from mailing address
City, State Zip
Email address
Review the following questions and include applicable information:
1. Type of business organization that the SWC is registered under:
(Corporation, LLC, Partnership or Proprietorship)
//2. In what state is the company organized?
r`3. Is the company registered with the Idaho Secretary of State (ISOS) and
authorized to do business in Idaho?
/ 4. Attach copies of applicable by-laws, articles of incorporation and/or other
organizational documents on file with the ISOS.
✓5. Are there any affiliated companies with which the water system shares
office space, employees, expenses or provides services to the water
2of4

system? If there are, please attach a detailed description of the
relationship, otherwise indicate no.
/6. Attach a legal description for the certificated area to be served and a
map.
/7. Attach a map of the area showing the location of wells, reservoirs, water
lines, booster pumps, valves, etc. for your system. Also indicate the
locations and names of all public utilities, corporations, or persons with
which the utility will likely compete.
f 8. Attach the most recent DEQ Sanitary Survey (if applicable).
f"
9. Identify the Certified water system operator and certificate number.
l.i Is the system approved by the Idaho Department of Environmental
-Quality (DEQ) or local health district? Yes/No
Attach information showing the water rights license or permit owned by
the water utility.
`�2. Attach the anticipated schedule of construction including proposed date to
�' begin providing service.
13. Attach the estimated cost for utility construction and statement of
anticipated annual maintenance costs.
14. Attach a statement of the manner in which the applicant proposes to
finance new utility construction.
15. Number of customers currently connected to system.
}� Number of Residential accounts 7 4
l� Number of Commercial accounts 0
tz"16. Number of customers ultimately to be served by the system.
Number of Residential accounts
Number of Commercial accounts
17. Attach monthly water production data from all sources.
7 L08' 4rently
ch monthly consumption data for the various types of customers
connected to the water system. 9-�
9. Attach a description of proposed rates and charges.
3of4

Note: Separate rates between residential and commercial
customers' rates. Typically water rates are either a flat monthly
charge regardless of the amount of water consumed or a metered
rate with a basic charge that includes a block of water (000s of
gallons or 00s of cubic feet) plus a commodity charge for
consumption in excess of the initial block included in the basic
�� charge.
V 20. Attach a set of detailed financial statements (income and balance sheet)
for the most recent three years for the water system (one or two if new
company) or a detailed budget for a new system with no financial history.
1. Attach a list of current customers and mailing addresses.
22. You are required to inform your customers (if any) of the Application. The
notice should briefly describe the service area and proposed rates. It
should include the Commission's phone number [phone] and
mailing address: Commission Secretary, Idaho Public Utilities
Commission, PO Box 83720, Boise, Idaho 83720-0074. Have the existing
customers been notified? (Yes/No) If yes, attach a copy of the Notice. If
no, attach an explanation. Has the Company issued a Press Release?
(Yes/No) If yes, attach a copy. If no, attach an explanation.
23. Attach samples of:
Bill statement
Reminder Notice - Termination of Service
Final Notice - Termination of Service
Annual Rules Summary
Company Tariff -including General Rules and Regulations (see
Model Tariff 2008)
Company Main Extension Rules - (see Model Uniform Main
Extension Rule of Water Utilities)
4of4

RATE BASE(SCHEDULE "A"ACCOUNT 101 PLANT IN SERVICE)
Company Name:
Idaho PUC Case Number:
Test Year ended:
(A) (B) (C)
Plant in Service(Annual Report, pg. 5) Known Pro Forma
ACCT# DESCRIPTION Actual Changes* (A+B)
1 301 Organization
2 302 Franchises and Consents
3 303 Land&Land Rights /. ? y)r}p,
4 304 Structures and Improvements �Z o mo n I o
e
5 305 Collecting&Impounding Reservoirs
6 306 Lake, River&Other Intakes -5,
7 307 Wells e=5
8 308 Infiltration Galleries&Tunnels
9 309 Supply Mains oOZV `. tr'. 00-0
10 310 Power Generation Equipment Z, 01- -0
11 311 Power Pumping Equipment
12 320 Purification Systems -1 ot) r-eiy
330 Distribution Reservoirs&Standpipes —1'�Z, I
-M 331 Trans. &Distrib. Mains&Accessories ��j t?✓7 /� ,•� ,�i':
15 333 Services
—
16 334 Meters and Meter Installations
A—V V,17 335 Hydrants
` 18 336 Backflow Prevention Devices
19 339 Other Plant&Misc.Equipment
20 340 Office Furniture and Equipment ��J }
21 341 Transportation Equipment D © rJ
22 342 Stores Equipment C`.`
23 343 Tools, Shop and Garage Equipment (,i
24 344 Laboratory Equipment
i 25 345 Power Operated Equipment
26 346 Communications Equipment 2 �9 dam,
27 347 Miscellaneous Equipment , :s ;
28 348 Other Tangible Property
29 TOTAL PLANT IN SERVICE
(Add lines 1 -28)
Exhibit No. 1
Schedule A

RATE BASE (SCHEDULE "B" ACCUMULATED DEPRECIATION)
Company Name:
Idaho PUC Case Number:
Test Year ended:
Accumulated Depreciation(Annual Report,pg.6) (A) (B) (C)
Known Pro Forma
ACCT#DESCRIPTION Actual Changes* (A+B)
1 304 Structures and Improvements
o� 2 305 Collecting&Impounding Reservoirs
3 306 Lake, River& Other Intakes
4 307 Wells
5 308 Infiltration Galleries &Tunnels
6 309 Supply Mains
y� 7 310 Power Generation Equipment
8 311 Power Pumping Equipment
yl 9 320 Purification Systems
y� 10 330 Distribution Reservoirs & Standpipes
�( 11 331 Trans. &Distrib. Mains &Accessories
12 333 Services
13 334 Meters and Meter Installations
y- 14 335 Hydrants
15 336 Backflow Prevention Devices
16 339 Other Plant&Misc. Equipment
17 340 Office Furniture and Equipment
18 341 Transportation Equipment
19 342 Stores Equipment
20 343 Tools, Shop and Garage Equipment
21 344 Laboratory Equipment
22 345 Power Operated Equipment
23 346 Communications Equipment
24 347 Miscellaneous Equipment
25 348 Other Tangible Property
26 TOTALS (Add Lines 1 -25)
Exhibit No. 1
Schedule B

RATE BASE(SCHEDULE "C" SUMMARY)
Company Name:
Idaho PUC Case Number:
Test Year ended:
(A) (B) (C)
Test Year Known Pro Forma
Actual Changes* (A+B)
1 Total Plant in Service (Ex 1, Sch A, line 29)
2 Accumulated Depreciation(Ex 1, Sch B, line 26)
3 Net Plant in Service (Line 1 less line 2)
4 Add Utility Plant Acquisition Adjustment**
(Annual Report page 7, line 5)
5 Add Materials & Supplies Inventories
(Amival Report page 7, line 22)
6 Less Accum Amortization Util Plant Acq Adj**
(Annual Report page 7, line 12)
7 Less Customer Advances for Construction
(Annual Report page 8, line 22)
8 Less Contributions in Aid of Construction
(Annual Report page 8, line 27)
9 Add Working Capital (1/8 Operating Expenses)
(Exhibit No. 2, Sch B, line 21/8)
10 Add Deferred Charges (If any, attach detail)
(Annual Report page 7, lines 29 & 30)
11 TOTAL RATE BASE
** Only if Commission approved.
Exhibit No. 1
Schedule C

OPERATING RESULTS (SCHEDULE "A" REVENUES)
Company Name:
Idaho PUC Case Number:
Test Year ended:
(A) (B) (C)
Test Year Known Pro Forma
(See Annual Report page 3) Actual Changes* (A+B)
Water Revenues:
1 Unmetered 4"�
2 Metered-Residential
3 Metered-Commercial &Industrial �=
4 Fire Protection Revenue Jr.
5 Other Water Sales Revenue
6 Irrigation Sales Revenue
7 Sales for Resale r
8 Total Water Revenue(Add lines 1 - 7)
9 DEQ Fees billed separately to customers
10 Hook-up or Connection Fees collected
11 Commission-approved Surcharges collected
12 TOTAL REVENUE(Add lines 8 - 11)
Exhibit No. 2
Schedule A

OPERATING RESULTS (SCHEDULE "B" EXPENSES)
Company Name:
Idaho PUC Case Number:
Test Year ended:
(A) (B) (C)
Test Year Known Pro Forma
(See Annual Report page 3) Actual Changes* (A+B)
1 Labor-Operation&Maintenance
2 Labor-Customer Accounts {
3 Labor-Administrative & Gexieral _ t l - xs 09
4 Salaries-Officers &Directors q q 0V . . a
5 Employee Pensions &Benefits
6 Purchased Water
7 Purchased Power&Fuel for Power A U A
8 Chemicals
9 Materials & Supplies-Operation&Maintenance
10 Materials& Supplies-Admin& General
11 Contract Services-Professional
12 Contract Services-Water Testing d
,t wear k t tO 13 Rentals-Property&Equipment
14 Transportation Expense C>_
15 Insurance =�;;_ ;1 . 5
16 Advertising Lo C�
17 Rate Case Expense (Amortization) C) 0
18 Regulatory Comm. Exp. (Other Except Taxes) ' j -;�"o
19 Bad Debt Expense
20 Miscellaneous Expenses
21 TOTAL OPERATING EXPENSES s"
Exhibit No. 2
Schedule B

COST OF CAPITAL AND RATE OF RETURN
Company Name:
Idaho PUC Case Number:
Test Year ended:
(A) (B) (C) (D)
Amount %of Total Cost Weighted
Outstanding Outstanding of Cost
(Column A/ Capital (Column B X
Total Line 6) Column Q
1 Common Equity(Proprietor Capital Paid In)
2 Retained Earnings
3 Total Common Equity(Proprietor Capital)Line 1 +Lin
4
5 Long-Term Debt
6 Total Capital
7 Weighted Cost of Capital(Rate of Return Required)
(Line 3 +5)
Exhibit No. 3

OPERATING RESULTS(SCHEDULE"C"INCOME STATEMENT)
Company Name:
Idaho PUC Case Number:
Test Year ended:
(A) (B) (C)
Test Year Known Pro Forma
Actual Changes* (A+B)r
1 Revenue(From Ex.2, Sch A)
2 Operating Expenses(From page 3,line 33)
3 Depreciation Expense "
4 Amortization,Utility Plant Acquisition Adj.
5 Amortization Exp.-Other
6 Regulatory Fees(PUC)
7 Property Taxes
8 Payroll Taxes
9A Other Taxes(list) DEQ Fees
9B
9C
9D
10 Federal Income Taxes
11 State Income Taxes
12 Provision for Deferred Income Tax-Federal
13 Provision for Deferred Income Tax-State
14 Provision for Deferred Utility Income Tax Credits
15 Investment Tax Credits-Utility
16 Total Expenses from Operations before interest(Add lines 2- 15)
17 Income from Utility Plant Leases to Others
18 Gains(Losses)from Disposition of Utility Plant
19 Net Operating Income(Add lines 1, 17&18 less line 16)
20 Revenues,Merchandizing,Jobbing&Contract Work
21 Expenses,Merchandizing,Jobbing&Contracts
22 Interest&Dividend Income
23 Allowance for funds used during construction
24 Miscellaneous Non-Utility Income
25 Miscellaneous Non-Utility Expense
26 Other Taxes,Non-Utility Operations
27 Income Taxes,Non-Utility Operations
28 Net Non-Utility Income(Add lines 20,22,23,&24
less lines 21,25,26&27)
29 Gross Income(Add lines 19&28)
30 Interest Exp. On Long-Term Debt
31 Other Interest Charges
32 NET INCOME(Line 29 less lines 30&31)
Exhibit No. 2
Schedule C

REVENUE REQUIREMENT
Company Name:
Idaho PUC Case Number:
Test Year ended:
(A) (B) (C)
Test Year Known Pro Forma
Actual Changes (A+B)
1 Rate Base(Ex. 1, Sch C, line 11)
2 Required Rate of Return (Ex. 3, line 7)
3 Income Required(Line 1 x Line 2)
4 Income Realized(Ex. 2, Sch C, line 29)
5 Income Deficiency(Line 3 less Line 4)
6 Net Operating Income Deficiency
7 Gross Up Factor 1.346594 1.346594
8 Total Incremental Revenue Requirement
9 Revenues at Existing Rates
10 Total Revenue Requirement
11 Percent Increase Required
12 Total Gross Revenues 1.000000 1.000000
13 Less Regulatory Fees (percentage) 0.001982 0.001982
14 State Income Tax Rate 0.058 0.058000 0.058000
15 Total Expenses 0.059982 0.059982
16 Federal Income Tax Base 0.940018 0.940018
17 Federal Income Tax Rat 0.21 0.197404 0.197404
18 Net Operating Revenue 0.742614 0.742614
19 Net Income to Gross Revenue Multiplier 1.346594 1.346594
20 Composite Fed and State Tax Rate 25.58% 25.58%
Exhibit No. 4

STATE OF IDAHO
f =o' Phil McGrane Secretary of State
Fiscal Division
PO Box 83720
Boise, ID 83720
02/04/2024
Receipt Detail
Receipt#: 936669
Receipt Total: $30.00
Item Description Check/Ref# Image ID Fee # Total
Application for SYRINGA WATER COMPANY, 5682741 B0878-7032 ($30.00) 1 ($30.00)
Reinstatement INC.-430573
Payment-Web Credit Access Idaho Credit Card 38875395 $30.00
Card Payment
Balance: $0.00
If payment was made using a credit card or an Access Idaho Subscription account, the amount noted above reflects only
the fees paid to the Secretary of State. It does not include the $1.00 convenience fee or the 3% transaction fee that is
charged by the third-parry payment provider. You will see the combined fee and services charges on your credit card
statement.
Phone: [phone] * Email: [e-mail] * Website: sosbiz.idaho_gov

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2024 SYRINGA WATER BUDGET.....
Elda Asinelli <[e-mail]>
Tue 10/17/2023 3:39 PM
To:bob hamilton<[e-mail]>
2024: SYRINGA WATER EXPENSES AND BUDGET
Current Residential Users: 78 -
ADMINISTRATIVE EXPENSES TOTAL COSTS FREQUENCY YEAR 2024 COST PER
MONTH
INSURANCE $ 8,000.00 ANNUAL $ 8,000.00 $ 666.67
BILLING&CLERICAL S 4,800.00 ANNUAL $ 4,800.00 $ 400.00
OFFICE SUPPLIES $ 1,200.00 ANNUAL , $ 1,200.00 $ 100.00
LEGAL& TAX ACCOUNTING $ 2,400.00 ANNUAL $ 2,400.00 $ 200.00
PERMITS AND FEES $ - ANNUAL $ - $
TOTAL ADMINISTRATIVE EXPENSES $ 16,400.00 $ 16,400.00 $ 1,366.67
OPERATING EXPENSES
POWER&UTILITIES $ 26,000.00 ANNUAL $ 26,000.00 $ 2,166.67
ENGINEERING TECH $ 6,000.00 ANNUAL $ 6,000.00 $ 600,00
DEQ-WATER MASTER CONSULTATION $ 4,800.00 ANNUAL $ 4,800.00 $ 400.00
MATERIAL&TESTING SUPPLIES $ 3,600.00 ANNUAL $ 3,600.00 $ 300.00
WATER MASTER(avg.2 hrs per day per 31.5 days at$30.00) $ 21,960.00 ANNUAL $ 21,960.00 $ 1,830,00
METER READING(8 HRS per$30.00-May thru October) $ 1,200.00 ANNUAL $ 1,200.00 $ 100.00
FILTER SCRAP(2men-4hrs each at$30.00 per hr) $ 480.00 2X PER YR $ 480.00 $ 40.00
FILTER VACCUME(14 time per season-2hr.Per 2 men at$30.00) $ 1,680.00 14X PER YR $ 1,680.00 S 140.00
TOTAL OPERATING COSTS MAINTEINANCE $ 65,720.00 $ 65,720.00 $ 5,476.67
RESERVE(Long Term Project Funds)_
BUILDING REPAIR $ 6,000.00 ANNUAL $ 6,000.00 S 500.00
FILTER LINER REPLACEMENT(replacement approx.in 10 yrs) $ 30,000.00 EVERY 10 YRS $ 3,000.00 S 250.00
FILTER SAND REPLACEMENT(replacment approx in 6 yrs.)) $ 50,000.00 EVERY 6 YRS $ 8,000.00 5 666.67
VEHICLES&EXCAVATORS $ 40,000.00 EVERY 5 YRS $ 8,000.00 S 666.67
PUMP REPLACMENT $ 60.000.00 EVERY 20 YRS $ 3,000.00 $ 250.00
TOTAL EMERGENCY RESERVE $ 186,000.00 $ 28,000.00 S 2,333.33
$ 110,120.00 $ 9,176.67
PROFIT 12% $ 13,214.40 $ 1,101.20
2024 ANNUAL BUDGET TOTAL $123,334.40 $ 10,277.87
Line Items Never in Previous Budget
Items Not Charged or Paid by Syringa properties or Sawmill Point
�� 10/17/2023,4:05 P

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s,ppa ♦ L2 CONTACT L'I�AA(BER /
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r++�-- _ \ -- - ----1 --- ---�-- - ------ _ _U_' ------------------------� SYRINGA HEIGHTS WATER SYSTEM
CLIFF HOUSE OtTER STAT 1 1 t wra A.I -- ----- t Yai,
TOTAL ALL06ATED CONNECTIONS
p7 Palm::. 'Tw,is r 1nr /D' .'.3 , .\ r ' wra�r - - —-
-'C��y �� y� � � 1YIR
' �, \ r r \-r ♦ P \ I •,,r _ - �1tl�LAN®.IIfF ALLOCATED CONNECTIONS ACTIVE
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1` ,' ✓ r r S ,1` ',vrr".� r \ TMN, ^� l ♦1 / � � � �`� a i ♦..♦ �`rw w.a.�i G"T'.i- CONNECTIONS
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, r I \` 11
Qg\ ♦i \, BY HEIGHTS, 1ST ADDN 12
` 70
1'1 -s\,_ SYRINGA HEIGHTS, 2ND AWN 4 3
PUMP HOYSTEM �' L, '6�'"E\� 1,, L0`�,M 1 �' La. ♦.` r 1` •sraoa SYRFIIGA HEIGHTS. 3RD ADDN 4 4
gj [hS �1 \ Ilk
;1� 11 1 �III"""_��� �- '\� �.00rrior, 1 SYRINGA F{EIGH H ADDN 22 7
snr sor Lor SYRINGA HEIGHTS 4TH ADDN 3 3
1 •\ mr to J�
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4 L /
EXISTING CROS UIQ , , i•�) rw L / F /• r`r-� 1 (jl i`�";tyux SYRINGA I♦EIGHTS, tSTH ADDN 6 O
or L A.L 1\ 1 � I 1• � SYRINGA HEIGHTS, 7l'H ADDN 12 1
SILVER BEACH 11 11
SYRINGA GROVE 6 O
LAKE AMRS , \ 1, ,' �ii� �`'1 � ror 3 a,c,, wr�L J •~ I I \y,
\ I MULLAN SLUFF 3 0
�HY \\�1 �� \A``1 �. \ I wr TM; urun wr \SELL r � � � ' wr r.ELM 1. I• I _
\ \,, 1 ',!, LaT sur I. ` a•T I J uvr wr 1 ` -sm�.rr rs I I
PROPOSEb WATERLINE ROS , 11 d a.
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�/ I TOTAL BS 47
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OP.OINART LOW WATER EL 2120A.
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THIS DOCUMENT,AND IDEAS AND
S VMS
Comil
uNE Is oNE wCH ND. DAI , DWG NAME:
ESIGNSMUEtjl OF PR HEREIN,AS ��AY N5 BUUEr1T OF PROFEREIN.A ONORIGINAL DRASNNG SYRINGA WATER COMPANY
SERVICE.IS THE PROPERTY OF IF NOT ONE INCH ON THIS SHEET, 11185PL08.DWG
IYt Or A S S O C 1 A T 8, 1 N G. ALC4,NOTCOMERT k AS USED
IN S.INC., ADJUST SCALES ACCORDINGLY WATER SYSTEM OVERVIEW DATE.
AIiD:5 1. TO BE USED IN RODE
OR V{CART,FOR ANY OTHER PROJECT PROJECT NO.: 11185
ENGINEERS SURVEYORS WIHOUT THE WRITTEN AUTHORIZATION DESIGNED BY: SYRINGA HEIGHTS O4-23-09
C= ,'!I OH C04ER k ASSOCIATES SHEET
1626 LineDln Way,Coeur d'Alene,Idaho 03614 (C 2003 RtLCH, COMER k DRAWN BY. SDS O'
Phone[phone] Fax[phone] ASSOCIATES.NC. CHECKED BY.

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This agreement made thie 22nd day of NoTember. I958, between
S. H. BRUEGGMM and BETTY I- BWEGGEUN, husband and wife. parties
of the first part. FRM BRUEGGMN and ESTRER BRUEGGEUN, husband ,
and wife, parties of the second part. DHIGRT HAb MON and MEN
HAFILTON, husband and wife, parties of the third part.
AITNESSETH: That the parties of the first part are owners
of Lots Thirty-five (35) and Thirtyy-six (36); and the
North Half of lot Thirty-seven (37). Silver Beach Park
Addition, Kootenai County, Idaho.
That the parties of the second part are owners
of South Half of lot Thirty-seven, (37), lots Thirty-eight
(38) and Thirty-nine (39), Silver Beach Park Addition,
Footenai County, Idaho.
That parties of the third part are owners of
land adjacent and described as the
Southeast Quarter of the --iorthesst kuarter, N} of Southeast
and the Southeast Quarter of the Southeast Quarter of
Section 20: and the North half of the Northeast wusrter of ;
Section 29, all in Township 50 North, Range 3, 9.B.1..
Footensi County, Idaho.
,.hat for and in consideration of the s:tm of One Dollar and other
valuaable considerations, the parties of the first, second and third
part hereby rrant to each other the right and privile a to install.
expand and maintain a water system, includiap pipe and electrical
lines from and across the property above described. ToEether with
the right and privilege of Aoina upon the above descrired preaizoe
•o r•airt3in or repair a:,c. ;water s.st-er...
't is C rti.er nr-r•i-.,d thct U.; rarty cr carries coinr
inntallatiun or repair work shall repair any dei.::�,e cone to t_re prop-
crt.,t '- rea;cr: of t..^ instailsr.lon, operaticn and
taiw ace of t_:e atnve i-2:iUaned ;cuter ,::tc::, h it L �r ele-tricr l
ii.rec.
pa-°-_.. -'--to _ ..eit•
._..♦. .._�1� _..� daS and ,ear aio:_ :rite
rt 1-5
J i ai-,:e:a of C..d t:._t c:er .
:a ae of
7vot=nal)
Cn tiii^ 0,ay of 1`_�$', before r.•2, .-._
ilC"in' afid M'for"l::-_ ` ate o Tiir r:e,-persohall
appsar_d: t.I-. r::e reran aoc _ r,er.,cr:In, 3:slid and wife-
Frank Hr,.errer..an and isther ::rr,arr=-can, ha_ rd and wife.
and Dairkit Farilton and i'_1en Far.-Alton, ir.sbard and wife,
knc•:.,n to me to Le t:-c persons w_:cse nni.es are si_bserited to ti-e wit:,ln
and ackrowle♦eed to r=a t:_at t:.e-,- esec•_ted the aaLe. ,

r irerox about:blan
2110 Ironwood Parkway ' Brad Little,Governor
Coeur d'Alene,ID 83814•[phone] Jess Byrne,Director
September 12,2022
Bob Hamilton
Syringa Water and Sewer
PO Box 1902
Coeur d'Alene,ID 83816
allstarbob@ hotmail.com
Subject: DEQ Comments—Syringa Water Preliminary Engineering Report Water System Pumps
Dear Mr.Hamilton:
The Idaho Department of Environmental Quality(DEQ)received a preliminary engineering report(PER)entitled
Syringa Heights Water System Pumps.However,the name of the water system is Syringa Water owned by Syringa
Water and Sewer. (Another Syringa Heights is located near Sandpoint,ID.)The PER was sealed and signed by Ashley
Williams,PE on 8/8/2023 and submitted to DEQ on the same day.The project generally includes upsizing the pumps
throughout the system.DEQ has reviewed the plans and specifications for the subject project and determined that
additional information is needed to satisfy DEQ Rules'.Please revise and resubmit the PER to satisfy the review
comments listed below.These comments have been discussed in detail with your engineer on 9/12/2023.
I. Review Comments:
A. George Hamilton is no longer the system owner. The current system owner is Bob Hamilton.
B. The PER states that booster stations and sources must be designed to serve maximum day demand with the
largest pump off line. IDAPA 58.01.08.541.02 and 541.04(c)state that sources and boosters must provide
maximum daily demand plus equalization storage with the largest pump offline. Also,for systems that
provide fire flow, IDAPA 501.18 states the system must be designed to serve maximum day demand plus fire
flow. DEQ is aware that the PER for a 180,000 gallon reservoir for the Syringa Water System is also currently
on file for review. Revise the pumps PER with the correct definition(s)of the capacity required,correlating
the storage design with the pump design.
C. In the sections of the report that reference the absence of back-up power throughout the system, revise the
PER to correlate the standby storage design for the system that satisfies the back-up power requirement.
(58.01.08.501.07]
If you have any questions or comments,please contact me at(208)666-4622 or email.
Regards,
Steve Burns,PE
Water Quality Engineer
c: Ashley Williams,PE,[e-mail]
Katy Baker-Casile,PE,DEQ,katy.baker-casileCu de4.idaho.eov
EDMS:ID1280271:2023AGD5607(P&S 55788)
'IDAPA 58.01.08—Idaho Rules for Public Drinking Water Systems
1 of 1 9/15/2023.9:53 AM

about:blank
1410 N Hilton Street ` Brad Little,Governor
Boise, ID 83706 • [phone] Jess Byrne, Director
August 3,2023
Robert Hamilton
Syringa Heights
PO Box 1902
Coeur d'Alene, Idaho 83816
[e-mail]
Subject: Approval—Syringa Heights Water System Facility Plan
Dear Mr. Hamilton:
The Idaho Department of Environmental Quality(DEQ) received the revised facility plan referenced
above and submitted to DEQ on July 10, 2023.The Facility Plan was sealed and signed by Ashley
Williams, P.E. DEQ has reviewed the Facility Plan for general conformance with DEQ Rules,and
determined it is approved for implementation.The next step is development of a preliminary
engineering report and plans and specifications. If you have any questions or comments, please contact
me at(208) 373-0307 or [e-mail].
Sincerely,
Ax- awzl
Michael Anderson, P.E.
Water Quality Engineer
of 2 8/7/2023,4:49 PM

6/5/22,9:22 AM Mail-bob hamilton-Outlook
FW: Syringa Heights
Steve Cordes <[e-mail]>
Fri 6/3/2022 7:18 AM
To:[e-mail] <[e-mail]>
Cc:Sadie Sundahl <[e-mail]>
0 2 attachments(861 KB)
SKM_C65922050311430.pdf,SKM_C65922050311431.pdf,
Hi Bob,
Here's a quick summary of the filter/pump capacity.
The filters can do 225gpm with one bay out of service. To maximize that we'll need to bring all the other pump
stations up to the point where they can also do 225gpm w/largest pump out of service.
See below for current pump station capacities.
Also, Sadie from my office may be contacting you for some additional information....total annual use.
Do you happen to have John Shields' phone number?
Thanks,
Steve
Slow Sand Filters:
Four bays w/max loading of 75 gpm each at 0.1 gpm/sf
225 gpm max w/one bay out of service.....324,000 gpd
Filter recirc pump 150 gpm. Not critical to operation
Finish water transfer pump 1.5 HP 165 gpm ****this could be upsized and redundant pump provided.
Lake Intake Pumps:
Two 20 HP submersible pumps each rated at 230 gpm at 260'TDH
On soft starts
230 gpm capacity with largest out of service

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EXISTING PIPING CONFIGURATION NOTES
1. ALL WORK TO BE CONSTRUCTED IN ACCORDANCE
WITH ISPWC LATEST EDITION.
2. ALL MATERIALS TO BE NSF 61 CERTIFIED.
NEW 3" SCHED 80 3. FIELD VERIFY EXSTING PIPE SIZES PRIOR TO
VC TEE INSTALLATION.
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PROJ NO: 410:
..................................................
DESIGNED BY: SBC/EC
ISOLATION VALVES ..................................................
CHECK VALVES AND DRAWN BY: SC
ISOLATION VALVES CHECKED BY
BOOSTER PUMP ASSEMBLY, PUMP SKID TO BE •• :••••-•-•••••••••-•••-••••••••
INSTALLED ON 4" CONCRETE HOUSEKEEPING PAD, DWG NAME: 41074WTROZ.DW
...............m..................................
BOOSTER STATION DETAIL SEE NOTE 1
3 DATE: 03-20-20'
............................. .........
SHEET NO:
NO SCALE WD2

UNDERDROUND SERVICE ALERT COPYRIGHT2018
Welch-Comer&Associates,Inc.
ONE-CALL NUMBER This document,and Ideas and designs Incorporated
Herein.as an Instrument of prolesslona(service.is the
f�j0g/ ' i `�____=====yM1�' _ •2it0� _ ` pmperlyofWWA-Corr&Associates,lx-,and is
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2718 1:0117 —' 2718 GRAVEL ACCESS TYPICAL SECTION /,'�j
2716 2716 NO SCALE
...............................................{
2714 GRAVEL ACCESS 2714 PROD NO: 41074
DESIGNED BY: SBCJEDB
2712 2712 DRAWN BY: ...........................SDS
EXISTING GROUND FINISHED GRADE ....................................
2710 CENTERLINE ELEVATION CENTERLINE ELEVATION 2710 CHECKED BY:
r ,� N d N N N DWG NAME: 41074PLO4.DWG
.................. ............ ..
co r ai cv ni DATE:...........................05-01.2016
N N N
N N N N N N N ry SHEET NO:
30+00 30+50 31+00 C3

COPYRIGHT 2018
Welch-Comer&Associates,Inc
This document,and Ideas and designs Incorporated
herein,as an Instrument of professional service,is the
5J8" CDX FIRE BREAK MIN. R38 FIBERGLASS property of Welch-Comer&Associates,Inc..and Is
CONTINUOUS RIDGE VENT TO ROOF EVERY 15'-0" TRUSS not lobe hedrnwhouet orinpionofWelch Comer&
INSULATION ANCHOR TYP wttheulthewrlttenssoclatas,InofWelch-Comer&
Associates,Inc.
15 LB ELT PLYBWOOD 24" ��� °cENS d v
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DELTA RIB Q 827
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OF �d
NBGOR
Original
T111 VAPOR Signed by: STEVEN B CORDES
SIDING BARRIER Date Original Signed: 06-21-2018
2" x 6" STUDS AT 24" O.C. Orlglnalstoredat Welch Comer&Associates,Inc.
350 E.Kathleen Ave,Coeur d'Alene,ID B3815
p..................................................
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ENGINEERED TRUSSES ATTACH TO �§ ca . . . . . .
METAL ROOFING WITH TOP PLATES WITH TRUSS ANCHORS. R19 FIB RGLAS v u1 a
15 lb. ELT UNDER SUBMIT SHOP DRAWINGS AND DESIGN INSULATION rcoo ao
DATA SHEETS ON TRUSSES, BRACING a ^ o
AND CONNECTIONS FOR ENGINEERS
APPROVAL, TRUSSES TO BE N W
5 8" CDX SHEETING 12 DESIGNED FOR LOCAL SNOW LOAD.
m_
4
6" FIBERGLASS a
INSULATION BUILDING SECTION 2 DETAIL 2
2'x 6' SUB-FACIA - - W
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METAL SIDING WITH INSIDE p....................................:...:..:..:.I
15 Pb. FELT UNDER
to
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6" 3 4" RUSHED
z BASE ROCK COMPACTED
2„■ 6„_WALL STUDS 'T-1 I I—� - } TO 95% OF STANDARD U
AT 24 O.C. PROCTOR DENSITY Z
ROUGHEN JOINT 6 MI VAPOR BARRIER
6" FIBERGLASS M MATCH SIZE AND P A A 1 Q J
INSULATION - SPACING OF WALL J
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6" REINF. PROCTOR DENSITY T- W w
2% 6" TREATED c 2" RIGID INSULATION Z Q
PLATE SECURE TO WALL O
PRIOR TO BACKFILLING W
E%TEND SIOIN J Q W
BELOW FINISHED o
SLAB INSTALL METAL I (2) �5 CONT. CC
SIDING DRIP CLOSURE G
34" ANCHOR BOLTS ALTERNATE BARS
24O,C-
COMPACT NATIVE F 3 4" CRU HED
MATERIAL 0 45% OF +T' BASE ROCK COMPACTED
STANDARD PROCTOR V-10" TO 95% OF STANDARD
DENSITY PROCTOR DENSITY o............••••••••••••••• ...............4
DESIGNED BY: SIRTE B
DRAWN BY: SDS
CHECKED BY:
.....................................................
DWG NAME: 41074WTR02.DWG
BUILDING SECTION I DETAIL TYPICAL FOUNDATION AT DOORWAY _DETAIL 06-2172018_
NO SCALE ^NO SCALE SHEET NO:
WD3

FIRE HYDRANT PER .
FIRE DEPARTMENT PROPERTY LINE
REQUIREMENTS
t
z BREAK-AWAY BOLTS
VALVE BOX SET TO
FINISHED GRADE a
a
--� .V9f1+�• Creel"
! —� 2" MIN, TO
I 8" MAX.
IYLEft CAST IRON VALVE
NOTES:
BOX WITH LID, SERIES 6855 1. PREASSEMBLE FIRE HYDRANT,
EXTENSION EXTENSION AND BASE AS ONE
UNIT
6" FLANGE x MJ GATE VALVE MECHANICAL JOINT
LOCATE AS DIRECTED BY 2. CURRENT ACCEPTED HYDRANTS:
ENGINEER (TYPICAL) A. MUELLER CENTURION
B. WATEROUS PACER
THRUST BLOCK BASE (WITH 16" UPPER STANDPIPE)
_ SECJ TIO`
FIRE HYDRANT SPECIFICATIONS
1. 6" DRYBARREL FIRE HYDRANT
SUITABLE FOR 5' TRENCH
_ 2. 6" MECH. JOINT BOTTOM CONNECTION
MAIN SIZE MJ x 6" FLANGE 6" C-900 PVC PIPE DRAIN ROCK' 3. 1-1/2" PENTAGON OPERATING NUT,
CAST IRON TEE OPEN LEFT.
x REQUIRED LENGTH THRUST BLOCK
OR APPROVED EQUAL 4. TWO 2-1/2" HOSE NOZZLES NST.
5. ONE PUMPER NOZZLE 4-1/2" NST
6. HYDRANT COLOR - CHROME YELLOW
FIRE HYDRANT DETAIL 7. 150 LBS WWP, 300 LBS WTP
NO SCALE �DTV 8. PROFILE TYPE TO MATCH EXISTING HYDRANTS
NOTE
1. ALL TRENCH SIDES TO BE AT A SAFE SLOPE.
2. CONTRACTOR SHALL RESTORE EXIST. DITCHES,
GRADES AND SLOPES TO MATCH EXIST. GROUND
PRIOR TO CONSTRUCTION.
3. CONTRACTOR SHALL KEEP EXISTING ROAD BALLAST
MATERIAL SEPARATE FROM CLAY MATERIAL AND
SHALL EXPORT CLAY MATERIAL RATHER THAN
BALLAST MATERIAL
SEE TYPICAL ROADWAY SECTIONS OR
SURFACE RESTORATION DETAIL
WARNING TAPE
cy APPROPRIATELY NAMED
N
a w NOTE--
COMPACTION IN
> PIPE ZONE TO BE
a 95% OF MODIFIED
a+ PROCTOR DENSITY CQNTRACTOR TO
N BEDDING MATERIAL PROVIDE SHORING AS
-� NECESSARY TO MEET
g STATE AND FEDERAL
N PIPE ZONE REQUIREMENTS. THE
TRACER WIRE NOT REQUIRED FOR CONTRACTOR SHALL
STORM SEWER PIPES. TRACER WIRE HAVE ALL SHORING
DUCT TAPED TO TOP OF WATERLINE APPROVED BY A
EVERY 20 L.F. INSTALL INTO EACH PROFESSIONAL
VALVE BOX AND ALONG EACH WATER _ _ ENGINEER, REGISTERED
o SERVICE AS SHOWN ON THEIR IN THE STATE OF
DETAILS, SPLICE WITH DIRECT BURY IDAHO.
SPLICE KIT.
3 PIPE DIAMETERS VARY PAY BEDDING WIDTH MAY BE
LIMITS REDUCED ON SIDE OF TRENCH
PIPE < 12" = 30" TO INSURE MIN. 10' SEPARATION
TYPE A3 MATERIAL AS DIRECTED BY THE PIPE > 12" = O.D. + 24" FROM SANITARY SEWER.
ENGINEER IN THE FIELD TO REPLACE SEE PLANS FOR DETAILS
UNSUITABLE MATERIAL REMOVED FROM
a
THE TRENCH.
0
d TRENCH/PIPE ZONE DETAIL 2
ro
NO SCALE DT
z

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PAINT BLUE ThisdcLt.—
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not to be tmE-_,s
N Without the ws
of
BROOKS CONC. HINGED READING LID a
METER x O
ir
FINISHED GRADE a
i
ocli
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WRAP WIRE R A
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INSULATION
LOCK WING ANGLE `�
M t VALVEANGLE METER t�J�
CHECK VALVE
z 3 4" METER BRONZE a
`< U.S. GALLON FROST ! METER YOKE
in PROTECTED
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c...............
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! WRAPPED AROUND
FIRM EARTH
WI GA. COPPER FINDER !
w7
RE SPLICE WIRE WITH
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USE HOLE SAW PROPERTY LINE c
LL
BRASS PAC-JOINT NOTES:
i' IRON PIPE SZ 1. ALL METERS AND COMPONENTS TO
POLYETHYLEN COMPRESSIONE CL 200 BRASS PAC-JOINT BE NSF 61 CERTIFIED.
BRASS WITH NO SPLICES CONNECTION 2.ALL SERVICES SHALL HAVE A Lj
=
CORPORATION 24" STIFFENER PRESSURE REDUCING VALVE L =
PIPE '
DUCTILE IRON OR C
STAINLESS STEEL SADDLE r 6Y
WATER MAIN {_{
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WATER SERVICE DETAIL 2 3
NO SCALE DT1
U
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SURFACES IN NON—MAINTAINED U [�
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NOTE TRAFFIC��. W W
THRUST BLOCKING REQUIRED EXPOSE WIRE Q ui
FOR FLANGE OR MECHANICAL 4" FROM LID
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VALVE KEY EXTENSION CASTIRON Q
OVER, 5' FOR DEEP BURY VALVE BOX Q
SEE PLAN FOR DETAILS G
HEX HEAD z
TRACER WIRE GATE VALV
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S :.................
WATERLINE PROJECT
REBAR TIE STRAPS DESIGNEC
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DRAWN B'
..... .......
CHECKED
DWG NAIV
WATER DISTRIBUTION VALVE DETAIL SHEET NO
NO SCALE DTi I

UNDERGROUND SERVICE ALERT
ONE CALL NUMBER
I-90 RIGHT-OF-WAY '°SK-428.4950
Ll
CALL Two BUSINESS DAYS
BEFORE YOU
- .. � - .X._ -1 -Y X X__.^-•`-Y � _Y Y� Y�i. �T - 1C_�y C �'�'-. �r__r
WORK LONE
OVERFLOW DRAIN LINE SHALL 1 ,.» a, -•�:-- - --�� ����'/',� r/ /,• ��/
REMAIN IN SERVICE, REFER TO Mt
- _ u •. I THE MECHANICAL PIPING PLANS F».; ' .. ' .- .•-' ' �.. » » `�_/�`%-_sc_ Fi��jam„
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» IL
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ER
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--- u I I r`. 11' 1`i I00' / OVERFLOWDRAIN
lLINE 7LS
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MATERIAL STORAGE OVER -
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•g '\pp -\ OR IN PART,FOR ANY OTHER PROJECT PROJECT NO.: 11939 05-16-05
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NO. DATE REVISION DESCRIPTION BY DWG NAME:
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EXISTING BUILDING EXIST. OOT1N .OOTIN
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FOOTING FOOTING FOOTING FOOTING
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A
Promissory Note
02/29/24
Syringa Water Inc. promises to pay Syringa Properties , an Idaho partnership the sum of
Nine thousand four hundred ninety eight dollars and 26 cents. $9498.26. Said sum
representing a prorate share of insurance covering Syringa Water and other companies as
well as property taxes for the water treatment plant site for the year 2023.
Repayment shall be four equal annual interest free payments of two thousand three
hundred seventy four dollars and 57 cents $2,374.57. On or before Oct 30,2024 and on
or about the same date each year until paid in full.
Funds may be delivered to Syringa properties At P O box 1902 Cda, Id. 83816
Signed
Robert Hamilton
George Hamilton
,-,/��t Hamilton
-
For Syringa Water Inc.
02/29/2024

Promissory Note
02/29/2024
Syringa Water Inc. promises to pay to Sawmill Point Dev. Inc. the sum of forty one
thousand six hundred and ninety four dollars and 38 cents. $41,694.38. Said Sum
representing engineering, and legal fees, and sums paid to R.C. Worst co. for material
deposits in the year of 2023 by Sawmill Point Development Inc. for services provided to
Syringa Water inc. in that year.
Repayment schedule shall be four equal annual interest free payments of ten thousand
four hundred and twenty three dollars and 85 cents, $10,423.85, starting Oct. 30 2024 and
continuing annually on or around that date until paid in M.
Funds shall be paid to Sawmill Point Dev. Inc at P O Box 1902 Cda, Id. 83816.
Signed
Robert Hamilton Date
George Hamilton Date
For Syringa Water Co.

1 2 SEE TYPICAL
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NEOPRENE GASKET
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THISDOCUMENT, AND IDEAS AND NO. DATE REVISION DESCRIPTION BYDWG NAME:
C! t DESIGNS INCORPORATED HEREIN, ASLINE ANAL AWI AN INSTRUMENT OF PROFESSIONAL ON ORIGINAL DRAWING SAWMILL POINT DEVELOPMENT 11939DT02.DWG
SERVICE, IS THE PROPERTY DF IF NOT ONE INCH ON THIS SHEET,
WELCH, COMER s ASSOCIATES,INC., ADJUST SCALES ACCORDINGLY BUILDING DETAILS DATE:
m ,O� I• ASSOCI A T E 8, INC. AND IS NOT TO 9E USED IN WHOLE
OF �-'• OR IN PART,FOR ANY OTHER PROJECT PROJECT NO.: 11939 SYRINGA HEIGHTS 05-16-05
o /C w �MPN� ENGINEERS SURVEYORS WITHOUT E��AUTHORIZATIONAS DESIGNED BY: EWS
1628 Lincoln Tay, Coeur d'Alene, Idaho 83814 DRAWN BY: SIDS SHEET NO:
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Phone (208) saa-9se2 Fax(208) 6sa-Ss+s ©2 ,LCH;,�IN° �` CHECKED BY: SLOW SAND FILTER ADDITION S13

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1 GRATE AME BAR SIZE AS
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CORNER DETAIL MINUS PIT RUN STEEL TROWEL
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BAR TOP BAR* TOP BAR*
SIZE LD I LD LS LS
24"
13 15 19 19 25
1 2" CABLE REINF. #4 19 25 25 33
24' O.C.E.W.
CABLE PULLED TIGHT AND #5 24 31 31 41
TIE AIRED TO 16 REBAR #6 29 37 37 49
2' COVER #7 42 54 54 71
BOTH FACES
. � - #8 48 62 62 81
----------' - `- #9 54 70 70 91
I 16, 2' COVER #10 61 79 79 102
HAIRPIN TO MATCH 1.L e � -
SIZE AND SPAClN OF 1 TYP- BOTH FACES `4 d a #11 67 87 87 114
HORIZ WALL REINF. :, 4 ; 12' PRECAST PANEL
r HORIZONTAL BAR WITH 2, 12' WET CONCRETE BELOW
V A a. 4 a d =' �f * ALL LENGTHS EXPRESSED IN INCHES.
Z L:
a' - g 4
a< q ti a •.e e ' 4
BASIS FOR TABLE VALUES:
DIAGONAL BAR TO MATCH `
SIZE AND SPACING OF � 1. AC1 318-95
L
HORIZ OF WALL REINF. 1 S 1-1 4' PVC CABLE CHAIRS 6' REBAR 24' O.C. 2. fc= 4000 psi, NORMAL WT.
FOR SPACING VERTICAL
_ 3. fy = 60,000 psi
• p' 4. UNCOATED BARS
NOTE
- 5. CLEAR SPACING OF BAR 2, 2 db AND CLEAR COVER L db
5I STRCT." CONSTRUCTION JOINTS NOT PERMITTED 6. ALL VALUES ROUNDED UP TO NEAREST INCH.
WITHIN 10 FEET OF CORNERS OR
a PAS INTERSECTIONS SEE BLDG SECTIONS FOR , e
WALL REINFORCEMENT 7. Ls BASED ON ACI CLASS B SPLICES.
v i
1VwALL INTERSECTION DETAIL 2
ROOF DETAIL 4 BAR DEVELOPMENT AND SPLICE
\���� F/� No SCALE
� NO SCALE sl l LENGTH DETAIL —6-
n �k�?4(�1ST NO SCALE
a a 1 5� THIS DOCUMENT, AND IDEAS AND LINE IS ONE INCH NO. DATE REVISION DESCRIPTION BY
DWG NAME:
INCORPORATED HER
EIN. AS
AN DESINSTRUMENT OF PROFESSIONAL ON ORIGINAL DRAWING SAWMILL POINT DEVELOPMENT �T 119390T02.DWG
r V� �uUU au� SERVICE, IS THE PROPERTY OF IF NOT ONE INCH ON THIS SHEET, BUILDING ILDING DETAILS
WELCH, COMER &ASSOCIATES, INC., ADJUST SCALES ACCORDINGLY DATE
✓>f A S B O C f AND IS NOT TO RE USED IN WHIX.E
o ` OR IN PART,FOR ANY OTHER PROJECT PROJECT NO.: 11939 04-07-05
�C w SNP ENGINEERS SURVEYORS WITHOUT THE WRITTEN AUTHORIZATION DESIGNED BY: EWS SYRINGA HEIGHTS
Cl SHEET NO:
> OF @2`�05 WWELCCH, COMER � SLOW SAND FILTER ADDITION Sill� 1628 Lincoln Tay, Coeur d'Alene, Idaho 8�14 DRAWN BY: SOS
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Phone [phone] Paz(208) 684-5948 ASSOC7ATES, INC. CHECKEp 8Y:

Invoice WELCH-COMER
ENGINEERS I SURVEYQRS
Nf9
330 E. Lakeside Ave,Suite 101
Coeur d'Alene, ID 83814
P: 208-664-9382 / F:208-664-5946
June 8,2022
Project No: 41074.01.0
Invoice No: 41074010-024
Bob Hamilton
P.O. Box 1242
Coeur d'Alene, ID 83816
Project 41074.01.0 B. Hamilton - Engineering Services
Professional_Services from April 24,2022 to May 21,2022
Phase 003 Boundary Line Adjustment
Additional Fees
Credit for overpayment chk#409$7.96 -7.96
Total Additional Fees -7.96 -7.96
Total this Phase -$7.96
Phase 004 NKWSD Transfer
Professional Personnel
Hours Rate Amount
Survey Manager
Hathaway, Mike 5/16/2022 2.00 180.00 360.00
Prep for and met with Bob to determine#of connections to the system.
Printed many maps for his and NKWD use
Totals 2.00 360.00
Total Labor 360.00
Unit Billing
24 x 36 Color
5/21/2022 Copies 4.0 Pages @ 9.00 36.00
Ledger Size Color Prints
5/21/2022 Copies 12.0 Color Copy @ 1.98 23.76
Ledger Size Copies
5/21/2022 Copies 43.0 Copies @ 0.20 8.60
Total Units 68.36 68.36
Billing Limits Current Prior To-Date
Total Billings 428.36 0.00 428.36
Limit 5,000.00
Remaining 4,571.64
Total this Phase $428.36
Total this Invoice $420.40
Please remit payment to: Welch Comer&Associates, Inc.330 E. Lakeside Avenue,Suite 101,Coeur d'Alene, ID 83814

Invoice WELCH-COMER
EhlGtIVEERS i SURVEYORS
Nfg
330 E. Lakeside Ave,Suite 101
Coeur d'Alene, ID 83814
P:208-664-9382 / F:208-664-5946
September 7, 2022
Project No: 41074.01.0
Invoice No: 41074010-025
Bob Hamilton
P.O. Box 1242
Coeur d'Alene, ID 83816
Project 41074.01.0 B. Hamilton- Engineering Services
Professional Services from July 24,2022 to August 20,2022
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Phase 004 NKWSD Transfer
Professional Personnel
Hours Rate Amount
Survey Manager
Hathaway, Mike 8/4/2022 .50 180.00 90.00
Research old files for syringa 7 requirements
Totals .50 90.00
Total Labor 90.00
Billing Limits Current Prior To-Date
Total Billings 90.00 428.36 518.36
Limit 5,000.00
Remaining 4,481.64
Total this Phase $90.00
Interest
1.00% of 428.36 (balance over 30 days) 4.28
Total this Invoice $94.28
Please remit payment to: Welch Comer&Associates, Inc.330 E.Lakeside Avenue,Suite 101,Coeur d'Alene, ID 83814

Invoice WELCH-COMERNtff
ENGINEERS I SUgVEYORS
330 E. Lakeside Ave,Suite 101
Coeur d'Alene,ID 83814
P: 208-664-9382 / F:208-664-5946
November 30, 2022
Project No: 41074.01.0
Invoice No: 41074010-026
Bob Hamilton
P.O. Box 1242
Coeur d'Alene, ID 83816
Project 41074.01.0 B. Hamilton - Engineering Services
Professional Services from October 23,2022 to November 19,2022
Phase 004 NKWSD Transfer
Professional Personnel
Hours Rate Amount
Principal Engineer II
Cordes, Steven 9/26/2022 .50 285.00 142.50
Comm w/Bob, Fire District
Cordes, Steven 9/27/2022 1.00 285.00 285.00
Update Capacity Report
Cordes,Steven 9/29/2022 1.00 285.00 285.00
Update Capacity Analysis
Cordes, Steven 10/12/2022 .25 285.00 71.25
Comm w/Fire Dist.
Cordes, Steven 11/14/2022 .25 285.00 71.25
Edit Report
Cordes, Steven 11/15/2022 .25 285.00 71.25
Water Report
Totals 3.25 926.25
Total Labor 926.25
Unit Billing
Letter/Legal Size Copies
11/19/2022 Copies 14.0 Copies @ 0.10 1.40
Letter/Legal/Card Stock Size Color Prints
11/19/2022 Copies 53.0 Color Copy @ 0.99 52.47
Total Units 53.87 53.87
Billing Limits Current Prior To-Date
Total Billings 980.12 518.36 1,498.48
Limit 5,000.00
Remaining 3,501.52
Total this Phase $980.12
Total this Invoice $980.12
Please remit payment to: Welch Comer&Associates, Inc.330 E.Lakeside Avenue,Suite 101,Coeur d'Alene, ID 83814

Invoice WELCH-COMER
ENGINEERS I SURVEYORS
330 E. Lakeside Ave,Suite 101
Coeur d'Alene, ID 83814
P: 208-664-9382 / F: 208-664-5946
January 6,2023
Project No: 41074.01.0
Invoice No: 41074010-027
Bob Hamilton
P.O. Box 1242
Coeur d'Alene, ID 83816
Project 41074.01.0 B. Hamilton- Engineering Services
Professional Services from November 20,2022 to December 17,2022
- - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - -
Phase 004 NKWSD Transfer
Professional Personnel
Hours Rate Amount
Principal Engineer II
Cordes,Steven 12/13/2022 .50 285.00 142.50
Comm water rights, pumps
Totals .50 142.50
Total Labor 142.50
Reimbursable Expenses
Reimbursable Mileage
11/10/2022 Cordes, Steven Mileage 7.19
Total Reimbursables 7.19 7.19
Unit Billing
2022 Reimbursable Mileage July-Dec
11/28/2022 Mileage 8.0 miles @ 0.625 5.00
Letter/Legal/Card Stock Size Color Prints
12/17/2022 copies 8.0 Color Copy @ 0.99 7.92
Total Units 12.92 12.92
Billing Limits Current Prior To-Date
Total Billings 162.61 1,498.48 1,661.09
Limit 5,000.00
Remaining 3,338.91
Total this Phase $162.61
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Phase 005 Booster Station PER
Professional Personnel
Hours Rate Amount
Principal Engineer II
Cordes, Steven 10/24/2022 .25 285.00 71.25
Comm re: Fire Dist.
Cordes, Steven 10/26/2022 .50 285.00 142.50
Comm w/Fire District, Update Report
Cordes, Steven 11/9/2022 1.00 285.00 285.00
Update Report, Review Pumps
Please remit payment to: Welch Comer&Associates, Inc.330 E. Lakeside Avenue,Suite 101,Coeur d'Alene, ID 83814

Project 41074.01.0 B. Hamilton- Engineering Services Invoice 41074010-027
Cordes, Steven 11/10/2022 2.00 285.00 570.00
Site Visit, Review Pumps
Cordes,Steven 11/28/2022 1.25 285.00 356.25
Site Visit, Whitetail Booster, Obtain Pump Curves
Cordes,Steven 11/29/2022 .50 285.00 142.50
Review Whitetail Pump Capacities
Cordes,Steven 12/16/2022 .25 285.00 71.25
Comm re:pump sizing
Totals 5.75 1,638.75
Total Labor 1,638.75
Total this Phase $1,638.75
Interest
1.00% of 980.12 (balance over 30 days) 9.80
Total this Invoice $1,811.16
Please remit payment to: Welch Comer&Associates,Inc.330 E.Lakeside Avenue,Suite 101,Coeur d'Alene, ID 83814 Page 2

invoice WELCH-COMER
ENGINEERS I SURVEYORS
330 E. Lakeside Ave,Suite 101
Coeur d'Alene,ID 83814
P: 208-664-9382 / F:208-664-5946
January 31, 2023
Project No: 41074.01.0
Invoice No: 41074010-028
Bob Hamilton
P.O. Box 1242
Coeur d'Alene, ID 83816
Project 41074.01.0 B. Hamilton- Engineering Services
Professional Services from December 18,2022 to January 21,2023
Phase 005 Booster Station PER
Professional Personnel
Hours Rate Amount
Principal Engineer Il
Cordes, Steven 1/3/2023 .50 285.00 142.50
Pump Station PER
Project Manager
Williams, Ashley 1/10/2023 .50 190.00 95.00
Reviewing PER with J.Tillett
Williams,Ashley 1/17/2023 .50 190.00 95.00
Discussion with team on improvements and next steps
Engineer III
Tillett,Jordan 12/22/2022 3.75 150.00 562.50
Project Overview Meeting with Steve C., Stated PER for Booster Pump
Replacments.
Tillett,Jordan 12/27/2022 4.00 150.00 600.00
Preliminary Engineering Report
Tillett, Jordan 12/28/2022 .75 150.00 112.50
PER for Booster Stations and WaterStorage Tank
Tillett, Jordan 1/3/2023 2.50 150.00 375.00
Booster Station PER Review for PVWS, System Overview and Pump
Sizing with Steve C.
Tillett, Jordan 1/6/2023 3.75 150.00 562.50
Booster Station Preliminary Engineering Report, Overall Site Exhibit(CAD
file Creation)
Tillett, Jordan 1/9/2023 4.50 150.00 675.00
Booster Station PER Development and Review with Ashley W.
Tillett,Jordan 1/17/2023 .50 150.00 75.00
Bennett Bay PER Review Meeting
Survey Manager
Hathaway, Mike 12/29/2022 1.00 210.00 210.00
Coordination and data processing
Hathaway, Mike 1/9/2023 .50 210.00 105.00
Send files to Uptic Studios
Crew Chief I
Tucker,Thomas 12/28/2022 1.50 120.00 180.00
Elevations at tanks
Please remit payment to: Welch Comer&Associates, Inc.330 E.Lakeside Avenue, Suite 101,Coeur d'Alene, ID 83814

Project 41074.01.0 B. Hamilton- Engineering Services Invoice 41074010-028
Survey Technician I
Tucker,Thomas 12/29/2022 .50 115.00 57.50
Exported field data from yesterday
Totals 24.75 3,847.50
Total Labor 3,847.50
Unit Billing
2022 Reimbursable Mileage July-Dec
12/20/2022 Mileage 9.0 miles @ 0.625 5.63
GPS Per Hour Billing- Base and Rover
12/28/2022 R12 Base and Rover 0.5 hours @ 60.00 30.00
Letter/Legal Size Copies
1/21/2023 Copies 3.0 Copies @ 0.10 .30
Letter/Legal/Card Stock Size Color Prints
1/21/2023 Copies 22.0 Color Copy @ 0.99 21.78
Total Units 57.71 57.71
Total this Phase $3,905.21
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Phase 006 Booster Station Design
Professional Personnel
Hours Rate Amount
Principal Engineer II
Cordes, Steven 12/19/2022 1.50 285.00 427.50
Facility Plan
Cordes,Steven 12/20/2022 .50 285.00 142.50
Site Visit
Cordes, Steven 12/21/2022 1.00 285.00 285.00
Faciltiy Plan
Cordes,Steven 12/22/2022 1.00 285.00 285.00
Booster PER
Cordes,Steven 12/28/2022 .25 285.00 71.25
Booster PER
Survey Manager
Hathaway, Mike 12/21/2022 1.50 210.00 315.00
Review maps and old data in search of vertical information
Survey Technician II
George, Gregory 12/20/2022 4.00 120.00 480.00
Booster station and sand filte interior images and scans.
George, Gregory 12/21/2022 3.00 120.00 360.00
Data downloads and scan processing,discussio of needs with Engineer.
Totals 12.75 2,366.25
Total Labor 2,366.25
Total this Phase $2,366.25
Total this Invoice $6,271.46
Please remit payment to: Welch Comer&Associates,Inc.330 E.Lakeside Avenue,Suite 101,Coeur d'Alene,ID 83814 Page 2

Invoice W-r-ELCH-COMER
ENGINEERS 1 SURVEYORS
330 E. Lakeside Ave,Suite 101
Coeur d'Alene, ID 83814
P:208-664-9382 / F:208-664-5946
March 7, 2023
Project No: 41074.01.0
Invoice No: 41074010-029
Bob Hamilton
P.O. Box 1242
Coeur d'Alene, ID 83816
Project 41074.01.0 B. Hamilton- Engineering Services
Professional Services from January 22,2023 to February 18,2023
- - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Phase 005 Booster Station PER
Professional Personnel
Hours Rate Amount
Principal Engineer II
Cordes, Steven 2/2/2023 .75 285.00 213.75
Review PER
Engineer III
Tillett,Jordan 1/25/2023 1.25 150.00 187.50
Booster PER Check-in,following Modeling information for exisitng Pump
Configuration.
Tillett,Jordan 2/2/2023 5.25 150.00 787.50
Syringa Heights- Preliminary Engineering Report for Booster Pump
Installation, Codes and Provisions Updated
Tillett, Jordan 2/3/2023 2.50 150.00 375.00
PER Revisions following Steve C. Comments
Tillett,Jordan 2/6/2023 3.50 150.00 525.00
Booster Pump PER Recommendations
Totals 13.25 2,088.75
Total Labor 2,088.75
Total this Phase $2,088.75
Total this Invoice $2,088.75
Please remit payment to: Welch Comer&Associates, Inc.330 E.Lakeside Avenue,Suite 101,Coeur d'Alene, ID 83814

Invoice WELCH-COMER
ENGINEERS I SURVEYORS
330 E. Lakeside Ave,Suite 101
Coeur d'Alene, ID 83814
P: 208-664-9382 / F: 208-664-5946
March 30, 2023
Project No: 41074.01.0
Invoice No: 41074010-030
Bob Hamilton
P.O. Box 1242
Coeur d'Alene, ID 83816
Project 41074.01.0 B. Hamilton- Engineering Services
Professional Services from February 19,2023 to March 18,2023
Phase 005 Booster Station PER
Professional Personnel
Hours Rate Amount
Principal Engineer II
Cordes, Steven 3/6/2023 .25 285.00 71.25
Booster PER
Engineer III
Tillett,Jordan 3/7/2023 7.50 150.00 1,125.00
Hamilton Pump PER
Survey Manager
Hathaway, Mike 3/6/2023 .25 210.00 52.50
Elevation coordinatoin with Steve and Ashley
Totals 8.00 1,248.75
Total Labor 1,248.75
Total this Phase $1,248.75
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Phase 006 Booster Station Design
Professional Personnel
Hours Rate Amount
Principal Engineer II
Cordes,Steven 3/13/2023 .50 285.00 142.50
Booster station Design
Cordes,Steven 3/14/2023 2.00 285.00 570.00
Site Vist, Booster Design
Survey Manager
Hathaway, Mike 2/27/2023 .25 210.00 52.50
coordination with staff re:overview maps
Totals 2.75 765.00
Total Labor 765.00
Total this Phase $765.00
Total this Invoice $2,013.75
Please remit payment to: Welch Comer&Associates, Inc.330 E. Lakeside Avenue,Suite 101,Coeur d'Alene, ID 83814

'""O1Ce WELCH-COMER
ENGINEERS 1 SURVEYORS
330 E. Lakeside Ave,Suite 101
Coeur d'Alene,ID 83814
P: 208-664-9382 / F: 208-664-5946
May 11, 2023
Project No: 41074.01.0
Invoice No: 41074010-031
Bob Hamilton
P.O. Box 1902
Coeur d'Alene, ID 83816
Project 41074.01.0 B. Hamilton - Engineering Services
Professional Services from March 19 2023 to April 22,2023
Phase 004 NKWSD Transfer
Professional Personnel
Hours Rate Amount
Project Manager
Williams,Ashley 4/19/2023 .75 190.00 142.50
Comms w/S. Scheidt RE reservoir and distribution improvements; review
with P. Boyd
Williams,Ashley 4/20/2023 .25 190.00 47.50
Discussing NKWD comments with S. Cordes
Totals 1.00 190.00
Total Labor 190.00
Unit Billing
Ledger Size Color Prints
4/22/2023 Copies 20.0 Color Copy @ 1.98 39.60
Letter/Legal Size Copies
4/22/2023 Copies 185.0 Copies @ 0.10 18.50
Letter/Legal/Card Stock Size Color Prints
4/22/2023 Copies 147.0 Color Copy @ 0.99 145.53
Total Units 203.63 203.63
Billing Limits Current Prior To-Date
Total Billings 393.63 1,661.09 2,054.72
Limit 5,000.00
Remaining 2,945.28
Total this Phase $393.63
- - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Phase 005 Booster Station PER
Professional Personnel
Hours Rate Amount
Engineer III
Tillett,Jordan 3/29/2023 2.50 150.00 375.00
Booster PER Review and Corrections following Facility Plan Updates
Survey Manager
Hathaway, Mike 4/21/2023 1.50 210.00 315.00
Please remit payment to: Welch Comer&Associates, Inc.330 E.Lakeside Avenue,Suite 101,Coeur d'Alene, ID 83814

Project 41074.01.0 B. Hamilton- Engineering Services Invoice 41074010-031
Compile all syringa county public information from the First plat through
the 7 addition.
Totals 4.00 690.00
Total Labor 690.00
Total this Phase $690.00
- - — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — -
Phase 006 Booster Station Design
Professional Personnel
Hours Rate Amount
Principal Engineer II
Cordes,Steven 4/5/2023 .25 285.00 71.25
Send Pump info to Worst
Cordes, Steven 4/7/2023 .25 285.00 71.25
PER
Totals .50 142.50
Total Labor 142.50
Unit Billing
Ledger Size Copies
4/22/2023 Copies 5.0 Copies @ 0.20 1.00
Letter/Legal Size Copies
4/22/2023 Copies 16.0 Copies @ 0.10 1.60
Letter/Legal/Card Stock Size Color Prints
4/22/2023 Copies 1.0 Color Copy @ 0.99 .99
Total Units 3.59 3.59
Total this Phase $146.09
Total this Invoice $1,229.72
Please remit payment to: Welch Comer&Associates, Inc.330 E.Lakeside Avenue,Suite 101,Coeur d'Alene, ID 83814 Page 2

Invoice WELCH-COMER
ENGINEERS I SURVEYORS
330 E. Lakeside Ave,Suite 101
Coeur d'Alene, ID 83814
P:208-664-9382 / F:208-664-5946
June 6, 2023
Project No: 41074.01.0
Invoice No: 41074010-032
Bob Hamilton
P.O. Box 1902
Coeur d'Alene, ID 83816
Project 41074.01.0 B. Hamilton-Engineering Services
Professional Services from April 23.2023 to May 20,2023
Phase 004 NKWSD Transfer
Professional Personnel
Hours Rate Amount
Project Manager
Williams,Ashley 5/2/2023 .50 190.00 95.00
Meeting with NKWSD RE analysis
Williams,Ashley 5/17/2023 .25 190.00 47.50
Discussing Silver Beach with S. Cordes
Totals .75 142.50
Total Labor 142.50
Billing Limits Current Prior To-Date
Total Billings 142.50 2,054.72 2,197.22
Limit 5,000.00
Remaining 2,802.78
Total this Phase $142.50
Total this Invoice $142.50
Please remit payment to: Welch Comer&Associates, Inc.330 E. Lakeside Avenue,Suite 101,Coeur d'Alene, ID 83814

Invoice WELCH-COMER
ENGINEERS I SURVEYORS
330 E. Lakeside Ave,Suite 101
Coeur d'Alene,ID 83814
P:208-664-9382 / F:208-664-5946
July 3, 2023
Project No: 41074.01.0
Invoice No: 41074010-033
Bob Hamilton
P.O. Box 1902
Coeur d'Alene, ID 83816
Project 41074.01.0 B. Hamilton- Engineering Services
Professional Services from May 21,2023 to June 17,2023
Phase 004 NKWSD Transfer
Professional Personnel
Hours Rate Amount
Project Manager
Williams, Ashley 5/30/2023 .25 190.00 47.50
Comms w/S. Scheidt RE transfer
Williams, Ashley 6/7/2023 .25 190.00 47.50
Coordinating with S. Cordes RE transfer and meeting with Suzanne
Williams,Ashley 6/8/2023 .25 190.00 47.50
Assisting with Silver Beach printout and discussion with S. Cordes
Totals .75 142.50
Total Labor 142.50
Billing Limits Current Prior To-Date
Total Billings 142.50 2,197.22 2,339.72
Limit 5,000.00
Remaining 2,660.28
Total this Phase $142.50
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Phase 005 Booster Station PER
Professional Personnel
Hours Rate Amount
Survey Manager
Hathaway, Mike 5/23/2023 .25 210.00 52.50
Assist Sadie with syringa info from 9th addition and maps
Totals .25 52.50
Total Labor 52.50
Total this Phase $52.50
Total this Invoice $195.00
Please remit payment to: Welch Comer&Associates, Inc.330 E.Lakeside Avenue,Suite 101,Coeur d'Alene, ID 83814

Invoice WELCH-COMER
ENGINEERS I SURVEYORS
330 E. Lakeside Ave,Suite 101
Coeur d'Alene, ID 83814
P:208-664-9382 / F: 208-664-5946
August 11, 2023
Project No: 41074.01.0
Invoice No: 41074010-034
Bob Hamilton
P.O. Box 1902
Coeur d'Alene, ID 83816
Project 41074.01.0 B. Hamilton- Engineering Services
Professional Services from June 18,2023 to July 22,2023
Phase 004 NKWSD Transfer
Professional Personnel
Hours Rate Amount
Project Manager
Williams,Ashley 6/21/2023 .75 190.00 142.50
Meeting with Bob and George with Suzanne RE fire flow
Totals .75 142.50
Total Labor 142.50
Billing Limits Current Prior To-Date
Total Billings 142.50 2,339.72 2,482.22
Limit 5,000.00
Remaining 2,517.78
Total this Phase $142.50
- - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Phase 005 Booster Station PER
Professional Personnel
Hours Rate Amount
Engineer III
Tillett, Jordan 7/10/2023 3.75 150.00 562.50
Booster Station PER Revisions
Tillett, Jordan 7/11/2023 2.50 150.00 375.00
Booster Pump PERs
Tillett,Jordan 7/19/2023 2.00 150.00 300.00
Booster PER Revisions
Tillett,Jordan 7/20/2023 3.00 150.00 450.00
Revised Booster Station PER with Updated Modeling information from the
Revised Facility Plan
Tillett, Jordan 7/21/2023 2.00 150.00 300.00
Addressing Comments from Ashley W. on Booster PER
Totals 13.25 1,987.50
Total Labor 1,987.50
Total this Phase $1,987.50
Total this Invoice $2,130.00
Please remit payment to: Welch Comer&Associates, Inc.330 E.Lakeside Avenue,Suite 101,Coeur d'Alene, ID 83814

Invoice WELCH--COMER
ENGINEERS I SURVEYORS
330 E. Lakeside Ave,Suite 101
Coeur d'Alene,ID 83814
P:208-664-9382 / F:208-664-5946
September 15, 2023
Project No: 41074.01.0
Invoice No: 41074010-035
Bob Hamilton
P.O. Box 1902
Coeur d'Alene, ID 83816
Project 41074.01.0 B. Hamilton- Engineering Services
Professional Services from July23,2023 to August 19,2023
Phase 004 NKWSD Transfer
Professional Personnel
Hours Rate Amount
Project Manager
Williams, Ashley 8/8/2023 1.00 190.00 190.00
Meeting with Bennett Bay, Hamiltons and NKWSD RE transfer and status
Totals 1.00 190.00
Total Labor 190.00
Unit Billing
Letter/Legal Size Copies
8/19/2023 Copies 10.0 Copies @ 0.10 1.00
Letter/Legal/Card Stock Size Color Prints
8/19/2023 Copies 2.0 Color Copy @ 0.99 1.98
Total Units 2.98 2.98
Billing Limits Current Prior To-Date
Total Billings 192.98 2,482.22 2,675.20
Limit 5,000.00
Remaining 2,324.80
Total this Phase $192.98
- - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Phase 005 Booster Station PER
Professional Personnel
Hours Rate Amount
Project Manager
Williams,Ashley 8/7/2023 1.00 190.00 190.00
Pump selection discussion with S. Cordes;review with J.Tillett
Williams,Ashley 8/8/2023 .50 190.00 95.00
Finalizing PER
CAD Technician IV
Lockhart, Julie 8/17/2023 3.00 125.00 375.00
Drafted Design Edits
Sr. Project Administrator
Turner, Evangelina 8/7/2023 2.00 110.00 220.00
Edit/format Pump PER;prepare appendices;
Please remit payment to: Welch Comer&Associates, Inc.330 E.Lakeside Avenue,Suite 101,Coeur d'Alene, ID 83814

Project 41074.01.0 B. Hamilton-Engineering Services Invoice 41074010-035
Turner, Evangelina 8/8/2023 1.75 110.00 192.50
Compile Pump PER with appendices and forward to A.Williams&J.
Tillett for review;prepare DEQ submittal and upload to DEQ cloud;
forward Pump per to B. Hamilton&S.Scheidt;
Project Administrator
Alonzo, Beatrice 6/19/2023 .25 85.00 21.25
Booked Conference room for Steve for Wednesday.
Alonzo, Beatrice 8/7/2023 1.25 85.00 106.25
Final edits to Booster Facility Plan, Facility plan submitted to DEQ, Link
created of finalized/complete Booster Plan and sent to Syringa.
Totals 9.75 1,200.00
Total Labor 1,200.00
Total this Phase $1,200.00
- - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - -
Phase 006 Booster Station Design
Professional Personnel
Hours Rate Amount
Principal Engineer II
Cordes, Steven 8/14/2023 .25 285.00 71.25
Booster Station Design
Cordes, Steven 8/15/2023 1.00 285.00 285.00
Booster Station Design
Totals 1.25 356.25
Total Labor 356.25
Unit Billing
Letter/Legal/Card Stock Size Color Prints
8/19/2023 Copies 2.0 Color Copy @ 0.99 1.98
Total Units 1.98 1.98
Total this Phase $358.23
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Phase 007 Plum Lane Sewer Review
Professional Personnel
Hours Rate Amount
Principal Engineer II
Cordes, Steven 8/14/2023 .25 285.00 71.25
Proj Comm.
Cordes, Steven 8/16/2023 1.00 285.00 285.00
Review Plans,Comment
Totals 1.25 356.25
Total Labor 356.25
Total this Phase $356.25
Total this Invoice $2,107.46
Please remit payment to: Welch Comer&Associates, Inc.330 E.Lakeside Avenue,Suite 101,Coeur d'Alene, ID 83814 Page 2

Invoice WELCH-COMER
ENGINEERS I SURVEY RS
Nittf
330 E. Lakeside Ave,Suite 101
Coeur d'Alene,ID 83814
P: 208-664-9382 / F:208-664-5946
September 29, 2023
Project No: 41074.01.0
Invoice No: 41074010-036
Bob Hamilton
P.O. Box 1902
Coeur d'Alene, ID 83816
Project 41074.01.0 B. Hamilton - Engineering Services
Professional Services from August 20,2023 to September 16,2023
Phase 004 NKWSD Transfer
Professional Personnel
Hours Rate Amount
Project Manager
Williams,Ashley 9/5/2023 .25 190.00 47.50
Responding to S. Scheidt's request on costs
Williams,Ashley 9/7/2023 .25 190.00 47.50
Preparing demand information for Suzanne
Williams, Ashley 9/11/2023 .50 190.00 95.00
Coord.with Suzanne and S. Cordes on agreement
Williams,Ashley 9/12/2023 .25 190.00 47.50
Follow-up on transfer agreement
Williams,Ashley 9/13/2023 .25 190.00 47.50
Reviewing requested Silver Beach memo
Totals 1.50 285.00
Total Labor 285.00
Unit Billing
Ledger Size Color Prints
9/16/2023 Copies 1.0 Color Copy CCU 1.98 1.98
Total Units 1.98 1.98
Billing Limits Current Prior To-Date
Total Billings 286.98 2,675.20 2,962.18
Limit 5,000.00
Remaining 2,037.82
Total this Phase $286.98
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Phase 005 Booster Station PER
Professional Personnel
Hours Rate Amount
Project Manager
Williams,Ashley 9/12/2023 1.00 190.00 190.00
DEQ review comments with S. Burns;follow-up with S. Cordes and J.
Tillett
Please remit payment to: Welch Comer&Associates, Inc.330 E.Lakeside Avenue,Suite 101,Coeur d'Alene, ID 83814

Project 41074.01.0 B. Hamilton-Engineering Services Invoice 41074010-036
CAD Technician IV
Lockhart,Julie 8/22/2023 1.50 125.00 187.50
Drafted Design Edits
Lockhart,Julie 8/23/2023 4.00 125.00 500.00
Drafted Design Edits
Lockhart,Julie 8/24/2023 3.50 125.00 437.50
Drafted Design Edits
Totals 10.00 1,315.00
Total Labor 1,315.00
Total this Phase $1,315.00
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Phase 006 Booster Station Design
Professional Personnel
Hours Rate Amount
Principal Engineer II
Cordes, Steven 8/24/2023 1.25 285.00 356.25
Booster Plans
Cordes, Steven 8/28/2023 1.00 285.00 285.00
Booster Pump Design
Cordes, Steven 8/29/2023 .50 285.00 142.50
Comm re:Booster Pumps
Cordes, Steven 8/30/2023 .50 285.00 142.50
Booster Station Whitetail Redesign
Cordes, Steven 9/5/2023 .25 285.00 71.25
Comm w/Bob re: Intake
Cordes, Steven 9/13/2023 .25 285.00 71.25
Booster Design
Cordes, Steven 9/14/2023 .50 285.00 142.50
Booster Design
CAD Technician IV
Lockhart,Julie 9/13/2023 3.00 125.00 375.00
Drafted Design Edits
Lockhart, Julie 9/14/2023 1.00 125.00 125.00
Drafted Design Edits
Totals 8.25 1,711.25
Total Labor 1,711.25
Unit Billing
Ledger Size Color Prints Double Sided
9/16/2023 Copies 1.0 Color Copy @ 1.03 1.03
Total Units 1.03 1.03
Total this Phase $1,712.28
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Phase 007 Plum Lane Sewer Review
Professional Personnel
Hours Rate Amount
Principal Engineer II
Cordes, Steven 8/23/2023 .75 285.00 213.75
Comm re:Conditions and Easements
Cordes, Steven 8/24/2023 .25 285.00 71.25
Proj Comm.
Cordes, Steven 8/28/2023 .25 285.00 71.25
Comm re: Easement
Cordes, Steven 8/29/2023 .25 285.00 71.25
Comm.
Please remit payment to: Welch Comer&Associates, Inc.330 E.Lakeside Avenue,Suite 101,Coeur d'Alene, ID 83814 Page 2

Project 41074.01.0 B. Hamilton- Engineering Services Invoice 41074010-036
Cordes, Steven 8/30/2023 .50 285.00 142.50
Communications
Survey Manager
Hathaway, Mike 8/28/2023 1.00 210.00 210.00
Meeting with Bob to review easements. Coordination with Stuart.
Project Administrator
Spencer, Lindsay 9/5/2023 .50 85.00 42.50
Copied Images and Videos from Diver for S. Cordes
Totals 3.50 822.50
Total Labor 822.50
Unit Billing
Ledger Size Color Prints
9/16/2023 Copies 1.0 Color Copy @ 1.98 1.98
Ledger Size Copies
9/16/2023 Copies 9.0 Copies @ 0.20 1.80
Letter/Legal Size Copies
9/16/2023 Copies 8.0 Copies @ 0.10 .80
Total Units 4.58 4.58
Total this Phase $827.08
Total this Invoice $4,141.34
Please remit payment to: Welch Comer&Associates, Inc.330 E.Lakeside Avenue,Suite 101,Coeur d'Alene, ID 83814 Page 3

Invoice WELCH-COMER
ENGINEERS I SURVEYORS
330 E. Lakeside Ave,Suite 101
Coeur d'Alene, ID 83814
P:208-664-9382 / F:208-664-5946
November 2, 2023
Project No: 41074.01.0
Invoice No: 41074010-037
Bob Hamilton
P.O. Box 1902
Coeur d'Alene, ID 83816
Project 41074.01.0 B. Hamilton-Engineering Services
Professional Services from September 17,2023 to October 21 2023
Phase 004 NKWSD Transfer
Professional Personnel
Hours Rate Amount
Project Manager
Williams, Ashley 9/20/2023 .25 190.00 47.50
Status update with S. Scheidt
Williams, Ashley 9/22/2023 .25 190.00 47.50
Reviewing annexation map with C. Hodgson
Williams,Ashley 9/25/2023 .25 190.00 47.50
Reviewing proposed annexation mapping and services
Williams,Ashley 9/27/2023 .25 190.00 47.50
Finalizing annexation map
Williams,Ashley 9/28/2023 .25 190.00 47.50
Reviewing rates and discussing potential other options for transfer with S.
Cordes
GIS Technician II
Hodgson, Cody 9/21/2023 1.25 115.00 143.75
Edits to Syringa exhibit. Discussion with Ashley.
Hodgson, Cody 9/22/2023 .50 115.00 57.50
Additional edits to exhibit, discussion with Ashley.
Hodgson, Cody 9/27/2023 .50 115.00 57.50
Revisions to map
Project Administrator
Alonzo, Beatrice 8/24/2023 6.25 85.00 531.25
Funding application edits
Alonzo, Beatrice 9/13/2023 1.00 85.00 85.00
Silver Beach Memo
Totals 10.75 1,112.50
Total Labor 1,112.50
Billing Limits Current Prior To-Date
Total Billings 1,112.50 2,962.18 4,074.68
Limit 5,000.00
Remaining 925.32
Total this Phase $1,112.50
- - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Phase 005 Booster Station PER
Please remit payment to: Welch Comer&Associates, Inc.330 E.Lakeside Avenue,Suite 101,Coeur d'Alene, ID 83814

Project 41074.01.0 B. Hamilton-Engineering Services Invoice 41 0740 1 0-037
Professional Personnel
Hours Rate Amount
Project Manager
Williams,Ashley 9/20/2023 .25 190.00 47.50
Reviewing revisions to PER
Williams,Ashley 9/21/2023 .50 190.00 95.00
Finalizing addressing comments from IDEQ;final review
Project Administrator
Alonzo, Beatrice 9/21/2023 4.50 85.00 382.50
Syringa Water System Pumps PER
Totals 5.25 525.00
Total Labor 525.00
Unit Billing
Letter/Legal/CardStock Size Color Prints
10/21/2023 Copies 1.0 Color Copy @ 0.99 .99
Total Units .99 .99
Total this Phase $525.99
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Phase 006 Booster Station Design
Professional Personnel
Hours Rate Amount
Principal Engineer II
Cordes,Steven 9/25/2023 .25 285.00 71.25
Comm w/Bob
Cordes, Steven 9/28/2023 1.00 285.00 285.00
Comm w/NK re: Rates and Operator Options
Cordes,Steven 10/4/2023 .50 285.00 142.50
Comm re:Booster Pump Pricing/Options
Cordes, Steven 10/16/2023 .25 285.00 71.25
Comm re:Booster Pumps
Cordes,Steven 10/18/2023 .25 285.00 71.25
Review Booster Pumps
Totals 2.25 641.25
Total Labor 641.25
Total this Phase $641.25
Total this Invoice $2,279.74
Please remit payment to: Welch Comer&Associates, Inc.330 E.Lakeside Avenue,Suite 101,Coeur d'Alene, ID 83814 Page 2

Invoice WELCH -COMEfff
ENGINEERS I SURVEYORS
330 E. Lakeside Ave,Suite 101
Coeur d'Alene, ID 83814
P: 208-664-9382 / F: 208-664-5946
November 30,2023
Project No: 41074.01.0
Invoice No: 41074010-038
Bob Hamilton
P.O. Box 1902
Coeur d'Alene, ID 83816
Project 41074.01.0 B. Hamilton -Engineering Services
Professional Services from October 22,2023 to November 18,2023
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Phase 006 Booster Station Design
Professional Personnel
Hours Rate Amount
Principal Engineer II
Cordes,Steven 10/25/2023 .25 285.00 71.25
Comm w/Worst re:Cliffhouse
Cordes, Steven 11/2/2023 .50 285.00 142.50
Booster Station Plan Edits
Cordes, Steven 11/3/2023 .25 285.00 71.25
Re Sign Booster Plans
CAD Technician IV
Lockhart,Julie 11/2/2023 .50 125.00 62.50
Drafted Design Edits
Lockhart,Julie 11/7/2023 1.00 125.00 125.00
Drafted Design Edits
Project Administrator
Alonzo, Beatrice 11/2/2023 .25 85.00 21.25
Filed Approved Booster PER Letter.
Totals 2.75 493.75
Total Labor 493.75
Total this Phase $493.75
Total this Invoice $493.75
Please remit payment to: Welch Comer&Associates, Inc.330 E.Lakeside Avenue,Suite 101,Coeur d'Alene, ID 83814

Invoice WELCH-COMER
ENGINEERS I SURVEYORS NAtAff
330 E. Lakeside Ave,Suite 101
Coeur d'Alene,ID 83814
P: 208-664-9382 / F:208-664-5946
January 11, 2024
Project No: 41074.01.0
Invoice No: 41074010-039
Bob Hamilton
P.O. Box 1902
Coeur d'Alene, ID 83816
Project 41074.01.0 B. Hamilton- Engineering Services
Professional Services from November 19,2023 to December 16,2023
- - - - - - - - - - - - - - - - - - - -
Phase 006 Booster Station Design
Professional Personnel
Hours Rate Amount
Principal Engineer II
Cordes, Steven 11/20/2023 .25 285.00 71.25
Comm w/Bob re:boosters
Survey Manager
Hathaway, Mike 11/20/2023 .50 210.00 105.00
Coordination with Phil regarding easement and tract areas and options
Project Administrator
Alonzo, Beatrice 12/7/2023 1.25 85.00 106.25
Looked for Syringa Water Plans Email; Prepped and submitted Syringa
Water Plans to DEQ;comms w Lina re:Water plans
Totals 2.00 282.50
Total Labor 282.50
Total this Phase $282.50
Total this Invoice $282.50
Please remit payment to: Welch Comer&Associates, Inc.330 E.Lakeside Avenue,Suite 101,Coeur d'Alene, ID 83814

Invoice WELCH--COMER
ENGINEERS I SURVEYORS
330 E. Lakeside Ave,Suite 101
Coeur d'Alene, ID 83814
P:208-664-9382 / F: 208-664-5946
January 31, 2024
Project No: 41074.01.0
Invoice No: 41074010-040
Bob Hamilton
P.O. Box 1902
Coeur d'Alene, ID 83816
Project 41074.01.0 B. Hamilton - Engineering Services
Professional Services from December 17,2023 to January 20,2024
Phase 006 Booster Station Design
Professional Personnel
Hours Rate Amount
Engineer VII
Cordes,Steven 1/5/2024 .50 260.00 130.00
Comm,N/DEQ re: Boosters
Cordes, Steven 1/8/2024 3.00 260.00 780.00
Add Detail to Booster Pump Plans
Cordes,Steven 1/9/2024 1.50 260.00 390.00
Revise Booster Plans
Cordes,Steven 1/10/2024 .50 260.00 130.00
Booster Plans
Cordes,Steven 1/11/2024 .50 260.00 130.00
sign/submit Booster Plans, Comm w/Bob &Worst
CAD Technician IV
Lockhart,Julie 1/9/2024 6.00 135.00 810.00
Drafted Design Edits
Lockhart,Julie 1/10/2024 3.50 135.00 472.50
Drafted Design Edits
Lockhart, Julie 1/11/2024 .50 135.00 67.50
Drafted Design Edits
Project Administrator
Alonzo, Beatrice 1/11/2024 .75 100.00 75.00
Transmittal Form for the Syringa Booster Station Improvements Plans
created. Plans sent to DEQ for review.
Alonzo, Beatrice 1/12/2024 .25 100.00 25.00
Sent email to Steve showing the submittal of the Syringa Plan to DEQ
Totals 17.00 3,010.00
Total Labor 3,010.00
Total this Phase $3,010.00
Total this Invoice $3,010.00
Please remit payment to: Welch Comer&Associates, Inc.330 E.Lakeside Avenue,Suite 101,Coeur d'Alene, ID 83814

Invoice WELCH-COMER
ENGINEERS 1 SURVEYORS
330 E. Lakeside Ave,Suite 101
Coeur d'Alene, ID 83814
P:208-664-9382 / F:208-664-5946
July 15, 2022
Project No: 41074.03.0
Invoice No: 41074030-031
Sawmill Point Dev Inc.
PO Box 1902
Coeur d'Alene, ID 83816
Project 41074.03.0 Hamilton-North Surveys
Professional Services from May 22,2022 to June 18.2022
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - -
Phase 030 Construction Phase Services
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - -
Task 004 Additional Services
Professional Personnel
Hours Rate Amount
Principal Engineer II
Cordes,Steven 5/24/2022 .25 210.00 52.50
Comm re:Water System
Cordes, Steven 5/25/2022 1.00 210.00 210.00
Syringa Capacity
Cordes, Steven 6/3/2022 .25 210.00 52.50
water system analysis
Cordes, Steven 6/6/2022 .25 210.00 52.50
Water System Eval
Cordes, Steven 6/14/2022 .25 210.00 52.50
Comm w/Bob re: Rates
Cordes, Steven 6/16/2022 .50 210.00 105.00
Comm re: Pumps, Look up Pipe Drawing
Project Manager
Williams,Ashley 6/1/2022 .50 165.00 82.50
Project intro with S. Cordes and S. Sundahl
Williams,Ashley 6/3/2022 .25 165.00 41.25
Reviewing tank dimension question with S. Sundahl
Williams,Ashley 6/9/2022 .50 165.00 82.50
Reviewing capacity analysis with S. Sundahl
Engineering Assistant
Sundahl, Sadie 5/31/2022 .25 70.00 17.50
Syringa Heights project overiew and memorandum
Sundahl, Sadie 6/1/2022 5.50 70.00 385.00
Syringa Heights capacity update meeting,contacting east fire fire district,
and creating capacity spreadsheet
Sundahl, Sadie 6/2/2022 5.25 70.00 367.50
contacting east fire fire district, looking up archived site maps,and
creating capacity spreadsheet
Sundahl,Sadie 6/3/2022 2.00 70.00 140.00
creating water system capacity spreadsheet and contacting Kootenai
County Fire Rescue for current fire flow requirements
Please remit payment to: Welch Comer&Associates,Inc.330 E.Lakeside Avenue,Suite 101,Coeur d'Alene, ID 83814

Project 41074.03.0 Hamilton- North Surveys Invoice 41074030-031
Sundahl, Sadie 6/6/2022 1.50 70.00 105.00
contacted site owner and fire department, and filled out capacity
spreadsheet
Sundahl, Sadie 6/7/2022 2.75 70.00 192.50
Researched small booster and camas hill addition and lot with highest
elevation for capacity analysis spreadsheet
Sundahl, Sadie 6/8/2022 .25 70.00 17.50
Reached out to fire departmnet and owner for update on fire flow
requiremnets and water reservior data
Sundahl, Sadie 6/9/2022 3.50 70.00 245.00
Resreached lot with highest elevation and main water line location and
calculated future water capacities
Sundahl, Sadie 6/13/2022 .75 70.00 52.50
Contacted Syringa Heights owner and dicussed yearly water capacity
data and estimated future capacity data
Sundahl, Sadie 6/14/2022 .50 70.00 35.00
Contacted Syringa Heights owner and reviewed monithy rates
Sundahl, Sadie 6/15/2022 1.00 70.00 70.00
Scanned notes and inputed monly production data into capacity
spreadsheet
Sundahl, Sadie 6/16/2022 .25 70.00 17.50
Contacted Syringa Heights owner and Kootenai Fire for fire flow
requirements
Totals 27.25 2,376.25
Total Labor 2,376.25
Total this Task $2,376.25
Total this Phase $2,376.25
Interest
1.00% of 682.50 (balance over 30 days) 6.83
Total this Invoice $2,383.08
Please remit payment to: Welch Comer&Associates,Inc.330 E.Lakeside Avenue,Suite 101,Coeur d'Alene,ID 83814 Page 2

Invoice WELCH-COMER
ENGINEERS I SURVEYORSN--4f-4ff
330 E. Lakeside Ave,Suite 101
Coeur d'Alene, ID 83814
P:208-664-9382 / F:208-664-5946
September 7, 2022
Project No: 41074.03.0
Invoice No: 41074030-033
Sawmill Point Dev Inc.
PO Box 1902
Coeur d'Alene, ID 83816
Project 41074.03.0 Hamilton- North Surveys
Professional Services from July 24,2022 to August 20,2022
Phase 030 Construction Phase Services
- - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - -
Task 004 Additional Services
Professional Personnel
Hours Rate Amount
Principal Engineer II
Cordes, Steven 7/25/2022 .25 210.00 52.50
Comm re: Fire District
Cordes,Steven 7/26/2022 .25 210.00 52.50
Comm re: Fire District
Cordes, Steven 8/1/2022 .50 210.00 105.00
Comm w/Bob re: Reservoir
Cordes,Steven 8/2/2022 .50 210.00 105.00
Fire Storage Analysis
Cordes,Steven 8/3/2022 .50 210.00 105.00
Fire Storage Comm.
Cordes, Steven 8/4/2022 .25 210.00 52.50
Comm re: Fire Flow
Cordes, Steven 8/8/2022 .25 210.00 52.50
Comm re: Fire Flow
Cordes, Steven 8/11/2022 .50 210.00 105.00
Comm re: Fire Flow
Cordes,Steven 8/15/2022 .50 210.00 105.00
Comm w/Bob, Fire District
Cordes,Steven 8/16/2022 .25 210.00 52.50
Rev New Flow Data
Project Manager
Williams,Ashley 8/2/2022 .25 165.00 41.25
Checking status with County
Engineering Assistant
Sundahl, Sadie 7/25/2022 .25 70.00 17.50
Contacted Kootenai fire district
Sundahl, Sadie 7/27/2022 .25 70.00 17.50
Contacted Kootenai fire district to discuss fire flaw restrictions
Sundahl, Sadie 8/1/2022 .25 70.00 17.50
Contacted Kootenai fire district and discussed fire floow requirements
Reviewed operating storage and total storage deficiencies
Please remit payment to: Welch Comer&Associates, Inc.330 E.Lakeside Avenue,Suite 101,Coeur d'Alene, ID 83814

Project 41074.03.0 Hamilton-North Surveys Invoice 41074030-033
Sundahl, Sadie 8/2/2022 .50 70.00 35.00
Reviewed operating storage and minimum pressure requirements
Reviewed service elevations
Sundahl, Sadie 8/4/2022 .25 70.00 17.50
Contacted Fire marshall regarding exitsing lot construction fire flow
requirements
Sundahl, Sadie 8/5/2022 .25 70.00 17.50
Correspondence with Kootenai Fire District to discuss construction limits
and internal sprinklers
Sundahl, Sadie 8/8/2022 4.50 70.00 315.00
Contacted kootenai fire and rescue
Wrote capacity analysis memo
Sundahl, Sadie 8/9/2022 3.50 70.00 245.00
Contacted kootenai fire and rescue
Wrote capacity analysis memo
Totals 13.75 1,511.25
Total Labor 1,511.25
Unit Billing
Letter/Legal Size Copies
8/20/2022 copies 8.0 Copies @ 0.10 .80
Total Units .80 .80
Total this Task $1,512.05
Total this Phase $1,512.05
Interest
1.00% of 3,426.25 (balance over 30 days) 34.27
Total this Invoice $1,546.32
Please remit payment to: Welch Comer&Associates, Inc.330 E.Lakeside Avenue,Suite 101,Coeur d'Alene, ID 83814 Page 2

s'I v-3 il --�6 -;z 3
Syringa Water 00For Month of: A
Day Water Treated in Total Tank Hour Total Free Raw NTU pH Temp Notes
Gallons Metered Gals Level Meter Hours I Ci 2 NTU Finished
1 5i -7 3.-Z 1 , -7 � :a7
4 6, 6 �C7- is W: 7 ).6 ,-T �c
6 5 3 S-6-7-7 g:l , S 6
7 5�3y7 r1 -A-H �-c '1 )6 c> 5 2. L �
8 5 71 P7�2,q )_6 -7 'AS os ;',
10 5- 3 -7 fV, ;-
12 5 g 7 3 P-7 1 05,
13 55-0 l F 15":5 YF-Y P. : ' . 0 5
14 4. t vy7, -1 .7 .a7 . 72-
17 (l 1 3
18 �
19
21
22
23
24 5'a 0 ar i�'-y �mq y y v, !
26 5'8 is: s��,o r.5 1 e,C,
27 '
28
29
30
oc-f /'

Syringa Vll 4 qa F For Month of:
Day Water Treated in Total Tank Hour Total Free Raw NTU pH Temp Notes
Gallons Metered Gals Level Meter Hours Cl 2 NTU Finished
2 �o� 3 .5 1 -�� . 1 �'Z 5'
3 � osS ��, l � �3Si ; �7 •� � g,z
4 6 � ? SY
6 1 13 1s5 1 g�.2
$ 62
Z.
12
13 6 31
14 r D / 1��J`i� (p / c-2 V �1
16
17
18 y1 .3 dr 5 �)r3
20
21 5 f s ,� � ��•� 1 s' e, 6 f S
23 fv 3 i f L g g 1 v :� ► , o't�r �'
24 I5�,5' 2,8,2 '7�5
25
26 � c �v S �', �� re �`7 .;4v oU
27 �L7 � �Z 1✓ S Jg 3'01 36 (16
28 �,76 1 Z2 15-3 ciiO A 1 , 31 .. d 6 P.z 5r
29
30`
31 S'5 7 s

G?o 1
Syringa Water �y.y For Month of: �n�-�-N
Day Water Treated in Total Tank Hour Total Free Raw NTU PH Temp Notes
Gallons Metered Gals Level Meter Hours Cl 2 NTU I Finished
2 G -) �p AY /:�_3 . -7 31 07 E--z �
3 1 6 `7`7 1 -;Z3 �� oa�.� �. f , 3a . a-7 Y•-2- S
4 ;2-7 js. . 063,3 2-5 _ 7 - 67 .�
6 (� �5� 3 37 ls"3 002.1 ),;5" 7
9 9 ,4y o�S Is- a 1 S 3 p2J ; �`f 6� '>— L�a� �~F!• �ra� .,
10 C,`j S j5'4, 11,3 �?,fl � 6 -1
11 iv7-7 0 �- z
12 -7a by 1'3'2 - 33 .0-7
13 7o 3 � /5,j ���s:v 1.7 _-7 3S C>-7
14 `7 o S A3 1 s y- n;7. '- 39 o 7
16 -� c i �.-z �, . -7 3S 01 -Z
18 7/ ��' s� �3�Z .� 3� 01
19 2 s' y
20 v- ( Y- 0-,3 ou i. l 1 ,3 7 35-
21 `7�. 35' 15 y I�'f . "' a. , 7 , 3 t . G? 3 C c� 04, r�
22
26 1 2e 9 - 7
27
28 7� 026 obt .,Zg "03
30 7'lel t0343 .6-
31 7 b7 ,�� isj 7 0 -7 -.2? 9 0-
� , � I

Syringa Water '0� �� For Month of:
Day Water Treated in Total Tank Hour Total Free Raw NTU pH Temp Notes
Gallons Metered Gals Level Meter Hours Cl 2 NTU Finished
1 75"3 5'1 D r 7 .�2 '
2 �S� o C5, I o73.y a .� t�� b 3 g 3
3 7sC 3t)7Sg � v .7
4 '� � 1 5 33 K. vz� 7 aS q o3 F.3 6
5 -76 `t' � 41 ts5 o�i . � �� a03 �.
6 `7 (. 7 15,3 0F'- ,
2 2 1 l 3 b s, car " 3 - - 7 aC--3 C
9 -7(,2- 1 i,sL I o1:2vv I - � .-7 F-3 6
10 111� b 154 01 *4 E. 3 b
11 o9?,s S �_t ,b 3
12 , a3 v 3 .2
13 19 ? 30 63
14 Vc?
1516
,p Lf Lt�x
18 3 =,,s�LNf,C .A 3
19 2-
� �j (�,Q il,•Jt �jU2i-AG�
lS5 n7,7 2-- f•)7 ,� 3
21 l l S, 30 y, '7 �3( v z '' 3j Z<aP
22 If mR a.s 7
23 �'iZ� 3 U Is_� lay -7 v3 �.�
24 �,5G I S1 J 02.3 _7 . 2 - 3-7 , , n 3 .L 3c
25 Y,"�3v I 2 13s0 a- '7 3 v3 7
27 fag 15� 1'4e. o3 Y.-- -
30
31
75� 7

2Y/j ,
Syringa Water l-r rG
For Month of:
Day Water Treated In Total Tank Hour Total Free I Raw NTU pH Temp Notes
Gallons Metered Gals Level Meter Hours Cl 2 1 NTU I Finished
2 7506 Vi(, 1.511 tt, .2, . 7 - 5-3
3 9� 3 9 �';t 15"2- b a ? Sq , 03 B 1 J7
1 Wu
5 7 5 i a 1 rs�' 11G_G� �,� r� ,�C , o y �� �v �-� �� n C L Z
�-^7 r7—j c
8
9 vx q �4 l Y, b
10
11
12 657 ) �s� �10. �,Y S o 3 �� lb
13 q�,;l -7.3 9--t P
14 s 1. -7,(- . 74 0 3 C.1- 10
16 131 51 Ifs qi, i g. y , � P�� o
17 qq6 �� �. l �YqA 9y .C),( II
18 f iF s.�71;-57� � s =�� 6 -f
19
20 !9? 0- `fy 7
22
23 660 10 v 6. �D`{ � t� ° 5 e�s �� 1-2,
24 ©1 & 7 Je7 )s. 31 �0 qJ
25 e),�- 7 F /U A'O 3) 4"" M--:� 2c.
26 01-7 A .( 3-13.3 5 9 .27
27 ©,( / 5; �q;,a 9,-, ?Z n 5 Y.Z z
28 c3 .3sf-_7 47, 5
30 l l l 5� �� '1 o, FC C, Y-z r 2-
31 6 l o / -717? 1
� 7

Syringa Water For Month of: �Ij— '�
Water Treated in Total Tank Hour Total Free Raw NTU
Day Gallons Metered Gals Level Meter Hours CI 2 NTU Finished PH Temp Notes
2 65 � 7 1 l s. 3 F?.L . 5 S 7.2 l 3
5 431. E I�z"l G, S , c� � �. Z i3 �f C
8 451 4A`7-I ` 1,3 � 7� � 0'7 13
10 jLA 0� S9- 1`5 9 Y . 6 73
11 q ? VC A 2 j
12
13
14 5 3a N7 �.� . � �`f ,as �'� !Y
15 -fYS (1 g 1`u 1 o v � ,(� . 6 S Y.-�L (y ter- l
17 1-5"5 3 1.- z
.ss i It AS'1
18 -r C 6 S 5' �6s3--7 .s.y '19 q k,z , ,-( f�
20 � �" 1a ,� ���y i �s A t FUG
21 i 10 7 I�: �"'�'�.3 �;� (� a 6 F,Z 1 S
23 S 34 (AG l�.o �lc.i i (�� 6 2- 15 �' `,4+
24 P � k,4�
25 3 (,Ob 14 C: IS M �31 .6 ( 5,4 75 a`? F-z
27 3 b- I (, Ld
28 3 97
29
30 z-1 3 c'q 1 �F i, 4,il s 146Y Y-. 16
31
L• �5 �
�" v E'c

4i3
Syringa Water ��'� s For Month of: ��� �C,� 3
Day Water Treated in Total Tank Hour Total Free Raw NTU PH Temp Notes
Gallons Metered Gals Level I Meter Hours Cl 2 1 NTU Finished
1 ` O e, ) P. 7 .45 1 ;01 V. 2 /6
2 ')Ik.( io.G 163 1 ' 6S7 � 2 �(✓
+e
3 -417 V7 7 /9PZf J o&7 e io�
5 03 1617, 13.E
6 .7
8 5'Y 93
10 t? lY6 K4, 1 Vl..!r 73 'Z b ,b 7 ➢. z C c,, ��E aw� vRe-
��� 11 S�� l S l� ���.Z a � .� 7� 6 �
12 13. 2- ?L I A1 -� , Io ,7y , ��`Y7 Y-"z- (L
13 ( 13 E C I �,?o l3.`f L .76 o ,-7 z 16
14 .-7
17 Ij ? 3 1
18 70 o / 71 r�, -2- s,v . 6,
19 ( S 2 1 S� 11).r (N
20 -7366 )s6 7�v5 � � , i� ,�� . Ll { �
2515
L 16 �z �
26 3�� t I37 6 r�`I 1t �2 CC 6�u CLz
27 7 1L,6 Off` -6
28 c ; 2
29 gC,-7 1y3 V6
30 66 3 C,7 �' o (��.� (3 47 Y &-7 P--

Syringa Water For Month of: L
Day Water Treated in Total Tank Hour Total Free Raw NTU PH Temp Notes
Gallons Metered Gals Level Meter Hours CI 2 NTU Finished
1 9y3 i (6 P- jsz 1-7,�.2- I y.Z I �, .7,2.- 6 L
4 -7 163
et �
6 � � � ISM l:�.� ��7 �y.� . � , 7� G � gz l�
8 65--,-7 (C 1 13, CMS 3 v )6
10 ksZ I Pi 1+ 3"Y.L 11:6 6"--2 G � X--L -` '50L`'7-rA -0-��r'i
11 i � 6 ? 19.9 3 c3.& yv a9 3�.Z 1G cp
12 1 �- ,o n. 3 3.2. z 1 . y 7 F.-L v"�
13 � - �>,c << , f(=
S ro 7. ( r.1 ff. 5 1 Z f z c.4?C-F
141 7 1,3. ( 3` Y.c) l„9 fIy�
15 1 176 62 �.C, 3-P2.� IY,3 , S 31 0 -7 i
16
17a(, 7 3 l !s: t4rs-7 G�?
18 17 '? /sf y3�.�, fC..S , S . adr , c -7
19
21 3. q-71, ((.S fSl r67 � v G
22 Y 5-v ( ? 7 j y gv o t�.5 5 r e F�-z l
23
24
25 3v
26 33 7 2 . 5
28 3 L j J 01 1s6 566 6 16.5 S , 35 , 0.7
29. 3 ,o zc ( � �t g 1!5- <79 7 ( 3, 1 : 3 9 r 0 -7
30 3 52 3 p- JL1,K 9 <d 7.2 ?, S ,�� .6 -7 /7s�--
31 gc, t5' , ,2�

4 bv7
Syri nga Water Yx For Month of:
Day Water Treated in Total Tank Hour I Total Free Raw NTU PH Temp Notes
Gallons Metered Gals Level Meter Hours CI 2 NTU Finished
3 6 T
2 q� 16 13 � 15-5 61�r4N 1;_ S, - 3 f
5 �� ,� G�lj.1 ? S 3 P 7-1Z r
7 / �S l y i b.�� L- 1. S 3� , o T�2- -
9 � 13 7 )s' 9 S , cL y� � 7
12 -3 9 73 i/7 7 2,:�
13 3 //n / " L x :- 1 ,610 S,2 /
15 10 / 2s off" ,33 ► a� /7
16 �j2 1612 16 -�92 10Ca
17 7G5-. �r;- 17
18 /V / ,7 7 44
192 1 [y-� y �� �S (w � 07 zf;2— l7
20 11 S Y- -2- f
22 'i13.5, I. I. , G 33
23 r 5" ��� cam .5 7� 6`7 Y-z 1
24 GSL >, 11
25 ��� S 5,� �yb, .jam 6 2
26 q Lf %C.0 9y2 4 -7 (C -F: s
28 � 6 0 6 1 I� , �s q Sr i - , v`� .L 1
31

6 --713
Syl inga Wafter Y(.-Y�3 For Month of:
Water Treated In Total l Tank Hour Total Free Raw NTU
Day Gallons Metered Gals Level Meter Hours Cl 2 NTU I Finished PH Temp Notes
3 `l (5- �7 7 b I Yam. s ' l
6 3 s-7 S 6. /
7 -714.25 a I q e rr. C � ,'7 �,�
8 y 9 6 —I ( 5.5' 1 1
10 -7 5-93
11 I Iby (, 5r3 x.a k3l.5 �� , 6 tds a�7 ��7- 1y )
12 6 2-- 6 /5's q'3g6 3. 1 S v-7 �' l
13 7 -7 5 L�3
14 -7 7 7S S }�; i z d --7 P. ,L i y
16 J-�r ak 07 l
17 ,�
18 -79 �7 �� js,q q' ;- . i 5 �2i , o - z 1y
19 -� 9 -7 9 151, ::9 , a3 o -1 z /V
20 1&.a 16 5,-7 3 .`7 , 5' ,0--7 �a
21 q4t 1f� 9L1,-7 tf.0
Z2 �0 3�'
24 1 7 C?7),0 1� q c>-1
25 > 33 (32 y � 3,, ,5
27 7 y .b �v.
28 r� � 7 �7
� � �7ALT` �'�ri
30 k 3 s `f 3 Z I�.d "6 Z - . 5 1 e a C� -Z t/

C
Syringa Water For Month of: /V
Day Water Treated in Total Tank Hour Total 7Fee Raw NTU ?H Temp Notes
Gallons Metered Gals Level Meter Hours NTU Fir�lshed
1 � q6 Y'7 /L.L, .`t- ' 5, K , 0-� 1. 2-
2
3
4
5 4 J //� 3�rJ 1�/.i� al(�. L 1. 6 � , J7
9 `�-O 07 ;2
. 11 26-7 C) 0,)4.,-6 �a,9
12 27bi �s'-� a:-��c
13 v3i. z Z
141 16 ,o b3 � s ;7 , v(- z-i- i
15 ? 16,1
17 .3 3 � v�t� �4 3 . 1 < I`� , 6 7 -2 1z
18 a g 1 f�� 6�y `t 5' . 7 , 0'--I I�
20 k?Ll& b- I C, I Sb,z -7.0 s (� L � y z p
21 53 9 a JsJ
22 GaU 31 1� � &5� 17 �7 2 II
23 14.0 Q S' .
24 a
25
261 g7 14 . 1 l.y :2.s ,5 g ;697 .
271 A(, 15s o co-� �z, (S' d -7 7-2-
p
28 q 1 570 35 �.6 o72,q 3. 6 4 S 1'5 6 1 Y� 7-1 r o Ofwr i
30 s' 1/� 7�7,1 v S 1� ® 7Z 6
31
j D �

S�/1"li1$d dtEl' 0-77_ ( For Month of:
Day Water Treated in Total Tank Hour Total Free Raw NTU PH Temp Notes
Gallons Metered Gals Level Meter Hours CI 2 NTu Finished
1 3y 16.6 0go.3 3."1 : 5- 1 , 1 s . 6- 7 �..�
2
4 g 3 Y F 'v 7 L_
5 37 �- & �`:G ° L( r Lf
6 l [ J r I q
r v I
7
9 It
10 66 a Z- 14.0 16 '9
12 �1'4 3 is K U7 �7"7-
14 19 `�
15 -7 /�O1rss s Y �� z
161 <76 3 b 1s. ' ii g.-L :t L� v`7 z
17 6 •y r w v �
18 1� y IS ' ,2 .a.-L r 4 , 6)-7 7-7- 3'
19 7 3v 16.0 Jos'( .� , J4 , 01 1 5
20 'f?7 4 , (V 01 E-z
21 cT7/ /X-C) 36.7 -�� 5 I� v-7 a
23 ' ; 77 31 7 '0'
24 7 30 ,6 � 3 �.� S ,01 Ft
26 3Z r( ( /`f ' b 3'° 5 , r� s C?-7 �-.z
28 g-- �. /s' ,, " o -7 N�Z 7
29 L3 G 5 10 -7
31 j Vj , c 7 �.
'-I 3
r. 1,

Estimated Syringa and Silver Beach Rate Structure
accounts for 3%estimated cost of living increase
NKWSD-September 21,2023
Water Rate Infrastructure Components unit 2023/2024 2024/2025 2025/2026 2026/2027
District labor(30 hours per week 1st year/20 hours per week thereafter) $49 $70,070 $52,489 $54,063 $55,685
Power $4,200 $4,368 $4,543 $4,724
Infrastructure improvements$175,000 over two-year repayment period-Includes
Telemetry Upgrades and Badger meter AM replacement(Does NOT include $87,500 $87,500
storage reservoir construction)
Chemical Costs(15%increase per year) $4,000 $4,600 $5,290 $6,084
Mileage(32 miles round trip)4 trips per week(10%increase per year) $0.66 $4,394 $4,833 $5,317 $5,848
Capital reserve fund $50,000 $50,000
Syringa Monthly estimated access fee per connection $84 $72 $65 $67
Silver Beach Monthly estimated access fee per connection $63 $54 $35 $36
Monthly estimated LID payment for storage per connection(if not developer funded) $54 $S4 $54 $54
Syringa Metered Revenue Rates-estimated per 1,000 gallons
0-5,000 gallons $2.76
5,001-9,000 gallons $7.26
9,001 and above $14.57
Silver Beach Metered Revenue Rates-estimated per 1,000 gallons
0-5,000 gallons $2.76
5,001-9,000 gallons $7.26
9,001 and above $14.57

Firefox https:Houtlook.live.com/mail/0/inbox/id/AQQkADAwATExAGI4Ny...
RATE COMPARABLES......
Elda Asinelli <[e-mail]>
Tue 10/17/2023 3:40 PM
Tabob hamilton<[e-mail]>
COMPARABLE WATER USAGE CHART
Gallons Range Per Month 1-20,000 20,001 -40,000 40,001-80,000 80,001-120,000 120,001 -160,000 160,001 -200,000
Estimated Gallons Used 20000 36000 63000 90000 160000 200000
2023 SYRINGA RATE $60.00 $104.00 $275.00 $550.00 $1,980.00 $2,460.00
NKW PROPOSED RATE $287.11 $520.23 $913.62 $1,307.01 $1,744.11 $2,326.91
2024 SYRINGA RATE $110.00 $240.00 $404.00 $940.00 $2,340.00 $2,900.00
1 of 1 10/19/2023, 11:54 AM

Syringa Water co Rates
2024
Gallons used Rate
0 to 20,000 $60 plus$2.50 per thousand
20,000 to 40,000 $110 plus$4 per thousand over 20,000
40,000 to 80,000 $110 plus$6 per thousand over 20,000
80,000 to 120,000 $110 plus$12 per thousand over 20,000
120,000 and over $110 plus$14 per thousand over 20,000

Syringa Water
Profit and loss
Jan. 1, 2023 to Jan. 1, 2024
Income
Sales $ 69,408.96
Other 3780.00
Total income $ 73,188.96
Gross Profit $ 73,188.96
Expenses
Bank and service charges $ 570.00
Computer and internet expense 109.00
Meals and entertainment 113.94
Office supplies 1,229.10
Professional fees and engineering 37,764.07
Legal 5,100.00
Repairs and maintenance 15,429.26
Utilities 16,274.19
Tax preparation 607.57
Insurance 8,000.00
Property taxes 1,498.26
Total expense $86,695.39
Net income-loss $(13,506.43)
I

Syringa Water
Profit and loss
Jan. 1, 2023 to Jan. 1, 2024
Income
Sales $ 69,408.96
Other 3780.00
Total income $ 73,188.96
Gross Profit $ 73,188.96
Expenses
Bank and service charges $ 570.00
Computer and internet expense 109.00
Meals and entertainment 113.94
Office supplies 1229.10
Professional fees and engineering 37,764.07
Legal 5,100.00
Repairs and maintenance 15,429.26
Utilities 16,274.19
Tax preparation 607.57
Insurance 8,000.00
Property taxes 1498.26
Total expense $86,695.39
Net income-loss $(13,506.43)
� G yvp-CS 1� C >J AO

httpsJ/outlook.live.com/maiUO/inbox/id/AQQkADAwATEXAC
2024 SYRINGA WATER BUDGET—.
Elda Asinelli<[e-mail]>
Tue 10/17/2023 339 PM
Tobob hamilton<allstarbob@hotmaiLcom>
2024: SYRINGA WATER EXPENSES AND BUDGET
Current Residential Users: 78 -
ADMINISTRATIVE EXPENSES TOTAL COSTS FREQUENCY YEAR 2024 COST PER
MONTH
INSURANCE $ 8,000.00 ANNUAL $ 8,000.00 $ 666.67
w BILLING&CLERICAL $ 4.800.00 ANNUAL $ 4,800.00 $ 400.00
OFFICE SUPPLIES $ 1,200.00 ANNUAL , $ 1,200.00 $ 100.00
LEGAL& TAX ACCOUNTING $ 2,400.00 ANNUAL $ 2,400.00 $ 200.00
PERMITS AND FEES $ - ANNUAL $ - $ -
TOTAL ADMINISTRATIVE EXPENSES $ 16,400.00 $ 16,400.00 $ 1,366.67
OPERATING EXPENSES
POWER&UTILITIES $ 26,000.00 ANNUAL $ 26,000.00 $ 2,166.67
ENGINEERING TECH $ 6,000.00 ANNUAL $ 6,000.00 $ 500.00
DEQ-WATER MASTER CONSULTATION $ 4,800.00 ANNUAL $ 4,800.00 $ 400.00
MATERIAL&TESTING SUPPLIES $ 3,600.00 ANNUAL $ 3,600.00 $ 300.00
WATER MASTER(avg.2 hts per day per 31.5 days at$30.00) $ 21,960.00 ANNUAL $ 21,960.00 $ 1,830.00
METER READING(8 HRS per$30.00-May thru October) $ 1,200.00 ANNUAL $ 1,200.00 $ 100.00
FILTER SCRAP(2men-4hrs each at$30.00 per hr) $ 480.00 2X PER YR $ 480.00 $ 40.00
FILTER VACCUME(14 time per season-2hr.Per 2 men at$30.00) $ 1,680.00 14X PER YR $ 1,680.00 $ 140.00
TOTAL OPERATING COSTS MAINTEINANCE $ 65,720.00 $ 65,720.00 $ 5,476.67
RESERVE(.Long Term Project Funds).
• BUILDING REPAIR $ 6,000.00 ANNUAL $ 6,000.00 $ 500.00
4f FILTER LINER REPLACEMENT(replacement approx.in 10 yrs) $ 30,000.00 EVERY 10 YRS $ 3,000.00 $ 250.00
FILTER SAND REPLACEMENT(replacment approx in 6 yrs.)) $ 50,000.00 EVERY 6 YRS $ 8,000.00 $ 666.67
i VEHICLES&EXCAVATORS $ 40,000.00 EVERY 5 YRS $ 8,000.00 $ 666.67
PUMP REPLACMENT $ 60,000.00 EVERY 20 YRS $ 3,000.00 $ 250.00
TOTAL EMERGENCY RESERVE $ 186,000.00 $ 28,000.00 $ 2,333.33
$ 110,120.00 $ 9,176.67
PROFIT 12%, $ 13,214.40 $ 1,101.20
2024 ANNUAL BUDGET TOTAL $123,334.40 $ 10,277.87
Line Items Never in Previous Budget
Items Not Charged or Paid by Syringa properties or Sawmill Point
�, I n/1 7/1)(Y)a a

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ESTIMATE AND
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2/21/24,9:13 AM Mail-bob hamilton-Outlook
Re: Information and application received
bob hamilton <[e-mail]>
Wed 2/21/2024 9:12 AM
To:Steve Cordes <[e-mail]>
Thank you Aidan
From:Steve Cordes<[e-mail]>
Sent:Tuesday, February 20, 2024 2:00 PM
To:[e-mail]<[e-mail]>
Subject: FW: Information and application received
Hi Bob,
Here's a pipe inventory from our hydraulic model.
From:Aidan Colgan <[e-mail]>
Sent:Tuesday, February 20, 20241:54 PM
To: Steve Cordes<[e-mail]>
Cc:Ashley Williams<[e-mail]>
Subject: RE: Information and application received
Steve,
Pipe Info for Syringa Heights
DN.Rleter MaIe,11al Lineal Feet
4" DI 660'
4" HDPE 2,870'
4" PVC 535'
6" DI 4,400'
6" PVC 4,520'
8" PVC 3,905'
12" PVC _ 480'
42" I Concrete___ 210
TOTAL 17,580'
Thanks,
Aidan Colgan, EIT I Project Engineer
E: [e-mail] I Web: www.welchcomercom
WELCH-COMERN��fj LHOtweaps funv, ,on�
This e-mail and any attachments are intended solely for the use of the individual to whom they are addressed.Please visit our website for our
confidentiality policy.
hfps://outlook.live.com/mail/O/ 1/1

2121124,9:13 AM Mail-bob hamilton-Outlook
Re: Information and application received
bob hamilton <[e-mail]>
Wed 2/21/2024 9:12 AM
To:Steve Cordes <[e-mail]>
Thank you Aidan
From:Steve Cordes<[e-mail]>
Sent:Tuesday, February 20,2024 2:00 PM
To:[e-mail]<[e-mail]>
Subject: FW: Information and application received
Hi Bob,
Here's a pipe inventory from our hydraulic model.
From:Aidan Colgan<[e-mail]>
Sent:Tuesday, February 20,20241:54 PM
To:Steve Cordes<[e-mail]>
Cc:Ashley Williams<[e-mail]>
Subject: RE: Information and application received
Steve,
Pipe Info for Syringa Heights
Diameter Materin, I.hm al Feet
4" DI 660'
HDPE 2,870'
a 4" PVC ; 535'
6" DI —� 4,400'
1 — 6"_ PVC _4,520' i
8" PVC _ �T T�---- 3,905'
12" PVC ��- 480'
42" �^ Concrete 210 —�
i
TOTAL 1 17,580'
c
Thanks,
Aidan Colgan, EIT I Project Engineer
E:acolgan anwelchcomer.com I Web:www.welchcomer.com
Wee.CH-COMER�r
aftal"LKno GUAVV5
This e-mail and any attachments are intended solely for the use of the individual to whom they are addressed.Please visit our website for our
confidentiality policy.
https:/Ioutlook.liive.com/mail/0/ 111

-4.00
Syringa Water Company
November 13 2023
Dear water customer:
As many of you may know, Syringa Water Company has been in negotiations to transfer the
water company to North Kootenai Water, along with all the real estate and infrastructure. The
transfer would not be a sale. No money will exchange hands.
Our goal is to provide for continued long-term reliable water service to our customers. Out staff
is aging and ready to retire. An alternate long-term plan is necessary.
The transfer would require two things: The first is acceptance by 60% of the water users, and
the second is a facility, and engineering plan acceptable to the Department of Environmental
Quality and North Kootenai Water.
The plan and engineering report are completed and approved by DEQ. The plan anticipates full
build-out of all served areas based on highest use day for the year for all 365 days. The
conclusion was that at some point in the future the system needs to produce 225 gallons per
minute. The filter system can presently produce 300 gpm under normal conditions and more for
short times if necessary. The system's pumps can produce more than 225 gpm at each of the 3
booster stations. DEQ's suggestion (not a requirement)was that the system be able to produce
that volume with the largest pump at each booster station out of service. NKW adopted this as
a condition of accepting the system. We consulted our engineers to determine if and how that
could be accomplished. The result is that we can, but alterations (new pumps)will cost
between $60,000 and $80,000. We have begun the changes necessary to meet and exceed
the suggested standards.
The goal is to make the change over by the first of the year. Before I could ask the users to
approve the transfer I needed to be able to provide them with the rate structure NKW would use.
When I finally received a copy of their rates I was shocked. When I contacted them about the
rates I was assured that the rates proposed were comparable to the rates they charge other
systems which treat surface water, namely Gem Shores and Hayden Haven, as well as the new
rates for Gozzer Ranch.
As a result, I contacted the Idaho Public Utilities commission to discuss rates and regulation
because I anticipated the water users would not vote to annex, and I am unwilling to ask the
county to force an annexation, which I have been told is an option.
I set about, with the help of the IPUC to develop a long-term budget for Syringa Water Company
that anticipates replacement and reserves, as well as labor and other costs previously not paid
by the water company. In the past, the company has not had reserves and has frequently
operated at a loss. Syringa Properties and Sawmill Point Development have provided
necessary additional funds.A good deal of the labor over the years has been voluntary.

I have included in this package a copy of NKW proposed rates, Gem Shores and Hayden
Haven water rates, a comparison of Syringa Water 2023 rates to NKW rates and to Syringa
Water 2024 rates based on the long-term budget, a copy of the long term budget which
highlights expenses not anticipated or not charged for in previous years.
Faced with the prospect of continuing to operate the water system, I have been in touch with the
Idaho Rural Water Association. They have helped us prepare a long-range plan of operation,
which includes hiring a new licensed water master, and additional staff to operate the system.
We will maintain ownership but the day-today operation will be handled by the paid
professionals.
The water users may still opt to annex to NKW by 60% affirmation if you so wish. If not we will
no longer pursue annexation and will adopt the new budget and rate schedule.
I have already interviewed a future license water master who is willing to take on the job. Our
present water master has told me he would be a good choice as he is familiar with our system
and slow sand filter water purification.
Bob Hamilton

10:46 AM Syringa Water
03/06/24 Customer Phonp List
March 6,2024
Customer Street1
Sharon Cunningham 5990 E Dewey Drive
Shauna Clark 2519 Silver Beach Road
Stephen&Joelle Hertz 1897 Silver Beach Road
Steve Bierut 2015 S Whitetail Crossing
Sydnga Grove HOA CIO Robert Ferrell
Syringa HOA P.O.f3ox 77
Theron Desmet 2641 Silver Beach Road
Todd Lammle 6690 E Dewey Drive
Wayne&Lisa Tinkle 2 r. /f�d�
William Frantz 2026 S.Panoramic
Zorina Ohanian 4174 E Mullan Trail Rd

Division of Occupational and Professional Licenses
Department of Self Governing Agencies
The person named has met the requirements for licensure and is entitled
under the laws and rules of the State of Idaho to operate as a(n)
DRINKING WATER TREATMENT OPERATOR
CLASS 11
JOHN H SHIELDS
3401 LODGEPOLE RD
COEUR D ALENE ID 83815
Russell S.Barron DWT2-11503 07/09/2024
Division Admin Number Expires
Division of Occupational and Professional Licenses
Department of Self Governing Agencies
The person named has met the requirements for licensure and is entitled
under the laws and rules of the State of Idaho to operate as a(n)
DRINKING WATER DISTRIBUTION OPERATOR
CLASS II
JOHN H SHIELDS
3401 LODGEPOLE RD
COEUR D ALENE ID 83815
Russell S.Barron DWD2-11504 07/09/2024
Division Admin Number Expires

-f titrral*
HECEIVED
RECEIVED SEP 12018
AUG 3 1 2018 DEPARTMENT OF STATE OF IDAHO FOR OFFICE US%ONLY
WATER RESOURCE?ARTMENT OF WATER RESOURCES Amt.of Fee S
�. f ' ] STATEMENT OF COMPLETION Receipt No.
FOR SUBMITTING PROOF OF BENEFICIAL USE teipted By
Date Recefpted
The Idaho Department of Water Resources considers this form a statement by the permit holder(s)that development of a water right
has been completed and that water has been applied to bereficial use to the extent described below. This form must be
accompanied by an examination fee,when necessary,or by a completed Beneficial Use Field Report prepared by a certified
water right examiner.Please refer to the instructions and fee schedule for this form.If ownership of the permit has changed,contact
any Department office or visit the Department's website at idwr.idaho.gov for an Assignment of Permit form.If you wish to relinquish
Your permit because you have not established the authorized use of the water and are not applying for an extension,please notify the
Department in writing.
1. Permit No. 95-- !3 `� Telephone No.
2. Name of Permit Holder(s) �7 C_A V/A'
3. Mailing Address r�0. ��� [(-�7 City � I�
State t Zip 3 1 Email-
4. Source of Water C`�'�1 L K E- if GROUND WATER(well), Date Drilled mo. I yr.
Well Driller Drilling Permit Number --R F C Ir ! V .- D
5. Extent of use(s)completed as authorized by the Water right permit: SEP
Domestic(No.of households)�6 Stockwater(No. and type of stock) JCr 0 2018
DE FITMENT OF
Irrigation(No.of acres) Other
6. Total rate of diversion or storage volume for which proof is submitted efs OR acre-feet.
7. Compliance with a measuring device requirement,lockable controlling device requirement,and/or other conditions of permit:
Refer to the approval conditions on your permit and respond accordingly.
The Department will not issue a license if permit conditions are not met.
,Measuring Device Is a measuring device required? Yes❑ No
If yes,has the measuring device been installed? Yes❑ No❑
Lockable Controlling Device Is a lockable device required to control the diversion? Yes ❑ No RE
If yes, has the lockable device been installed? Yes❑ No❑
Fish Screen Is a fish screen required? Yes® No❑
N yes,has the fish screen been installed? Yes® No❑
Other Conditions of Permit
Do the approval conditions an your permit require you to submit additional information in connection with your proof of
beneficial use? if yes,list the conditions below and attach documents with the required information.
0 W`5N T D 1 jR.�0 ti 7 1 Completed? Yes 0 No)�
8. Fee Enclosed$ 1 a�, " or not applicable❑. See fee schedule on page 2 of the instructions.
Proof statements filed without an appropriate fee,will be considered incomplete.
9. Person to contact to accompany the Department representative during field examination of the water system.
Name �)C P Lf -h ,E L 5 Telephone Number .?-G F- �--,'`j- 7
Mailing Address .3 y c, I C E 'e 1 z City C
State '-—17) Zip Y 7 D5 Email
The information given on this form Is my true statement of the extent to which the above numbered permit has been
developed and water has been diverted and applied to a beneficial use.1 understand that any undeveloped portion of
the permit is relinquished to the State of Idaho.
Signature of Permit Holder 'Date �/� �f) ZA;
(Inc/ de your title,if on behalf of company or o anization)
Mail to:Idaho Department of Water Resources,PO Box 83720,Boise,iD 83720.0098
Form No.21T 12115

322 E Front Street,Suite 648, Boise ID 83702 - PO Box 83720, Boise ID 83720-0098
Phone:[phone]- Fax:[phone]- Email: [e-mail]-website: idwr.idaho.gov
Governor Brad Little Director Gary Spackman
December 23, 2022
SYRINGA WATER & SEWER CO INC
PO BOX 168
COEUR D ALENE ID 83816-0168
PROOF ACKNOWLEDGEMENT LETTER
RE: Permit No. 95-9324 -
Dear Permit Holder:
-l-he Department acknowledges receipt of the proof of beneficial use form submitted for the
above referenced permit. Proof for this permit was received on September 20, 2018 and
an acknowledgement letter was mailed to you on the same day. I am returning the proof
you submitted and enclosing a copy of the previously received proof with the
accompanying acknowledgement letter.
Please be advised that Section 42-248, Idaho Code, requires you or the owner of this
water right to maintain current ownership and address records on file with the
Department. Forms to file a change of ownership of a water right and/or a change in
the address of the water right owner are available from any Department office or at
the Department's website at www.idwr.idaho.gov.
If you have any questions concerning the field examination, please contact the Northern
Region Office of the Department located in Coeur d'Alene at [phone].
Sincerely,
Debbi Judd
Technical Records Specialist
Enclosures

httpsJ/outlook.live.com/maiVO/inboxlicUAQQkADAwATExAC
2024 SYRINGA WATER BUDGET..... 4,
J
Elda Asinelli<[e-mail]> `
Tue 10/17/2023 3:39 PM r"2�__
To:bo6 hamilton<al6tarbo6@hotmaiLcam> 4*00
a
2024: SYRINGA WATER EXPENSES AND BUDGET
Current Residential Users: 78 -
ADMINISTRATIVE EXPENSES TOTAL COSTS FREQUENCY YEAR 2024 COST PER
MONTH
INSURANCE $ 8.000.00 ANNUAL $ 8,000.00 $ 666.67
BILLING&CLERICAL $ 4,800.00 ANNUAL $ 4,800.00 $ 400.00
OFFICE SUPPLIES $ 1,200.00 ANNUAL , $ 1,200.00 $ 100.00
LEGAL& TAX ACCOUNTING $ 2,400.00 ANNUAL $ 2,400.00 $ 200.00
P MfTS A1VD FEES $ ANNUAL $ tLi } $ E
TOTAL ADM(NISTR TIVE EXPENSES $ 16,400.00 $ 16,400.00 $ 1,366.67
OPERATING EXPENSES
POWER&UTILITIES $ 26,000.00 ANNUAL $ 26,000-00 $ 2,166.67
ENGINEERING TECH $ 6,000.00 ANNUAL $ 6,000.00 $ 500.00
DEQ-WATER MASTER CONSULTATION $ 4,800.00 ANNUAL $ 4,800.00 $ 400.00
MATERIAL&TESTING SUPPLIES $ 3,600.00 ANNUAL $ 3,600.00 $ 300.00
WATER MASTER(avg.2 hrs per day per 31.5 days at$30.00) $ 21,960.00 ANNUAL $ 21.960.00 $ 1.830.00
METER READING(8 HRS per$30.00-May thru October) $ 1,200.00 ANNUAL $ 1,200.00 $ 100.00
FILTER SCRAP(2men-4hrs each at$30.00 per hr) $ 480.00 2X PER YR $ 480.00 $. 40.00
FILTER VACCUME(14 time per season-2hr.Per 2 men at$30.00) $ 1,680.00 14X PER YR - $ 1,680.00 $ 140.00
TOTAL OPERATING COSTS MAINTEINANCE $ 65,720.00 $ 65,720.00 $ 5,476.67
RESERVE(Long Term Project Funds)
ff +b BUILDING REPAIR S 6,000.00 ANNUAL $ 6,000.00 $ 500.00
FILTER LINER REPLACEMENT(replacement approx.in 10 yrs) $ 30,000.00 EVERY 10 YRS $ 3,000.00 $ 250.00
FILTER SAND REPLACEMENT(replaement approx in 6 yrs.)) S 50,000.00 EVERY 6 YRS $ 8,000.00 $ 666.67
VEHICLES&EXCAVATORS $ 40,000.00 EVERY 5 YRS $ 8,000.00 $ 666.67
PUMP REPLACMENT /2,0 [W $ /A0,000.00 EVERY @6YRS $ 1$000.00 $
TOTAL EMERGENCY RESERVE $-4e6-1"T.or— $ 28,000.00 $ 2,333.33
$ 110,120.00 $ 9,176.67
PROFIT 12%, $ 13,214.40 $ 1,101.20
2024 ANNUAL BUDGET TOTAL $123,334.40 $ 10,277.87
Line Items Never in Previous Budget
Items Not Charged or Paid by Syringa properties or Sawmill Point
,.f 1 n/1 7/10,71 A

R. W" M
�} CO. s, 1�
Q _ TIME & MATERIALS ESTIMATE
ECT TFiE BEST FROM R.C.WORST
R.C.Worst&Company Inc. Quote Number: 72316
625 E.Best Avenue Quote Date: 12/8/2023
Coeur d'Alene,ID 83814 Quote Valid Date: 12/18/2023
Account Number: X10010
Rick Hayes - Estimate File Idaho Sales Tax
Reference: Syringa Heights- Filter Plant Employee: Richard Hayes
Terms: 500/o Down and 50% Due on Completion Shipping Method:
Item Number Description Quantity Unit Price Total
ATTENTION:
Due to market volatility quoted prices and lead times are considered estimates.
All prices are subject to change at the time of invoice.
**NOTE**Tank will need to be drained prior to our arrival
TMP Weinman - Model# 3P-20S22D-34SLY2FY2FY2FNSF61, Pump 2.00 $2,634.75 $5,269.50
Setup: Close Coupled, pump size: 3 x 4 x 7, NSF 61 certified,
6-10 week lead time
TMP SJE Duplex Panel-ACC-D-231-FG-DM-CI8-FUP-OW-00-00-00-00- 1.00 $5,257.50 $5,257.50
00-00-00-00-00-00-00-00-508-SJ
TMP Ultra Mag- UM04-1SM000A1 -4" mag meter 1.00 $4,362.17 $4,362.17
PVC806040 PVC 80 ELL 90 S 4" 7.00 $44.34 $310.38
PVC801040 PVC 80 TEE SSS 4" 2.00 $62.15 $124.30
PVC829040 PVC 80 COUPLING S 4" 2.00 $48.83 $97.66
PVCP804OPE PVC PIPE SCH80 PLAIN END 4" 40.00 $13.30 $532.00
KRFC10540 KINDORF STRP RGD CONDUIT 4" 3.00 $4.99 $14.97
PVC854040 PVC 80 FLANGE SCKT VAN STN 4" 13.00 $61.16 $795.08
GKTFF040 Gasket 1501b Flange Full Face 1/8" Red Rubber 4"x 1/8" 13.00 $5.70 $74.10
BLTHSC0625035SS BOLT HEX SCREW NC 5/8"X 3-1/2" STAINLESS STEEL 48.00 $5.10 $244.80
NUTHFC0625SS NUT HEX FIN NC 5/8" STAINLESS STEEL 48.00 $1.24 $59.52
WHRFS0625SS WASHER FLAT STD 5/8"STAINLESS STEEL 96.00 $1.40 $134.40
PVC437422 PVC 40 BUSHING SS 4"X3" 4.00 $14.32 $57.28
PVC230040 PVC 80 NIPPLE 3X4" 4.00 $22.34 $89.36
TMP Saddle Clamp: For 4" pipe, 1" NPT outlet connection Item#3EUC8 1.00 $163.85 $163.85
Mfr. Mdel#31300048008000
XX-MSCM MISC MECHANICAL-- FOR ESTIMATES ONLY 1.00 $500.92 $500.92
XX-2000 FIELD LABOR REGULAR--FOR ESTIMATES ONLY 80.00 $125.00 $10,000.00
XX-3000MI SERVICE TRUCK-- MILEAGE RATE-- FOR ESTIMATES ONLY 50.00 $0.80 $40.00
Terms
50% down with payment in full due upon completion. 1-1/2% interest per month will be charged on any unpaid balance past the completion
date. If the work is not complete within 6 months of the date of this document due to delays in other parts of the overall project the price will
be subject to adjustment to compensate for increases in material costs.
208.664.2133 208,667.8775 [e-mail] www.rcworst.com
Page 1 of 2

Quote Number: 72316
R.c. ,Ex�liEBE$ .CRST Quote Date: 12/8/2023
Account Number: X10010
Warranty
On new installation all new equipment that is supplied and installed by us will be warranted against defects in material or workmanship for a
period of one year from the date of installation. We will at no charge, repair or replace any materials should a defect arise. We will not assume
responsibility for incidental damages resulting from the failure of the equipment to perform.
Subtotal $28,127.79
Freight $0.00
Sales Tax $1,055.21
Total $29,183.00
This estimate is provided for budgetary purposes only. Invoiced amount will be based on the actual materials and labor required to
complete the project.
R.C. WORST&COMPANY SERVICE RATES
Regular Labor = $125.00
Overtime Labor = $187.50
• regular rates apply from 7:30 a.m. - 5:00 p.m. Monday - Friday
• two hour minimum charge applies to after hours and weekend calls
• two men are required for commercial or municipal lift stations
• two men are required for any confined space entry including residential
• three men are required for a confined space permit
• labor is charged from the time we leave the shop until the time we get back
Mileage = $0.80/mile
Hoist Truck = $95.00/hour while the boom is up
R.C. WORST&COMPANY WARRANTY POLICY
All new equipment that is supplied and installed by us will be warranted against defects in material or workmanship for a period of
one year from the date of installation. We will at no charge, repair or replace any materials should a defect arise. We will not assume
responsibility for incidental damages resulting from the failure of the equipment to perform.
Idaho Contractor License # RCE-12083
Idaho Public Works License # 5167-AAA-1-2-3
Idaho Electrical Contractor License # C-01951
Washington Contractors License # RCWOR**346PP
Washington Electrical Contractor License # RCWORC1257LF
208.664.2133 208.667.8775 [e-mail] www.rcworst.com
Page 2 of 2

R.c. `1, �,�, co. TIME & MATERIALS ESTIMATE
�,. EXPECT THE BEST FROM R.C.WORST
R.C.Worst&Company Inc. Quote Number: 71838
625 E. Best Avenue Quote Date: 1/26/2024
Coeur d'Alene,ID 83814 Quote Valid Date: 2/5/2024
Account Number: X10010
CUSTOMER •:
Rick Hayes- Estimate File Idaho Sales Tax
Reference: Syringa Heights-Whitetail Booster Employee: Richard Hayes
Terms: 50% Down and 500/o Due on Completion Shipping Method:
Item Number Description Quantity Unit Price Total
ATTENTION:
Due to market volatility quoted prices and lead times are considered estimates.
**All prices are subject to change at the time of invoice.**
We will be moving the 2 7.5hp pumps from Cliffhouse into Whitetail.The 5hp that is in place is to be left on site with Bob. Sequence of
operation is as follows: lake pumps-->cliffhouse-->filter plant--> whitetail--> 100k gallon tank up the hill--> gravity feeding the entire
system.
TMP Badger 3"Turbo Meter,Test Plug, Local Read Register in Gallons 1.00 $3,072.30 $3,072.30
MCD34221 Mercoid Pressure Controller,0-60 PSI 1.00 $390.00 $390.00
PVC838420 PVC 80 BUSHING ST 4"X2" 1.00 $97.25 $97.25
PVC839249 PVC 80 BUSHING TT 2"X 1 1.00 $20.07 $20.07
PVC839128 PVC 80 BUSHING TT 1"X 1/4" 1.00 $13.62 $13.62
GLVTR303020 GALV TEE RED 3"X3"X2" 1.00 $115.04 $115.04
TMP GS80-3X18-Galvanized Nipple 1.00 $87.78 $87.78
GLVN2000C GALV NIPPLE SCH 40 2"XCL 3.00 $3.47 $10.41
AGIHFBV6-200TNL American Granby Brass Ball Valve 2.00" FIPT No-Lead 1.00 $102.31 $102.31
GLVL9020 GALV ELL 90 2" 1.00 $17.50 $17.50
GLVN20025 GALV NIPPLE SCH 40 2"X2-1/2" 1.00 $3.91 $3.91
GLVN20030 GALV NIPPLE SCH 40 2"X3" 1.00 $3.91 $3.91
GLVN20035 GALV NIPPLE SCH 40 2"X3-1/2" 1.00 $4.76 $4.76
GLVN20040 GALV NIPPLE SCH 40 2"X4" 1.00 $4.76 $4.76
GLVN20045 GALV NIPPLE SCH 40 2"X4-1/2" 1.00 $6.07 $6.07
GLVN20050 GALV NIPPLE SCH 40 2"X5" 1.00 $6.07 $6.07
GLVN20055 GALV NIPPLE SCH 40 2"X5-1/2" 1.00 $7.07 $7.07
GLVN20060 GALV NIPPLE SCH 40 2"X6" 1.00 $7.07 $7.07
GLVN20080 GALV NIPPLE SCH 40 2"X8" 1.00 $11.48 $11.48
FTC4034 Flomatic 4034E, 80E Enviro Bronze Check Valve 2" 1.00 $157.50 $157.50
GNF335021 GRNDFS FLG PACK 2" CL250 2.00 $355.00 $710.00
PVC801040 PVC 80 TEE SSS 4" 4.00 $62.15 $248.60
PVC837420 PVC 80 BUSHING SS 4"X 2" 4.00 $60.30 $241.20
PVCP8040PE PVC PIPE SCH80 PLAIN END 4" 10.00 $13.30 $133.00
PVC829040 PVC 80 COUPLING S 4" 1.00 $48.83 $48.83
PVC806040 PVC 80 ELL 90 S 4" 1.00 $44.34 $44.34
208.664.2133 208.667.8775 [e-mail] www.rcworst.com
Page 1 of 3

ca.c. fi�- co. Quote Number: 71838
VIVO Quote Date: 1/26/2024
Account Number: X10010
KBIBTU2000E TVI BALL VALVE TRUE UNION 2" SOCKET OR THREAD PVC/EPDM 4.00 $64.00 $256.00
PVC220030 PVC 80 NIPPLE 2X3" 4.00 $4.47 $17.88
PVC220040 PVC 80 NIPPLE 2X4" 4.00 $6.19 $24.76
PVC220050 PVC 80 NIPPLE 2X5" 4.00 $7.16 $28.64
PVC220060 PVC 80 NIPPLE 2X6" 4.00 $8.23 $32.92
GLVN20240 GALV NIPPLE SCH 40 2"X24" 1.00 $30.46 $30.46
GLVN20300 GALV NIPPLE SCH 40 2"X30" 1.00 $37.84 $37.84
GLVN20360 GALV NIPPLE SCH 40 2"X36" 1.00 $43.51 $43.51
GLVL9010 GALV ELL 90 1" 2.00 $5.18 $10.36
GLVN10180 GALV NIPPLE SCH 40 1"X18" 1.00 $11.28 $11.28
GLVN10240 GALV NIPPLE SCH 40 1"X24" 1.00 $15.01 $15.01
GLVN10300 GALV NIPPLE SCH 40 1"X30" 1.00 $17.53 $17.53
GLVN10360 GALV NIPPLE SCH 40 1"X36" 1.00 $20.02 $20.02
CINFC030 C.I. FLANGE COMPANION 3" 2.00 $49.75 $99.50
GLVN3000C GALV NIPPLE SCH 40 3"XCL 2.00 $12.41 $24.82
GLVN30030 GALV NIPPLE SCH 40 3"X3" 2.00 $14.13 $28.26
GLVN30040 GALV NIPPLE SCH 40 3"X4" 2.00 $16.56 $33.12
GLVN30050 GALV NIPPLE SCH 40 3"X5" 2.00 $19.31 $38.62
GLVN30060 GALV NIPPLE SCH 40 3"X6" 2.00 $20.43 $40.86
AHRSDC037503OSS ANCHOR WEDGE STUD NC 3/8X3" ......SS 4.00 $3.36 $13.44
WHRFS0375SS WASHER FLAT STD 3/8"STAINLESS STEEL 8.00 $0.32 $2.56
NUTHFC0375SS NUT HEX FIN NC 3/8" STAINLESS STEEL 8.00 $0.30 $2.40
BLTHSC037502OSS BOLT HEX SCREW NC 3/8"X 2"STAINLESS STEEL 4.00 $1.20 $4.80
WHRLS0375SS WASHER LOCK SPLIT 3/8" STAINLESS STEEL 4.00 $0.21 $0.84
BLTHSC0625035SS BOLT HEX SCREW NC 5/8"X 3-1/2"STAINLESS STEEL 24.00 $5.10 $122.40
NUTHFC0625SS NUT HEX FIN NC 5/8"STAINLESS STEEL 24.00 $1.24 $29.76
WHRFS0625SS WASHER FLAT STD 5/8"STAINLESS STEEL 48.00 $1.40 $67.20
XX-MSCM MISC MECHANICAL-- FOR ESTIMATES ONLY 1.00 $400.18 $400.18
XX-MSCE MISC ELECTRICAL--FOR ESTIMATES ONLY 1.00 $400.00 $400.00
XX-2000 FIELD LABOR REGULAR--FOR ESTIMATES ONLY 100.00 $125.00 $12,500.00
XX-3000MI SERVICE TRUCK-- MILEAGE RATE-- FOR ESTIMATES ONLY 120.00 $0.80 $96.00
Terms
50%down with payment in full due upon completion. 1-1/2% interest per month will be charged on any unpaid balance past the completion
date. If the work is not complete within 6 months of the date of this document due to delays in other parts of the overall project the price will
be subject to adjustment to compensate for increases in material costs,
Warranty
On new installation all new equipment that is supplied and installed by us will be warranted against defects in material or workmanship for a
period of one year from the date of installation. We will at no charge, repair or replace any materials should a defect arise. We will not assume
responsibility for incidental damages resulting from the failure of the equipment to perform.
Subtotal $20,015.82
Freight $0.00
Sales Tax $397.18
Total $20,413.00
This estimate is provided for budgetary purposes only. Invoiced amount will be based on the actual materials and labor required to
complete the project.
208.664.2133 208.667.8775 [e-mail] www.rcworst.com
Page 2 of 3

A.c. Q "St co. Quote Number: 71838
TCX;ZUTH---C-5TF,O%'.RZ •,aRST Quote Date: 1/26/2024
Account Number: X10010
R.C. WORST&COMPANY SERVICE RATES
Regular Labor = $125.00
Overtime Labor= $187.50
• regular rates apply from 7:30 a.m. - 5:00 p.m. Monday- Friday
• two hour minimum charge applies to after hours and weekend calls
• two men are required for commercial or municipal lift stations
• two men are required for any confined space entry including residential
• three men are required for a confined space permit
• labor is charged from the time we leave the shop until the time we get back
Mileage = $0.80/mile
Hoist Truck = $95.00/hour while the boom is up
R.C. WORST&COMPANY WARRANTY POLICY
All new equipment that is supplied and installed by us will be warranted against defects in material or workmanship for a period of
one year from the date of installation. We will at no charge, repair or replace any materials should a defect arise. We will not assume
responsibility for incidental damages resulting from the failure of the equipment to perform.
Idaho Contractor License # RCE-12083
Idaho Public Works License # 5167-AAA-1-2-3
Idaho Electrical Contractor License # C-01951
Washington Contractors License # RCWOR**346PP
Washington Electrical Contractor License # RCWORC1257LF
208.664.2133 208.667.8775 [e-mail] www.rcworst.com
Page 3 of 3

Firefox about:blank
R.4=1 co. TIME & MATERIALS ESTIMATE
EXPECT THE BEST FROM R.C.WORST
R.C.Worst&Company Inc. Quote Number: 71774
625 E.Best Avenue Quote Date: 10/9/2023
Coeur d'Alene,ID 83814 Quote Valid Date: 10/19/2023
Account Number: X10010
CUSTOMER ••
Rick Hayes-Estimate File �� Idaho Sales Tax
c r z5 l
Reference: Syringa Heights- Booster Station Improvements Employee: Richard Hayes
Terms: 500/o Down and 500/6 Due on Completion Shipping Method:
Item Number Description Quantity Unit Price Total
ATTENTION:
Due to market volatility quoted prices and lead times are considered estimates.
**All prices are subject to change at the time of invoice.**
Cliff House Booster Station Improvements
BLTHSC0625035SS BOLT HEX SCREW NC 5/8"X 3-1/2"STAINLESS STEEL 16.00 $5.10 $81.60
NUTHFC0625SS NUT HEX FIN NC 5/8"STAINLESS STEEL 16.00 $0.85 $13.60
GKTFF040 Gasket 1501b Flange Full Face 1/8"Red Rubber 4"x 1/8" 4.00 $5.70 $22.80
XX-1940 FREIGHT--NON-STOCK PANELS—FOR ESTIMATES ONLY 400.00 $0.90 $360.00
XX-2300 OFFICE/SUBMITTAL LABOR REGULAR--FOR ESTIMATES ONLY 8.00 $149.00 $1,192.00
TMP Grundfos CR20-6 2.00 $7,181.60 $14,363.20
TMP ABB Drive ABBACS58001088A2 3ph, N1,240v,25/30hp 2.00 $5,808,19 $11,616.38
Labor,Mileage&Misc.
XX-MSCE MISC ELECTRICAL--FOR ESTIMATES ONLY 1.00 $600.00 $600.00
XX-2000 FIELD LABOR REGULAR--FOR ESTIMATES ONLY 80.00 $125.00 $10,000.00
XX-3000MI SERVICE TRUCK--MILEAGE RATE—FOR ESTIMATES ONLY 120.00 $0.80 $96.00
Terms
50%down with payment in full due upon completion. 1-1/2%interest per month will be charged on any unpaid balance past the completion
date.If the work is not complete within 6 months of the date of this document due to delays in other parts of the overall project the price will
be subject to adjustment to compensate for increases in material costs.
Warranty
On new installation all new equipment that is supplied and installed by us will be warranted against defects in material or workmanship for a
period of one year from the date of installation. We will at no charge,repair or replace any materials should a defect arise.We will not assume
responsibility for incidental damages resulting from the failure of the equipment to perform.
Subtotal $38,345.58
Freight $0.00
Sales Tax $1,565.85
Total $39,911.43
This estimate is provided for budgetary purposes only. Invoiced amount will be based on the actual materials and labor required to
complete the project.
208.664.2133 208.667.8775 [e-mail] www.rcworst.com
Page 1 of 2
1 of 2 10/11/2023, 8:38 AM

Firefox about:blank
Quote Number: 71774
eao¢01A will MARC NOW Quote Date: 10/9/2023
Account Number: X30010
R.C.WORST&COMPANY SERVICE RATES
Regular Labor= $125.00
Overtime Labor= $187.50
• regular rates apply from 7:30 a.m.-5:00 p.m. Monday-Friday
• two hour minimum charge applies to after hours and weekend calls
• two men are required for commercial or municipal lift stations
• two men are required for any confined space entry including residential
• three men are required for a confined space permit
• labor is charged from the time we leave the shop until the time we get back
Mileage= $0.80/mile
Hoist Truck= $95.00/hour while the boom is up
R.C. WORST&COMPANY WARRANTY POLICY
All new equipment that is supplied and installed by us will be warranted against defects in material or workmanship for a period of
one year from the date of installation. We will at no charge, repair or replace any materials should a defect arise.We will not assume
responsibility for incidental damages resulting from the failure of the equipment to perform.
Idaho Contractor License# RCE-12083
Idaho Public Works License # 5167-AAA-1-2-3
Idaho Electrical Contractor License# C-01951
Washington Contractors License# RCWOR**346PP
Washington Electrical Contractor License # RCWORC1257LF
208.664.2133 208.667.8775 [e-mail] www.rcworst.com
Page 2 of 2
2 of 2 10/11/2023, 8:38 AM

0
208-664-9382
208-664-5946
Suite330 E.Lakeside Avenue, i
Coeur d'Alene,ID 83814
WATER SYSTEM FACILITY PLAN
FOR
SYRINGA HEIGHTS WATER SYSTEM
SUBMITTED TO THE
IDAHO DEPARTMENT OF ENVIRONMENTAL QUALITY
APRIL 2023
©2023 Welch,Comer and Associates,Inc.
WELCH COMER`
. s u A V E Y 0 7 %

WATER SYSTEM FACILITY PLAN
SYRINGA HEIGHTS WATER SYSTEM
PROJECT No. 41253
SUBMITTED TO THE:
IDAHO DEPARTMENT OF ENVIRONMENTAL QUALITY
VAGNac E'G
1 59
�FY OF
M. W
APRIL 2023
PREPARED BY:
WELCH-COMERINN
ENGINEERS I SURVEYORS
330 E. Lakeside Ave Ste 101
Coeur d'Alene, ID 83814
208-664-9382 ♦ 208-664-5946 Fax
E-Mail: [e-mail]

Table of Contents
1. INTRODUCTION 1
1.1 PURPOSE 1
1.2 SCOPE 1
1.3 PROJECT RESPONSIBILITY 2
2. EXISTING CONDITIONS 3
2.1 OWNERSHIP AND MANAGEMENT 3
2.2 SYSTEM BACKGROUND 3
2.2.1 Current Boundaries 3
2.3 EXISTING SERVICE AREA CHARACTERISTICS 3
2.3.1 Current Boundaries 3
2.3.2 Planning Area 6
2.4 WATER RATES 6
2.5 INVENTORY OF EXISTING FACILITIES 6
2.5.1 Source 6
2.5.2 Storage 9
2.5.3 Booster Stations 10
2.5.4 Distribution System 11
2.6 SANITARY SURVEY,VIOLATIONS OF SAFE DRINKING WATER ACT AND CROSS CONNECTION CONTROLI2
2.7 HYDRAULIC MODELING SET UP 12
2.7.1 Modeling Software 12
2.7.2 Model Construction 12
2.7.3 Model Calibration 12
2.8 EXISTING SYSTEM DEMAND 14
2.8.1 System Loss 14
2.8.2 Equivalent Dwelling Unit(EDU) 14
2.8.3 Average Daily Production (ADP) 15
2.8.4 Maximum Daily Production (MDP) 15
2.8.5 Peak Hour Production (PHP) 16
2.8.6 Fire Flow Requirements 17
2.9 EXISTING SYSTEM ANALYSIS 17
2.9.1 Analysis Criteria 17
2.9.2 Source 19
2.9.3 Booster Station 20
2.9.4 Storage 21

2.9.5 Distribution System 24
2.9.6 Operation and Maintenance Concerns 26
2.10 EXISTING SYSTEM CAPACITY SUMMARY 26
3. FUTURE CONDITIONS 27
3.1 GROWTH PROJECTIONS 27
3.2 DEMAND FORECAST 29
3.3 FUTURE SYSTEM ANALYSIS 29
3.3.1 Bennett Bay Coordination 29
3.3.2 Source 31
3.3.3 Booster Stations 33
3.3.4 Storage 34
3.3.5 Distribution System 34
3.4 ANALYSIS RESULTS 36
4. CAPITAL IMPROVEMENT PLAN 38
4.1 DEVELOPMENT AND EVALUATION OF IMPROVEMENTS 38
4.1.1 Source Alternatives 38
4.1.2 Booster Alternatives 39
4.1.3 Storage Alternatives 39
4.1.4 Distribution 40
4.1.5 Improvement Options 40
4.2 RECOMMENDED IMPROVEMENT DESCRIPTION 42
4.2.1 Estimated Costs and Potential Funding for Recommended Option 42
4.2.2 Hydraulic Modeling of Recommended Improvements 42
5. SELECTED ALTERNATIVE DESCRIPTION AND IMPLEMENTATION REQUIREMENTS 44
5.1 DESCRIPTION OF SELECTED ALTERNATIVE 44
5.2 ESTIMATED COSTS 44
5.3 OPERATION AND MAINTENANCE REQUIREMENTS 44
5.4 PROJECT SCHEDULE 44
5.5 CERTIFICATION OF OPERATOR 44

Appendix
A. Project Area Map
B. Fire District Communication
C. Pump Curves
D. Water Rights
E. Drinking Water Quality Testing Results
F. Water System Model Results
G. Bennett Bay Communication
H. Sanitary Survey

EXECUTIVE SUMMARY
The Syringa Heights Water System (Syringa Heights) has procured the services of
Welch Comer Engineering &Associates to complete a Water System Capacity Analysis
Update to the 2007 Capacity Analysis. This plan provides a summary of the current
and future service area, expected growth of the system, analyzes the system
components and their capacity and provides recommendations for system
improvements necessary to serve existing and future customers. A summary of the
major findings of this analysis is provided below.
The following is a summary of the current and future system deficiencies based on
2021 and 2022 production data with 74 current connections and 116 future
connections'.
• Sources:
o Lake Intake
■ Current Capacity: 200 gpm with largest pump out of service
■ Future Capacity will have a deficit of 11 gpm at future buildout.
■ Recommendation: Install a 25 gpm lake intake pump to bring capacity
up to 225 gpm with largest pump out of service to remove future
deficit.
o Cliff House Booster
■ Current Capacity: 170 gpm with largest pump out of service
■ Future Capacity will have a deficit of 41 gpm.
■ Recommendation: Upgrade two pumps to 15 horsepower (HP) to
bring capacity up to 260 gpm with largest pump out of service.
o Slow Sand Filter
■ Current Capacity: 225 gpm with one bay out of service
• Future Capacity will have surplus of 14 gpm at future buildout.
o Transfer Pump
■ Current Capacity: 0 gpm with largest pump out of service (only one
pump, rated at 180 gpm)
■ Future Capacity will have a deficit of 211 gpm.
• Recommendation: Upgrade to 225 gpm with largest pump out of
service.
' Includes buildout of existing platted lots, minor subdivisions within the existing development and service
to the proposed Bennett Bay development located along Coeur d'Alene Lake Drive.
WELCH-COM 'Fa
6HOIXEEA9 SuAVLY AG

• Booster Stations:
o Whitetail Booster
■ Current Capacity: 185 gpm with largest pump out of service
■ Future Capacity will have deficit of 37 gpm.
■ Recommendation: Upgrade current 5 HP pump to 7.5 HP to bring
capacity up to 230 gpm with largest pump out of service.
o Small Booster
Current Capacity: 80 gpm with largest pump out of service
NO Capacity currently has capacity surplus and will not change at future
buildout
• Current Storage:
o Current Capacity: 100,000 gallons
o Total Future Storage Required = 159,059 gallons2
o Total Current Deficit = 14,375 gallons
o Total Future Deficit = 59,059 gallons
Syringa Heights intends to grow from its current 74 active connections to 116
connections. It is recommended that, prior to future buildout, Syringa Heights should
update the water system to mitigate current and future capacity deficiencies, as
outlined in the Capital Improvement Plan below.
2 Upgraded fire flow will be required if system is expanded beyond current existing platted lots(1,000 gpm
for 1 hour). Bennett Bay is assumed to need 1,000 gpm for 1 hour.
WELCH-COMEFI'`���
ENGINEERS I SURVEYORS

Capital Improvement Plan
Category Improvement
• = Upgrade Lake Intake $30,000 X
Upgrade Cliff House Booster $15,000 X X
Upgrade Transfer Pump at Filters $40,000 X X X
=•• = Upgrade Whitetail Booster and add flow $10,000 X X
meters
• -• Add Reservoir(60,000 gallons) $500,000 X X X
Distribution Upsize Whitetail Crossing Court $100,000 X
Loop Dewey Drive to Helen Drive $170,000 X
Extend Water Main to Bennett Bay with $130,000 X
PRV
Notes:
1. Growth A consists of buildout of the existing platted lots and subdivision of a selection of the larger platted lots(Growth A-2).
2. Growth B consists of service to the proposed Bennett Bay development.
WELCH-COMIE; `'%N
KHOMEEnS - sunvcrons

1 . INTRODUCTION
1.1 PURPOSE
The Syringa Heights Water System (Syringa Heights) has authorized Welch Comer and
Associates, Inc. to prepare this water system report for the system's water system,
located in Kootenai County, Idaho. The water system (Idaho Department of
Environmental Quality ("IDEQ") PWS No. ID1280271) is owned and operated by
Syringa Heights. The purpose of this report is to identify existing and future sub-
standard components of the system (in conformance with IDAPA 58.01.08 Idaho Rules
for Public Drinking Water Systems) and to develop a facility plan to implement the
improvements necessary to provide an adequate supply of water to its users for the
next 20 years.
Syringa Heights also plans to meet demands for currently vacant lots, potentially
expanding the current service area and working with WG Bennett Bay Apartments LLC
(hereafter "Bennett Bay") to provide water to the proposed Bennett Bay development
along Coeur d'Alene Lake Drive).
1.2 SCOPE
This report is intended to serve as the Facility Plan for the Syringa Heights Water
System. This report will include the following:
• Population and Growth
o Identify current service area
o Project future growth
• Demands
o Review historic demands
o Project future demands based on growth projections
• Source
o Review current water rights
o Review existing source capacities and status
• Storage
o Evaluate capacity and condition of storage
• Distribution System
o Evaluate condition of existing system
• Financial
o Identify potential capital improvements and opinions of probable cost
WELCH—COMER`N Page 1
ENGI"Erns , 2URVK5

1.3 PROJECT RESPONSIBILITY
Syringa Heights was organized in 1989 and currently serves 74 connections. Syringa
Heights is owned by Bob Hamilton.
Syringa Heights is working with Welch Comer Engineers to analyze several
improvement options to ensure that the most cost-effective improvements are
implemented to bring the water system into compliance with IDEQ Rules while
simultaneously minimizing the financial impact these improvements have on its existing
customers.
Any potential water improvement projects will be funded privately by Syringa Heights
or in coordination with Bennett Bay (a proposed development which will be served by
the Syringa Heights water system).
WELCH—COMER`�� Page 2
i C.iICCn :•U„VEV

2. EXISTING CONDITIONS
2.1 OWNERSHIP AND MANAGEMENT
The system is owned and operated by Robert Hamilton. Daily operation is managed by
John Shields who holds a current Class 2 Drinking Water Treatment operator license
(DWT2-11503) and Distribution Class 2 operators license (DWD2-11504) from the
Idaho Bureau of Occupational Licensure, Drinking Water and Wastewater
Professionals.
2.2 SYSTEM BACKGROUND
The Syringa Heights Water System is a community public drinking water system that
serves a total of 74 connections. The system is located on the northeastern shore of
Lake Coeur d'Alene, east of Coeur d'Alene, Idaho. The system is supplied by two lake
pumps located on the shore of Lake Coeur d'Alene. Water is transferred from the lake
to the Cliff House Booster Station. The Cliff House Booster Station consists of three
pumps which transfer the water to a slow sand filtration system. The slow sand filter is
equipped with 4 filter bays and capable of treating a maximum of 225 gpm with a
single bay off line. Water is transferred to the chlorination chamber using a single
transfer pump. After chlorination, water is then distributed to the system through the
Whitetail Booster Station. The booster station pumps water to a 100,000-gallon
reservoir. A single booster station pressurizes a small number of connections near the
reservoir. The system also provides water to the Silver Beach Loop area, via a 15,000-
gallon concrete reservoir. The system's customer base is year-round. Refer to
Appendix A for a map of the existing system. A system schematic is provided in Figure
2-2.
2.2. 1 CURRENT BOUNDARIES
A graphic of the entire water system and the existing service area is provided as Figure
2-1. The map shows the current service area based on billed connections. The existing
system is located in Township 50N, Range 3W, Section 29.
2.3 EXISTING SERVICE AREA CHARACTERISTICS
2.3. 1 CURRENT BOUNDARIES
The existing service area map is provided in Figure 2-1 and is also provided in
Appendix A. There are currently 74 connections being served by the Syringa Heights
Water System.
WELCH-COMER`1�� Page 3
EN01NErms Bun VEYOR6

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WELCH- COMER ` Sources:
m
Syringa Heights Water System Plan ESRI Baseaps
ENGINEERS I SURVEYOg5
www.welchcomer.com 208-664-9382 PROJECT NO........................41074.03
COPYRIGHT 2022
Welch-Comer&Associates,Inc. System Overview DRAWN BY............................SFS
This document,and ideas and designs incorporated herein,as an instrument of professional service, J FILENAME.............................Existing
is the property of Welch-Comer&Associates,Inc.,aM is not to be used in whole or in part for any DATE. 12/22/2022
other projecl without the written authorization of Welch-Comer&Associates,Inc. FIGURE 2-1

�l Figure 2-2
1
`l
SERVICE
DEMAND
WATER
CHLORINATION STORAGE TANK
BASIN
SLOW SAND WHITE TAIL
FILTER PUMPS
TRANSFER SERVICE
PUMPS DEMAND
CLIFF HOUSE
PUMPS
J
J
J LAKE COEUR D'ALENE LAKE PUMPS
J
J
J
J
J
J
J
J
J
J

2.3.2 PLANNING AREA
Growth for Syringa Heights consists of buildout within the existing lots in the service
areas and the addition of Bennett Bay connections. Refer to Section 3 for more
information regarding projected growth.
2.4 WATER RATES
The current water rate structure consists of a base rate of $60 per month for up to
20,000 gallons. Over the base allotment, the water rate structure is as follows.
0 to 20,000 gallons $60 Base Rate
20,000 to 30,000 gallons $60 plus $1.50 per 1,000 gallons
30,000 to 60,000 gallons $60 plus $2.75 per 1,000 gallons
60,000 to 90,000 gallons $60 plus $5.00 per 1,000 gallons
90,000 to 120,000 gallons $60 plus $7.00 per 1,000 gallons
120,000 to 150,000 gallons $60 plus $10.00 per 1,000 gallons
150,000 and up $60 plus $12.00 per 1,000 gallons
2.5 INVENTORY OF EXISTING FACILITIES
This section is intended to provide a basic system background and includes a general
description of the existing facilities and their use.
2.5. > SouRcE
The system is supplied by two submersible lake pumps. Pumps are located adjacent to
one another on the northeastern shore of Lake Coeur d'Alene pumping 200 gpm each.
The two pumps are 20 HP pumps equipped with VFDs. Table 2-1 provides a summary
of these pumps.
WELCH-CCMER`l�� Page 6
ENGINEERS SURVEYOR^

Table 2-1: Existing Source (Lake Pumps)
Location :..
. .
Lake Pump 1 Lake Coeur Red Jacket 20 200
d'Alene
Lake Pump 2 Lake Coeur Red Jacket 20 200
d'Alene
The Lake Pumps deliver raw lake water to the Cliff House Booster Station, which then
sends the raw water up to the sand filtration system. Raw water is treated through four
filter bays and transferred to the chlorination chamber via one transfer pump. Chlorine
is added to the filtered water and is then pumped into the distribution system via
Whitetail Booster. The filters periodically backwash. The sand filtration system and Cliff
House Booster Station also serve as sources to Syringa Heights due to their function
to supply the system. Table 2-2 below provides a summary of each source.
Table 2-2:Additional Source Summary(Cliff House, Filtration, and Transfer Pumps)
Pump 1 Grundfos 7.5 85
• CR16-40
Pump 2 Grundfos 7.5 85
CR16-40
Pump 3 Grundfos 15 130
CR20-6
• Bay 1 N/A 1.5 75
Bay 2 N/A 1.5 75
Bay 3 N/A 1.5 75
Bay 4 N/A 1.5 75
Pump 1 Berkley B2- 1.5 180
• 1/2TM
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43
Cliff House Booster Pumps
1.• ; 1
Slow Sand Filter Building
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f.rtpI}{EER9 SU F,

2.5. 1. 1 RATER RIGHTS
Syringa Heights currently holds one municipal water right for diversion from Lake
Coeur d'Alene, as can be seen in Table 2-3. In 2018, IDWR found the water right
information incomplete. Syringa Heights is currently awaiting a response from IDWR
after recently providing complete information. Refer to Appendix D for more
information regarding water rights.
Table 2-3: Existing Water Rights
Water Right Diversion
No. A== Period of Use— Priority Date Rate(cfs)
95-9324 License Municipal Jan.13t1 Dec. 01/04/2006 2.00
2.5. 1.2 WATER QUALITYAND TREATMENT
Syringa Heights follows sampling regulations stipulated by IDEA. Drinking water quality
testing was summarized and is included in Appendix E for reference. The levels of
regulated contaminants were found to be below state and federal standards.
The system's filtration is provided by four slow sand filtration bays. The original two
slow sand filter bays were constructed in 1998 and then later lined. Slow sand filtration
provides a 2-log (99%) removal of giardia and cryptosporidium and viruses via
biological and mechanical filtration meeting required operational parameters. The
filtration rates and filtered turbidity are monitored daily. Filtration rates are maintained
between 15 and 75 gpm. Physical removal of the schmutzdecke (dirt blanket) occurs
when the head loss becomes apparent, typically twice per year.
The system's disinfection and contact time provides 1-log (90%) inactivation of giardia
cysts and 2-log (99.99%) inactivation for viruses. The effluent lines from the filtered
water drain to the clearwell in the treatment plant control room. An undiluted solution of
12.5% sodium hypochlorite is injected into the influent line of the serpentine contact
chamber through an injection pump. Water is pumped from the clear well to the
contact chamber through the transfer pump. Disinfection and contact time is achieved
through the serpentine contract chamber in the treatment plant, a 42-inch pipeline and
2-3,000 gallon storage tanks. Approximately 131 minutes total is provided.
2.5.2 STORAGE
The system has one 100,000-gallon storage reservoir that provides pressure to
the system. It is supplied by the system's Whitetail Booster Station.
Table 2-4 is a summary of storage reservoir information.
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SNUIHEERB I SURVEYORS

Table 2-4: Existing Storage Reservoir
Total Base
EDUS Capacity Elevation Height(ft) -.
74 100,000 2,715.5 18 ft 15.5
The Silver Beach storage reservoir was not included in this analysis as it only provides
water for the Silver Beach area. The storage required for those connections is
conservatively included in the larger reservoir.
2.5.3 BoosTER STATIONS
The system has two booster pump stations. Whitetail Booster Station supplies water to
the reservoir and provides pressure to the system. The Small Booster Station
pressurizes the system for higher elevation connections. The Small Booster Station
directly serves 5 EDUs at a high elevation and does not anticipate any buildout and is
therefore not include in the buildout analysis in Section 3. Table 2-5 summarizes the
basic pump information for each existing booster pump.
Table 2-5: Existing Booster Pumps
HorsepowerLocation EDUs Pump Pump Model _..
Served . .
5 Pump 1 PVMM15-3 5 80
Pump 2 PVMM15-3 5 80
74 Pump 1 Grundfos 7.5 115
CR15-4
Whitetail Pump 2 Grundfos 7.5 115
CR15-4
Pump 3 Grundfos 5 70
CR15-3
J
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6 rIGINECns r .unv Crone

pvh"p- L
i s
i
s.
Whitetall Booster Pump 3
2.5.4 DISTRIBUTION SYSTEM
The following Table 2-6 provides an inventory of the system's piping based on the best
available records of the current system.
Table 2-6: Summary of Existing Waterlines
Pipe Diameter Material Length (ft)
4" PVC 1,200
4" DI 650
4" HDPE 2,825
6" PVC 3,825
6" DI 4,400
8" PVC 3,900
12" PVC 475
Total 17,275
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2.6 SANITARY SURVEY, VIOLATIONS OF SAFE DRINKING WATER ACT AND CROSS
CONNECTION CONTROL
IDEQ conducted a Sanitary Survey for the system in 2019 (refer to Appendix H). There
were several significant deficiencies that have been addressed (late 2019 and early
2020). Additional requirements and recommendations were listed and were noted by
Syringa Heights.
2.7 HYDRAULIC MODELING SET UP
2.7. 1 MODELING SOFTWARE
WaterCAD Water Distribution Modeling Software, Version 8.0 was used to complete
the hydraulic analysis for the system. The water system model overview is shown in
Appendix F.
2.7.2 MODEL CONSTRUCTION
The water system model used for analysis of the distribution system was constructed
based on waterline location, length, size and material information provided by Syringa
Heights and the system operator. Elevations were obtained from survey-grade
equipment (for major facilities such as booster stations, filtration bays and the
reservoir). The rest of the system (distribution) was obtained from Google Earth since
more accurate information was not available. It should be noted, however, that the
elevations within Google Earth are accurate to ±10 feet. Therefore, the results of the
model are subject to inaccuracies.
One of the major factors that affect the performance of a distribution system is the
demand and the distribution of that demand. In WaterCAD, demand is assigned to
individual nodes throughout the system. In order to accurately model the pressure
losses within the system, the demand distribution in the model must accurately
represent that of the existing system. In order to establish the existing demand
distribution, demand was added to each node based on the number of active
equivalent dwelling units (EDU) within the vicinity of that node 3. EDUs were assigned to
each parcel that currently has a meter (both active and inactive) based on the
following: residential connections were assumed to represent 1 EDU.
2.7.3 MODEL CAL/BRAT/ON
Once the model has been constructed, its accuracy should be tested through
calibration. Calibration is the process of comparing model results to field observations
and making any necessary adjustments to the model. System characteristics that often
need to be adjusted include, but are not limited to, the following: demands, demand
distribution, pipe characteristics, pump settings, elevations and valve settings. By
adjusting these factors, the model can be adjusted to better represent the field
s Connections located between two nodes were included in the downstream node.
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conditions.
The discharge pressures at the Whitetail Booster and Cliff House Booster were verified
during the calibration process. The Whitetail Booster static pressure was observed at
58 psi with pressures reaching 59-67 psi depending on number of pumps operating.
The Cliff House Booster static pressure was observed at 95 psi with pressures
reaching 100-110 psi depending on number of pumps operating. The model observed
approximately 55 psi discharge pressure at the Whitetail Booster and approximately
104 psi at Cliff House. These are within 3-5 psi of the pressures observed; thus, the
model is assumed to be calibrated. Syringa may wish to verify system pressures by
setting pressure recorders in the system; however, pressure complaints have never
been reported to the system.
It is important to note the variation in the observed and model predicted results may be
attributed to the following factors:
• Inaccuracy in the measuring equipment.
• The actual operating characteristics of the system during the time pressure
was measured are unknown. These include:
o Demand and demand distribution
o Pump status and discharges
• Service locations where measurements were taken were higher or lower in
elevation than the main, and the size and condition of the services could
contribute some errors.
The Haestad Methods "Water Distribution Modeling, First Edition," gives guidelines for
acceptable calibration levels. The reference states that for master planning of small
systems (systems with smaller than 24-inch pipe), "The model should accurately
predict hydraulic grade line (HGL) to within 5-10 feet at calibration data points during
fire flow tests and to the accuracy of the elevation and pressure data during normal
demands."
The American Water Works Association (AWWA) "Modeling, Analysis and Design of
Water Distribution Systems" reference states that A key use of calibrated model is
to determine relative differences in the results of various actions. In other words, it is
not so much that the model has been precisely calibrated, but rather that it can be
used as a basis for comparison; thus, it is the differential values that become
important,"
Following the Haestad recommendations for master planning the pressure data
obtained from the model should be as accurate as the data gathered from the field.
The difference between the field results and the model results may be attributed to
errors in data collection, the difference in demand estimated for each location, and the
actual pipe roughness. Because the predicted pressures are within an acceptable
range of the observed pressures, and because it would not be practical to precisely
track demand at each junction and roughness of each pipe in the system, the model
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ENGINEERS I SURVEYOR6

was accepted as calibrated at this point.
Since the model results are only as accurate as the elevations entered into the model,
as previously discussed, a measure of caution should be used when applying the
model results. As more accurate elevation information becomes available from
additional surveys within the system, the elevation information in the model should be
updated to achieve the most accurate results.
2.8 EXISTING SYSTEM DEMAND
Syringa Heights records treated production data daily via the sand filtration facility.
Daily production data for this report was provided by Syringa Heights for May 2021-
Ocober 2021 and June 2022-August 2022. Monthly data from May 2021- May 2022,
provided by Syringa Heights, was also used for this report.
The total production for the system was determined by summing the metered gallons
produced by the sand filtration system from provided data. Individual consumption
data was not provided. Additionally, it is important to note Syringa Heights reported
leaks that increased total production in 2021 that was corrected in 2022, which could
introduce some inaccuracy to the analysis.
Yearly production data was estimated to be 20,344,000 gallons for September 2021
through August 2022.
2.8. 1 SYSTEMLoss
System loss may be in the form of "lost" water or "unaccounted" for water. Water is
lost when leaks occur in distribution lines or when there is unauthorized use or illegal
service connections. Unaccounted for water is a result of accounting errors, inaccurate
source or customer meters, and/or water leaving the system for unmetered usage such
as flushing of mains and fire flows. For most water systems, system loss is between 10
and 20 percent of the total water supplied to the system4. AWWA's Leak Detection and
Accountability Committee gave a recommendation of 10 percent for system loss in
1996.
Unfortunately, system loss cannot be calculated for the Syringa Heights system since
customer meter data was not available at the time of analysis. This should be
evaluated to determine if system loss is a factor. It is important to note, however, that
the age of the system likely indicates that system loss is not significant.
2.8 2 EQUIVALENT DWELLING UNIT(EDU,
The term "equivalent dwelling unit" or EDU will be used extensively throughout this
document. An EDU is defined in the IDAPA Rules as a "unit of measure that
standardizes all land use types (housing, retail, office, etc) to the level of demand
created by a single-family detached housing unit within a water system. The demand
° Civil Engineering Reference Manual,Sixth Edition, Michael R. Lindeburg, 1992.
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for one EDU is equivalent to the amount of water provided to the average single-family
detached housing unit within a water system."For example, if a typical single-family
household within a given system uses 300 gallons per day (i.e., one EDU equals 300
gpd) and a particular commercial connection uses 600 gallons per day, that
commercial connection would account for 2 EDUs within that system.
All connections in the service area are residential lots. Therefore, each connection
represents an EDU. Individual account information was not available, so daily
production was averaged and divided by number of connections to find estimated
water use per EDU.
The estimated average daily water use per active residential connection was 753
gallons during 2021-2022 analysis period. Therefore, on an average use basis, 1 EDU
for the system is 753 gallons per day. There are currently 74 active, residential
connections.
2.8.3 A yERAGE DA/L Y PRODUCTIoN(ADP
The average day production (ADP) is the average volume of water produced by a given
system calculated over the course of a year and is often expressed on a per EDU
basis. System losses throughout the distribution system have a direct effect on the
demand a system experiences. For instance, the demand at a given service connection
is equal to the water that particular user consumes whereas the demand at the sand
filtration system includes the actual consumption as well as the system loss. Systems
that experience significant loss, for example, will exhibit a significant difference
between production and consumption demands. Therefore, it is important to recognize
the difference and use the appropriate demand for each analysis. While Syringa
Heights system is anticipated to experience relatively minor system loss due to its age
(refer to Section 2.8.1), it does likely exist. Thus, the demand used within this report will
be based on production (from the treatment system) and will therefore include system
losses. Average Day Production (ADP) will be presented on a gallons per day per EDU
basis.
The following ADP values are based on the treatment production data provided by
Syringa Heights from September 2021 to August 2022 and use 74 active connections
as the average number of active dwellings during this period. This value has been used
throughout this report and associated analyses:
• ADP = 753 gpd per EDU
• ADP = 39 gpm (total)
2.8.4 MAXIMUM DAILY PRODUCTION(MDP
Maximum Day Production (MDP) is the maximum gallons of water produced in one day
over a period of one year. The MDP was observed using Syringa Height's daily meter
from the summer of 2022. The peak production day occurred on August 4, 2022, when
the sand filter produced 194,000 gallons. It should be noted that higher flows were
observed in June of 2021. However, the system operator indicated that the 2021 flows
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ENOINEEAS I GURVEYOR6

were skewed by leaks that have since been repaired. The 2022 flows indicated
consistently lower production than 2021 even under similar hot/dry conditions. The
total production for that day (August 4, 2022) was then divided by the number of active
service connections on the day peak production occurred, to calculate the MDP per
EDU. Therefore, this report will use the following MDP values:
• MDP = 2,622 gpd/EDU
• MDP = 164 gpm (total)
28.5 PEAK HOUR PRoDucwN fPHP)
Peak hour production (PHP) is the maximum gallons of water produced in one hour
over a period of one year and is generally expressed in gallons per minute. Equation 3-
1 from the WDOH Water System Design Manual of 2020 (provided below) was used to
estimate the peak hour production since hourly meter data is not currently available for
the system. It is important to note the peak hour for this system is met by a
combination of source (Whitetail Boosters) and storage; thus, the peak hour production
is an estimated value since hourly meter data and reservoir levels (monitored hourly)
are not available. The total estimated production during this hour was divided by the
number of active service connections on the day peak production occurred, to
calculate the PHP per EDU.
Equation 3-1:
PHP = (MDD/1440) x [(C x N) + F] + 18
Where:
PHP = Peak Hourly Production, (gallons per minute)
C = Coefficient Associated with Ranges of EDUs
N = Number of EDUs
F = Factor Associated with Ranges of EDUs
MDP = Maximum Day Production, (gallons per day/EDU)
A peak hour production of 401 gallons per minute was calculated by applying the
following values to Equation 5-1:
• C = 2.5 (for an EDU range of 51-100)
• N = 74EDU
• F = 25 (for an EDU range of 51-100)
• MDD = 2,622 gallons per day per EDU
• PHP = 401 gallons per minute (or 5.42 gpm/EDU)
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2.8.6 FIRE FLOW REau1REME1vTs
Syringa Heights is served by the Kootenai County Fire and Rescue District. Based on
communication with District's Fire Marshal, Jeryl Archer, the current fire flow
requirement for the Syringa development is 1,500 gpm for two hours, which equates to
180,000 gallons. The existing phases of the development had a requirement of 500
gpm for two hours with internal sprinklers or 1,000 gpm for one hour. In meetings with
the Fire District, they agreed to accept the existing fire flow and storage for homes on
existing lots currently within the Syringa Heights service areas. However, any new lots
or subdivisions added to the system would be required to meet fire flow requirements
for their use. Follow-up communications with the Fire District also indicated that if the
new development at Syringa is for homes less than 3,600 square feet, the fire
requirement would be 1,000 gpm for 1 hour. Additionally, the proposed Bennett Bay
development (refer to Section 3 for discussion) will require approximately 1,000 gpm
fire flow at an estimated duration of 1 hour; this will be discussed further in Section 3.
2.9 EXISTING SYSTEM ANALYSIS
2.9. 1 ANAL YSIS CRITERIA
The system analysis of source, storage, distribution, and treatment was performed in
accordance with the IDAPA Rules (58.01.08). Additionally, the WDOH Water System
Design Manual of 2020 was referenced as a design guide.
Table 2-7 on the following page outlines the performance and design criteria used
within this report to analyze the various system components.
5 This is estimated as 1,000 gpm for 1 hour(or 60,000 gallons).
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7
1
Table 2-7:Analysis Criteria
System Analysis andDesign Criteria Reference/Rule
Componentl Ab�& I
1 A community water system shall have a minimum of two IDAPA Section 501.17
sources and the total source capacity, with any source out of Ground Water Source
service, should be capable of producing either the PHD or the Redundancy
MDD plus equalizing storage
2. A community water system that uses surface water shall be IDAPA Section 501.03
designed such that plant design capacity(MDD or PHD) can be
maintained with any component out of service.
Source 3. The capacity of a public drinking water system shall be at least IDAPA Section 552.01
800 gallons per day per residence provided the system has Quantity and Pressure
equalization storage sufficient to compensate for peak hour Requirements.
demand.
4. New source and booster pumps are required to have dedicated IDAPA Section 501.07
standby-power or standby-storage sufficient to pressurize the Reliability and
system for a minimum of eight hours during a power outage. Emergency Operation
Booster 1. Each booster station shall contain not less than two (2) pumps IDAPA Section 541.04
Stations with capacities such that peak hour demand, or a minimum of Booster Pumps AND
the maximum day demand plus equalization storage, can be IDAPA Section 501.18
satisfied with any pump out of service. Redundant Fire Flow
2. Pumping systems supporting fire flow capacity must be able to Capacity
provide maximum day demand plus fire flow with the largest
pump out of service.
Equalization 1. ES=(peak hour demand—Qs)*(150 min) but in no case less WSDOH Water System
Storage than zero Design Manual:
Where: Equation 7-1
ES = Equalizing storage component in gallons
peak hour demand = Peak hourly demand, in gpm. IDAPA Section 003.16
Qs=Sum of all installed and active source of supply capacities,
except emergency with the largest source off line, in gpm.
Standby 1. SS = 8 hours x ADP IDAPA Section 501.07
Storage Where: Reliability and
ADP =Average Day Production Emergency Operation
Fire 1. FSS =(FF)*(tm) WSDOH Water System
Suppression Where: Design Manual:
Storage FF= Required fire flow rate, expressed in gpm Equation 7-3
tm = Duration of FF rate, expressed in minutes
Distribution 1. Water systems shall maintain a minimum pressure of forty(40) IDAPA 552 .01
System psi throughout the distribution system, during peak hour demand Quantity and Pressure
conditions, excluding fire flow. Requirements
2. Water systems shall maintain a minimum pressure of twenty (20) IDAPA 552 .01
psi throughout the distribution system, during maximum day Quantity and Pressure
demand conditions, including fire flow. Requirements
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2.9.2 SouRcE
The "Reliability and Emergency Operation" rule requires new sources to have either
standby power or standby storage sufficient to provide 8 hours of average day
production plus fire flow in the event of a power outage. This rule does not apply to the
existing system.
Systems served by surface water must be capable of providing PHD or MDD,
depending on how the system is pressurized. As discussed above, there are several
facilities technically providing "source" to the system. These have been combined in
Table 2-8, demonstrating the system's capacity to meet MDP with the largest source
offline.
Table 2-8: Source Capacity Analysis- MDP with Largest Source Offline
Available So Source
urce ..
Total Source Current D Capacity with Surplus or
-
Capacity . . (gpM) Largest Source
Offline(gpm) Deficit
JM J ..
Lake 400 74 135 200 65
Intake
Cliff House 300 74 135 170 35
Booster
Sand Filter 300 74 135 225 90
Bay
Transfer 180 74 135 0 -135
Pump
As shown above, the current transfer pump requires redundancy to correct current
capacity deficiencies. Other than the transfer pump, the system sources are sufficient
for current demand while supplying the MDP.
In addition, the source capacity was analyzed based on simultaneously
providing the MDP and fire flow to the entire system. Thus, the total available source
capacity shown reflects the capacity of the submersible two lake pumps, the Cliff
House boosters, filter bays, and the transfer pump. As can be seen in Table 2-9, under
the current demands, the existing system is capable of providing the required fire flow
(1,000 gpm for 1 hours).
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C r:Gir+ecnr runvevo ne

Table 2-9: Source Capacity Analysis- MDP plus Existing Fire Flow
ConditionsExisting .
Fire RoPV 1,000 gpm for 1 hour
EDUs 74
' •- 18,867
Fire • •- 60,000
Total _ .. 78,867
Lake Cliff H. Filter Transf.
Available •. 48,000 36,000 36,000 21,600
Available Storage •. 100,000 100,000 100,000 100,000
SurplusSystem _ •- 69,133 57,133 57,133 42,733
GPM_E+ ent 576 476 476 356
Notes:
1. Fire Flow analyzed here corresponds to the required fire flow as communicated by the fire authority.
2. Total pumping capacity over fire flow duration.
2.9.3 ,BooSTER STATION
As discussed previously, Syringa Heights utilizes two booster stations. Whitetail
Booster Station provides water to the system as well as to the storage reservoir. The
Small Booster Station provides pressure directly to 5 high-elevation EDUs.
Per the IDAPA Rules, each booster station is required to have sufficient capacity such
that either the PHP or the MDP plus fire flow, with largest pump offline. The Whitetail
Booster only supplies water to the reservoir and can provide some water to the
system; thus, it must provide MDP with the largest pump off lines. The Small Booster
Station pressurizes the system for 5 EDUs, so providing PHP with largest pump offline
is required 7. The results of this analysis are shown below in Table 2-10 and Table 2-11.
Table 2-10: Whitetail Booster Capacity Analysis-MDP with Largest Pump Offline
Total Available •
ump Booster
Capacity
Booster EDUs Current MDP Capacity
Capacity served (gpm) Largest Pump Deficit
• • Offline • •
. •
Whitetail 300 74 135 185 50
s Fire flow is provided by the reservoir, so the Whitetail booster does not need to provide fire flow.
The small boosted zone does not provide fire flow.
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EN6'NEEfl± i 6U.Vcv RL fAff

Table 2-11: Small Booster Capacity Analysis- PHP with Largest Pump Offline
AvailableBooster
Total Pump 1
Booster EDUs Current PHP Capacity with Capacity
I Surplus or
Capacity 1 served (gpm) Largest Pump Deficit(-)
. . • . .
Small 160 5 27 80 53
The existing booster pump capacities are sufficient to meet current demand.
2.9.4 STORAGE
Storage requirements for the Syringa Heights Water System will be discussed within
this section. Storage within a system is comprised of the following components.
• Operating Storage (OS)
• Dead Storage (DS)
• Equalization Storage (ES)
• Standby Storage (SS)
• Fire Suppression Storage (FSS)
Each of these components will be discussed in the following sections. These sections
include recommended equations from the WDOH Water System Design Manual. For
estimating the minimum requirements for each storage component and any IDAPA
Rules applying to storage requirements. It is important to note that the storage
components are additive and cannot be nested, per IDAPA Rules.
The system currently has one, 100,000-gallon reservoir. Refer to
Table 2-4 for more information regarding the existing reservoir. The Silver Beach
reservoir was not included in this analysis as the storage required for those
connections is conservatively included in the larger reservoir.
2.9.4. 1 OPERATING STORAGE(OS�
Operating Storage is the volume of water used from the time the pump(s) feeding the
reservoir turn off until they turn back on. This volume is usually determined by one of
two things; the manufactures specifications on how frequently the pump can cycle, or
the minimum water level change in the tank required by the pump control sensors. It is
assumed the pumps controlling the operating storage are the Whitetail Booster pumps.
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. E Page 21
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Table 2-12: Operating Storage
Operating
Volume(gal) Storage � _ . perOperating
ReservoirVertical Foot
(ft) Storage(gal)
74 100,000 0.5 6,792 3,396
2.9.4.2 DEAD STORAGE fDS)
Dead storage is calculated as the volume of water not available to all customers at a
minimum pressure of 20 pounds per square inch (psi), as required by IDEA. This
pressure is supplied by the elevation of the reservoir relative to the highest gravity
service connection. Due to the high elevation of the reservoir and small booster
providing pressure to high elevation connections, there is no dead storage.
2.9.4.3 LWAaz4TIoN STORAGE(ES1
Equalization storage is required in the event that PHPs for the water system cannot be
met by the source capacity. Equalization storage must be provided at an elevation that
provides a minimum pressure of 40 psi to all service connections. Equalization Storage
was determined using Equation 7-1 from the WDOH Design Manual as shown below.
Equation 7-1:
ES = (peak hour production - Qs) *(150 min) but in no case less than zero
Where: ES = Equalizing storage component in gallons
Peak hour production = Peak hourly production, in gpm.
Qs = Sum of all installed and active source of supply capacities, except
emergency, with largest source offlines, in gpm.
Equation 7-1 was used to estimate the minimum equalizing storage requirements. If
water use records indicate values for equalization storage that are different from those
determined by Equation 7-1, actual records should be used. Since existing records are
not sufficient to determine storage fluctuation during the peak hour, Equation 7-1 was
utilized for this analysis.
Table 2-13 below provides the current equalization storage is requirement for the
system.
8 IDEQ's definition of Equalization Storage indicates maximum pumping capacity should be used.
Maximum pumping capacity is defined as the capacity with largest pump offline.
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E"01142ERF I sunve ORE

Table 2-13: Equalization Storage Requirements Based on Current Demand
_._
Required
s
servedPHP(gpm) Equalization
Largest Pump
Storage . .
•
• 74 185' 401 32,400
Notes:
1. Pumps providing water to the system and feeding the reservoir are located at the Whitetail Booster
Station.Thus,the maximum pumping capacity=total capacity with largest pump offline(115 gpm
+115 gpm+70 gpm-115 gpm)=185 gpm.
2.9.4.4 STANDBY SToRACE(SS)
Standby Storage should be provided in the event that the water system's source fails,
if there is a power outage, or if unusual conditions impose higher demands than
anticipated.
The 2009 IDAPA Rule for Reliability and Emergency Operation requires on-site standby
storage or standby power sufficient to provide a minimum of eight hours of average
daily production in addition to the required fire flow. Table 2-14 below summarizes the
standby storage required for the system.
Table 2-14: Standby Storage Requirements Based on Current Demand
F- Required
EDUs D- . .. Standby
served
Storage
• 74 55,737 18,579
2.9.4.5 FIRE SUPPRESSION STORAGE(FSS1
Storage reservoirs must be capable of delivering fire flows in accordance with the
standards made by the local fire protection authority, if fire flow is to be provided. A
minimum pressure of 20 psi must be maintained throughout the system during fire flow
conditions. The minimum fire suppression storage for a system is estimate using
Equation 7-3 of the WDOH Design Manual as shown below.
Equation 7-3
FSS= (FF)*(t,,)
Where:
FF=Required Fire Flow, in gpm
tm= Duration of FF rate, expressed in minutes
The system is currently served by the Kootenai County Fire and Rescue District. Based
on communication with the Fire Marshal, Jeryl Archer, the fire flow requirement for
WELCH-00lVlC- � Page 24
ENGINGESS I :USVEY I

construction outside of existing lots is 1,000 gpm for 1 hour, or 60,000 gallons9. Due to
the fire flow requirements at the time of the original subdivision, current connections
and lots within the original subdivision have been given an exception to current fire
flow requirements.
Syringa Heights plan to expand beyond the current existing subdivision. Once beyond
the limits of the original subdivision, the updated fire flow requirement of 60,000
gallons will be required. Refer to Appendix B for fire district communication.
2.9.4.E TOTAL STORAGE
Table 2-15 below provides a summary of the current storage requirement as have been
discussed above.
Table 2-15: Total Storage Based on Current Demand
StandbyOperating Dead Equalization . . _
Storage Storage Storage (gal) Storage Suppression Storage Storage Surplus
(gal) (g (gal) Storage(gall) Required Available or Deficit
. .
74 3,396 0 32,400 18,579 60,000 114,375 100,000 -14,375
2.9.5 D1sTR1BuT1oN SYSTEM
A hydraulic analysis of the existing distribution system was completed for the current
demands using the WaterCAD model. This analysis was used to identify needed
system improvements and allow for the identification of any special operational needs.
The following modeling scenarios were run:
1 . Scenario 1 - Steady state analysis with PHP throughout the system under
the condition where all equalization storage volume has been depleted and
assuming that all sources, except emergency, are under normal operation.
The objective is to maintain a minimum pressure of 40 psi at each node.10
2. Scenario 2 - Steady state analysis with MDP throughout the system under
the condition where all equalization and fire suppression storage volume has
been depleted and assuming all sources, except emergency, are under
normal operation. The objective is to maintain a minimum pressure of 20 psi
at each node."
2.9.5. 1 MODEL ANALYSIS BASED ON CURRENT DEMANDS
The above scenario was run in the model based on the current demands and the
various facilities were modeled based on current configurations and capacities. A
complete set of results can be found in Appendix F.
s If the new residential homes are limited to 3,600 square feet or other exceptions apply. Bennett
Bay's current fire flow requirement is 1,000 gpm for 1 hour.
10 Based on IDAPA 58.01.08-Idaho Rules for Public Drinking Water Systems, Subsection 552.01.b: part v)
Based on IDAPA 58.01.08-Idaho Rules for Public Drinking Water Systems,Subsection 552.01.b: part i.
WELCH-COMER! Page 25
EMOINCER. 1 6V-vEN AS

Scenario 1: (PHP, Maintain 40 psi Throughout the System)
The objective of this scenario is to maintain a minimum pressure of 40 psi during PHP
under the condition where all equalizing storage has been depleted and the source
(lake intake, Cliff House boosters, sand filtration, transfer pump) and boosters are
operating as normal. The following is a summary of the operating conditions modeled
in this scenario:
• Sources operating:
o Lake Pump 1 is on
o Cliff House Booster 1 and 2 are on
o Transfer Pump is on
• Reservoir levels:
o Reservoir: 5.5 feet down (0.5 feet OS and 5 feet ES depleted)
• Boosters operating:
o Whitetail Boosters operating (185 gpm)
The results of this scenario show that the existing distribution system is sufficient to
supply the current PHPs at a minimum pressure of 40 psi.
Scenario 2: (MDP + FF, Maintain 20 psi Throughout the System)
The objective of this scenario is to provide fire flows and MDPs while maintaining a
minimum pressure of 20 psi under the condition where all equalization and fire
suppression storage has been depleted and the intake and boosters are operating as
normal. This models the system at the end of a fire at any given node. The following is
a summary of the operating conditions modeled in this scenario:
• Sources operating:
o Lake Pump 1 is on
o Cliff House Booster 1 and 2 are on
o Transfer Pump is on
• Reservoir levels:
o Reservoir: 14 feet down (0.5 feet OS + 5 feet ES + 9 feet FSS depleted)
• Boosters operating:
o Whitetail Boosters operating (185 gpm)
The results of this scenario show that the existing distribution system is sufficient to
supply the current MDPs at a minimum pressure of 20 psi. The hydrants appear to be
able to meet 1,000 gpm in most of the system, except along Whitetail Crossing Court
and Dewey Drive (near the end of the water main).
WELCH-COMEFI Page 26
ENGINEERS I SVRVEYGR6

2 9.6 OPERA TION AND MAINTENANCE CONCERNS
Several operation and maintenance concerns were identified in the 2019 Sanitary
Survey (see Appendix H). The system's primary issue is that the existing
owner/operators wish to turn over maintenance to another entity.
2.10 EXISTING SYSTEM CAPACITY SUMMARY
The existing system does not have any deficits with respect to meeting current
demands (except for redundancy for the transfer pump and a slight storage deficiency).
Syringa Heights plans to meet demands for currently vacant lots, potentially expanding
the current service area and working with Bennett Bay in future growth projections.
Future demands will create deficiencies as discussed in Section 3.
WELCH-COMER`��� Page 27
6N61NECRS 1sunvE ONO

3. FUTURE CONDITIONS
3.1 GROWTH PROJECTIONS
Syringa Heights currently serves 74 connections and is currently reviewed potential
expansion within and outside of their service boundary and an increase to their total
service connections. This growth is anticipated to occur in multiple growth categories,
which have been added to the projection to categorize the type of growth anticipated.
According to U.S. Census data, the population in Kootenai County has increased from
approximately 140,000 in 2010 to 155,000 in 2017. Using this data, a conservative
annual growth rate of 1.5 percent has been used to project future demand. The current
number of EDUs was determined in Section 2.8.1 based on actual data provided by
Syringa Heights. The estimated growth rate mentioned was applied to the current
EDUs and population for the system to project growth. Population was estimated using
a value of 2.45 persons/household to each residential EDU. The growth scenarios are
also shown in Table 3-1 below. These are described below:
• Growth A: Full Buildout of Current Lots-This assumes that Syringa Heights
will add all vacant properties to the Syringa Heights water system. It is
anticipated that these vacant lots will increase the number of residential
connections by 29 EDUs for a total of 103 EDUs. This is considered Growth
A for the purposes of this report.
• Growth A-2: Syringa Heights Full Subdivision Buildout- This assumes that
Syringa Heights will add all vacant properties and expand its current system
with the addition of a new subdivision. It is anticipated that 3 additional lots
will be developed in a new subdivision, for a total of 106 EDUs connected to
the Syringa Heights water system. This is considered Growth A-2 for the
purposes of this report.
• Growth B: Bennett Bay Addition- This assumes that all current and future
Bennett Bay connections are added to the Syringa Heights water system.
Per Syringa Heights and Bennett Bay's agreement, the Syringa Heights
water system will provide fire flow and domestic water to Bennett Bay. The
Bennett Bay Addition will add approximately 10 EDUs, to the water system.
This is considered Growth B for the purposes of this report. Refer to Figure
3-1 for an overview of this growth.
WELCH—COMER`��� Page 28
ENOIN4ERS I SURVEYORS

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WELCH—COMER`�� Sources:
ENGINEERS I SURVEYORS Syringa Heights Water System Plan ESRI Basemaps
'www.welchcomer.com 208-664-9382
PROJECT NO........................41074.03
COPYRIGHT 2022
Welch-Comer&Associates,Inc Growth Overview DRAWN BY............................SFS
This document,and ideas and designs incorporated herein,as an instrument of professional service, FILENAME.............................Existing
is the property of Welch-Comer&Associates,Inc.,ana is not to be used in whole or in part for any DATE 12/22/2022
other project without the written authorization of WEIch-Comer&Associates,Inc. FI(�IIRF �_1 ....."•"•'••'•'•"•".•"•••"••"•'

Table 3-1 below summarizes the current and projected future EDUs for Syringa Heights
based on the growth categories as discussed above.
Table 3-1: Summary of Future EDUs
GrowthCurrent
74 181 103 252 106 260 116 284
Notes:
1. This is likely to occur much sooner,depending on development timing with Bennett Bay.
3.2 DEMAND FORECAST
The estimates for future demands are based on the assumption that the demand per
EDU will remain constant throughout the growth projections. Refer to Section 2.8.2 for
more information regarding EDU determination. It should be noted that if multiple large
users are added to the system or if system loss is significantly decreased, these
estimates may change.
Table 3-2 below shows the estimated future demand for each growth period. These
demands have been used for the purpose of this report and should be noted that
growth will likely not occur exactly as shown.
Table 3-2: Summary of Future Demands
==-
D- .. ..
74 39 135 401
Growth103 54 188 558
Growth106 55 193 574
Growth116 61 211 629
3.3 FUTURE SYSTEM ANALYSIS
3.3. 1 BENNETT BAY COORDINATION
Syringa Heights plans to work in coordination with Bennett Bay to provide appropriate
fire flow and domestic water. Bennett Bay is requesting approximately 15,000 gpd of
domestic water per their LOI. Refer to Appendix G for more information regarding
coordination with Bennett Bay.
WELCH—COMET Page 30
c N 0 1 NG rns 19un-V ona

Individual metered data and water production data was not available for Bennett Bay,
so to confirm that Bennett Bay's demand will not exceed 15,000 gpd, the WDOH
Design Manual was referenced. The Design Manual was used to estimate demand
based on the varying residential and nonresidential properties of Bennett Bay.
Calculations confirmed an average of about 15,000 gpd demand. However, the
maximum gpd of Bennett Bay was calculated as about 26,200 gpd as shown in the
calculations below. It is important to note, estimations used are likely not an exact
representation of the proposed Bennett Bay water system, therefore the result of this
estimate is subject to inaccuracies.
Tony's 225 daily customers
Restaurant: 13 gpd per customer (includes bathroom use)
225 customers x 13 gpd = 2925 gpd
Multifamily 7 3-Bedroom Unit
Homes: 1 2-Bedroom Unit
(7 x 3) + (2 x 1) = 23 people
2.45 people12 per EDU
23 / 2.45 = 9.39 EDUs
753 gpd per EDU Multifamily homes typically use far less water
than homes, ADP was used to estimate)
9.39 EDU x 753 gpd =7,069
Gym: Gym equipped with bathrooms with showers
20 gpd for shower and bathroom per person
23 people x 20 gpd = 460 gpd
Homes: 6 Homes
1 Home= 1 EDU
2,622 gpd per EDU (based on MDP)
6 EDU x 2,622 gpd = 15,732 gpd
Total = 26,200 gpd
To ensure that the Syringa Height water system capacity is sufficient for Growth B, the
MDP of 26,200 gpd was used for Bennett Bay's estimated capacity demand.
Based on Syringa Heights' current MDP per EDU of 2,622 gpd, the estimated number
of equivalent EDUs for Bennett Bay is 10 EDUs (26,200 gpd - 2,622 gpd/EDU). As
such, the following calculations for this report were made based on the assumption
that Bennett Bay will add 10 EDUs during Growth B.
12 Based on Kootenai County people per household census information, see Section 3.1 for EDU
Equivalent information.
WELCH—COMER`,�� Page 31
¢NOINELRS BURw EYO RB

3.3.2 SouRCE
The future source analysis is based on providing the projected MDP for the entire
system with the largest source off line. This is per the same criteria used to analyze the
existing system capacity in Section 2.9.2. Source requirements were based on the
projected number of EDUs and the associated demands as presented above in Section
3.2. Table 3-3 to Table 3-7 provides a summary of the analysis. As shown, the current
source capacity is deficient to serve the projected growth based on providing MDP
with the largest source offline.
Table 3-3: Sand Filter Bays Source Capacity Analysis MDP with Largest Source Offline Based on
Future Demand
Available -
Source Growth Capacity with Capacity
Capacity I Phase D- . .
.. �-
•Lar -est Source Surplus or
.. . .
Current 74 135 225 90
Filter Bays Growth A 103 188 225 37
(300 •• Growth A-2 106 193 225 32
Growth B 116 211 225 14
Table 3-4: Lake Intake Source Capacity Analysis-MDP with Largest Source Offline Based on Future
Demand
Available Source Source
Source
i Capacity
Capacity �- ..
Growth ._
t S J! Surplus or
Phase Largest Source
• . .
Current 74 135 200 65 _
Lake Int Growth A 103 188 200 12
'0 0 •• Growth A-2 106 193 200 7
Growth B 116 211 200 -11
Table 3-5: Cliff House Source Capacity Analysis-MDP with Largest Source Offline Based on
Future Demand
CapacityAW Source'
Source Capacity
Capacity Growth I
(gpm) Phase Largest Source Deficit (-)
Off line ..
Current 74 135 170 35
Cliff House Growth A 103 188 170 -18
(300 •• Growth A-2 106 193 170 -23
Aw Growth B 116 211 170 -41
WELCH—COMER` Page 32
ENGINCCRB + StI RV CYOAJ

Table 3-6: Sand Filter Bays Source Capacity Analysis-MDP with Largest Source Offline
Based on Future Demand
Available-7M
Source Growth Capacity with Capacity
Capacity Phase - . .
Surplus or
. . Deficit
. .
Current 74 135 225 90
FilterGrowth A 103 188 225 37
(300 •• Growth A-2 106 193 225 32
Growth B 116 211 225 14
Table 3-7: Transfer Pump Capacity Analysis-MDP with Largest Source Off line Based on Future
} Demand
Available Source Source
Source Growth Capacity with Capacity
Capacity Phase D- (gpm) Largest Source Surplus or
Offline ..
. .
Current 74 135 0 -135
Transfer Pump I Growth A 103 188 0 -188
Growth A-2 106 193 0 -193
Growth B 116 211 0 -211
The sand filtration system has a capacity of 225 gpm and will be sufficient for all
growth projections. As shown in the tables above: the lake intake pumps will be
deficient at Growth B, the Cliff House Booster is projected to be deficient at Growth A,
and the transfer pump is currently deficient due to its lack in redundancy per IDAPA
Rules. The addition of a secondary pump for the transfer pump will help mitigate
current and future deficiencies.
In addition, the source capacity was analyzed based on simultaneously providing the
MDP and fire flow to the entire system. Since the transfer pump capacity is the limiting
capacity, it was analyzed for the growth scenarios in Table 3-8 (rather than showing all
four sources).
WELCH—C:OKAER,`�� Page 33
CNOINUrns I IWAV O

Table 3-8: Source Capacity Analysis- MDP plus Existing Fire Flow
Existing Conditions (Gallons)
Fire Flow >,000 gpm for >hour
GrowthCurrent Growth A Growth Growth B
A-2
EDUs 74 103 106 116
' (gaU 18,867 27,167 28,025 30,887
Fire • •- 60,000
Total _ .. 78,867 87,167 88,025 90,887
Available • .. 21,600
Available Storage (gal 100,000
System • •- 42,733 34,433 33,575 30,713
GPM Equivalent 356 287 280 256
Notes:
1. Fire Flow analyzed here corresponds to the required fire flow as communicated by the fire
authority.
2. Total pumping capacity(transfer pump only)over fire flow duration.
3.3.3 BOOSTER STATIONS
Per the IDAPA Rules, each booster station is required to have sufficient capacity such
that either the PHP or the MDP can be supplied with largest pump off line. Since the
Whitetail Booster provides the system and reservoir with water and does not pressurize
the system, the capacity analysis was calculated based on providing MDP as shown in
Table 3-9. Since the small booster is not anticipated to grow, it has not been included
in future growth projections. Refer to Section 2.9.3 for information regarding the small
booster.
Table 3-9: Whitetail Booster Capacity Analysis- MDP with Largest Pump Offline Based on Future
Demand
Available Source
Booster Capacity with Capacity
Capacity Growth EDUs MDP (gpm) Surplus or
. . Deficit
Offline . .
Current 74 135 185 50
Whitetail Growth A 103 188 185 -3
Growth A-2 106 193 185 -8
Growth B 116 211 185 -37
As shown in the table above, the Whitetail Booster is estimated to be deficient at
Growth A.
WELCH-COMER`��� Page 34
N E0INEERS i SURVEVO

3.3.4 STORAGE
The future storage analysis was performed based on the same analysis criteria as
presented in Section 2 and will evaluate the same storage components as the current
storage analysis. Storage requirements for the system were evaluated based on the
projected number of EDUs and associated demands as presented in Section 3.2. Table
3-10 below summarizes the future storage analysis for the existing 100,000-gallon
reservoir.
As discussed previously in Section 2.9.4.5, once expanded beyond its lots, Syringa
Heights must provide the required fire flow of 1,000 gpm for 1 hour. Any growth
beyond the estimated 103 lots within the boundaries (any growth past Growth A) will
require also 60,000 gallons of storage for fire flow. As shown below, the current
storage is deficient.
Table 3-10: Storage Capacity Analysis Based on Future Demand
Fire Total TotalStorage
Growth Operating Dead Equalization Standby Suppression Storage Storage Surplus
Storage Storage Storage Storage
Phase (gal) (gal) (gal) (gal) . ..- Required Available or De
ficit
g. ..
74 3,396 0 32,400 18,579 60,000 114,375 100,000 -14,375
• 103 3,396 0 55,972 25,860 60,000 145,228 100,000 -45,228
• 106 3,396 0 58,411 26,613 60,000 148,420 100,000 -48,420
Growth11 3,396 0 66,539 29,124 60,000 159,059 100,000 -59,059
3.3.5 DISTRIBUTION SYSTEM
The modeling scenarios presented in Section 2.9.5 were evaluated with respect to the
future demands, Growth A and A-2. Growth B was modeled separately and will be
discussed in Section 4 as it requires improvements and a water main extension to
serve. A complete set of results can be found in Appendix F.
3.3.5. 1 ,MODEL ANAL YSIS BASED oN FUTURE DEMANDS
Scenario 1: (PHP, Maintain 40 psi Throughout the System)
The objective of this scenario is to maintain a minimum pressure of 40 psi during PHP
under the condition where all equalizing storage has been depleted and the source
(lake intake, Cliff House boosters, sand filtration, transfer pump) and boosters are
operating as normal. The following is a summary of the operating conditions modeled
in this scenario:
WELCH-COMER`r�� Page 35
f.NG INC Cn9 JUH V CY0 S

• Sources operating:
o Lake Pump 1 is on
o Cliff House Booster 1 and 2 are on
o Transfer Pump is on
• Reservoir levels:
o Reservoir: 9 feet down (0.5 feet OS and 8.5 feet ES depleted)
• Boosters operating:
o Whitetail Boosters operating (185 gpm)
The results of this scenario show that the existing distribution system is sufficient to
supply the current PHPs at a minimum pressure of 40 psi.
Scenario 2: (MDP + FF, Maintain 20 psi Throughout the System)
The objective of this scenario is to provide fire flows and MDPs while maintaining a
minimum pressure of 20 psi under the condition where all equalization and fire
suppression storage has been depleted and the intake and boosters are operating as
normal. This models the system at the end of a fire at any given node. The following is
a summary of the operating conditions modeled in this scenario:
• Sources operating:
o Lake Pump 1 is on
o Cliff House Booster 1 and 2 are on
o Transfer Pump is on
• Reservoir levels:
o Reservoir: emptied13 (approximately 1 feet was modeled to maintain
operability of the model)
• Boosters operating:
o Whitetail Boosters operating (185 gpm)
The results of this scenario show that the existing distribution system is sufficient to
supply the current MDPs at a minimum pressure of 20 psi. The hydrants appear to be
able to meet 1,000 gpm in most of the system, except along Whitetail Crossing Court
and Dewey Drive (near the end of the water main). It is important to note the system
would not be able to supply the currently required 1,000 gpm fire flow. This indicates
(and likely due to the minimal available storage) that if fire flows were required in the
system, the pressure would drop below 20 psi in the majority of the system (for 1,000
gpm flow) or at a minimum the Whitetail Crossing Court and Dewey Drive area (for
13 Storage capacity is exceeded under the future scenario due to OS + ES + FSS being depleted
from the tank, with no remaining capacity.
WELCH-COMER`��� Page 36
ENOINEENS I •UNYEYONS

1,000 gpm flow).
3.4 ANALYSIS RESULTS
This section summarizes the current source, booster, storage, and distribution system
deficiencies determined in the above analysis under growth system demands. The
system's deficiencies and needs are summarized by system component below in Table
3-11 .
• Source -the following surpluses and deficiencies were identified with
respect to meeting MDP with largest source offline:
o Lake Intake:
• Current: Surplus capacity of 65 gpm
■ Growth B: Capacity deficient of 11 gpm
o Cliff house Booster:
• Current: Surplus capacity of 15 gpm
■ Growth B: Capacity deficient of 61 gpm
o Sand Filtration System:
• Current: Surplus capacity of 90 gpm
• Growth B: Surplus capacity of 14 gpm
o Transfer Pump:
■ Current: Capacity deficit of 135 gpm
■ Growth B: Capacity deficient of 211 gpm
• Booster Station -the following surpluses and deficiencies were identified:
o Small Booster (PHP largest pump offline):
■ Current: Surplus of 53 gpm
• Growth B: Not affected by growth projections, same surplus of 53
gpm
o Whitetail Booster (MDP largest pump offline):
■ Current: Surplus of 50 gpm
• Growth B: Capacity deficit of 37 gpm
• Storage - the following surpluses and deficiencies were identified with
respect to meeting MDP with largest source offline assuming no system
upgrades have been made:
o Current: Deficient by 14,375 gallons
o Growth B: Deficient by 179,059 gallons
WELCH-COMER`��� Page 37
EN61NEEnfl I tWn VEYOlIII

• Distribution- The same surpluses and deficiencies demonstrated by the
hydraulic model grow under the projected growth scenarios (through Growth
A-2). Growth B is evaluated in Section 4.
The system's deficiencies and needs are summarized by system component below in
Table 3-11 .
Table 3-11: System Needs for Future Growth
.. - Growth A-2
Deficient by 11 gpm
• :•• - Deficient by 18 gpm Deficient by 23 gpm Deficient by 41 gpm
• Deficient by 188 gpm Deficient by 193 gpm Deficient by 211 gpm
:•• - Deficient by 3 gpm Deficient by 8 gpm Deficient by 37 gpm
Deficient by 45,228 Deficient by 48,420 gallons Deficient by 59,059
gallons gallons
Fire Flow on Whitetail Crossing and Dewey Drive is deficient
WELCH—COMERI' Page 38
ENGINEERS I SURVEYOR*

4. CAPITAL IMPROVEMENT PLAN
In the previous analysis sections, system deficiencies were identified. This section
presents the estimated cost of each improvement and illustrates potential phasing of
improvements.
4.1 DEVELOPMENT AND EVALUATION OF IMPROVEMENTS
As shown in Section 2 and 3, Syringa Heights primarily needs to upsize the booster
stations and install additional storage for future growth and increased fire flow
requirements. A list of alternatives dealing with these system needs are presented in
the next section.
4. 1. 1 SouRcEALTERNATIVES
The existing capacity of the sand filtration system of 225 gpm is the limit of the system.
All other system components will be reconfigured or upsized to match this 225 gpm
with largest pump/source out of service. As previously stated in Section 2.5.1, the Cliff
House Booster Station acts as a source for the existing system and is currently
projected to be deficient in future growth projections. The lake intake capacity will also
be deficient at Growth B. Although the sand filtration system is sufficient at all growth
projections, if any additional growth is anticipated beyond Growth B, it would be
prudent to upsize.
4. 1. 1. 1 INSTALL ADDITIONAL LAKEINTAKEPUMP
The current lake intake pumps are deficit by 11 gpm at Growth B. Installing a new 25
gpm pump would match the capacity of the sand filtration system and mitigate the
source deficiency at that location. If Syringa Heights plans to expand beyond Growth
B, it may be prudent to install a larger pump.
4. 1. 1.2 REPLACE AND UPSIZE CLIFF HousE BOOSTER
The current capacity of 170 gpm with largest source off line at the Cliff House Booster
Station will be deficient at all growth projections. Upsizing both of the current 85 gpm
pumps to 130 gpm will address these deficiencies. This improvement will increase the
booster station capacity to 260 gpm with largest pump offline and mitigate deficits at
all growth projections. This improvement will also include the installation of flow
meters.
4. 1. 1.3 REPLACEAND UPSIZE TRANSFER PUMP
The current transfer pump is a standalone 1.5 HP pump that lacks redundancy and is
therefore deficient according to the IDAPA Rules. Installing an additional pump to
increase capacity and upsizing the existing pump to match the sand filter of 225 gpm
with largest pump off line would eliminate deficit for all growth projections.
WELCH-COMER`ff
Page 39
Ctf OINd ERe I SunVK5

4. 1. 1.4 NO IMPROVEMENTS
As discussed previously, Syringa Heights' growth is dependent on the upsizing of
source capacity, but there is no current deficit (except for redundancy of the transfer
pump). The capacity of these pumps should be upsized, otherwise, the source
capacity will limit Syringa Height's ability to serve the system in the future full buildout
of Syringa Heights and Bennett Bay.
4. 1.2 BOOSTERALTERNATIVES
4. 1.2. 1 REPLACEAND UPSIZE WHITETAIL BOOSTER PUMPS
Syringa Height's Whitetail Booster Station is estimated to be deficient in future growth
projections. The 5 HP (70 gpm) pump at the Whitetail Booster station should be
upsized to match the capacity of the sand filtration system. The current 5 HP motor
would be upsized to 7.5 HP (115 gpm). This would increase the capacity (with larges
pump off line) from 185 gpm to 230 gpm. This improvement would also include the
installation of flow meters.
4. 1.2.2 NO IMPROVEMENTS
The booster pump improvements presented would provide sufficient booster capacity
for future growth and match the capacity of the filtration system and lake intake pumps
with largest pump offline. Without improvements, the Whitetail Booster Station will be
deficient at Growth A.
4. 1.3 STORAGEALTERNATIVES
4. 1.3. 1 CONSTRUCT NEW RESERVOIR
The current storage capacity for Syringa Heights is insufficient for growth inside current
boundaries; thus, the system will require additional storage. Additionally, once Syringa
Heights is combined with Bennett Bay and grows to full buildout, the deficit will grow.
The construction of a reservoir in the system at a high elevation would likely eliminate
the future storage deficiencies and provide the required fire suppression storage for all
growth projections. It is assumed the new reservoir would be constructed adjacent to
the existing reservoir, matching overflow elevations. The reservoir would be
approximately 60,000 gallons. The size of the reservoir would address the storage
deficiency and account for the required fire suppression storage of 60,000 gallons.
4. 1.3.2 NO IMPROVEMENTS
Without additional storage capacity, the system will be deficient at currently and
through Growth B. The storage improvements presented would provide sufficient
storage capacity for future capacity needs with Syringa Heights and address current
fire suppression storage capacity needs.
WELCH-COMER``�� Page 40
C EMGINERS I RUAVCVO

4. 1.4 DISTRIBUTION
4. 1.4. 1 EXTEND TRANSMISSION MAIN TO BENNETT BA Y
The existing distribution mains supply water to all connections within the current
Syringa Heights boundaries. Construction of a distribution line from Syringa Heights to
Bennett Bay is required for future growth projections outside the current service
boundary. This water main would extend from the existing line on Helen Drive to
Bennett Bay, approximately 1,300 lineal feet in length. Pressure Reducing Valves
(PRVs) will also be utilized to reduce unsafe high pressures due to the large change in
elevation from Syringa Heights to Bennett Bay.
4. 1.4.2 EXTEND TRANSMISSION MAIN To GROWTHA-2 LOTs
The existing distribution mains supply water to all connections within the current
Syringa Heights boundaries. Extension of the existing distribution lines may be needed
to supply water to the lots within Growth A-2. This should be evaluated at the time the
subdivision proposal is finalized.
4. 1.4.3 UPSIZEWATERLINEONWHITETAIL CROSSING ANDDEWEYDRIVE
Syringa Heights may consider upsizing the mains on Whitetail Crossing and Dewey
Drive to improve fire flow. Alternatively, the mains could be looped to Helen Drive. This
should be evaluated in conjunction with roadway improvements or other
developments.
4. 1.4.4 So IMPROVEMENT
The existing transmission main supplies water to the current service boundary of
Syringa Heights. Without the installation of a water line to Bennett Bay (or the lots
proposed in Growth A-2), growth is limited to Growth A. Additionally, fire flows are
relatively low in Whitetail Crossing and Dewey Drive; those lines should be upsized or
looped to improve fire flow.
4. 1.5 IMPROVEMENT OPTIONS
The previously discussed alternatives have been combined into several alternatives,
providing the basis for Syringa Height's capital improvement plan (Table 4-1).
WELCH-COMER`N� Page 41
l NOINEE RR RURV6YQ RR

Table 4-1: Capital Improvement Plan (Options)
-•. Improvement Estimated Cost •
• Upgrade Lake Intake $30,000 X
Upgrade Cliff House Booster $15,000 X X
Upgrade Transfer Pump at Filters $40,000 X X X
•• - Upgrade Whitetail Booster and add flow $10,000 X X
meters
• -•- Add Reservoir(60,000 gallons) $500,000 X X X
Distribution Loop Whitetail Crossing Court to Helen $100,000 X
Drive
Loop Dewey Drive to Helen Drive $150,000 X
Extend Water Main to Bennett Bay with $130,000 X
PRV
Notes:
1.Growth A consists of buildout of the existing platted lots and subdivision of a selection of the larger platted lots(Growth A-2).
2. Growth B consists of service to the proposed Bennett Bay development.
WELCH—COME',; � Page 42
LNOINEEnO cunvEvon e

4.2 RECOMMENDED IMPROVEMENT DESCRIPTION
In consideration of the information presented in this section, the following
improvements are recommended to address the deficiencies identified in Section 2
and 3, as outlined by the improvement options above:
Current14:
• Upsize booster stations and equip with meters.
• Install new lake intake pump.
• Install new transfer pumps.
For Bennett Bay:
• Construct new storage reservoir15.
• Expand distribution to Bennett Bay, equipped with PRVs.
4.2. 1 ESTIMATED CDSTS AND POTENTIAL FUNDING FOR RECOMMENDED OPT/ON
The estimated cost of the improvements identified above total approximately $65,000
(current) to $660,000 (Bennett Bay).
Syringa Heights plans to fund this project privately in coordination with Bennett Bay.
Refer to Appendix G for correspondence with Bennett Bay.
4.2.2 HYDRAULIC MODELING OF RECOMMENDED ImpRo yEmENTs
The hydraulic model was updated to broadly apply anticipated growth and
recommended improvements. The scenarios discussed in Section 2.9.5 were then run
in the model to evaluate the suitability of the options discussed above. A complete set
of results can be found in Appendix F.
The source and boosters were updated to reflect the upsized pumps installed in the
lake intake, Cliff House, transfer pump and at Whitetail. Storage was added at the
existing storage site. The distribution extension for Bennett Bay was also modeled;
there are two PRVs recommended, near Helen Drive and then at the northern end of
the Bennett Property to reduce the pressure to below 80 psi; the recommended
minimum main size is 8-inch for the extension16. Whitetail Crossing Court was upsized
to 6-inch and a 6-inch loop was added from Dewey Drive to Helen Drive.
14 Syringa Heights should seek opportunities to address the fire flow on Dewey Drive and Whitetail
Crossing Court in conjunction with road improvements or other developments.
15 This will also be required for the current connections but can be coordinated with Bennett Bay.
16 This will provide the required fire flow with an approximate line velocity of 10 feet per second.
WELCH-C®MER`1�� Page 43
ENGINEERS I SURVEY O R6

Scenario 1: (PHP, Maintain 40 psi Throughout the System), Growth B
The objective of this scenario is to maintain a minimum pressure of 40 psi during PHP
under the condition where all equalizing storage has been depleted and the source
(lake intake, Cliff House boosters, sand filtration, transfer pump) and boosters are
operating as normal. The following is a summary of the operating conditions modeled
in this scenario:
• Sources operating:
o Lake Pump 1 and small Lake Pump 3 are on
o Cliff House Booster 1 and 2 are on (total 225 gpm)
o Transfer Pump is on (225 gpm)
• Reservoir levels:
o Existing and new Reservoir: 3.5 feet down (0.5 feet OS and 3 feet ES
depleted)
• Boosters operating:
o Whitetail Boosters operating (230 gpm)
The results of this scenario show that the existing distribution system is sufficient to
supply the current PHPs at a minimum pressure of 40 psi.
Scenario 2: (MDP + FF, Maintain 20 psi Throughout the System), Growth B
The objective of this scenario is to provide fire flows and MDPs while maintaining a
minimum pressure of 20 psi under the condition where all equalization and fire
suppression storage has been depleted and the intake and boosters are operating as
normal. This models the system at the end of a fire at any given node. The following is
a summary of the operating conditions modeled in this scenario:
• Sources operating:
o Lake Pump 1 and small Lake Pump 3 are on
o Cliff House Booster 1 and 2 are on (total 225 gpm)
o Transfer Pump is on (225 gpm)
• Reservoir levels:
c Reservoir: 9.5 feet down (0.5 feet OS + 3 feet ES + 6 feet FSS depleted)
• Boosters operating:
o Whitetail Boosters operating (230 gpm)
The results of this scenario show that the existing distribution system is sufficient to
supply the current MDPs at a minimum pressure of 20 psi. The hydrants appear to be
able to meet 1,000 gpm in most of the system, with the improvements added. The
available fire flow at Bennett Bay is approximately 1,600 gpm, with an 8-inch main
extension and bypassing the PRVs in the fire event.
WELCH-COMET Page 44
f NOlr1CHR3 sunvcvpn[.

5. SELECTED ALTERNATIVE DESCRIPTION AND IMPLEMENTATION
REQUIREMENTS
5.1 DESCRIPTION OF SELECTED ALTERNATIVE
After consideration of the improvement options, impacts, and costs, Syringa Heights
has selected to move forward with the recommended improvements, as presented
above in Section 4.2.
5.2 ESTIMATED COSTS
The estimated cost of the improvements identified above total approximately $65,000
for the current improvements and approximately $660,000 including Bennett Bay. As
indicated above, these improvements will be financed by Syringa Heights and Bennett
Bay.
5.3 OPERATION AND MAINTENANCE REQUIREMENTS
The primary change to the operation and maintenance would be additional pump
facilities (although they are primarily redundant pumps) and the storage reservoir.
Overall, the system is anticipated to have similar operation and maintenance
requirements.
5.4 PROJECT SCHEDULE
The proposed project schedule (Table 5-1) includes planning, funding and construction
schedule estimates. The dates below are estimates and may depend on IDEA review
time, weather, and other factors.
Table 5-1: Proposed Project Schedule
Complete Facilities Plan April 2023
Secure IDEQ Approval' May 2023
Begin Design (current improv.) April 2023
Begin Construction (current improv.) May 2023
Additional Improvements(Bennett Bay) September 2024-September
2025
Notes:
1. Dependent on IDEQ review time.
5.5 CERTIFICATION OF OPERATOR
The system classification associated with the improvements is not anticipated to
change the current classification.
WELCH-COMER Page 45
f.!lOIl-r.5 1.V.YC Y Ol1V

APPENDIX A.m
PROJECT AREA MAP
WELCH-COME
R`��

7.
' _ - t �� k _ ;� � i t � ,�. ",:ice- '•i �� � ✓� f�__• .. -r t '� r i��' t
IN-
44,
to all
E S r
hitetail
gr
tae . IL
� � t
f _ r S r• ��N� � �• f' / �" �*, �1•�awl
Ap-
q.lA kit
(i Legend -
\ - At `!ice .; i
(l=1! Lake Intake '
.;J , •
O Booster Station ._� " ,s�►
jQ Storage Reservior t ,,,, ►� gip. r 1 V f q
(+ Sand Filtration System 4 i
CI Parcels
C Syringa Heights Service Boundary
WELCH . COMER Sources:
Syringa Heights Water System Plan ESRIBasemaps
ENGINEERS 1 SURVEYORS
Q t0f�'www.welchcomer.com 208-664-9382
PROJECT NO........................41074.03
COmer&AT2022 System Overview
Welch-Comer Inc V DRAWN BY............................SFS
This document,and ideas and designs incorporated herein,as an instrument of professional service, J FILENAME.............................Existing
is the property of Welch-Comer&Associates,Inc.,and is not to be used in whole or in part for any DATE. 12/22/2022
.....................................
other project without the written authorizatifln of Welch-Comer&Associates,Inc. FIGURE 2-11

APPENDIX B :
FIRE DISTRICT
COMMUNICATION
WELCH ECOMER```!�

Kootenai County_ Fire & fescue
Fire Marshal's Office
1590 E. Seltice Way
Post Falls,ID 83854
Tel: [phone]
Fax: [phone]
www.kootenaifire.com
September 26, 2022
Steve Cordes
Principal Engineer
Welch Comer
208.664.9382
scordesOmelchcomer.com
RE: Syringa Heights Water System
To Whom it May Concern.
I have been asked to evaluate the current water system and provide guidance for future development. All
current residential lots will fall under the code in place at the time of original subdivision. I have reviewed
the provided information and found the current status of the Syringa Heights is as listed below. This
follows the original approval of the subdivision. Any new residential lots will fall under the most current
adopted code at time of lot creation. This will also apply for any commercial construction projects. The
current 2018 IFC requirements are listed for reference.
Current System:
Current storage capacity: 100,000 Gallons
Current available fire flow: UNK(no recent testing has been recorded.)
For residential development fire flow requirements should follow the IFC Table B 105.1. with a minimum
of the following:
2018 Fire Code required storage capacity: 180,000 gallons
2018 Fire Code required fire flow: 1,500 gpm @ 20psi

APPENDIX C :
PUMP CURVES
WELCH-COME
R```�

Company name: R.C.Worst&Company
I Created by: Scott Jessick
[ Phone: [phone]
GR u N D FO,S ;o % Email: [e-mail]
Date: 10/11/2022
'1'96524013 CR 20-6 A-GJ-A-E-HQQE 60 Hz Cliff House No. 3
I
I [HH I 1CR 20-6,60Hz Ota
Q=111 US GPM
H=319.1 ft
450 Pumped liquid=Water
Liquid temperature during operation=68°F
Density=62.29 Ib/fP
l
400 - ` -- -----�� --
I
350
i
30D
I
I
250 100
[
1,
II zoo — — so
I �
150 ' 60
I '
1D0 40
I
I
50 - 20
I _
I 0 - Eta pump=72.6% 0
0 1 2 30 4 5 80 70 80 90 100 110 120 130 1 150 Q[US GPM]
P2 NPSH
[HPI Ift]
16 80
I
14 70
I
12 60
10 50
40
I
I 6 ,_- - � 30
I "
4 - — — -- — - 20
I
2 ] 10
P2=12.4 HP
I l
;NPSH=10.51 ft 0
AN

►C PENTAIR BERKELEY*
Series Name:B2-1/2T_M Pump Size:2-1112 x 3 x B M
Departmental Energy Requirements Available Configurations Curve Conditions
PEIcL 0.92 CCMD B2-1/2TPM Nominal RPM 1740
B2-1/2TM Frame B2-1/2TRMS Maximum Working Pressure 150 psi(10 bar)
Model SAE Based on Fresh Water @ F 68(20 C)
Imp.Dia.(in.) 6.50 Transfer Pump
1� Curve Number:84770
14 I -
6.50 m(2hp/1.5kW)
f {I75 I
I I 1 I
12 40 I Ill I 1 182I I I
9 in 82 -
6.1 0.5h /7.p )
i 81
to -79-
II I ,
5.44in0hp/.75kW). ! _ I I� _ �75.'
II1I 6 I I II� pi
a a 0.75hpl.5BkW} i I �2h 1.5k
j.1
x l I I I ! I 1.5 hp(1.1 kW)
I Ihpl(.75kW) I I �i I I I I I
6 20
4
2
0 0
6.50 in;
1 10 I
2
5 V
�z z
1
0 0
0 20 40 60 so 100 120 140 160 180 200 220 240
Capacity-usgpm
0 5 10 15 20 25 10 15 40 45 50 55
Capacity-m3lb
This product as sold In U.S.Is regulated by 10 CFR Parts 429 and 431.
a2

Company name: R.C. Worst&Company
Created by: Scott Jessick
I Phone: [phone]
GRu N D FOS Email: [e-mail]
Date: 10/11/2022
133007064 CR 16-40 U-G-A-E-AUUE 60 Hz Cliff House No. 1 and 2
[H I j CR 16-40,60Hz et
Q=75.7 US GPM
H=209.5ft
1 Pumped liquid=Water
280 Liquid temperature during operation=68 T
Density=62.29 Ib/ft3
260
240
+� 220
1
I200 l 100
+� 180 ) 90
160 - / 80
140 % 70
I 120 l 60
100 / 50
80 40
60 -- f 30
f
40 20
I
I 20 10
0 - Eta pump=62.5% 0
0 10 20 3b 46 60 7 86 90 100 110 Q[USG M]
IP2 NPSH
I [HP] [ft]
I
10 i 50
8 40
6 30
4 - - 20
2 _ - 10
P2=6.41 kP
0 I NPSH=4.7 It 0
It's

Company name: R.C. Worst&Company
Created by: Scott Jessick
Phone: [phone]
GR u N D FIOS Email: [e-mail]
Date: 28/11/2022
96523614 CR 15-3 A-GJ-A-E-HQQE 60 Hz whitetail No. 3
iH I I I CR 15-3,3230 V,60Hz eta
Q=90.2 US GPM
H=152.9ft
° n=3535 rpm
I Pumped liquid=Water
Liquid temperature during operation=68 T
220 -- Density=62.29 Wit'
200- -100
180 90
160 ° 80
°
140 +••—•- •• — - 70
.60
120.
100 -�- •• 50
r
80 I 40
60 30
I
40 ! ----• - 20
E
20 - 10
Eta pump=71.2%
0 Eta pump+motor=62.3% 0
0 10 20 36 4b 5b 66 7 8 96 100 110 120 Q jUb GPM)
[P I N I P] N
7 35
°
I �
6 1 ............. P1. _ 30
S. - ----P2 25
4 20
3 I .•"" 15
1 ° - I P1=4.168kW 5
P2=4.89 HP
I ° NPSH=7.28ft 0 .�-0
l Y`

Company name: R.C.Worst&Company
Created by: Scott Jessick
G R U N D FID S Phone: [phone]
Email: [e-mail]
Date: 28/11/2022
199917480 CR 15-4 A-GJ-A-E-HQQE 60 Hz Whitetail No. 1 and 2
IH i CR 15-4,r460 V.60Hz eta
[fti Q=91.4 USI GPM [%]
H=211.3ft
I n=3540 rpm
Pumped liquid=Water
Liquid temperature during operation=68 T
Density=62.29 Ib/fte
250 100
1
200 80
150 - f/ — 60
r
100 40
t
50 20
Eta pump=73.4%
f 0 — Eta pump+motor=65.6% 0
I0 10 20 3b 40 66 60 76 80 100 110 120 Q[US GPM]
P NPSH
[HP] [ft]
_ P,
8 40
, 2
6 30
4 20
I
I 2 — 10
1
I
P1=5.545 kW
P2=6.64 HP
0 NPSH=8.64ft 0

APPENDIX D .0
WATER RIGHTS
WELCH ECOMER``��

Water Permit Report: 95-9324(Active)
Water Right Owners
Owner Type Name Address City State Postal
Current Owner SYRINGA WATER & SEWER CO INC PO BOX 168 COEUR D ALENE ID 83816
Water Permit Status
Priority Date : 1/4/2006
Status : Active
Water Source
Source Tributary Tributary Qualifier
COEUR D ALENE LAKE SPOKANE RIVER
Points Of Diversion (Location)
Source Township Range Section QQQ QQ Q County Diversion Type
COEUR D ALENE LAKE 50N 03W 29 SE NW KOOTENAI
Water Uses
Beneficial Use From To Diversion Rate Volume
MUNICIPAL 01/01 12/31 2.00 CFS
TOTAL 2.00 CFS 178.50 CFS
Places of Use
This claim has a Large Place Of Use G�'
Conditions
Code Condtions

Dates Other Information
Licensed Date : State or Federal
iDecreed Date : `Water District Number : NWD
Permit Proof Due Date : 11/1/2018 Generic Max Rate Per Acre : 0
Permit Proof Made Date : 8/31/2018 Generic Max Volume Per Acre : 0
Permit Approved Date : 11/5/2013 Civil Case Number:
r Permit Moratorium Expiration Date : Decree Plantiff
Enlargment Use Priority Date : Decree Defendant
i Enlargement Statute Priority Date : Swan Falls Trust or Nontrust :
Water Supply Bank Enrollment Date Accepted : Swan Falls Dismissed :
t_ Water Supply Bank Enrollment Date Removed : DLE Act Number:
Application Recevied Date: 1/4/2006 Cary Act Number :
' Protest Deadline Date: 2/6/2006 Mitigation Plan: False
IDAHO DEPARTMENT OF WATER RESOURCES
© 2021 - ExternalSearch - Privacy.

IDAHO DEPARTMENT OF
WATER RESOURCES
322 E Front Street, Suite 648, Boise iD 83702 • PO Box 83720, Boise ID 83720-0098
Phone:[phone] • Fax: 208-287-G700 • Email:[e-mail]•Website: idwr.idaho.gov
Governor Brad Little Director Gary Spackman
December 23, 2022
SYRINGA WATER & SEWER CO INC
PO BOX 168
COEUR D ALENE ID 83816-0168
PROOF ACKNOWLEDGEMENT LETTER
RE.- Permit-Na 25-9-324-- - -- - -- -- - ---
Dear Permit Holder:
The Department acknowledges receipt of the proof of beneficial use form submitted for the
above referenced permit. Proof for this permit was received on September 20, 2018 and
an acknowledgement letter was mailed to you on the same day. I am returning the proof
you submitted and enclosing a copy of the previously received proof with the
accompanying acknowledgement letter.
Please be advised that Section 42-248, Idaho Code, requires you or the owner of this
water right to maintain current ownership and address records on file with the
Department. Forms to file a change of ownership of a water right and/or a change in
the address of the water right owner are available from any Department office or at
the Department's website at www.idwr.idaho.gov.
If you have any questions concerning the field examination, please contact the Northern
Region Office of the Department located in Coeur d'Alene at(208) 762-2800.
Sincer ly,
Debbi Judd
Technical Records Specialist
Enclosures

HEGEIVED
RECEIVED SEp 12018
AUG 3 12018 DEPmn tENroF STATE OF IDAHO FOR OFFICE US&NLY
WATER RESOURDPBARTMENT OF WATER RESOURCES AM.of Fee$
ReceIDWR/NOr i H STATEMENT OF COMPLETION RIpt d ey
FOR SUBMITTING PROOF OF BENEFICIAL USE Digs Remfptad -
The Idaho Department of Water Resources considers this form a statement by the permit holder(s)that development of a water right
has been completed and that water has been applied to beneficial use to the extent described below. This form must be
accompanied by an examination fee,when necessary,or by a completed Beneficial Use Field Report prepared by a certified
water right examiner.Please refer to the instructions and fee schedule for this form.If ownership of the permit has changed,contact
any Department office orvisit the Departments website at IdwrJdaho.gov for an Assignmentof Penvifform.If you wish to relinquish
your permit because you have not established the authorized use of the water and are not applying for an extension,please notify the
Department in writing.
1. Permit No. 2 s_ 13-A `f Telephone No. e - G 6/ - q y 17 S'
2. Name of Permit Holder(s) Sy It 1 k1GA -6 R_
3. Mailing Address f O. -13 C­X City 7
State _a_ D-Zip— --_!�-3- jL� Email _- r. _ --- - ----- - --_ —
4. Source of Water - C WA L A K E If GROUNDWATER(well),Date Drilled mo. I yr.
Well Driller Drllliing Permit Number d gI V
5. Extent of use(s)completed as authorized by the water right permit:
Domestic(No,of households) 76 Stockwater(No.and type of stock) S E �
L?iwPAny i�9fitlTOFflfi
Irrigation(No.of acres) Other
6. Total rate of diversion or storage volume for which proof is submitted cis OR acre-feet.
T. Compliance with a measuring device requirement,lockable controlling device requirement,and/or other conditions of permit:
Refer to the approval conditions on your permit and respond accordingly.
The Department will not Issue a license If permit conditions are not met.
Measuring Device Is a measuring device required? Yes❑ No E
if yes,has the measuring device been installed? Yes❑ No❑
Lockable Controlling Device Is a lockable device required to control the diversion? Yes❑ No W
If yes,has the lockable device been installed? Yes❑ No❑
Fish Screen Is a fish screen required? Yes E No❑
if yes,has the fish screen been installed? Yes E No❑
Other Conditions of Permit
Do the approval conditions on your permit require you to submit additional information In connection with your proof of
beneficial use? if yes,list the conditions below and attach documents with-the required information.
N L 1? t 2 d 0 9-1? 1 Completed?Yes❑ No IN
6. Fee Enclosed$j a S,"' or not applicable❑. See fee schedule on page 2 of the instructions.
Proof statements filed without an appropriate fee,will be considered incomplete.
9. Person to contact to accompany the Department representative during field examination of the water system.
Name o H a _-5,k ;r-r. S Telephone Number ;)LC F- 6<y- 3
Malting Address 0 ICA City e T)A
State �Zj Zip 1 I Email
The Information given on this form is my true etatament of the extent to which the above numbered permit has been
developed and water has been diverted and applied to a beneficial use.I understand that any undeveloped portion of
the permit is m[Inqulshed to the State of Idaho.
1�
Signature of Permit Holder_--i2lt C� �� -Date / r
(ira`Oa your title,if an behaf/of company or oo anlzafianJ
Mull to:Idaho Department of lifter Resources.PC Box 83720,Boise,ID 837204098
Farm Km 21712MS

APPENDIX E .0
DRINKING WATER QUALITY
TESTING RESULTS
WELCH-COMER``�

Chem/Rad Sample Summary Results
Sample Analyte
Lab Sample No Location Code Ana lyte Name
..
D247550 1657 S 2456 TOTAL HALOACETIC 6251B N OE-9 18.9 UG/L 1/1/2022 12/31/2022
REGATTA ACIDS(HAAS)
D247550 1658 S 2950 TTHM 524.3 N OE-9 24.4 UG/L 1/1/2022 12/31/2022
REGATTA
WQPIX1K008501 EP-Well 1 1016 CALCIUM 200.7 N OE-9 7.20 MG/L 11/2/2021
WQPIXIK008501 EP-Well 2 1026 BICARBONATE AS HCO3 null N OE-9 74.0 11/2/2021
UMHO/C
WQPIXIK008501 EP-Well 3 1927 ALKALINITY,TOTAL 2320E N OE-9 28.1 MG/L 11/2/2021
WQPXlK008505 GENERIC 1016 CALCIUM 200.7 N OE-9 7.04 MG/L 7/1/2021 12/31/2021
SAMPLING
WQPXlKO08505 GENERIC 1026 BICARBONATE AS HCO3 null N OE-9 71.4
SAMPLING UMHO/C
WCLPXIK008505 GENERIC 1927 ALKALINITY,TOTAL 2320B N OE-9 28.0 MG/L 7/1/2021 12/31/2021
SAMPLING
WQPX2KO08506 Generic 1016 CALCIUM 200.7 N OE-9 7.23 MG/L 7/1/2021 12/31/2021
Sampling Pt
WQPX2K008506 Generic 1026 BICARBONATE AS HCO3 null N OE-9 72.1
Sampling Pt UMHO/C
WQPX2K008506 Generic 1064 CONDUCTIVITY @ 25 C 120.1 N OE-9 72.1 MG/L 7/1/2021 12/31/2021
Sampling Pt UMHOS/CM
WQPX2KO08506 Generic 1927 ALKALINITY,TOTAL 2320B N OE-9 28.0 MG/L 7/1/2021 12/31/2021
Sampling Pt
WQPX1K008502 EP-Well 1 1016 CALCIUM 200.7 N OE-9 7.14 MG/L 11/2/2021
WQPX1K008502 EP-Well 2 1026 BICARBONATE AS HCO3 null N OE-9 68.7 11/2/2021
UMHO/C
WQPXIK008502 EP-Well 3 1927 ALKALINITY,TOTAL 2320E N OE-9 27.0 MG/L 11/2/2021
WQPXlK008503 RCDAKE 1016 CALCIUM 200.7 N OE-9 6.81 MG/L 11/2/2021
WQPXlK008503 R CDAKE 1026 BICARBONATE AS HCO3 null N OE-9 UM .3 11/2/2021
WQPXlK008503 RCDAKE 1927 ALKALINITY,TOTAL 2320B N OE-9 26.8 MG/L 11/2/2021
WQPX1K008504 RW-LAKE
CDA 1016 CALCIUM 200.7 N OE-9 6.79 MG/L
WQPXlK008504 RCDAKE 1026 BICARBONATE AS HCO3 null N OE-9 U 4.2
WQPXlKO08504 R CAKE 1927 ALKALINITY,TOTAL 2320E N OE-9 26.7 MG/L
IX11046702 POST 1005 ARSENIC null Y OE-9 1/1/2021 12/31/2021
TREATMENT
IX11046702 POST 1015 CADMIUM null Y OE-9 1/1/2021 12/31/2021
TREATMENT
IX11046702 POST 1040 NITRATE 300 N OE-9 .061 MG/L 1/1/2021 12/31/2021
TREATMENT
IX11046702 POST 1052 SODIUM 200.7 N OE-9 1.78 MG/L 1/1/2021 12/31/2021
TREATMENT
DMB1097301 1657 S 2456 TOTAL HALOACETIC 6251B N OE-9 8.67 UG/L 1/1/2021 12/31/2021
REGATTA ACIDS(HAAS)
DMBI097301 1658 S 2950 TTHM 524.3 N OE-9 9.10 UG/L 1/1/2021 12/31/2021
REGATTA

r,
r
Coliform/Microbial Sample Summary Results
r
Lab Collection Presence
r` Absence m
o
. W�M.
- m
GENERIC
SVL
X21<043801 11/28/2022 SAMPLING PT A 3100 COLIFORM(TCR) 11/1/2022 11/30/2022 ANALYTICAL
248856 10/27/2022 GENERIC A 3100 COLIFORM(TCR) 10/1/2022 10/31/2022 ACCURATE
SAMPLING PT TESTING
247561 9/27/2022 GENERIC A 3100 COLIFORM(TCR) 9/1/2022 9/30/2022 ACCURATE
SAMPLING PT TESTING
245640 8/28/2022 GENERIC A 3100 COLIFORM(TCR) 8/1/2022 8/31/2022 ACCURATE
SAMPLING PT TESTING
244285 7/27/2022 GENERIC A 3100 COLIFORM(TCR) 7/1/2022 7/31/2022 ACCURATE
SAMPLING PT TESTING
242751 6/28/2022 GENERIC A 3100 COLIFORM(TCR) 6/1/2022 6/30/2022 ACCURATE
SAMPLING PT TESTING
241563 5/31/2022 GENERIC A 3100 COLIFORM(TCR) 5/1/2022 5/31/2022 ACCURATE
SAMPLING PT TESTING
240243 4/29/2022 GENERIC A 3100 COLIFORM(TCR) 4/1/2022 4/30/2022 ACCURATE
SAMPLING PT TESTING
239232 3/30/2022 GENERIC A 3100 COLIFORM(TCR) 3/1/2022 3/31/2022 ACCURATE
SAMPLING PT TESTING
238316 2/24/2022 GENERIC A 3100 COLIFORM(TCR) 2/1/2022 2/28/2022 ACCURATE
SAMPLING PT TESTING
237555 1/27/2022 GENERIC A 3100 COLIFORM(TCR) 1/1/2022 1/31/2022 ACCURATE
SAMPLING PT TESTING
XlL046001 12/25/2021 GENERIC SAMPLING PT A 3100 COLIFORM(TCR) 12/1/2021 12/31/2021 SVL
ANALYTICAL
XlK047101 11/29/2021 GENERIC SAMPLING PT A 3100 COLIFORM(TCR) 11/1/2021 11/30/2021 SVL
ANALYTICAL
XlJ049701 10/26/2021 GENERIC SAMPLING PT A 3100 COLIFORM(TCR) 10/1/2021 10/31/2021 SVL
ANALYTICAL
X11046701 9/23/2021 GENERIC SAMPLING PT A 3100 COLIFORM(TCR) 9/1/2021 9/30/2021 SVL
ANALYTICAL
X11000701 8/31/2021 GENERIC SAMPLING PT A 3100 COLIFORM(TCR) 8/1/2021 8/31/2021 SVL
ANALYTICAL
XlG049701 7/28/2021 GENERIC SAMPLING PT A 3100 COLIFORM(TCR) 7/1/2021 7/31/2021 SVL
ANALYTICAL
XlF060201 6/29/2021 GENERIC SAMPLING PT A 3100 COLIFORM(TCR) 6/1/2021 6/30/2021 SVL
ANALYTICAL
XIE036501 5/19/2021 GENERIC SAMPLING PT A 3100 COLIFORM(TCR) 5/1/2021 5/31/2021 SVL
ANALYTICAL
XID039801 4/22/2021 GENERIC SAMPLING PT A 3100 COLIFORM(TCR) 4/1/2021 4/30/2021 SVL
ANALYTICAL
XIC053001 3/30/2021 GENERIC SAMPLING PT A 3100 COLIFORM(TCR) 3/1/2021 3/31/2021 SVL
ANALYTICAL
XIB033401 2/18/2021 GENERIC SAMPLING PT A 3100 COLIFORM(TCR) 2/1/2021 2/28/2021 SVL
ANALYTICAL
XIA036701 1/28/2021 SAMPLING PT A 3100 COLIFORM(TCR) 1/1/2021 1/31/2021 ANALYTICAL

Lead/Copper Sample Summary Results
r
• Monitoring Number of Water System Date Data
. . Period En Samples Facility State Summary Quaility
Received
Date Asgn ID No. Code
1/1/2022 6/30/2022 10 0.226 T1280271DS1 7/15/2022 Copper A
1/1/2022 6/30/2022 10 0.004 T1280271DS1 7/15/2022 Lead A

APPENDIX F .m
WATER SYSTEM MODEL
RESULTS
WELCH-
ENGINEERS COMER`y�

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APPENDIX G :
BENNETT BAY
COMMUNICATION
WELCH ECOMER`��

LETTER OF INTENT
THIS LETTER OF INTENT is entered into between WG Bennett Bay Apartments, LLC
(hereafter"WG"),on the one hand,and Syringa Heights Water Company(hereafter"Syringa"), on
the other hand.
RECITALS:
WHEREAS, the parties hereto acknowledge the following:
(A) WG owns certain real property accessed by Coeur d'A 1 ene Lake Drive and located
near Bennett Bay on Lake Coeur d'Alene,Kootenai County,Idaho. In addition,WG has certain
rights to acquire contiguous property currently owned and operated as Tony's Restaurant. These
properties are collectively referred to herein as the"Bennett Bay properties,"and are identified for
reference on Exhibit A hereto.
(B) WG desires domestic water service(15,000 gpd)and fire flow(1,500 gpm for two
hours)from Syringa for uses contemplated by WG on the Bennett Bay properties.
(C) Subject to an engineering analysis approved by the Idaho Department of
Quality (IDEA), Syringa believes it has sufficient water treatment capacity to provide
domestic service as requested and desired by WG. However, Syringa does not currently
have sufficient reservoir capacity to provide WG with WG's desired fire flow for the uses
contemplated on the Bennett Bay properties.
(D) This Letter of Intent is intended by and between WG and Syringa to set forth
conceptual terms for discussion and execution of future written agreements and commitments
provided said future agreement can be reached.
(E)W G is considering the possibility of funding the design and construction ofa 120,000 gallon reservoir on the
existing Syringa reservoir site and constructing awaterline from Helen Drive through the Sawmill Point
Development ("Sawmill") parcel, all as shown on Exhibit A hereto, so as to provide WG's desired quantities of
water service for the Bennett Bay properties.
(F)This Letter of Intent is intended to set forth the general terms to which the parties would
agree,subject to appropriate documentation,following WG's due diligence and further
analysis ofthe feasibility of WG's intended development uses ofthe Bennett Bay properties and the
feasibility of completing and performing conceptual agreements between WG and Syringa as set
forth herein.
TERMS OF LETTER OF INTENT.
The Recitals set forth above are intended to give context to the conceptual terms of future
agreement as set forth below:
LETTER OF INTENT• PAGE 1

(1) WG's Conceptual Commitments. Subject to execution of a mutual agreement and
WG's satisfaction of its due diligence and feasibility assessment, WG intends to enter into a binding
agreement with Syringa that includes the following undertakings by WG:
(a) At a time determined by WG, within 18 months of the execution of
said agreement, WG will fund the design and construction of the
120,000 gallon reservoir and the waterline from Helen Drive to the
Bennett Bay properties,including the distribution system,fire hydrants,
water meters, and appurtenances within the Bennett Bay properties.. WG
will retain ownership of these facilities with the intent to transfer them
directly to North Kootenai Water and Sewer District (NKWSD).
Syringa intends to transfer all other parts of the system to NKWSD. In
the event the NKWSD transfer does not occur, WG will transfer these
facilities to Syringa or another mutually agreedable party consistent
with the terms of Section 2(e) of this Letter of Intent..
(b)WG will provide water utility easements for all water facilities servicing the
Bennett Bayproperties within said properties,for the benefit of Syringa.
(d)W G will provide a non-exclusive easement from Coeur d'Alene Lake Drive right-of-
way across Bennett Bay properties to the Sawmill property inaroute determined byWG
where a raw waterline can be constructed. The purpose ofthis easement is for a raw
waterline to Syringa's slow sand filter that may be constructed at Syringa's expense.
( e)The final agreement will set forth terms under which WG may acquire Syringa or
annex the Bennett Bayproperties into the North Kootenai Water Sewer District
(NKWSD)together with the other properties serviced by Syringa's water system. If
WG acquires Syringa, WG agrees to not transfer Syringa to a third party without the
Syringa HOA's consent and such consent shall not be unreasonably held.
(2) Syringa's Conceptual Commitments. Subjectto execution of a mutual agreement and Syringa's
satisfaction ofits due diligence,Syringa intends to enterinto abinding agreement with WG that
includes the following undertakings by Syringa:
(a) Syringa will secure an easement across the Sawmill property for a
potable waterline to the Bennett Bay properties and a raw waterline
to and from the Bennett Bay properties to Helen Drive.
(b) Syringa will demonstrate with a facility plan or preliminary
engineering report, approved by the Idaho Department of
Environmental Quality, that the existing Syringa water facilities,
other than the reservoir, have adequate capacity to provide WG's
potable water needs (15,000 gpd) and fire flow service needs
(1,500 gpm for two hours) to the Bennett Bay properties. Both
parties agreet to accept the facility plan's assement of the water
LETTEROFINTENT-PAGE 2

system.
© Syringa will, as the tank site property owner and water system owner, execute all necessary
applications for permits to authorities having jurisdiction (including but not limited to
Kootenai County,DEQ,
ESHD, or others).
(d)If necessary, Syringa will make all reasonable efforts to secure the Syringa Heights
Homeowners Association's authorization for any term required to be performed under a
final WG/Syringa agreement.
(e)Syringa will undertake all reasonable and necessary efforts to transfer the Syringa water
system to NKWSD or another established water purveyor. Failing transfer to
NKWSD or an established water purveyor, Syringa will offer to transfer the system
to WG, who will consider acceptance of the system but is not obligated to accept the
system.
(f)Syringa will provide WG a minimum of 18 months from the date of this agreement
for WG to confirm its project feasibility and secure state, county, ESHD, ITD and
other approvals for the Bennett Bay Properties.
(3)Specific Limitations. The parties acknowledge the following specific limitations:
(c) This Letter of Intent is non-binding but intended as a good faith
expression of the parties' intention with respect to their desire to
execute a final and enforceable agreement by and between them that
includes the material terms expressed herein.
(d) Following the execution ofthis Letter of Intent, Syringa shall provide
WG with at least three years of Syringa's financial reports and any
Idaho Public Utility Commission communications,as well as any
other information reasonably requested by WG.
(e) Syringa will reasonably and promptly respond to requests made on
WG's behalf by its consulting professionals.
(f) Syringa will exercise its best efforts to procure the consent of
Sawmill with respect to those terms that relate to Sawmill.
(g) The parties will keep the terms and conditions of this Letter of Intent
confidential to the extent possible while they pursue efforts at
reaching a final written agreement that is acceptable to both parties.
(� The parties acknowledge that WG is not obligated to accept the
transfer and ownership of the Syringa system but that WG will work
with Syringa to explore W G's possible acquisition of the system, on
terms agreeable to WG, or the parties' joint efforts to annex the
LETTEROFINTENT-PAGE 3

system into NKWSD.
(g) The parties acknowledge that any annexation of the system into
NKWSD will require NKWSD's commitment to impose no
capitalization fees on WG under any rules, regulations, policies, or
authority ofNKWSD that might otherwise apply. Said obligation
shall be for a period of not less than ten (10) years following
NKWSD's acquisition of Syringa.
LETTER OF INTENT-PAGE 4

(h) Syringa also agrees that any final agreement will memorialize the
right on behalf of WG to obtain additional water service or
connections from Syringa provided Syringa has existing and aailable
capacity. If existing and available capacity is not available, then the
terms of the final agreement shall provide WG with the ability to
fund additional system or reservoir improvements at WG's
election to create additional capacity to satisfy WG's future
needs.
(i) The obligations and rights of WG under a final agreement may be
assigned by WG to such entities as WG may create for purposes of
development of the Bennett Bay properties.
(2) Termination. Either party may give written notice to the other to terminate
negotiations under this Letter of Intent with no further obligation to the other.
IN WITNESS WHEREOF,the parties have executed this Letter ofIntent on the dates set
forth below.
WG BENNETT BAY APARTMENTS, LLC
DATE By:
SYRINGA HEIGHTS WATER COMPANY
DATE By:
WU BENNETT BAY-SYRINGA HEIGHTS.LETTEROF INTENT.wpd
LETTER OF INTENT-PAGE 5

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APPENDIX H .0
SANITARY SURVEY
WELCH aCOMER`�`�

STATE OF IDAHO
DEPARTMENT OF
ENVIRONMENTAL QUALITY
2110 Ironwood Parkway,Coeur d'Alene, ID 83814(208)769-1422 Brad Little,Governor
John H.Tippets, Director
November 8, 2019
George Hamilton, Administrative Contact
John Shields, Operator
Syringa Water and Sewer
PO Box 1242
Coeur d'Alene ID 83816
accounts s dngacorp.com
shieldsfamilykoa(a,hotinail.com
Subject: Report of Sanitary Survey, Syringa Water and Sewer, ID1280271
I would like to thank John Shields for participating in the survey of Syringa Water(system) on October
16, 2019.
The water system was inspected and determined to be operated in partial compliance with the Idaho Rules
for Public Drinking Water Systems(Rules). At the time significant deficiencies and deficiencies noted at
the conclusion of the enclosed survey report are corrected, the system will be considered to be operating
in full compliance with the Rules. As per consultation with the system operator, significant deficiencies
and deficiencies will be corrected by November 30, 2019. Photo-documentation of corrections will be
provided and/or a site visit will be scheduled with DEQ staff to verify corrections.
Please contactme at 208-666-4624 with anyquestions or concerns youmay have regardingthe findings of
the enclosed report.
Sincerely,
� quyiw.SJ-
Suzanne Scheidt
Senior Drinking Water Analyst
suzanne.scheidt a,deq. daho.gov
Encl: Syringa Water System Report and Photo Log
c: Anna Moody, Drinking Water Compliance Supervisor anna.moody[r?r,deq.idaho.gov
EDMS: ID1280271 : 2019ACA13874/2019ACA13876/2019ACA13877

2019 Sanitary Survey Report
Idaho Department of Environmental Quality
System: Syringa Water and Sewer Date of Survey: October 16, 2019
PWS #: ID1280271 Population: 108
Water System Type: Community Service Connections: 43
System Representatives Present at Survey: John Shields, Designated Operator
Surveyed by: Suzanne Scheidt, Senior Drinking Water Analyst
System History and Overview
105,000 gallon welded steel reservoir
Silver Beach 15K reservoir
Slow sand filtration plant ,
t,
Cliff house booster station I
t
(2)20 HP intake pumps
-a
Syringa Water and Sewer supplies a small community public drinking water system (system)
serving residential connections to Syringa Developments and Silver Beach Loop area in
Kootenai County along the northern part of Lake Coeur d'Alene. The system is privately owned.
The Syringa Water and Sewer system was originally constructed in 1993 and utilized wells to
supply the system. Well production did not meet increasing system demand, and elevated
1

iron levels presented aesthetic concerns. In response, two slow sand filtration bays were
constructed in 1999. The operator indicated wells are physically disconnected from the
system.
The original 50,000 gallon steel welded reservoir was expanded to store 105,000 gallons in
2004. Two additional slow sand filter beds were constructed in 2005 to supply 150 gallons
2
per minute(gpm) at a design rate of 0.05 gpm/ft . A filtration recirculation system was also
installed. Intake and booster pumps were up-sized to accommodate design filtration rate.
Monthly operation reports from the last year reflect non irrigation period demand averages 19
gpm (January 2019). Irrigation demand increases to 150 gpm peak flow (August 2019).
An autodialer system alerts the operator in the event of low clear well or reservoir levels. In the
event of power outage, the system is supplied by up to 120,000 gallons of gravity fed storage.
An Operation and Maintenance Manual for the water system has been updated over the years
by Welch Comer Engineering to reflect system improvements. The manual is kept at the
Hamilton residence.
Source
The intake structure is located 80 ft from the shoreline at an approximately 50 ft lake depth
(or 2080 ft mean sea level). The structure houses two 20 hp pumps housed in 6-inch HDPE pipe
producing 150 gpm each. Pumps were replaced in 2011 and 2012.
The structure rests on the lake bed, two 6-inch elbows extend to house the 20 hp water jacket
cooled pumps equipped with soft starts. Pump actuation is regulated by pressure switches on the
supply line to the Cliff House booster station raw water tanks. Perforations (slits) were cut into
the 6-inch PVC elbow extensions equipped with quick disconnects to facilitate pump
maintenance.
Installation of submersible pumps in public waterways is currently under review by the Idaho
Division of Building Safety due to safety concerns pertaining to submerged electrical
components.
As submersible (three-phase) intake pumps have individual capacity to meet production
demand of all three Cliff house raw water booster pumps, intake pumps are actuated in
alternating mode exclusively. Controls are provided to operate pumps in auto or manual
mode. The intake pump electrical panel has been covered since the last survey to protect
components from the inclement weather.
Pumps discharge to a 4-inch ductile iron raw water pressure line transitioning to 4-inch HDPE
line to lift water to the Cliff House raw water booster station. Check valves on raw water line
preclude water from being back fed to the lake.
The water system holds a water right from the Idaho Department of Water Resources to divert 2
cfs from Lake Coeur d'Alene.
2

Cliff Side Booster Pump Station
Raw water is pumped from the intake to the Cliff Side pump station at approximately 2,400 ft
MSL. Raw water manifolds to one of two 1,000-gallon polyethylene tanks (top flow)housed in
the pumping station. Two 7.5 hp pumps and one 15 hp pump (equipped with variable frequency
drive motor) draw from the tanks to boost pressurized raw water to the slow sand filtration bays
via 4-inch HDPE transmission main. The pumps operate in alternating lead lag. The system
operates off two pumps during non-irrigation season; the third is required to meet irrigation
demand. A pressure transducer installed on the equalization line between sand filters (monitoring
supernatant levels) actuates pumps.
Booster pump usage is tracked via hour meters and automatic shut offs are provided to protect
the booster pumps in the event of intake pump failure. Pumps are equipped with check and
i s o 1 at o n valves. A pressure gage (reading 115 psi during survey) and raw water sample tap
are installed on the 4-inch manifold discharge.
The Cliff House booster station also receives gravity supply via the 105,000 gallon reservoir
via 1 %z- inch main. A solenoid valve on gravity discharge regulates levels in the 15,000 gallon
reservoir to gravity supply the Silver Beach Loop distribution system. Raw and finished mains
in the station are physically disconnected and visibly marked. The 2-inch line finished main is
equipped with a sample tap, pressure reducing valve, flow meter and solenoid valve.
Surface Water Treatment Overview
Adequate surface water treatment is provided by filtration followed by disinfection and contact
time. Four effluent controlled slow sand bays discharge filtered water via individual effluent
lines to the clear well. Filtered water is chlorinated on clear well discharge transferred a
serpentine contact chamber housed in the treatment building. A r e-circulation system pumps
unaccounted filtered water from the clear well back to the raw water supernatant basins.
From the contact chamber, chlorinated water gravity supplies the 42-inch diameter pipeline
contactor discharging to two 3,000 gallon concrete tanks plumbed in series. Booster pumps
draw from the tanks to provide pressurized water to distribution. The combined tank overflow
outlet requires minor excavation to allow for adequate drainage and is evaluated as a deficiency.
Safe operator access between the parking area and treatment components is not provided year-
round and is evaluated as a deficiency requiring correction.
3

r`
Filtration and Disinfection/Contact Time Schematic
r
r
] 2 �3] 4
r' Four slow sand filter bays
14,
Recirc
CT chamber Clear well
Transfer pump
w/meter
( 42 inch pipeline
t
� E
Two 3,000 gallon concrete tanks
(plumbed in series)discharge to
distribution boosterpumps. Finished
water enters the top of tank#1 and
�- discharges through bottom of tank#2.
To booster pumps
L
L
—L.
4
L.

Slow Sand Filtration
Filtration is provided via four slow sand filtration bays. The original two slow sand filter
bays were constructed in 1998. In response to significant leaks attributed to construction
practices, DEQ approved (TRIM 2013ACA3179 - June 28, 1999) lining bays with a 36
millimeter NSF Standard 61 TPO liner manufactured by Cooley Incorporated. The use of
Permeatex geotextile (non-NSF approved) as a sandwiched layer between the concrete and the
TPO liner was included in DEQ approval. No leakage was observed during the survey.
Interior dimensions of each bay are reflected on engineered plans as 20 ft, 3 inches in width by
37 ft in length for a total of 749 square ft each. The design filtration rate (0.05 gpm/ft2) for each
filter was specified at 37.5 gpm, and maximum filtration rate(0.1 gpm/ft2) at 75 gpm. Filters 3
and 4 mirror the dimensions of filters 1 and 2.
Record drawings indicate filter bay depth at 11 ft, 8 inches. DEQ's records indicate filters 1 and
2 are bedded with one foot of washed rock, overlain by 4 ft of sand. Filters 3 and 4 are
bedded with four inches of 11/2-inch round drain rock (provided filter under drain bedding)
overlain by 3 inches of 3/-inch round drain rock, overlain by 3 inches of 3.8-inch round rock,
overlain by 3 ft 6 inches of sand. According to 2007 approved record drawings, each filter
underdrain consists of five sticks of 4-inch perforated PVC pipe. Drawings indicate a
keyway consisting of a continuous groove in the concrete walls was constructed on all bays
as an indicator of when sand depth had reached a minimum of 24 inches, and to prevent short
circuiting along bay walls. Keyways of filter 1 and 2 are covered by liner material. Sand level is
to be measured at the time of next scraping and recorded on the monthly operating report
submitted to DEQ. Approved filter sand was purchased from the Emerald Creek Garnet Mine;
sieve analysis indicated an effective size of 0.35 mm and uniformity coefficient of 2.32.
Individual influent raw water lines are equipped with isolation valves. Each bay is
equipped with a supernatant overflow situated below injection of recirculated filtrate to provide
an adequate air gap between raw and filtered water. Flexible pipe routing to supernatant drain
rests on sand surface.
The sand surfaces of filter bays 1, 2, 3 and 4 were found to be uniform, scouring from raw water
or recirculated discharge was not observed. A metal access ladder from filter 4 terminates above
maximum sand level. It is strongly recommended adequate permanent lighting fixtures be
provided to filter bays to allow for ease of operational oversight.
5

Recirculation line
J
Supernatant overflow and drain
1 �
1"
i
Raw water discharge to diffuser(supernatant)
r
Filtrate discharge to clear well
Filter Bay#4
Slow Sand Filtration Treatment Operation, Maintenance and Reporting
Surface water introduces a risk of microbial contamination through bacteria, protozoa, and
viruses. Slow sand filtration is approved by the Rules to provide 2-log(99%)removal of giardia
and cryptosporidium cysts and viruses via biological and mechanical filtration meeting required
operational parameters.
System demonstration of approved slow sand filtration operating criteria includes daily
monitoring of filtration rates and filtered turbidity. Combined filter turbidity is continuously
analyzed using a Hach 1720E turbidimeter as a composite of individual filter effluent. Isolation
valves allow for individual filter effluent to be analyzed by the turbidimeter as necessary. The
Hach 1720E turbidimeter is calibrated quarterly(Stablcal on site and within expiration period)
according to manufacturer's directions. As part of the calibration step, the operator ensures
discharge from the unit is between 0.5 and 1.0 liter per minute.
Continuous finished turbidity readings are tracked on a chart recorder in the treatment building.
In the event filtered water exceeds 1.0 NTU, the operator must collect weekly coliform samples
from the first service connection in distribution (currently the booster pump to distribution
sample tap located in the treatment building). Total coliform results must be absent in order
to avoid a treatment technique violation requiring public notification to users. Filtered water
levels exceeding 5.0 NTU indicate a significant lapse in treatment and consequently a
significant public health threat. DEQ must be contacted immediately should filtered turbidities
exceed 5.0 NTU and all water users must be provided health advisory notification within 24
hours.
6

The system monitors raw water turbidity daily using a Hach 1720E continuous turbidimeter as
recommended. Raw water turbidity recordings are also tracked on a chart recorder. Should
raw water turbidity exceed 10 NTU, it is recommended the system operate off storage as
possible to prevent premature head loss to filters.
Operating criteria requires filtration rates are maintained between a minimum of 15 gpm and
maximum 75 gpm. Filtration rates are controlled by individual effluent gate (filter 1 and 2)
and globe (filter 3 and 4) valves. Filtration rates may be monitored by instantaneous and
totalizing flow meters provided on each filter effluent. At the time of the survey, individual
filtration rates were observed as follows: filter 1 —35 gpm, filter 2—30 gpm, and filter 4 - 60
gpm. The flow meter on filter 3 was not functioning and evaluated as a significant deficiency
requiring correction as per IDAPA 58.01.08.523.
It is recommended that changes in filtration rates are conducted slowly and no greater than 50%
over a 24 hour period in order to minimize potential detachment of particulate and microbial
consumers within the interstitial spaces between sand particles. A combined meter installed
between the clear well and contact chamber is referenced to monitor and report daily
combined filtration rates (combined rates do not include recirculation of filtered water). A flow
meter is not installed on the recirculation pump back to the supernatant basin; however,
recirculation rates may be calculated by the sum of total individual filter readings.
Slow sand filtration maintenance requires a physical removal of the schmutzdecke (dirt
blanket) when head loss becomes apparent. The operator monitors head loss across each filter
via piezometer level. Scraping is typically required twice per year.
Scraping is recommended over raking as it is typically conducted on a less frequent basis and
does not present the risk of driving schmutzdecke deeper into the filter bed. The operator allows
schmutzdecke to accumulate along bay walls to prevent short circuiting. Sand depth is required
to be measured at the time of next filter scraping.
As indicated each influent raw water line may be isolated. In order to scrape the
schmutzdecke, the water level must be lowered below the sand surface to allow for the
operator to walk on top of the sand with minimal disturbance. In order to maintain microbial
maturity in the upper layer of sand, the water level should not be lower than necessary
(approximately 8 inches below sand surface is recommended).
Each filter bay is equipped with a supernatant drain to rapidly drain raw water from above the
sand surface. While supernatant drains appear to route water through sand media,the operator
reported drains rest on sand surface. After schmutzdecke has been scraped, filters are slowly
filled from the bottom under drain with filtered water gravity supplied by an adjacent filter in
order to remove air bubbles. It is recommended filters are refilled from the bottom at a rate of 0.3
to 0.6 foot bed depth per hour until water level is one foot above the sand. Raw water should
then be used to refill the supernatant bays taking care to increase raw water velocity slowly to
prevent scouring of the sand surface. The scraped filter is operated in backwash gravity flow
for approximately 24 hours to remove fine colloidal materials. Prior to being brought on line
for potable use, the filter is discharged to waste for at least 24-48 hours and until pre-scraping
filtered turbidity levels are maintained.
.7

Disinfection Components -Clear Well, Contact Chamber and Pipeline Volume
In order to meet Surface Water Treatment Rule requirements, the system must also achieve 1-log
(90%) inactivation for giardia cysts and 2-log (99.99%) inactivation for viruses through
disinfection and contact time.
As previously described, filtered water gravity supplies via four individual effluent lines to the
clear well located in the treatment plant control room. The point of entry to the clear well
discharges above maximum sand level to prevent dewatering of filters. The clear well
overflow outlet discharges via air gap to the drain located inside the filter plant and is equipped
with 24-mesh screen as per the system operator. Photo-documentation of the screen is required to
be submitted within 30 days of receipt of the survey report.
Filtered water from the clear well may be transferred to the contact chamber or recirculated
back to the supernatant bays via 1.5 hp pumps. According to documentation submitted by
Welch Comer in 1998 (DEQ electronic TRIM record 2013ACA3177) pressure transducers
control re-circulation and transfer pump operations. If the clear well is full and chlorine contact
chamber is not, water will be transferred to the contact chamber. If the serpentine chlorine
contact chamber is full, a separate pump will re-circulate filtered water to the supernatant
basin. As indicated, the recirculation line to the supernatant basin is plumbed to discharge
water above the supernatant overflow to prevent a cross connection between raw and
filtered water. Level controls in the chlorine contact chamber activate the transfer pump from
the clear well when levels drop to 0.5 feet below full to transfer 495 gallons. The transfer pump
will shut off when the chlorine contact chamber is full.
Disinfection and contact time is achieved via three separate components. The first is a
serpentine contact chamber constructed within the treatment plant. The chamber gravity
supplies 195 feet of 42-inch pipe discharging to two 3,000 gallon flow-through concrete tanks
plumbed in series. Altitude valve (level controls) maintain tanks consistently full. The raised
concrete hatch on one of the tanks has been repaired since the time of the last survey. Access
hatches are equipped with water tight seals. One lock hasp has been broken and is evaluated as a
significant deficiency requiring correction as per IDAPA 58.01.08.544. Tanks are plumbed to be
isolated from the system. Booster pumps lift water from the tanks at a design rate not exceeding
150 gpm.
8

`
Filtered water discharge to clear well Transfer pump from clear well to contact chamber and recirculation line
The chlorine contact chamber overflow discharges via air gap to the drain located inside the filter
plant. The outlet of the overflow was equipped with 24-mesh screen by the operator following
the survey as documented in the photo log.
Chlorine contact time calculations are saved in electronic records. A p eak hourly flow
rate of 141 gpm recorded on monthly operating reports is based on total booster pump production.
The serpentine contact chamber operates at a maximum depth of 7 feet, with a minimum depth of
6.5 feet. Based on a minimum contact volume of 6,437 gallons and a 0.6 credited
efficiency, the chamber provides 25.7 minutes of effective contact time. The volume of the
195 foot, 42-inch pipeline gallery is 14,031 gallons and credited with 94 minutes of contact
time at 1.0 efficiency. The contact volume of the two 3,000 gallon concrete storage tanks was
credited with a 0.3 contact efficiency based on tanks operating in series and construction of
baffling at tank inlets to provide 12 minutes of contact time.
Contact Time Table:
CT component contact volume(gal) efficiency CT(min)
Serpentine contact chamber 6,437 0.6 25.7
195 lineal feet 42-inch pipeline 14,032 1.0 93.5
2-3,000 gallon in series 1,800 0.3 12
Total: 22,269 131.2
Original contact time calculations also included 300 lineal feet of 6-inch main to the first
customer. This is not currently applicable as a potable line from the booster pumps supplies the
treatment plant and is used to monitor pH, temperature and free chlorine residual.
Free chlorine residual is analyzed using a Hach digital DPD chlorine test kit. The system must
contact DEQ within 24 hours in the event free chlorine residuals entering the distribution
system decrease below 0.2 mg/L or in the event contact time ratios decrease below 1.0. Daily pH
readings are collected from the potable connection to the treatment plant and analyzed using an
ion electrode pH sensor. The sensor must be calibrated at a frequency in accordance with
manufacturer's specifications.
9

Surface water treatment monthly operating reports are required to be submitted on or before the
tenth of the following month as per Federal Rule requirements. Failure to submit reports by the
tenth of the month may result in a monitoring violation.
Disinfection
An undiluted solution of 12.5 % Hasachlor sodium hypochlorite is injected into the influent
line of the serpentine contact chamber via an Awaki brand electronic metering pump. The
Awaki pump was set at 38% stroke and is rated to discharge 0.6 gallons per hour against a
maximum pressure of 150 psi. The electronic metering pump is energized at the same time the
1.5 hp transfer pump from the clear well to the contact chamber is energized. The metering
pump is equipped with a flow sensing device to prevent chlorine injection in the event the
transfer pump was energized but failed to produce flow.
1
Chlorination injection point Awaki electronic meteringpump
Booster Pumping Station
As previously indicated, gravity fed water from the contact chamber supplies the 42-inch
pipeline contactor discharging to two 3,000 gallon below grade concrete tanks plumbed in series
and supplying the booster station.
Three in-line centrifugal pumps (two 3 hp and one 5 hp pump equipped with soft starts)provide
boosted pressure to the upper distribution zone. Up to two pumps may be actuated
simultaneously in alternating lead/lag. Based on this configuration, maximum production is
141 gpm. Pumps are actuated based on a call for water from the pressure transducer at the
upper 105,000 gallon welded steel reservoir. Pumps are equipped with a low flow cut off
switch. Four hydropneumatic tanks absorb water hammer during pump start up and shut
down. One of the four tanks is water logged and evaluated as a deficiency requiring correction.
Boosted effluent is equipped with a pressure relief valve.
At the time in which the 2-inch galvanized pressurized main discharging from the booster station
no longer actively supplies the distribution system it is required to be physically disconnected
within the booster station. (It is anticipated the service connection pressurized by this 2-inch
10

main will be receiving water from the 6-inch distribution main in the near future).
Distribution System Overview
The distribution system consists of three pressure zones. The booster station provides
pressurized water to the Syringa Heights developments and supplies the upper 105,000 gallon
reservoir. The upper reservoir rides on the system to supply gravity pressure to the middle
zone. The third zone serves the Silver Beach area via 2-inch main gravity supplied by the
15,000 gallon Silver Beach reservoir.
Storage
The 105,000 gallon steel welded reservoir rides on the system to provide gravity storage to
distribution. The reservoir overflow outlet drains 180 feet downgradient from the reservoir to rip
rap. The overflow was found to be screened with 24-mesh however a small hole in the mesh was
evaluated as a significant deficiency requiring correction prior to November 30, 2019.
Due to inclement weather conditions and inability to access the reservoir property, the reservoir
was not evaluated for leaks and the vent and access hatch were not inspected. The operator will
inspect these components and provide photographs demonstrating the vent is adequately
screened and access hatch is water tight prior to November 30, 2019.
The 15,000 gallon Silver Beach concrete reservoir is equipped with a water tight access hatch.
The hatch must be equipped with a lock to prevent unauthorized access. The reservoir was
constructed with a baffled concrete wall with openings at the wall base. Vent and overflow
outlet were adequately screened.
The 15,000 gallon reservoir was constructed on a slope that shows evidence of sloughing. It is
strongly recommended that structural stability of the reservoir be professionally evaluated and
recommendations be administered by the system.
Distribution Main
The Syringa Heights distribution system is constructed of 6 and 8-inch C900 PVC main.
According to George Hamilton, system owner, fire flow testing is conducted at system
hydrants and adequate fire flow requirements are met to supply the local fire authority.
All dead end mains are provided with a mechanism for flushing; dead end mains must
continue to be flushed at a velocity of 2.5 ft/second at a minimum of twice per year.
Pressure reducing valves (PRVs) are not installed on distribution main. However, some PRVs
are installed at service connections located on Dewey Circle. It is recommended valves are
maintained on a regular basis.
In the event distribution pressures drop below 20 psi in the future, it will be necessary for the
system to notify DEQ, provide notification to users and adequately flush and/or disinfect the
system.
11

Cross Connection Control
In response to the 2013 survey, the system provided documentation of authority to implement
a Cross Connection Control Program as required under the Idaho Rules for Public Drinking
Water Systems. Additionally, the 2013 plan of correction indicated the program would be
implemented. Prior to November 30, 2019 please provide a summary of program implementation
to date.
Administration
The Syringa Water and Sewer system is privately owned by George Hamilton and is not
regulated by the Idaho Public Utilities Commission.
Water usage at all service connections is metered. A water meter hook-up fee is assessed at
$7,000 per service connection. The water system charges a metered base rate of$50 per
month for up to 30,000 gallons. Water usage overages listed below reflect 2009 rate
adjustment.
Tier Level Gallons Cost per additional 1,000 gallons
Level 1 30,001-50,000 $2.00 per 1,000 gallons
Level 2 50,001-70,000 $2.50 per 1,000 gallons
Level 3 70,001-80,000 $3.00 per 1,000 gallons
Level 4 80,001-100,000 $3.50 per 1,000 gallons
Level 5 100,001-150,000 $4.50 per 1,000 gallons
Level 6 Over 150,000 $5.50 per 1,000 gallons
Operator Certification
The Syringa Water and Sewer system is under the direct supervision of designated licensed
operator in charge, John Shields, who is certified at the Water Treatment Class 2 level
(DWT2-11503) and Distribution Class 2 level (DWD2-11504). License renewal is July 9, 2020.
The operator is available at all times via cell phone.
Monitoring
Monitoring requirements from the entry point to distribution:
The system is required to collect a nitrate and sodium sample annually. Nitrite sampling is
required once per nine years. The system has qualified, based on monitoring history and low
risk of contamination, for monitoring reductions and waivers for arsenic, inorganic,
synthetic organic and volatile organic contaminants. Inorganic sampling is reduced to once
per nine years. Synthetic and volatile organic sampling requirements have been waived
through 2019.
Radiological monitoring requirements for alpha, radium 226, radium 228 and uranium
sampling are reduced to once per nine years. The system's current monitoring schedule may
be reviewed at:
http://www.dN.idalio.pov/water-quality/drinking-water/pws-switchboard.aspx
12

Distribution monitoring requirements
The system is required to collect one routine total coliform sample per month, and analyze and
record the free chlorine residual on the laboratory submittal form. The Revised Total Coliform
Rule requires samples are collected from rotating locations throughout the distribution system
as indicated by the coliform sampling plan. A review of total coliform samples collected between
October 2018 and September 2019 reflect samples were collected from locations representative
of the entire distribution system. Sampling locations included 1657 Regatta Way, Cliff Booster
Station, 2036 Whitetail Crossing Court, and 2225 Whitetail Crossing Court.
One disinfection by-product sample analyzed for total trihalomethane and haloacetic acid group
5 is required to be collected from the designated point of longest retention time in the
distribution system annually between the months of July 1 and September 30. The point of
longest retention time in distribution has been identified as 1657 South Regatta. Results from
the most recent round of sampling collected on September 23, 2019 indicated total
trihalomethane levels at 10.3 ug/L (maximum contaminant level (MCL) is 80 ug/L) and
haloacetic acid group 5 levels at 11.8 ug/L(MCL is 60 ug/L).
Five lead and copper samples must be collected from the same locations in the distribution
system once per three years. Samples should be drawn from the residential cold water tap
following a period in which water has stood motionless in service plumbing for at least six
hours. Lead and copper samples were last collected on September 26, 2018. Lead levels ranged
from below minimum laboratory detection limits to 0.007 mg/L. The lead action level is 0.015
mg/L. Copper levels ranged from 0.0110 mg/L to 0.1660 mg/L; the copper action level is 1.3
mg/L.
Long Term 2 Enhanced Surface Water Treatment Rule monitoring
The system met the 2017 raw water E.coli monitoring requirements of the Long Term 2 Enhanced
Surface Water Treatment Rule. The rule required bi-monthly raw water monitoring for E.coli
beginning in October 2017 for one year. Average E.coli quantitray results were 0 colony/100 mL
indicating no additional treatment was required. (Additional surface water treatment would have
been required if the annual average was greater than 10 colonies/100 mL).
Conclusion
The system was found to be operating mostly in compliance with the Idaho Rules for Public
Drinking Water Systems. At the time significant deficiencies listed below are addressed, the
system will be considered to be operating in full compliance with the Idaho Rules. Timelines to
correct deficiencies and meet additional requirements have been listed (as applicable)below.
Photo-documentation must be provided, or a site visit with DEQ staff scheduled, to verify
corrections are completed in accordance with the timeline.
13

Significant Deficiencies
1. The flow meter on filter 3 was not functioning and evaluated as a significant deficiency
requiring correction as per IDAPA 58.01.08.523 prior to November 30, 2019.
2. One lock hasp securing the access hatch to one of the 3,000 gallon flow through tanks has
been broken and is evaluated as a significant deficiency requiring correction as per
IDAPA 58.01.08.544 prior to November 30, 2019.
3. The 105,000 gallon reservoir overflow was found to be screened with 24-mesh however
a small hole in the mesh was evaluated as a significant deficiency as per IDAPA
58.08.01.544.06. Correction with photo-documentation provided to DEQ is required
prior to November 30, 2019.
Deficiencies
1. One of the four hydropneumatic tanks housed in the booster station is water logged and
evaluated as a deficiency requiring correction prior to November 30, 2019.
2. Safe operator access must be provided between the parking area and treatment plant prior
to November 30, 2019.
3. The combined overflow outlet of the (2) 3,000 gallon tanks requires minor excavation to
allow for adequate drainage prior to November 30, 2019
Additional Requirements
1. The clear well overflow outlet discharges via air gap to the drain located inside the filter
plant and is equipped with 24-mesh screen as per the system operator. Photo-
documentation of the screen is required to be submitted prior to November 30, 2019.
2. The pH sensor must be calibrated at a frequency in accordance with manufacturer's
specifications.
3. Sand depth is required to be measured at the time of next filter scraping.
4. Due to inclement weather conditions and inability to access the reservoir property, the
reservoir was not evaluated for leaks and the vent and access hatch were not inspected.
The operator will inspect these components and provide photographs demonstrating the
vent is adequately screened and access hatch is water tight prior to November 30, 2019.
5. Dead end mains must continue to be flushed at a velocity of 2.5 ft/second at a minimum
of twice per year.
6. In the event pressure decreases below 20 psi in distribution, public notice must be
provided to water users and the Department must be contacted to discuss monitoring
requirements and flushing or disinfection measures.
7. Surface water treatment monthly operating reports are required to be submitted on or
before the tenth of the following month as per Federal Rule requirements. Failure to
submit reports by the tenth of the month may result in a monitoring violation. The
enclosed system monthly operating report has been modified to provide for daily
reporting of individual filtration rates.
8. Prior to November 30, 2019 please provide a summary of cross connection control
program implementation to date.
14

Recommendations
1. It is strongly recommended adequate permanent lighting fixtures be provided to filter
bays to allow for ease of operational oversight.
2. It is recommended individual pressure reducing valves are maintained by water users
on a regular basis.
3. It is strongly recommended that structural stability of the 15,000 gallon reservoir be
professionally evaluated and recommendations be administered by the system.
4. It is recommended that all valves be exercised at a minimum of an annual basis.
15

7:7,
Photographic Documentation
Name of Facility: Syringa Water
Inspector(s): Suzanne Scheidt
Inspection Date: Tuesday, October 29, 2019
Purpose of Inspection: Sanitary Survey
Table of Photographs:
Photograph 1 :Instrumentation and daily reporting log.........................................4
Photograph 2 :Slow sand filter bay 4 with recirculation.........................................4
Photograph 3 :Slow sand filter bay 4......................................................................5
Photograph 4 :Slow sand filter bay 4......................................................................5
Photograph 5 :Slow sand fitler bay 3 with recirculation.........................................6
Photograph 6 :Slow sand filter bay 3......................................................................6
Photograph 7 :Slow sand filter bay 3......................................................................7
Photograph 8 :Chart recorder(raw and combined turbidity).................................7
Photograph 9 :SC controller to turbidimeter..........................................................8
Photograph 10 :Raw and filtered 1720D turbidimeters .........................................9
Photograph 11 :Slow sand filter bay 2....................................................................9
Photograph 12 :Slow sand filter individual effluent discharge to clear well ........10
Photograph 13 :Slow sand filter equalization line................................................10
Photograph 14 :Slow sand filter individual effluent flow meter...........................11
Photograph 15 :Slow sand filter 2 supernatant overflow.....................................12
Photograph16 :PLC...............................................................................................13
Photograph 17 :Treatment control room thermostatic heater............................14
Photograph 18 :Slow sand filter bay 1..................................................................15
Photograph 19 :Slow sand filter recirculation from clear well.............................16
Photograph 20 :Slow sand filter raw and recirculation discharge........................17
Photograph 21 :Distribution schematic housed in treatment control room........18
Photograph 22 :Individual filter effluent to clear well..........................................18
Photograph 23 :Individual filter effluent flow meter............................................19
Photograph 24 :Contact chamber overflow..........................................................19
Photograph 25 Andivdival filter effluent flow meter............................................20
Photograph 26 :Clear well discharge to contact chamber....................................20
Photograph 27 :Clear well discharge to contact chamber and recirculation pumps
...............................................................................................................................21

Idaho Department of Environmental Quality
Photographic Documentation for Syringa Water
Tuesday, October 29, 2019
Photograph 28 :Clear well discharge to filter recirculation..................................21
Photograph 29 :Pump controls.............................................................................22
Photograph 30 :Chlorine metering pump.............................................................23
Photograph 31 :Sodium hypochlorite...................................................................24
Photograph 32 :Chlorine metering pump flow switch..........................................24
Photograph 33 :Piezometers.................................................................................25
Photograph 34 :Entry point to distribution sampling point..................................26
Photograph 35 :Cliff House booster station..........................................................27
Photograph 36 :Cliff House booster station (raw tanks-right) and finished 2-inch
mainto Silver Beach..............................................................................................27
Photograph 37 :Raw water tanks..........................................................................28
Photograph 38 :Raw water booster pumps lifting to slow sand filters................29
Photograph 39 :Cliff House booster station (raw tanks-right) and finished 2-inch
mainto Silver Beach..............................................................................................29
Photograph40 :PLC...............................................................................................30
Photograph 41 :Pump controls.............................................................................30
Photograph 42 :Finished 2-inch main to Silver Beach ..........................................31
Photograph 43 :Cliff House booster station floor drain........................................31
Photograph 44 :Silver Beach reservoir..................................................................32
Photograph 45 :Silver Beach reservoir access hatch (locked) ..............................32
Photograph 46 :Silver Beach reservoir access hatch ............................................33
Photograph 47 :Silver Beach reservoir vent w 24-mesh screen...........................33
Photograph 48 :Silver Beach reservoir vent w 24-mesh screen...........................34
Photograph 49 :(2) 3,000 gallon tanks gravity supplied by contact chamber......34
Photograph 50 :(2) 3,000 gallon tank access hatches...........................................35
Photograph 51 :(2)3,000 gallon tank access hatches...........................................35
Photograph 52 :3,000 gallon float control conduit...............................................36
Photograph 53 : 3,000 gallon float control conduit..............................................36
Photograph 54 :Booster station supplied by SSF..................................................37
Photograph 55 :Booster pumps............................................................................37
Photograph 56 :Influent main from (2) 3,000 gallon tanks ..................................38
Photograph 57 :Booster pump isolation valves....................................................38
Photograph 58 :Booster pump discharge.............................................................39
Photograph 59 :Individual isolation on hydropneumatic tanks............................40
Photograph 60 :Hydropneumatic tanks (one with failed bladder-deficiency)....41
Photograph 61 :Pressurized discharge..................................................................41
Photograph 62 :Pressurized discharge..................................................................42
Photograph 63 : Overflow to 3,000 gallon tanks-excavate drainage..................42
Photograph 64 :3,000 gallon tank lock hatch requires repair..............................43
Photograph 65 :3,000 gallon tank lock hatch with water tight seal.....................43
Photograph 66 :3,000 gallon tank interior............................................................44
Photograph 67 :3,000 gallon tank access hatch with water tight seal.................44
Photograph 68 :3,000 gallon tank interior............................................................45
2

Idaho Department of Environmental Quality
Photographic Documentation for Syringa Water
Tuesday, October 29, 2019
Photograph 69 :3,000 gallon tank lock hatch with water tight seal.....................45
Photograph 70:3,000 gallon tank interior............................................................46
Photograph 71 .105,000 gallon overflow screen (requires replacement)............47
Photograph 72 :105,000 gallon overflow screen (requires replacement)............48
Photograph 73 :Intake pump controls with partial enclosure..............................49
Photograph 74:Intake pump controls with partial enclosure..............................50
3

Idaho Department of Environmental Quality
Photographic Documentation for Syringa Water
Tuesday, October 29, 2019
Photograph 1:Instrumentation and daily reporting log
Photograph 2:Slow sand filter bay 4 with recirculation
4

Idaho Department of Environmental Quality
Photographic Documentation for Syringa Water
Tuesday, October 29, 2019
Photograph 3:Slow sand filter bay 4
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Photograph 4:Slow sand filter bay 4

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�-, Photographic Documentation for Syringa Water
Tuesday, October 29, 2019
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Photograph 5:Slow sand fitter bay 3 with recirculation
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Photograph 6:Slow sand filter bay 3
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Idaho Department of Environmental Quality
Photographic Documentation for Syringa Water
Tuesday, October 29, 2019
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Photograph 7:Slow sand filter bay 3
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Photograph 8:Chart recorder(raw and combined turbidity)
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Idaho Department of Environmental Quality
Photographic Documentation for Syringa Water
Tuesday,October 29,2019
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Photograph 9:sc controller to turbidimeter
8

Idaho Department of Environmental Quality
Photographic Documentation for Syringa Water
Tuesday, October 29, 2019
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Photograph 10:Raw and filtered 1720D turbidimeters
Photograph 11:Slow sand filter bay 2
9

Idaho Department of Environmental Quality
Photographic Documentation for Syringa Water
Tuesday, October 29, 2019
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Photograph 12;Slow sand filter individual effluent discharge to clear well
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Photograph 13:Slow sand filter equalization line
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Photographic Documentation for Syringa Water
Tuesday, October 29, 2019
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Tuesday,October 29, 2019
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Photograph 16:PLC
13

Idaho Department of Environmental Quality
Photographic Documentation for Syringa Water
Tuesday, October 29, 2019
Photograph 17:Treatment control room thermostatic heater
14

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Photographic Documentation for Syringa Water
Tuesday, October 29, 2019
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Photograph 18:Slow sand filter bay 1
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Photographic Documentation for Syringa Water
Tuesday, October 29, 2019
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Photograph 19:Slow sand filter recirculation from clear well
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Photographic Documentation for Syringa Water
Tuesday, October 29, 2019
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Photograph 20:Slow sand filter raw and recirculation discharge
17

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Photographic Documentation for Syringa Water
Tuesday, October 29, 2019
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Tuesday, October 29, 2019
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Tuesday, October 29, 2019
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Photograph 25:Indivdival filter effluent flow meter
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Photographic Documentation for Syringa Water
Tuesday, October 29, 2019
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Photograph 28:Clear well discharge to filter recirculation
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Photographic Documentation for Syringa Water
Tuesday, October 29, 2019
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Photograph 29:Pump controls
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Photographic Documentation for Syringa Water
Tuesday,October 29,2019
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Photograph 30:Chlorine metering pump
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Photographic Documentation for Syringa Water
Tuesday, October 29, 2019
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Photograph 31:Sodium hypochlorite
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Photographic Documentation for Syringa Water
Tuesday, October 29, 2019
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Photograph 33:Piezometers
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Photographic Documentation for Syringa Water
Tuesday, October 29, 2019 j
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Photograph 34:Entry point to distribution sampling point
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Photographic Documentation for Syringa Water
Tuesday, October 29, 2019
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Photograph 35:Cliff House booster station
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Photograph 36:Cliff House booster station(raw tanks-right)and finished 2-inch main to Silver
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Photographic Documentation for Syringa Water
Tuesday, October 29, 2019
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Photograph 37:Raw water tanks
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Photographic Documentation for Syringa Water
Tuesday, October 29, 2019
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Photographic Documentation for Syringa Water
Tuesday,October 29, 2019
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Photographic Documentation for Syringa Water
Tuesday,October 29, 2019
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Photographic Documentation for Syringa Water
Tuesday, October 29, 2019
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Tuesday, October 29, 2019
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Tuesday, October 29, 2019
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Tuesday, October 29, 2019
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Tuesday,October 29, 2019
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Tuesday, October 29, 2019
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Photographic Documentation for Syringa Water
Tuesday, October 29, 2019
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Photographic Documentation for Syringa Water
Tuesday, October 29, 2019
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Photograph 59:Individual isolation on hydropneumatic tanks
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Tuesday, October 29, 2019
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Tuesday, October 29, 2019
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Tuesday, October 29, 2019
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Photograph 64:3,000 gallon tank lock hatch requires repair
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Photograph 65:3,000 gallon tank lock hatch with water tight seal
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Photographic Documentation for Syringa Water
Tuesday, October 29, 2019
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Photograph 67:3,000 gallon tank access hatch with water tight seal
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Tuesday, October 29, 2019
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Photographic Documentation for Syringa Water
Tuesday,October 29, 2019
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Photograph 70:3,000 gallon tank interior
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Tuesday, October 29,2019
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Photograph 71:105,000 gallon overflow screen(requires replacement)
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Tuesday, October 29, 2019
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Photograph 72:105,000 gallon overflow screen(requires replacement)
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Tuesday, October 29, 2019
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Photograph 73:Intake pump controls with partial enclosure
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Photograph 74:Intake pump controls with partial enclosure
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