HomeMy WebLinkAboutAgenda Packet - EVWD Board of Directors - 01/13/200924OEastValley
, Water District
3654 HIGHLAND AVE., SUITE #12, HIGHLAND, CA
SPECIA[. BOARD MEETING January 13, 2009 3:00 P.M.
AGENDA
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"In order to comply with legal requirements for posting of agenda, only those items filed with the
District Secretary by 10:00 a.m. on Wednesday prior to the following Tuesday meeting not requiring
departmental investigation, will be considered by the Board of Directors ".
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CALL TO ORDER
PLEDGE OF ALLEGIANCE
Public Comments
CONSENT CALENDAR
2. Approval of Special Board Meeting Minutes for December 22, 2008
3. Resolution 2009.01 — A Resolution of the Board of Directors of the East Valley Water
District - Notice of Completion
4. Accounts Payable Disbursements: Accounts Payable Checks #217770 through #217981
which were distributed during the period of December 19, 2008 through January 7, 2009, in
the amount of $1,120,847.64 and Payroll Checks for the period ended December 19, 2008
and included checks and direct deposits, in the amount of $192,641.86. Total Disbursement
for the period $1,313,489.50
5. General Manager's fees and expenses
OLD BUSINESS
6. Headquarters Project Review and Update
Discussion and possible action regarding the District's Board Secretary and Chief Financial
Officer positions and appointments
8. Discussion and possible action regarding the 2009 Committee Structure
NEW BUSINESS
9. Discussion and possible action regarding Plant 150 — Preliminary Design Report submitted
by CDM
10. Discussion and possible action regarding mid -year budget adjustments
11. Directors fees and expenses for December 2008
REPORTS
12. General Manager / Staff Reports
Solar Challenge
Water Quality Conference
Board Calendar
13. Consultant Reports
14. Committee Reports
a. Legislative (Standing)
b. Budget (Standing)
c. Public Outreach (Standing)
d. Headquarters Committee (Ad -Hoc)
15. Oral comments from Board of Directors
CORRESPONDENCE
16. Memorandum from CDPH (California Department of Public Health) regarding current or
future grant recipients of Proposition 50 and 84 funding
17. Letter to John Drury regarding the Water Leaders Class sponsored by the Water
Education Foundation
18. Letter to the District from Assemblyman Kevin Jeffries regarding AB28 and restrictions
on natural gas water pumps
19. Letter to the District from Thomas Grant regarding water rate increase and headquarters
building
20. Association of the San Bernardino County Special Districts membership meeting hosted
by RBF Consulting, Panda Inn, Ontario, January 26, 2009
21. San Bernardino Area Chamber of Commerce Installation of Officers dinner, Hilton
Hotel, January 28, 2009
22. Special District and Government Institute "Governance" conference, Hyatt at
Fisherman's Warf, San Francisco, February 19 -20, 2009
2
CLOSED SESSION
23. CONFERENCE WITH REAL PROPERTY NEGOTIATOR
[Government Code Section 54956.8]
Property:
22 +/- Acres of Vacant Land
North of Third Street, East of
Sterling Ave, South of 5`h Street
San Bernardino County,
State of California
APN(s): 1192-241-01,1192-231-01
Party with whom the District will negotiate: IVDA
Party who will be negotiating on behalf of the District: Robert Martin/Jim Cimino
Under Negotiation: Price and Terms of Payment
ADJOURN
Pursuant to Government Code Section 54954.2(a), any request for a disability- related modification
or accommodation, including auxiliary aids or services, that is sought in order to participate in the
above - agendized public meeting should be directed to the District's Administrative Manager at
(909) 885.4900 at least 72 hours prior to said meeting.
..------------------------------------------ --------- ------- - - - - --
Subject to approval
EAST VALLEY WATER DISTRICT DECEMBER 22, 2008
SPECIAL BOARD MEETING
MINUTES
President Goodin called the meeting to order at 3:00 p.m. Director Wilson led the flag salute.
PRESENT: Directors Goodin, LeVesque, Morales, Wilson
ABSENT: Director Sturgeon
STAFF: Robert Martin, General Manager; Brian Tompkins, Chief Financial
Officer; Becky Kasten, Accounting Supervisor: Justine Hendricksen,
Administrative Manager
LEGAL COUNSEL: Steve Kennedy
GUEST(s): Jo McAndrews (McAndrews & Boyd), Larry Malmberg, Bob Memory
(RAMS), Doug Headrick (San Bernardino Valley Municipal Water
District), Dennis Barton (City of Highland), Mark Vargas (Cordoba
Corporation), Dick Corneille (CDM)
PUBLIC PARTICIPATION
President Goodin declared the public participation section of the meeting open at 3:01 p.m.
There being no written or verbal comments, the public participation section was closed.
APPROVAL OF BOARD MEETING MINUTES FOR NOVEMBER 25, 2008
M/S (Wilson - LeVesque) that the November 25, 2008 Board meeting minutes be
approved as submitted.
Director Morales stated a correction on page four.
Directors Wilson and LeVesque amended their motions to correct error on page four of the
minutes.
M /S /C (Wilson - LeVesque) that the November 25, 2008 Board meeting minutes be
approved with noted correction.
Minutes: 12/22/08 jph
APPROVAL OF BOARD MEETING MINUTES FOR DECEMBER 9, 2008
`,kw" M/S /C (Wilson - LeVesque) that the December 9, 2008 Board meeting minutes be
approved as submitted.
APPROVE ORDINANCE NO. 374 — AN ORDINANCE OF THE BOARD OF
DIRECTORS OF THE EAST VALLEY WATER DISTRICT ESTABLISHING;
GUIDELINES FOR THE CONDUCT OF ITS PUBLIC MEETINGS AND
ACTIVITIES
M /S /C (Wilson- LeVesque) that Ordinance No. 374 be approved.
DISBURSEMENTS
M /S /C (Wilson - LeVesque) that General Fund Disbursements #217529 through
217769 distributed during the period of December 5, 2008 through December 17, 2008 in the
amount of $888,107.82 and Payroll Fund Disbursements for the period ended November 30,
2008 and December 5, 2008 in the amounts of $6,858.51 and $189,941.32 totaling
$1,084,907.65 be approved.
HEADQUARTERS PROJECT REVIEW AND UPDATE
No reports at this time.
=asd' DISCUSSION AND POSSIBLE ACTION REGARDING THE FOURTH
AMENDMENT — AGREEMENT TO DEVELOP AND ADOPT AN INSTITUTIONAI.
CONTROLS GROUNDWATER MANAGEMENT PROGRAM
The General Manager reviewed the agreement with the Board; the agreement is for
controlling ground water recharge in the basin; that this is the most resent version of the
agreement and the final version is being revised; that he recommends adoption of the
agreement.
M/S /C (LeVesque- Wilson) that the Board approve the final version of the Fourth
Amendment to Develop and Adopt an Institutional Controls Groundwater Management
subject to the review and concurrence from the General Manager and Legal Counsel.
DISCUSSION AND POSSIBLE ACTION REGARDING PROFESSIONAL SERVICES
AGREEMENT BETWEEN EAST VALLEY WATER DISTRICT AND CORDOBA
CORPORATION
The General Manager reviewed the agreement with the Board; that the agreement is a multi
phase proposal; that there are two items that need to be resolved:
• Page 8: 6.3b4
• Page 9: 6.3c
2 Minutes: 12/22/08 jph
M /S /C (LeVesque- Wilson) that the agreement between East Valley Water District and
Cordoba Corporation be approved subject to the General Manger and Legal Counsel resolving
the two remaining issues.
DISCUSSION AND POSSIBLE ACTION REGARDING THE DISTRICT'S AUDITED
FINANCIAL STATEMENTS FOR 2007/2008
Mr. Memory reviewed the audited financial statements with the Board; that there was only
one item that needed to be addressed. (Written documentation for contractors)
M /S /C (LeVesque - Wilson) that the District's audited financial statements for
2007/2008 be accepted.
DISCUSSION AND POSSIBLE ACTION REGARDING THE SAN BERNARDINO
VALLEY MUNICIPAL WATER DISTRICTS IRRIGATION EFFICIENCY
PROGRAM
Mr. Headrick provided a power -point presentation to the Board regarding the water
conservation program; that the program would use local resources efficiently and work with
city schools and parks; that legislation for conservation measures will be required in the near
future; that a pilot program with the City of San Bernardino is currently underway; that they
would like us to partner with the City of Highland; that the SBVMWD would pay for 50% of
the initial cost; that the City of Highland and EVWD would split the remaining cost at 25%
each.
Director LeVesque voiced his concern regarding the funds that will be required to pay for the
project and if this item was allocated in the budget.
The General Manager stated that this item is not in the current budget.
Director Morales voiced his concern regarding decreased revenues for the month of
November and suggested possible State or Federal grants might be available to support the
program.
M/S /C (Wilson - LeVesque) that the Board approve the conservation program as
presented and partner with SBVMWD and the City of Highland at a 25% cost.
DISCUSSION AND POSSIBLE ACTION REGARDING PLANT 134 UPGRADE AND
EXPANSION FINAL DESIGN PROPOSAL FROM CDM
The General Manager stated that this is the final design proposal for Plant 134 (Surface Water
Treatment Plant) submitted by CDM; that the budget committee has reviewed the proposal;
that the cost for the project is $869,000 an increase to the original projected cost of $750,000;
that there have been a few challenges including mandated regulations for the project.
Minutes: 12/22/08 jph
M /S /C (Wilson - LeVesque) that the final design proposal for Plant 134 submitted by
CDM be approved.
DISCUSSION AND POSSIBLE ACTION REGARDING NOMINATION FOR
REGULAR SPECIAL DISTRICT MEMBER OF THE LOCAL AGENCY
FORMATION COMMISSION
No action taken.
REVIEW AND ACCEPT FINANCIAL STATEMENTS FOR THE PERIOD ENDED
NOVEMBER 30, 2008
Mr. Tompkins reviewed the financial statements with the Board.
M /S /C (Wilson - LeVesque) that the financial statements for the period ended
November 30, 2008 be accepted.
DISCUSSION AND POSSIBLE ACTION REGARDING SPONSORSHIP
OPPORTUNITY FOR THE 12TH ANNUAL INLAND EMPIRE SURVEY (WRI)
The Board is not interested in participating in the survey at this time. No action taken.
GENERAL MANAGER/STAFF REPORTS
!YkuO The General Manager reported on the District's operations to date; that on January 150i, the
Highland Chamber will be having their installation of officers dinner and Director Wilson will
be appointed to the Board; that the video sewer inspection program found a number of
problems and concerns regarding customers sewer laterals; that the District will send letters to
homeowners informing them of the problems; that CMUA's Capitol Day is January 26th.
Ms Hendricksen provided information to the Board regarding ACWA's Washington D.C.
conference; the District's holiday closures and that the District's spring tour has been
scheduled for April 15th. Information only.
CONSULTANT REPORTS
Ms. McAndrews wished everyone a Merry Christmas and Happy New Year. Information
only.
COMMITTEE REPORTS
a) Legislative - (Standing) The Legislative Committee met with Fred Hicks to discuss
Federal strategies for next year. (Radon, Perchlorate, Seven Oaks Dam, Setting up
meetings with Congressman Lewis)
b) Budget - (Standing) The budget committee will be meeting in January to do a mid-
year budget review.
4 Minutes: 12/22/08 jph
c) Public Outreach - (Standing) A detailed accounting of the Water Quality Conference
will be on the next agenda.
d) Headquarters Project - (Ad -Hoc) No report at this time.
ORAL COMMENTS FROM BOARD OF DIRECTORS
President Goodin stated that he recently met with Director Sturgeon, the General Manager
and Ms. Hendricksen regarding the Districts operations; that he would like to clarify a number
of items and maximize the effectiveness of the Board, General Manger, and committees.
Routine business will be directed through Ms. Hendricksen; if you need to see the General
Manger please make an appointment; the Board President is responsible for adding staff
consultants or advisors to committees; committees are not autonomous and do not have the
authority to make decisions; take advantage of talking to our legislators but lobbying
legislators on behalf of the District needs to be approved before the Board; the Board has
authority to make decisions only in the proper format; the general purpose of a committee is
to improve efficiency in the District.
CMUA's CAPITAL DAY, HYATT REGENCY SACRAMENTO, JANUARY 26, 2009
The meeting was adjourned at 4:30 p.m.
Robert E. Martin, Secretary
Donald Goodin, Board President
5 Minutes: 12/22/08 jph
EXHIBIT "A"
RESOLUTION 2009.01
A RESOLUTION OF THE BOARD OF DIRECTORS
OF THE EAST VALLEY WATER DISTRICT
NOTICE OF COMPLETION
BE IT HEREBY RESOLVED, by the Board of Directors of the East Valley
Water District, as follows:
WHEREAS, based upon the certificates of completion executed by the
District for demolition on one entire main office building known as old Del Rosa
Office and remove all debris from site. Located at 1155 Del Rosa Ave. San
Bernardino CA 92410
NOW, THEREFORE, BE IT RESOLVED that the Board of Directors
hereby determine that said contract is completed and the President and
Secretary are hereby authorized to execute a Notice of Completion on behalf of
the District, and the Secretary is hereby authorized and directed to record said
Notice of Completion in the office of the County Recorder, County of San
Bernardino, State of California.
The foregoing resolution was duly adopted at a meeting of the Board of
Directors of the East Valley Water District upon motion duly made, seconded
and carried on January 13,2009.
Ayes: .
Noes:
Absent:
EAST VALLEY WATER DISTRICT
Donald D. Goodin, Board President
Attest:
Robert E. Martin, Board Secretary
(Seal)
RECORDING REQUESTED BY j
AND WHEN RECORDED MAIL TO )
]
Name: East Valley Water District ]
Street: PO Box 3427 )
Address: San Bernardino, CA 92413 ]
Attn: Engineering Department ]
W2476 1
1
FEE EXEMPT PURSUANT TO GOVERNMENT CODE
SECTION 6103
SPACE ABOVE THIS LINE FOR RECORDER'S USE
NOTICE OF COMPLETION
Notice pursuant to Civil Code Section 3093, must be filed within 10 days after completion. (See reverse side for Complete
requirements.)
Notice is hereby given that:
1. The undersigned is owner or corporate officer of the owner of the interest or estate stated below in the property
hereinafter described:
2. The full name of the owner is East Valley Water District
3. The full address of the owner is P.O Box 3427, San Bernardino, CA 92413 San Bernardino County
4. The nature of the interest or estate of the owner is, in fee.
None.
(If other than fee, strike 'in fee" and insert, for example, 'purchaser under contract of purchase, "or lessee')
5. The full names and full addresses of all persons, if any, who hold fills with the undersigned as joint tenants of as tenants
in common are:
NAME ADDRESS
East Valley Water District A County District 3654 Highland Ave.. Suite 18. Hiahland CA 92346
6. A work of improvement on the property hereinafter described was completed on December 23, 2008. The work done was:
Demolish one entire main office buildina known as old Del Rosa Office and remove all debris from site
7. The name of the contractor, if any, for such work of improvement was
Malcom Enterprises Building and Engineering Contractor October 20, 2008
(If no contractor for work of improvement as a whole, insert 'none" (Date of Contract)
8. The property on which said work of improvement was completed is in the city of San Bernardino, CA
County of San Bernardino , State of California, and is described as follows: RS B 40 AC SUR PTN LOT 10
9. The street address of said property is 1155 Del Rosa Ave San Bernardino CA. 92410
Of no street address has been difficulty assigned, insert, 'none".)
Date: January 13 2009
Verification for Individual Owner
2 or hi
Board
VERIFICATION
I, the undersigned, say: I am the Board Becrotary, the declarant of the foregoing
( "President of Manager of ,'A partner of, `Owner of". Etc.)
notice of completion; I have read said notice of completion and know the contents thereof; the same is true of my knowledge.
I declare under penalty of perjury that the foregoing is true and correct.
Executed on January 13 , and 2009, at Hiahland , California.
(Date of signature.) (City, where signed.)
(Personal signature of the individual who is swearing that the contents of the
notice of completion are true.)
Robert E. Martin, Board Secretary
East Valley Water District
koEast Valley
Water District
Board Memorandum
From: Brian W. Tompkins / Chief Financial fficer
Subject: Disbursements. '
Flocommendation:
Approve the attached list of accounts payable checks and
payroll issued during the period December 19, 2008
through January 7, 2009.
Background:
Date: January 13, 2009
Accounts payable checks are shown on the attached listing and include numbers 217770 to 217981 for
A total of $1,120,847.64.
The source of funds for this amount is as follows:
Unrestricted Funds $1,120,847.64
Payroll disbursed was for the period ended December 19, 2008 and included checks and direct
deposits totaling $192,641.86.
Total disbursements $1,313,489.50.
Date: Wednesday, January 07, 200E
02:29PM
User: KATHY
Bank Account: Citizens Business Bank
East Valle Water District Report:
y
Check Register - Standard Company:
As of: 117/2009
13110 00.00- 000 -0- 000 -00 -00
20600.rpt
Time:
EVWD
Check
JI Tn
Check Payee
Clear Period
Nbr
Tp Tp
Date ID
Payee Name
Date Post
Amount
000001
- 217769
Missing
217770
AP CK
12/19/200E MOR086
Audomero Moreno
12/26/2008 06 -08
107.03
217771
AP CK
12122/200E ADV017
TEAM - ADVANCE
06 -08
41.81
217772
AP CK
12122/200E AKE001
AKERS- ANTHONY A
06 -08
6.18
217773
AP CK
12/22/200E AME001
AMERICAN EXPRESS
12131/2008 06 -08
2,655.05
217774
AP CK
12122/200£ ARR009
ARROWHEAD UNITED WAY
06 -08
75.00
217775
AP CK
121221200E ARR021
ARROYO INSURANCE SERVI
12/31/2008 06.08
78.86
217776
AP CK
12122/200E ATT007
AT &T
1/2/2009 06 -08
1,134.60
217777
AP CK
12/22/200£ SAL027
GROUP - BALAREZO
115/2009 06 -08
85.85
217778
AP CK
12/22/200£ BAR074
BARRY'S SECURITY SERVIC
12/31/2008 06-08
3,586.65
217779
AP CK
12/22/200f BAV001
BAVCO APPARATUS AND VP
12/31/2008 06 -08
339.97
217780
AP CK
12122/200E BLA026
BLACKBURN -TYANA
1/5/2009 06 -08
44.69
217781
AP CK
1 212 212 0 0E BRO056
BROOKS UTLIITY PRODUCT:
06 -08
4,165.43
217782
AP CK
12/22/200£ BRU001
BRUNICK, MCELHANEY & BE
1/5/2009 06 -08
5,625.00
217783
AP CK
12/22/200£ BUS015
BUSSELL ^CHRISTOPHER
06 -08
34.69
217784
AP CK
12122/200£ CAL098
ESTATE - CALIFORNIA REAL
12/31/2008 06 -08
391.15
217785
AP CK
12/22/200E CAN025
CANDELARIA -LYDIA C
06 -08
12.17
217786
AP CK
12/22/200E CH1017
CHIANGLIN ^ABBY
06 -08
31.31
217787
AP CK
12/22/200E CIT018
CITISTREET
06 -08
8,325.00
217787
AP VC
12/23/200f CIT018
CITISTREET
06 -08
- 8,325.00
217788
AP CK
12/22/200E COR049
CORTES- HUMBERTO
1/6/2009 06 -08
31.43
217789
AP CK
12/22/200£ DA1001
DAILY JOURNAL CORPORAT
12131/2008 06 -08
87.75
217790
AP CK
12122/200E DAN014
DANIALI- PATRICK
1/2/2009 06 -08
8.09
217791
AP CK
12/22/200E DIB001
DIB'S SAFE & LOCK SERVICE
06 -08
852.12
217792
AP CK
12/22/200E DUP001
DUPREE- ELAINE
06 -08
4.44
217793
AP CK
12122/200E EAS003
East Valley Water District
12/31/2008 06 -08
672.50
217794
AP CK
12/22/200£ ECS002
COMPANY -ECS
06 -08
1,860.00
217795
AP CK
12/22/200£ ESC013
ESCOBAR- MARTHA A
06 -08
39.56
217796
AP CK
12/22/200£ FAR001
FARMER BROS COFFEE
12/29/2008 06 -08
470.53
217797
AP CK
12122/200£ FAT005
FATA -TONY
06 -08
66.63
217798
AP CK
12/22/200f FER009
FERGUSON ENTERPRISES 1
12/2912008 06 -08
751.40
217799
AP CK
12122/200£ F1O004
FIORETTI- MARIAN
12/31/2008 06 -08
33.45
217800
AP CK
12122/200E FLO037
FLORES- CLAUDIO
1/6/2009 06 -08
29.20
217801
AP CK
12/22/200£ GAB001
GABRIEL EQUIPMENT CO
12/3112008 06 -08
984.02
217802
AP CK
12/22/200£ GEN007
GENUINE PARTS COMPANY
12/29/2008 06 -08
189.22
217803
AP CK
12/22/200E GOI001
GOINS JANITORIAL SERVICE
12/31/2008 06 -08
2,135.00
217804
AP CK
12/221200E GOM037
GOMEZ- BLANCA
12/31/2008 06 -08
17.46
217805
AP CK
12/22/200E GON082
GONZALES --AMIE K
12/3112008 06 -08
8.03
217806
AP CK
12/22/200£ HAC001
HACH COMPANY
1/2/2009 06 -08
444.42
217807
AP CK
12/22/200E HID007
HIDALGO -MONA
1/6/2009 06 -08
41.94
217E08
AP CK
1 212 2120 0E HIG028
HIGHLAND STAR LLC
1/6/2009 06 -08
11,804.00
217E09
AP CK
12/22/200£ HOP009
HOPKINS- KRISTIN
12/31/2008 06 -08
5.76
217E10
AP CK
12/22/200£ HUB001
HUB CONSTRUCTION SPEC]
12131/2008 06 -08
23.00
217E11
AP CK
12/22/200E IAS002
LLC -IAS,
06 -08
95.80
217E 12
AP CK
12/22/200£ IND005
INDUSTRIAL RUBBER & SUP 1/2/2009 06 -08
291.06
217E 13
AP CK
12/22/200£ INL005
INLAND WATERWORKS SUf 12/31/2008 06 -08
3,120.70
217E 14
AP CK
1 212 212 0 0E JIM016
JIMENEZ -JOSE LUIS
06 -08
36.48
217£15
AP CK
1 212 212 0 0E KEE002
KEENAN SUPPLY
12/31/2008 06 -08
55.89
217816
AP CK
12/22/200£ KIN002
KING -ED
12/31/2008 06 -08
375.00
217£17
AP CK
12/22/200E KLH001
K & L PLUMBING SUPPLY
1/6/2009 06 -08
8.60
217E18
AP CK
12/22/200E LAN025
Landmark Retail Group, LLC
112/2009 06 -08
34.10
217E 19
AP CK
12/22/200£ LAR023
LAROCHELLE -MARK
12/31/2008 06 -08
31.10
217620
AP CK
12122/200E LE022
LE -PETER
06 -08
1.24
217E 21
AP CK
12/22/200E LEW015
LEWIS- GLORIA
12131/2008 06 -08
50.61
217E22
AP CK
12/22/200E MAL025
MALDONADO- MIGUEL
12/31/2008 06 -08
31.49
217623
AP CK
12122/200£ MAR151
MARTINEZ- VICTORIA
1/6/2009 06 -08
19.71
217624
AP CK
12/22/200E MEN033
MENDOZA- MARCIANO
06 -08
2.69
217£.25
AP CK
12/221200E MOR084
MORENO -PEDRO A
06 -08
41.63
Date. Wednesday, January 07, 2009
Time: 02:29PM
User: KATHY
Bank Account Citizens Business Bank
Page:
East Valley Water District Report:
Check Register - Standard Company:
As of: 1/7/2009
13110 00 -00- 000 -0- 000 -00 -00
2 of 4
20600.rpt
EVWD
Check
JI Tn
Check Payee
Clear Period
Nbr
Tip Tp
Date ID
Payee Name
Date Post
Amount
217826
AP CK
12/22/200E OBS001
OBST -GEOFF
06 -08
8.84
217827
AP CK
12/22/200E OFF007
OFFICETEAM
12/29/2008 06 -08
4,230.36
217828
AP CK
12/221200E ONL001
ONLINE RESOURCES CORPI
1/2/2009 06 -08
37.55
217829
AP CK
12/22/200f PAL008
PALM CANYON
1/2/2009 06 -08
1,675.51
217830
AP CK
12/22/200£ PGA001
REALTY -PGA
1/612009 06.06
86.94
217831
AP CK
12/22/200f QWE001
QWEST
1/5/2009 06 -08
28.32
217832
AP CK
12/22/200f RAH004
RAHN- RODGER S
1/5/2009 06.08
73.45
217833
AP CK
12/22/200£ REE017
RELATION, LLC -REEB GOVE
06 -08
6,532.24
217834
AP CK
12122/200f REY038
REYES- CHRISTOBAL
06 -08
49.16
217835
AP CK
12122/200E RIV034
RIVERA -NANCY
1/512009 06 -08
37.07
217836
AP CK
12/22/200E ROQ001
ROQUET PAVING
12131/2008 06 -08
5,554.46
217837
AP CK
12122/200E ROY004
ROYBAL-RAYMOND
1/2/2009 06 -08
90.00
217838
AP CK
12122/200£ SAF005
COMPANY- SAFETY COMPLI
1/612009 06-08
250.00
217839
AP CK
12/22/200E SAN007
SAN BOND PUBLIC EMPLOYI
12/31/2008 06 -08
687.01
217840
AP CK
12122/200E SAN013.1
JAMES STEVEN SANTINI
12/31/2008 06 -08
1,885.00
217841
AP CK
12122/200E SAN038
SAN BERNARDINO COUNTY
06 -08
845.00
217842
AP CK
12/22/200E SAN207
LIMITED-SANTORO
06 -08
30.37
217843
AP CK
12/22/200E SCO019
SCOTT -MARIE
12/31/2008 06 -08
188.52
217844
AP CK
121227200E SHE014
SHERIFF'S COURT SERVICE
06-08
503.28
217845
AP CK
12/22/200E SIL024
SILVA- HECTOR CARLOS
06 -08
7714
217846
AP CK
12122/200£ S00004
SO CAL EDISON COMPANY
12/31/2008 06 -08
157,234.35
217847
AP CK
12122/200E SOF003
SOFIA -TERRY
06 -08
10.47
217848
AP CK
12122/200E STA055
STATE DISBURSEMENT UNI-
12/31/2008 06 -08
1,027.00
217849
AP CK
12/22/200E TAY013
KEN TAYLOR
12/31/2008 06 -08
90.00
217850
AP CK
12/22/200E TEL010
TELLES- STELLA
12/3112008 06 -08
29.01
217851
AP CK
12/22/200E THE027
THE MPSN PROPERTIES LP
1/5/2009 06.08
72.79
217852
AP CK
12122/200£ TIZ001
TIZOC- ELADIO
06 -08
42.51
217853
AP CK
12/221200£ TOP001
TOP PRODUCERS REALTY 8
06 -08
81.49
217854
AP CK
12122/200£ UNI023
United States Treasury
12/31/2008 05 -08
100.00
217855
AP CK
12/22/200E URI006
URIBE -OSCAR 0
06 -08
78.04
217856
AP CK
12/22/200E VER004
VERIZON CALIFORNIA
12/31/2008 06.08
43.35
217857
AP CK
12/22/200£ VIL045
VILLEGAS- MARGARITA R
06 -08
39.49
217858
AP CK
12/22/200E VUL001
VULCAN MATERIALS COMPF
12/29/2008 06 -08
1,634.27
217859
AP CK
121221200£ WIL102
WILLOUGHBY- JENNIFER
11512009 06 -08
63.20
217860
AP CK
12/22/200f WIN007
WINNER INDUSTRIAL SUPPL
1/5/2009 06 -08
254.16
217861
AP CK
12/22/200£ YO0027
YOUNG -GREG
06 -08
30.03
217862
AP CK
12/23/200E CIT018
CITISTREET
1/5/2009 06 -08
8,225.00
217863
AP CK
1/7/2009 ADD002
ADDICTION MEDICINE CONS
07 -08
99.00
217864
AP CK
1/I /2009 ADP002
ADP
07 -08
919.76
217865
AP CK
1/7/2009 AIR005
AIRGAS WEST
07 -08
402.29
217866
AP CK
1/7/2009 ANT009
ANTHONY - MICHELLE
07 -08
49.67
217867
AP CK
1/7/2009 ARR009
ARROWHEAD UNITED WAY
07 -08
75.00
217868
AP CK
1///2009 ARR014
ARROWHEAD COUNTRY CLt
07 -08
6,291.24
217869
AP CK
1/7/2009 ATE001
ATECAS- MARTIN
07 -08
41.57
217870
AP CK
1/7/2009 ATT007
AT &T
07 -08
854.86
217871
AP CK
1/7/2009 AVA005
AVAYA FINANICIAL SERVICE
07 -08
2,577.70
217872
AP CK
1/7/2009 AVA008
AVAYA/CUSTOMER CARE C1
07 -08
795.91
217673
AP CK
1/7/2009 AWW006
AWWA
07 -08
3,309.00
217874
AP CK
11712009 BAL016
BALI CONSTRUCTION
07 -08
1,258.39
217875
AP CK
1/712009 BAR024
BARR LUMBER CO INC
07 -08
46.57
217876
AP CK
1/7/2009 BAR074
BARRY'S SECURITY SERVIC
07 -08
8,091.22
217877
AP CK
117/2009 BAT003
BATDORF -EARL
07 -08
311.35
217E78
AP CK
1/1/2009 BKP001
B &K PRECISION
07 -08
41.25
217£79
AP CK
1/712009 BOA001
BOARD OF WATER COMMIS:
07 -08
657.28
217E80
AP CK
1/7/2009 BR1025
BRICKHOUSE- BRENDA
07 -08
61.35
217E81
AP CK
1%7/2009 BUG016
BUCKEL -ROB
07 -08
28.60
217E 82
AP CK
1!7/2009 BUR022
BURGESS MOVING & STORF
07 -08
589.58
217E,83
AP CK
1(772009 CAM004
CAMP DRESSER & MCKEE It
07 -08
59,163.36
Date: Wednesday, January 07, 2009
Time: 02:29PM
User: KATHY
Bank Account Citizens Business Bank
East Valley Water District
Check Register - Standard
As of: 11712009
13110 00 -00- 000 -0- 000 -00 -00
Page: 3 of 4
Report: 20600.rpt
Company: EVWD
Check
JI Tn
Check
Payee
Clear
Period
Nbr
Tp Tp
Date
ID
Payee Name Date
Post
Amount
217884
`- AP CK
1R/2009
CHA087
CHAU- MALINDA
07 -08
67.98
217835
AP CK
1/772009
CHE006
CHEMSEARCH
07 -08
370.03
217896
AP CK
1/7/2009
CIT007
CITY OF HIGHLAND
07 -08
50.00
217837
AP CK
1/7/2009
CIT018
CITISTREET
07 -08
7,725.50
217838
AP CK
1/7/2009
CM0001
CMUA
07 -08
375.00
217839
AP CK
1/7/2009
C00003
COCHRAN- ROBERT
07 -08
30.01
217890
AP CK
1/7/2009
CON036
CONTRERAS -SARA
07 -08
81.92
217891
AP CK
1/7/2009
COR030
CORONEL- LEONER
07 -08
91.71
217892
AP CK
1/712009
COR050
CORNISH-KELVIN
07 -08
43.57
217893
AP CK
1/7/2009
C00004
COURTNEY'S ELECTRIC, INC
07 -08
484.96
217894
AP CK
1/7/2009
CRU022
CRUZ -JUAN PABLO
07 -08
13.36
217895
AP CK
1/7/2009
DIB001
DIB'S SAFE & LOCK SERVICI
07 -08
21.50
217896
AP CK
1!712009
DIR004
DIRECTV
07 -08
69.98
217897
AP CK
11-7/2009
EAS003
East Valley Water District
07 -08
1,000.50
217898
AP CK
1R/2009
EXP002
EXPERIAN
07 -08
79.88
217899
AP CK
1/7/2009
F10004
FIORETTI- MARtAH
07 -08
100.00
217900
AP CK
1/7/2009
FL0038
FLOWERS -SUSAN
07.08
92.31
217901
AP CK
1/712009
FOX001
FOX -JANA
07 -08
369.77
217932
AP CK
1/712009
GAB001
GABRIEL EQUIPMENT CO
07 -08
1,887.90
217933
AP CK
1/7/2009
GAR054
GARCIA -OSCAR
07 -08
61.35
217934
AP CK
117/2009
GAT004
REO- GATEWAY
07 -08
23.91
217935
AP CK
1/7/2009
GEN007
GENUINE PARTS COMPANY
07 -08
451.16
217906
AP ZC
1/7/2009
GON080
GONZALES- JENNIE 1/7/2009
07 -08
0.00
217907
AP CK
1/7/2009
GON083
GONZALEZ -MARIO
07 -08
7.18
217908
AP CK
1/772009
GON084
GONZALEZ- RICARDO
07 -08
30.03
217909
AP CK
177/2009
G00007
GOODMAN DEAN REAL ESTi
07 -08
103.81
217910
AP CK
11772009
GRA051
GRANT - FRANCINE
07 -08
10.84
217911
AP CK
1/7/2009
HAA001
HAAKER EQUIPMENT COMP.
07 -08
3,825.05
217912
AP CK
1/7/2009
HAR033
HARRIS COMPUTER SYSTEP
07 -08
28,697.35
217913
AP CK
1/712009
HARD49
HART HIGHLAND LLC
07 -08
6.61
217914
AP CK
1/7/2009
HAR073
HARRYMAN -DAVID
07 -08
34.65
217915
AP CK
1/7/2009
HAR074
HARPER- RACHELLEA
07.08
51.70
217916
AP CK
1/7/2009
HAW012
HAWKINS -KEN
07 -08
31.47
217917
AP CK
1/7/2009
HIC002
HICKS - RICHARDSON ASSO
07 -08
5,000.00
217918
AP CK
1/7/2009
HOW018
HOWENSTEIN -PAUL E
07 -08
39.55
217919
AP CK
117/2009
HUB001
HUB CONSTRUCTION SPECI
07 -08
665.89
217920
AP CK
1/7/2009
HYD001
HYDRO -SCAPE PROD. INC.
07 -08
123.53
217921
AP CK
1/7/2009
INLOO5
INLAND WATER WORKS SUF
07 -08
59,673.60
217922
AP CK
1/7/2009
JRF001
J.R. FREEMAN CO., INC
07 -08
220.00
217923
AP CK
1/7/2009
KIR012
KIRYLO- ELIZABETH
07 -08
1.68
217924
AP CK
1/7/2009
LAM012
LAMB- CRYSTAL
07 -08
1.77
217925
AP CK
1/7/2009
LAW003
LAWSON PRODUCTSJNC
07.08
956.13
217926
AP CK
1/7/2009
LOP063
LOPEZ- MARGARETS
07 -08
76.16
217927
AP CK
1/7/2009
MAN003
MANTEK
07 -08
1,383.43
217928
AP CK
1/7/2009
MAR005
MARTIN- ROBERT E
07 -08
563.38
217929
AP CK
1/7/2009
MAS014
INC - MASTAN
07 -08
7.89
217E 30
AP CK
177/2009
MAT012
MATICH CORP
07 -08
5,488.99
217931
AP CK
177/2009
MCK002
MC KEE - ARMSTRONG REA,
07 -08
76.13
217£32
AP CK
1/7/2009
MEN034
MENDEZ -DIEGO
07 -08
169.85
217£33
AP CK
1/7/2009
MET002
METROPOLITAN LIFE INS CC
07 -08
409.59
217934
AP CK
1/7/2009
MIL001
MILOSEDZKI -JACEK
07 -08
800.00
217935
AP CK
1/7/2009
MOR085
MORA- ANTONIO
07 -08
7.26
2174136
AP CK
1r712009
MUN020
MUNGUTA- SILVIA
07 -08
12.55
2174,37
AP CK
1%7/2009
NEP001
NEPOMUCENO- NATASHA
07 -08
59.00
217938
AP CK
1!712009
OAK002
MANAGEMENT -OAK PROJEI
07 -08
59.60
217939
AP CK
117/2009
OL1001
OLIVE - KENNETH
07 -08
283.93
217940
AP CK
1012009
PAC005
PACIFIC COAST TOOL & SUF
07 -08
2,567.84
2174141
AP CK
1/7/2009
PAT001
PATTON'S SALES CORP
07 -08
20.04
Date: Wednesday, January 07, 2005 East Valle Water District Page: 4 of 4
Time: 02:29PM y Report: 20600.rpt
User: KATHY Check Register - Standard Company: EVWD
As of: 1/7/2009
BankAocount: Citizens Business Bank 13110 00 -00- 000.0- 000.00 -00
Check
Nbr
JI Tn
Tp Tp
Check
Date
Payee
ID
Clear
Payee Name Date
Period
Post
Amount
217942
AP CK
117/2009
PAT005
PATTERSON -ROY
07.08
350.00
217943
AP CK
1f7/2009
PER007
PERFORMANCE METERS IN(
07 -08
20,607.62
217944
AP CK
1/7/2009
PGA001
REALTY -PGA
07 -08
53.03
217945
AP CK
1/7/2009
PHO001
PHOENIX HOME LIFE
07 -08
191.94
217946
AP CK
1/7/2009
PHO004
PHONGSEUTHA- WIDECH
07 -08
67.95
217947
AP CK
1/7/2009
PIN013
PINEDA- RAMIRO
07 -08
129.08
217948
AP CK
1/7/2009
PRU004
REAL EST - PRUDENTIAL SIG
07 -08
66.60
217949
AP CK
1(7/2009
REG003
REGENCY REALTORS
07 -08
78.53
217950
AP CK
1/7/2009
RE1007
REITZ- NICHOLAS
07 -08
40.46
217951
AP CK
117/2009
REM006
ADVANATAGE-REMAX
07 -08
91.29
217952
AP CK
117/2009
REY039
REYES -JOSE
07 -08
13.88
217953
AP CK
1/7/2009
ROG001
ROGERS ANDERSON MALO[
07 -08
38,126.00
217954
AP CK
1/7/2009
R00014
ROUALDO- CHRISTIAN
07 -08
86.90
217955
AP CK
1/7/2009
ROY004
ROYBAL- RAYMOND
07 -08
65.00
217956
AP CK
1/7/2009
SAF005
COMPANY - SAFETY COMPLI
07.08
250.00
217957
AP CK
1012009
SAND04
SAN BERNARDINO -CITY OF
07 -08
456,356.95
217958
AP CK
1/7/2009
SAN007
SAN BDNO PUBLIC EMPLOY1
07 -08
696.26
217959
AP CK
1/7/2009
SAN013
SANTINI -STEVE
07 -08
400.00
217960
AP CK
10/2009
SCH050
SCHMITT- MARTHA
07 -08
77.16
217961
AP CK
1/7/2009
SCO021
SCOTT- PATRICIA
07 -08
37.83
217962
AP CK
1/7/2009
SEV001
SEVERSON -RON
07 -08
247.97
217963
AP CK
1/7/2009
SHE014
SHERIFF'S COURT SERVICE
07 -08
365.90
217964
AP CK
1//12009
STA008
STATE OF CALIFORNIA
07 -08
1,897.54
217965
AP CK
1012009
STA055
STATE DISBURSEMENT UNI'
07 -08
1,027.00
217966
AP CK
1(!/2009
STE060
STEELE- CHERYL
07 -08
70.62
217967
AP CK
1/7/2009
TAP008
TAPIA -MARIA
07 -08
23.42
217968
AP CK
1/7/2009
TOL006
BROTHERS -TOLL
07 -08
1.36
217969
AP CK
1//12009
TRE018
REALTY INC -TRES
07 -08
11.93
217970
AP CK
1/7/2009
TUC006
ESTATE - TUCKER REAL
07 -08
65.50
217971
AP CK
1/7/2009
UNI002
UNITED PARCEL SERVICE
07 -08
17.00
217972
AP CK
1/7/2009
UN1013
UNION BANK OF CALIFORNI,
07 -08
140,499.54
217973
AP CK
117/2009
UN1023
United States Treasury
07 -08
100.00
217974
AP CK
1/7/2009
VER003
VERIZON WIRELESS
07 -08
379.43
217975
AP CK
1/7/2009
VER004
VERIZON CALIFORNIA
07 -08
279.37
217976
AP CK
1/7/2009
VUL001
VULCAN MATERIALS COMW
07 -08
1,709.91
217977
AP CK
1/7/2009
WHI005
WHITEHEAD -ROGER
07 -08
348.04
217978
AP CK
1/7/2009
WIL096
WILLDAN FINANCIAL SERVIC
07 -08
5,350.00
217579
AP CK
1/7/2009
WRI019
WRIGHT -MARIA
07 -08
34.01
217580
AP CK
1r712009
YNO002
YNOSTROZA ^MARY
07 -08
15.09
217981
AP CK
1!112009
ZEE001
ZEE MEDICAL INC.
07 -08
4,876.93
Check Count: 213
Bank Account Total 1,120,847.64
Count
Amount Paid
Regular
211
1,129,172.64
Hand
0
0.00
Void
1
- 8,325.00
Stub
0
0.00
Zero
1
0.00
Mask
0
0.00
Outstanding
0
0.00
Unused
0
0.00
213
1,120,847.64
�1
East Val ley
r Water District
Board Memorandum
From: Brian W. Tompkins / Chief Financial Officer
Subject: General Manager's Expenses,
Re=commendation:
Approve the attached list of payments and reimbursements
for General Manager expenses during the period
December 19, 2008 through January 7 ,2009
Background:
DATE: January 13, 2009
Business and Travel expenses incurred by the General Manager and paid during the reporting period
stipulated above totaled $565.20.
A :summary of theses expenses by authorized payment methods follows:
American Express — R Martin
American Express — J Hendricksen
CalCard — R Martin
CalCard — J Hendricksen
CalCard — E Bateman
Direct Reimbursement
565.20
Total
565.20
I
t.
1915 Palomar Oaks Way, Suite 300
Carlsbad, California 92008
tel: 760 438 -7755
fax: 760 438 -7411
January 6, 2009
Mr. Ron Buchwald P.E.
District Engineer
East Valley Water District
3654 E. Highland Avenue, Suite 18
Highland, CA 92346
Subject: Plant 150 — Preliminary Design Report
Dear Mr. Buchwald:
CDM is please to submit six (6) copies of the Plant 150 — Water Quality Analysis, Pilot Testing
and Preliminary Design Report. This study provides a preliminary level design and
construction cost estimate for Plant. The final report incorporates the District's comments on
the draft report, issued in July 2008.
CDM appreciates the opportunity to assist the District in developing the preliminary design
for Plant 150. This project will help the District to continue to provide a safe potable water
supply to its customers in accordance with newly promulgated regulations.
Should you have any questions regarding the information contained in the enclosed report,
please do not hesitate to contact us.
Very truly yours,
Sava Nedic; P.E.
Principal
Camp Dresser & McKee Inc.
cc:: Richard Corneille, Vice President
P9FAstValley Water DisMq- 2 7 061627 81 Plant 150 PDM5.0 Comm46.1 ClientW090t06sn1ltr.doc
consulting • engineering - construction - operations
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EAST VALLEY WATER DISTRICT
DIRECTOR'S FEES AND EXPENSE REPORT
DIRECTOR: Don Goodin MONTH December 2008
Board Meetings:9, 22
Conferences and Other Meetings
DATE ORGANIZATION PURPOSE
3 _ SBACC Wednesday Morning Mtq
18 — _ EVWD _Mtq w /Sturgeon, Justine and Bob
19 EVWD Mtq with Gen Mqr, Committee Issues
TOTAL # OF MEETINGS 5 @ $175.00 each
Travel Expenses: (Details on
Director's Signature�..,�l.P�
Date of Board Approval January 13, 2008
12 -06
$ 875.00
4"2
Total Director's Expenses $ 875.00
Total Director's Meetings & Expenses $ 875.00
Less any Advance Payments
TOTAL DUE DIRECTOR $ 78 5.00
EAST VALLEY WATER DISTRICT
DIRECTOR'S FEES AND EXPENSE REPORT
DIRECTOR: Sturgeon
Board Meetings:
0
Conferences and Other Meetings
MONTH December 2008
DATE ORGANIZATION PURPOSE
12 EVWD
S
EVWD
10
SBVC '.
18
EVWD ..
1 £3
-<EVWD '
9
Travel Expenses: (Details on
Public Outreach Committee
Budget Outreach Committee
Instruction
:`14ee4gAq with GM, Board Chairman, Admin Mgr
TOTAL # OF MEETINGS 6 @ $175.00 each $ 1,050.00
Director's Signatures
Date of Board Approval _ January 13, 2009
Dlmd.rs Fees and Expense Repprt.dw
Total Director's Expenses $
Total Director's Meetings & Expenses $ 1,050.00
Less any Advance Payments $
TOTAL DUE DIRECTOR $_ 1,050. 00
�%\JI V/ -\LLCT VVHICK UIJIKII.I
DIRECTOR'S FEES AND EXPENSE REPORT
`i c e
DIRE:C"I'OR: W IL_s v AJ MONTH 17EC 22890
Board Meetings: �� T 12122
Conferences and Other Meetings
DATE ORGANIZATION PURPOSE
12 ,PJJ -- /J [ w i-) l-a// 6h4evence-
`tz1�i— -- usltwl�A gonjhly /4Na
out ytac A Co Htkh
r=VwD.
r= VW2
Travel Expenses: (Details on
Director's Signature,
Date of Board Approval
Directors Foes sntl Exosme Reootdoc
J
TOTAL # OF MEETINGS S @ $175.00 each $ I `Fo a
$_ /.Is—
Total Director's Expenses $—I 5"
Total Director's Meetings & Expenses $ 1s4s
Less any Advance Payments $ 49;1-
TOTAL DUE DIRECTOR
TRAVEL. EXPENSES
Lod in s: (Detailed receipts attached')
DATE FUNCTION ATTENDED AMOUNT
aal/ $ 144'
$
$
TOTAL LODGING $_ 14t5-
Personal Auto: (Detailed receipts attached')
DATE FUNCTION ATTENDED MILES PARKING FEES
TOTAL FEES $
TOTAL MILES x $.55 per mile $
Meals: (Detailed receipts attached")
DATE _ FUNCTION ATTENDED AMOUNT
$
$
TOTAL MEALS $
Other: (Detailed receipts attached`)
DATE FUNCTION ATTENDED AMOUNT
TOTAL OTHER $
*ORIGINAL RECEIPTS REQUIRED
TRAVEL EXPENSES $ l y5'.
(Enter this total on the front of form)
Dirmtom Fees and Ex enee Reood.doo
EAST VALLEY WATER DISTRICT
DIRECTOR'S FEES AND EXPENSE REPORT
DIRECTOR: Matt Le Vesgue MONTH: DECEMBER 2008
Board Meetings: 12-9,12-22
Conferences and Other Meetings
DATE ORGANIZATION PURPOSE
12 -8 EVWD Budget Committee
12-9 ` Highland Chamber Monthly Meeting — Update
12 -12 EVWD Public Outreach Committee
12-18 Chamber Open House
TOTAL # OF MEETINGS 5 @ $175.00 each
Travel Expenses: (Details on Back)
Director's Signature
Date cf Board Approval
Directors Fees and Expense Report 12 -08
$ 875.00
Total Director's Expenses $
Total Director's Meetings & Expenses
Less any Advance Payments
TOTAL DUE DIRECTOR $ 875.00
TRAVEL EXPENSES
L.odgiris: (Detailed receipts attached *)
DATE FUNCTION ATTENDED
Personal Auto: (Detailed receipts attached *)
DATE FUNCTION ATTENDED MILES
TOTAL MILES
TOTAL LODGING
AMOUNT
PARKING FEES
TOTAL FEES $
x $.585 per mile $
Meals: (Detailed receipts attached *)
DATE FUNCTION ATTENDED AMOUNT
TOTAL MEALS
Other: (Detailed receipts attached *)
DATE FUNCTION ATTENDED
TOTALOTHER
* ORIGINAL RECEIPTS REQUIRED
TRAVEL EXPENSES $
(Enter this total on the front of form)
Uireuors Fees and Expense Hepon 12 -08
AMOUNT
EAST VALLEY WATER DISTRICT
DIRECTOR'S FEES AND EXPENSE REPORT
DIRECTOR: James Morales MONTH December 2008
Board Meetings: 22
Conferences and Other Meetings
DATE: ORGANIZATION PURPOSE
18 EVWD Federal Lobbyist Fred Hicks
23 RCAC Workshop — Board Roles, Polices, and Legal Responsibilities
29 EVWD Community Member Larry Maimberg /Budget
TOTAL # OF MEETINGS @ $125.00 each
'TOTAL # OF MEETINGS AFTER 8/9/08 4 @ $175.00 each $ 700.00
Travel Expenses: (Details on Back) $
Total Director's Expenses $
Director's Signature__
Date of Board Approval
EVWD Ero De: 2008.doc
Total Director's Meetings & Expenses $ 700.00
Less any Advance Payments $ 0
TOTAL DUE DIRECTOR $ 700.00
TRAVEL E)PENSES
Lodgings: (Detailed receipts attached *)
DATE _ FUNCTION ATTENDED
_AMOUNT
E]
$
$
TOTAL LODGING $
Personal Auto: (Detailed receipts attached *)
DATE FUNCTION ATTENDED MILES
PARKING FEES
TOTAL FEES $
TOTAL MILES x $.585 per mile $_
Meals: (Detailed receipts attached *)
DATE FUNCTION ATTENDED AMOUNT
TOTAL MEALS $_J
Other: (Detailed receipts attached *)
DATE FUNCTION ATTENDED AMOUNT
TOTAL OTHER $
* ORIGINAL RECEIPTS REQUIRED
TRAVEL EXPENSES $
(Enter this total on the front of form)
EVWD E>.. De: 20084ce
Solar Challenge Budget
Estimated Expense
Cost Item: Cost
Rentals
$4,088.30
Food: 130 students /volunteers
Two Breakfasts
Two Lunches
Two Dinners
£5.00 per student
$3,900.00
'Tee Shirts for event
:200 at $2.25
$450.00
Drint Costs for materials
Event signs
name tags, program etc.
$500.00
Generator extra $50.00
per hour extra 5 hours
$250.00
'hater and extra food
supplies( if needed)
$1,000.00
Park Rental
$300.00
IRV Rental
$500.00
Staff Time
$3.00 per person for camping (50)
$150.00
VV Area (Food area)
$200.00
Refundable Damage Deposit
$250.00
$1.00 per person day of event
3- 1/2 days 400
$400.00
Boats /materials /labor $600.00 x 8
$4,800.00 estimated
Launchers ?
Baffles ?
Facility hanger
$0.00
(Rental of porta potties
$500.00
chairs a few tables
Breakfast for two sessions
$400.00
Lunch for two sessions
$1,000.00
CalPoly
$20,000.00
Contingency fee $3,312.00
$42,000.30
Volunteer time
Estimated Income
EAST VALLEY WATER DISTRICT
2008 Water Quality Regulatory Conference
Income
Carryover from last conf
Sponsorships
AWWARF (Pledged $15000)
Advertising
Registrations
Total
Expenses
1 EVWD Staff
2 Mc Andrews Staff
3 Supplies, Mailings & Misc
4 Hotel Charges
Breakfast- Lunch - Breaks
Equipment
Receptions
Non Performance Fee
5 Meals & Lodging
Mission Inn
Rosa's
Staff Lodging & meals
6 CC pmt bank fees
7 Conference Marketing
(booth rentals, ads, meal & lodging)
8 Luncheon Speaker Expenses
Net
Total Sponsorships Pledged
Total Advertising Pledged
# of Registered Attendees / Speakers
Exhibitors Booth Workers / Guests
26,579
5,620
4,947
9,424
5,429
3.562
2,143
Actual
1,919
90,000
15,000
6,500
35,380
148,799
31,145
87,225
18,861
46,570
11,134
560
21,501
2,967
219,963
(71,164)
102,000
6,500
225
Conference
Coordinator
Projections
100,000
15,000
9,000
50,000
$ 174,000
19,000
70,000
20,000
45,000
2,000
10,000
$ 166,000
$ 8,000
East Valley
Water District
Board Calendar for 2009
January 2009
Schedule mid -year budget review
01 -- District office closed — New Year's Day
07 -- SBVMWD — Board Meeting 2:00 p.m.
13 -- Board Meeting
19 -- District office closed — Martin Luther King
21 -- SBVMWD — Board Meeting 2:00 p.m.
26 -- CMUA's Capital Day and Legislative meetings
26 -- ASBCSD Dinner
27 — Board Meeting
February 2009
04 -- SBVMWD— Board Meeting 2:00 p.m.
09 -- ASBCSD Dinner
10 -- Board Meeting
16 -- District closed — President's Day
18 — SBVMWD— Board Meeting 2:00 p.m.
24 -- Board Meeting
24 -- 26 ACWA Washington D.C. Conference — Washington Court Hotel
March 2009
04 — SBVMWD— Board Meeting 2:00 p.m.
10 -- Board Meeting
16 -- ASBCSD Dinner
18 -- ACWA Legislative Symposium — Sacramento Convention Center
18 -- SBVMWD— Board Meeting 2:00 p.m.
24 -- Board Meeting
28 -- City of Highland — Citrus Harvest Festival
April 2009
01 — SBVMWD— Board Meeting 2:00 p.m.
01 -- 700 Forms Due
14 -- Board Meeting
15 -- District Tour — Seven Oaks Dam — Edison Facilities
15 — SBVMWD— Board Meeting 2:00 p.m.
20 -- ASBCSD Dinner
28 -- Board Meeting
May 2009
06 — SBVMWD— Board Meeting 2:00 p.m.
08 - -10 Inland Empire Solar Challenge — Yucaipa Regional Park
12 -- Board Meeting
18 -- ASBCSD Dinner
19 -- 21 ACWA Spring Conference & Exhibition — Sacramento Convention Center
20 — SBVMWD —Board Meeting 2:00 p.m.
25 -- District closed — Memorial Day
June 2009
03 - SBVMWD— Board Meeting 2:00 p.m.
09 -- Board Meeting
15 — ASBCSD Dinner
17 -- SBVMWD— Board Meeting 2:00 p.m.
23 -- Board Meeting
my 2009
01 -- General & Property Liability Insurance renewal
01 -- Arroyo Insurance agency service fee renewal
01 -- Workers Compensation renewal
01 — SBVMWD — Board Meeting 2:00 p.m.
03 — District Closed — 4h of July
14 -- Board Meeting
15 — SBVMWD— Board Meeting 2:00 p.m.
20 -- ASBCSD Dinner
28 — Board Meeting
August 2009
Audit Starts
05 -- SBVMWD— Board Meeting 2:00 p.m.
11 -- Board Meeting
17 — ASBCSD Dinner
19 - SBVMWD— Board Meeting 2:00 p.m.
25 Board Meeting
September 2009
02 -- SBVMWD— Board Meeting 2:00 p.m.
07 -- District closed — Labor Day
08 Board Meeting
16 -- SBVMWD— Board Meeting 2:00 p.m.
21 — ASBCSD Dinner
22 -- Board Meeting
October 2009
District's Facilities Tour
01 --Pollution Insurance Policy renewal
07 -- SBVMWD— Board Meeting 2:00 p.m.
12 — District closed — Columbus Day
13 -- Board Meeting
19 — ASBCSD Dinner
21— SBVMWD— Board Meeting 2:00 p.m.
27 -- Board Meeting
November 2009
Review General Manager's annual base salary
03 -- Elections - Three Board members up for re- election (Wilson, LeVesque, Morales)
04 — SBVMWD— Board Meeting 2:00 p.m.
10 -- Board Meeting
I 1 -- District closed — Veteran's Day
16 — ASBCSD Dinner
18 -- SBVMWD— Board Meeting 2:00 p.m.
24 -- Board Meeting
26 — 27 District closed — Thanksgiving
December 2009
Water Leader's Class Applications Due
01 -- 4 ACWA Conference — San Diego — Town & Country Resort and Convention Center
08 — Board Meeting
12 -- District Awards Banquet
21 -- ASBCSD Dinner
22 -- Board Meeting
24 -- 25 District closed - Christmas Holiday
31 -- Audit Report needs to be filed
31 -- District closed — New Year's Holiday
*Do not have the filing date for the 2009 elections yet.
*BTAC Meetings are usually held on the first Monday of the month at 1:30 p.m.
Justine Hendricksen
From:
Bob Martin
Sent:
Monday, December 29, 2008 4:57 PM
To:
Justine Hendricksen
Subject:
FW: CDPH Notice Regarding Prop 50 and Prop 84 Funds
R obe
watersystemnotice.
pdf (189 KI3)...
JPH - please print this for our next agenda under correspondence. Thanks, Bob
- - - -- Original Message---- -
From: Danielle Blacet (mailto:DanielleB @acwa.com)
Sent: Monday, December 29, 2008 5:33 PM
To: EmailLists @acwa.com
Subject: CDPH Notice Regarding Prop 50 and Prop 84 Funds
FYI- -CDPH sent this memo right before Christmas regarding the distribution of Prop 50 and
84 funds in light of the current budget crisis. Please see the memo for further contact
information, or feel free to email me with your questions. Thanks.
Danielle
Danielle Blacet
Regulatory Advocate
Association of California Water Agencies 910 K Street, Suite 100 Sacramento, CA 95814
-- - - - - - — - - - - - - - - - — - -- - - - - - - - - - - - — - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
You have received this message from the Association of California Water Agencies (ACWA) on
behalf of its members, supporters, and allied interests. To protect their privacy, ACWA
policy prohibits the unauthorized reuse, redistribution, reproduction or retransmittal of
this material or the distribution list.
1
State of California — Health and Human Services Agency U„ r`kt
California Department of Public Health
,)p CDPH
MARK. B HORTON, MD, MSPH ARNOLD SCHINARZENEGGER
Director Governor
December 23, 2008
To: Current or Future Grant Recipients of Proposition 50 and 84 Funding
from California Department of Public Health,
Division of Drinking Water and Environmental Management
Subject: Information on Department of Finance Budget Letter 08.33
On December 17, 2008, the State of California, Pooled Money Investment Board
(PMIB) approved an action which affects State bond programs, including those funded
out of Propositions 50 and 84. Specifically, the California Department of Public Health
(CDPH) has been directed, via a Department of Finance Budget Letter (BL) 08 -33, to
immediately:
1) Cease entering into any new construction, grants, loans or other agreements
that commit the expenditure of bond funds, and
2) Instruct all grant or loan recipients of bond funds to cease from entering into
any new construction or other agreements or contracts that would be funded
from bond funds.
Additionally, effective December 17, 2008 all bond funded disbursements have been
frozen until further notice. CDPH has been informed that the PMIB intends to convene
in early January 2009 to discuss disbursement of bond funds to pay existing invoices.
Propositions 50 and 84 invoices are on hold and CDPH will not issue new Proposition
50 and 84 funding agreements or letters of commitment until such time as sufficient
funds are made available to CDPH,
You are hereby instructed not to enter into any new construction, or other agreements
or contracts that would be funded, in any part, from Proposition 50 and /or 84 grants.
The severity of this action reflects the enormity of the state's current budget crisis. At
this time, CDPH does not know when or if disbursements will resume. CDPH will
continue to review documents submitted by applicants, though no commitment, funding
agreement, or disbursement of Proposition 50 or 84 funds will occur.
Division of Drinking Water and Environmental Management
P.O. Box 997377, MS 7400, Sacramento, CA 95899.7377
(916) 449 -5600 (916) 449 -5575 Fax
Internet Address: www.cdnh.ca.00v
Proposition 50 and 84
Bt. 08 -33
Page 2
At this time, it appears that projects funded through the CDPH Safe Drinking Water
State Revolving Fund (SRF) are not impacted and CDPH will continue to process
payments for those projects. However, please note if a project is receiving SRF funds
along with other bond funds, that the bond funded portion of the project will be
impacted
For your information, below is specific relevant language from the BL 08 -33:
"Effective immediately, all state entities that have expenditure control and
oversight of General Obligation and lease revenue bond programs shall:
1. Cease authorizing any new grants or obligations for bond projects,
including new phases for existing projects.
2. Suspend all projects, excluding those for which Department of Finance
(DOF) authorizes an exemption based on criteria described unless the
contracting entity can continue with non -state funding sources (private, local,
or federal funds).
3. Freeze all disbursements on AB 55 loans [Proposition 50 and 84 grants]
that were not authorized nor submitted to the Controller for payment prior to
December 17, 2008.
4. Instruct all grant or loan recipients not to enter into any new construction,
other agreements or contracts that would be funded from AB 55 [Proposition
50 and 84 grants]."
The Department of Finance BL 08 -33 is available at:
htti): / /www.dof.ca.gov /budgeting /budget letters /documents /BL08- 33.pdf
The above information represents what is currently known to CDPH. We will
communicate additional information as soon as it becomes available. Please direct any
questions via email at prop50 .cdph.ca.gov. You can also contact us at (916) 449-
5600, but due to the heavy call volume expected, we recommend using the email
address above.
Sincerely,
G ry H7amainoto, P.E., Chief
Division of Drinking Water and Environmental Management
-PPPPP
6dL
WATER EDUCATION
FOUNDATION
717 K Street, Suite 317
Sacramento, CA 95814
Phone: 916.444.6240
Fax: 916. 448.7699
www.watereducation.org
http: / /aquafoniia.com
December 24, 2008
PRESIDENT
William R. Mills
John Drury
Gn undwantr Cmuuhing Engineer
VICE-PRESIDENT
East Valley Water District
)con A.Morko
- Soul A. Mines, n, Tedemnnn &G :mrd
28808 Crimson - Court— -- - ----
SECRETARY
Gary Wearh2Ta
Highland CA 92346
Highland,
WarheRord & TaaRe, LLP
TREASURER
Donald Evmuon
Dear Mr Drury:
MWH
EXECUTIVE DIRECTOR
Ria Schmid, tidmm
Wa1et Educa`�on Foundonou
Thank for your application to the William R. Gianelli 2009 Water
DIRECTORS:
John Alone
you
Leaders Class sponsored by the Water Education Foundation.
Fort Mopve Indian Tribe
Thaddeus L. Benner
Glenn.Coloaa Irn,nion Dsuit,
Celeste antil
I regret to inform you that your application was not accepted. There were
Sena Ana Watershed Proper Acwcianon
many fine applicants to our program and it was a very difficult selection
Huali Ch i
a
Law OPoce ofHnali G. chin
process. As the program has grown, the process has become more
Daniel M. Dooley
Umveneyof Califomia
competitive. We wish we could accommodate more fine candidates such as
Phil Dunn
EDAW, Inc.
you,
Harrison C. "Hap" Dunning
Ti" Bay Wrim¢of San Fmnciao
i,h
Tim English
Em
We do thank for considering the program and look forward to you
&
you
Dennis Falaschl
reaupl vin¢ next year. We wish you the best of luck in your future
Pan ,che and Pacheco Watea D,mia
chartist to Fog
endeavors.
Riveuide League d Women Vaers
Rath, E. Fr as
CHdM Hill
Sincere
Edward c. G6
o Wait'•
asna Lake Waer ngmcy
rti,,
Daniel). Guy
Nonhem a :fomu Wutcr Aso m1a,
Kaahadtio L. ].cobs
Arlaom Waur Inanme
Randle Kanouse
5ai Bay Municipal Unity Doane,
Jenas Minton
Rita Schmidt Sudman
Planmog&Conser-nom,Loo,-
David orth
Executive Director
Km, R:vn Comer. anon Dunia
Timothy H. Quinn
ACWA
RSS
Ronald B. Roble
Court of Appeal 3rd Appellant District
Anthony Smrino
no Naorc Coneernncy
Michael T. Savage
CDM
Sum" "Sat-' Tam, ribuchi
The Irvine Company
E.Thorson
CahkCAl mn Public Utilities Coo —uinn
Linda Waade
MWD of Somhom Caldom,a
Walter Yep
Walter Yep, Inc.
William R. Gianelli
Nuident Emeritm
The mission of the Water Education Foundation, an impartial, nonprofit organisation, is co create a better understanding
Of water issues and heln mWve wars eea,.—o,..,,u,.n..a,.,,.,,,a, "a......:__.., ____._.
STATE CAPITOL
P.O. BOX 942849
SACRAMENTO, CA 94249 -0066
(916) 319 -2066
FAX (916) 319 -2166
December 22. 2008
ck mI1Cbly
Q'In ifiartlmr isl fiixrr
srryrp
O ^b
p.ryM1ga
KEVIN JEFFRIES
ASSEMBLYMEMBER. SIXTY -SIXTH DISTRICT
1-0: East \%aiiey Water District
From: AssemblN man Kevin Jeffries
Re: AB 28 and restrictions on natural gas water pumps
DISTRICT OI'FICE
41391 KALMIA STREET, SUITE 22
MURRIETA, CA 92562
(951) 894 -1232
FAX (951) 894 -5053
It recently came to my attention that new rules passed by the South Coast
Air Quality Management District and being considered by other air pollution
districts in the state have severely restricted the ability of water districts, municipal
utilities and some tire protection districts to install, maintain, or use natural gas as
a reliable source of power to operate'domestic.water pumps.
During a wild land fire, having back-up power for water pumps that doesn't
require dependence' on electrical transmission lines is critical, and in other natural
disasters like earthquakes and severe wind events, electrical power can be off for
days or even weeks at a time. Even a summer heat wave can cause power outages
that can force electrical pumps to shut off, causing a loss of water pressure that can
take days to restore and clear to satisfy public health concerns.
SCAQMD's Rule 1110.2 creates burdensome new regulations which are
difficult to achieve even with the best available equipment, and tiie air nionitorittg
requirements alone can cost water districts millions of dollars per year. These
costs can force districts to scale back their use of backup pumps or cause them to
increase water rates to pay for the compliance measures. And given the relatively
small number of pumps in California and the infrequency with which they operate
as compared to other emission sources, the benefits in air quality improvements
are dwarfed by the risks to public safety and public health, and the financial
burdens the rule places on cities and special districts.
S
<Continued>
Printed on Recycled Paper
Having served for 16 years as an elected water board member and 29 years
as a volunteer firefighter, I understand the need for these back -up systems, and
authored AB 28 to remove these restrictions on public agencies' use of natural gas
water pumps, and I would ask that your organization please review and take a
position in support of AB 28. I plan on revising the language of AB 28 based on
the input you provide.
Additionally, any information you could provide on how these rules affect
(or will affect in the future) your agency will be very helpful as we move through
the legislative process. I have enclosed a copy of the current text of the bill as
well as a letter of support from the Western Municipal Water District as an
example of an endorsement we have already received.
In my office, we have an open door policy and welcome your comments
and suggestions on the proposed AB 28. Please do not hesitate to contact me or
my office if we can ever be of assistance in your dealings with the state
government or any other issue where our involvement might be beneficial.
Respectfully,
Kevin D. Jeffries
CALIFORNIA LEGISLATURE - 2009 -I0 REGULAR SESSION
ASSEMBLY BILL No. 28
Introduced by Assembly Member Jeffries
December 1, 2008
An act to add Section 40722 to the Health and Safety Code, relating
to air pollution.
LEGISLATIVE COUNSEL'S DIGEST
AB 28, as introduced, Jeffries. Natural gas engines: water pumps.
Existing law imposes various limitations on emissions of air
contaminants for the control of air pollution from vehicular and
nonvehicular sources. Existing law generally designates the State Air
Resources Board as the state agency with the primary responsibility for
the control of vehicular air pollution, and air pollution. control districts
and air quality management districts with the primary responsibility for
the control of air pollution from all sources other than vehicular sources.
This bill would prohibit air pollution control districts and air quality
management districts from restricting the use of engines powered by
natural gas by a city, county, or special district, including a water district,
to operate water pumps.
Vote; majority. Appropriation: no. Fiscal committee: no.
State - mandated local program: no.
The people of the State of California do enact as follows:
1 SECTION 1. Section 40722 is added to the Health and Safety
2 Code, to read:
99
iW 28 —2—
1 40722. A district shall not restrict the use of engines powered
2 by natural gas by a city, county, or special district, including a
3 water district, to operate water pumps.
0
99
WESTERN
MUNICIPAL
WATER
DISTRICT
December 17, 2008
Ffonorable Assemblyman Jeffries
66`h Assembly District
State Capitol
Sacramento, CA 94249
John V. Rossi
Charles a Field Thomas P. Evans Brenda Dennstedt Donald D. Galleano S.R. Al Lopez
.n'i.w9 ! .3nmc^ , D:vrsi ^n 3 !;;✓shx?4 P!ir x. ^C'
RE: AB 28 (Jeffries): SUPPORT
Dear Assemblyman Jeffries:
Western Municipal Water District supports your bill, AB 28 because it would enact common-
sense limits on restrictions that currently discourage responsible use of alternative power
generation protecting the public in emergencies.
The capability of providing reliable power during emergencies when the grid has failed has
proven to be the difference between devastating loss of life and property during emergencies
such as wildfires in urban forests. When flames raced across the San Bernardino Mountains in
2003, communities with water systems equipped with natural gas power generation survived the
wildfires while those powered solely by the grid burned to the ground.
Compared to the dense smoke from thousands of trees, hundreds of homes and vehicles burning
to ashes, emissions of natural gas generators pressurizing water inains are negligible.
The lessons learned from use of natural gas powered generators in the horrifying fires of 2003
have been repeated in ensuing years in various other communities. In spite of this clear evidence
that public safety is well served by this backup power system, burdensome new restrictions on
use of these generators proposed by the Air Quality Management District serve to hinder water
and wastewater agencies from using them.
Existing law imposes limits on emissions of air'contaminants for the control of air pollution from
nonvehicular sources including gas powered generators. These restrictions inhibit use of
alternative power supplies at water agencies, ultimately placing at risk hundreds of thousands of
water customers, plus sensitive regional ecosystems dependent upon wastewater systems
tributary to riparian habitat.
Western applauds AB 28 because it would prohibit air pollution control districts and air quality
management districts from restricting the use of engines powered by natural gas by a city,
county, or special district, including a water district, to operate water pumps.
Mail to: P.O. Box 5286. Riverside. California 92517 -5286
450 E. Alessandro Blvd. Riverside, California BZ508
(951) 789 -5000 • FAX (951) 780 -3837
vnvw.wmwd.com
AB 28 (Jeffries): SUPPORT
Page 2
Western (and other water purveyors) need this critical flexibility in power generation to provide
water to customers in the event of power failures. Like other responsible water utilities, Western
maintains appropriate balance between electricity and natural gas in the power mix driving its
critical treatment and delivery systems for drinking water.
The dire impacts of system failure due to power outage on the "grid" are not limited to drinking
water. Crop failure and economic damages may result from loss of agricultural water deliveries.
Perhaps more ominous, environmental damage to sensitive riparian ecosystems is almost certain
to result from wastewater facility failures deprived of alternative power systems during a
blackout on the grid. Because much of the highly treated wastewater in the region served by
Western flows to Orange County as a major source of drinking water for millions of people, the
adverse impacts of power failures could be far- reaching.
Western respectfully recommends strong support for AB 28, a common sense legislative
proposal encouraging essential alternative power protecting the public in emergencies.
Sincerely,
JOHN V. ROSSI
General Manager
JVR:PR
cc: Association of California Water Agencies
California Association of Sanitation Agencies
California Special Districts Association
Gas Company
Metropolitan Water District
Santa Ana Watershed Project Authority
Southern California Water Committee
West Riverside Council of Governments
December 29, 2008
Thomas Grant 26353 Temple St.
Highland, Calif. 92346
Re: Water Rate Increase /Expensive New Building.
CI L,, zoud
East Valley Water District East Voisc,.S t•ea,
PO Box 3427 1 , tEtf38B�
San Bernardino, Calif. 92413
ATTP: General Manager
Stir
Enc:Losed is a list of names of people; (300) of them) ; that live in
Highland, California; that are greatly opposed to the major increase in
water service rates; and are against the construction of a new building
at a cost of $25,000,000.00.
Again, as has been requested before; request that these names represent
the thousands that did not make it to the meeting; because of job require-
ments; and /or I could not get to before the deadline date of 12/30/2008;
in opposing the increase, and new construction.
With All Due Respect; as you and the baord know well; Empathy i-S very High
in Highland, California.
Also; Most people; get at the Most, a 2.0 - 2.3% cost of living increase;
and 2.3% wage increase. The purposed 159 increase is unreasonable, and
way out of line. Suggest the members of the board take a pay cut.
Thank you.
Res ,ectfully,
Thomas J. Grant
USA RETIRED
E
PS: PLEASE; ADD THESE NAMES ALREADY RECEIVED; (THE 73.)
HEREBY STATE THAT; I_ WE ARE OPPOSED TO ANY INCREASE IN WATER SERVICE RATES. 2.,
FURTHER STATE THAT EAST VALLEY WATER DISTRICT, KNEW OF; AND TOOT: ADVANTAGE OF
RE }IIGH REAL PROPERTY OWNERS; AND TENANTS OF REAL PROPERTY; EMPATHY; WHEN THEY
EN'C OUT NOTICES OF' THE MEETING TIME AND DATE. 3, WE DO FURTHER STATE THAT EAST `rAL
5Y ',dA "'PI) DISTRICT KNEW OF, AND TOOK ADVANTAGE OF THE FACT THAT REAL PROPERTY OW-
EIRS; ;AND TENANTS OF REAL PROPERTY; iN HIGHLAND, CALIFORNIA; WERE ALL FOCUSED ON
Hr' UPCOMMING PRESIDENTIAL ELECTION. 4, WE DO F'URT'HER STATED THAT THE EVWD BOARD,
NEW TIIAT MANY REAL PROPERTY OWNERS; AND TENANTS OF REAL PROPERTY; WORKED WAY OUT
LDE THE CITY OF HIGHLAND, CALIFORNIA; AND COULD NOT MAKE IT TO THE MEETING. 5. WE
ONTEND 'CHAT THE EVWD BOARD FAILED IN ITS RESPONSIBILITIES; TO EXTRACT A PORTION OI
ACH MONTHS RECEIPTS; FOR THE PURPOSE OF PERIODIC MAINTENANCE, AND UPDATING; AND
XPECTIN(i THE RESIDENTS OF HIGHLAND, CALIFORNIA, TO BAIL THEM OUT. 6. WE ARE OP-
')SED TO THE CONSTRUCTION OF A NEW $25,000,000.00 BUILDING; AND REQUIRE THAT THE
>ARD 'E,OOK AT ALTERNATIVE BUILDINGS.
NAME STREET ADDRESS I CITY AND STA'rr
Y14���
�� � w°
%
)0 Ii15REBY 5'1A'1'E THAI : I. WE AEh UYYUSED TO ANY INCREASE IN WATER SERVICE PATES. 2.
vE DO FURTHER STATE THAT EAST VALLEY WATER DISTRICT, KNEW OF; AND TOOK ADVANTAGE 0
CHE HIGH REAL PROPERTY OWNERS; AND TENANTS OF REAL PROPERTY; EMPATHY; WHEN THEY
TENT OUT NOTICES OF THE MEETING TIME AND DATE. 3. WE DO FURTHER STATE THAT EAST VA
EY WATER DISTRICT KNEW OF, AND TOOK ADVANTAGE OF THE FACT THAT REAL PROPERTY OW-
�ERS; AND TENANTS OF REAL PROPERTY; IN HIGHLAND, CALIFORNIA; WERE ALL FOCUSED ON
CHE UPCOMMING PRESIDENTIAL ELECTION. 4. WE DO FURTHER STATED THAT THE EVWD BOARD,
:NEW THAT MANY REAL PROPERTY OWNERS; AND TENANTS OF REAL PROPERTY; WORKED WAY OUT
iID1:; THE CITY OF HIGHLAND, CALIFORNIA; AND COULD NOT MAKE IT TO THE MEETING. 5. WI
ONTEND THAT THE EVWD BOARD FAILED IN ITS RESPONSIBILITIES; TO EXTRACT A PORTION CI
3ACH MONTHS RECEIPTS; FOR THE PURPOSE OF PERIODIC MAINTENANCE, AND UPDATING; AND
XPECTING THE RESIDENTS OF HIGHLAND, CALIFORNIA, TO BAIL THEM OUT. 6. WE ARE QP-
'OSEI) TO THE CONSTRUCTION OF A NEW $25,000,000.00 BUILDING; AND REQUIRE 'CHAT THE
SOARD LOOK AT ALTERNATIVE BUILDINGS.
NAME
STREET ADDRESS
' lj \ A
n
E=G -•UJv/ l� lS GD. 'RGiht �'!?.
-�
m MR' STREET ADDRESS CITY and STATE
!r? tj CL ra d
2. WE DO FURTHER STATE THAT EAST VALLEY WATER DISTRICT, KNEW OF; AND TOOK AD-
VANTAGE OF THE HIGH REAL PROPERTY OWNERS: AND TENANTS OF REAL PROPERTY, EMPATH'
WIi17N THEY SENT OUT NOTICES OF THE MEETING TIME AND DATE: 3. WE DO FURTHER STAT1
THAT EAST VALLEY WATER DISTRICT KNEW OF, AND TOOK ADVANTAGE OF THE FACT THAT
REAL PROPERTY OWNERS; AND TENANTS OF REAL PROPERTY; IN HIGHLAND, CALIFORNIA,
WERE ALL FOCUSED ON THE UPCOMMING PRESIDENTIAL ELECTION. 4. WE DO FURTHER STATt
THAT THE EVWD BOARD, KNEW THAT'MANY REAL - PROPERTY OWNERS, AND TENANTS OF REAL
PROPERTY: WORKED WAY OUT SIDE THE CITY of HIGHLAND, CALIFORNIA; AND COULD NOT
MAKE IT TO THE MEETING. 5. WE CONTEND THAT THE EVWD BOARD FAILED IN ITS RE-
SPONSIBILITIES; TO EXTRACT A PORTION OF EACH MONTHS RECEIPTS; FOR THE PURPOSE
OF P)?RIODIC MAINTENANCE, AND UPDATING; AND EXPECTING THE RESIDENTS OF HIGHLAND,
CALIFORNIA TO BAIL THEM OUT. 6. WE ARE OPPOSED TO THE CONSTRUCTION OF A NEW
$25,000,000.00 BUILDING, AND REQUIRE THAT THE BOARD LOOK AT ALTERNATIVE BUIL-
DINGS.
1) NAME I STREET ADDRESS CITY AND STATE
.� JN/ tA.�� !
.
_ _
?0 BBREFY STATE THAT: I. WE ARE OPPOSED TO ANY INCREASE IN WATER SERVICE RATES. 2.
0 DO FURTHER STATE THAT EAST VALLEY WATER DISTRICT, KNEW OF; AND TOOY. ADVANTAGE O]
THE HIGH REAL PROPERTY OWNERS; AND TENANTS OF REAL PROPERTY: EMPATHY; WHEN TREY
TENT OUT NOTICES OF THE MEETING TIME AND DATE. 2. WE DO FURTHER STATE THAT EAST VAI
,EY 'WATER DISTRICT KNEW OF, AND TOOK ADVANTAGE OF THE FACT THAT REAL PROPERTY OW-
IERS; AND TENANTS OF REAL PROPERTY; IN HIGHLAND, CALIFORNIA; WERE ALL FOCUSED ON
FEE UPCOMMING PRESIDENTIAL ELECTION. 4. WE DO FURTHER STATED THAT THE EVWD BOARD,
CNEY THAT MANY REAL PROPERTY OWNERS; AND TENANTS OF REAL PROPERTY; WORKED WAY OUT
11DE THE CITY OF HIGHLAND, CALIFORNIA; AND COULD NOT MAKE IT TO THE MEETING. 5. WE
:ONTEND THAT THE EVWD BOARD FAILED IN ITS RESPONSIBILITIES; TO EXTRACT A PORTION O
:ACE MONTHS RECEIPTS; FOR THE PURPOSE OF PERIODIC MAINTENANCE, AND UPDATING; AND
EXPECTING THE RESIDENTS OF HIGHLAND, CALIFORNIA, TO BAIL, THEM OUT. 6. WE ARE OP-
)USED TO THE CONSTRUCTION OF A NEW $25,000,000.00 BUILDING; AND REQUIRE THAT THE
30ARD LOOK AT ALTERNATIVE BUILDINGS.
NAME STREET ADDRESS ( CITY AND STATE
o�yet
Lope -z,
_e4 --1 J�lgg)
aef, �-1
. ..... ......
--------- ----
0 HEREBY STATE THAT: 1. WE ARE OPPOSED TO ANY INCREASE IN WATER SERVICE PATES. 2.
JiE DO FURTHER STATE THAT EAST VALLEY WATER DISTRICT, KNEW OF; AND TOOK ADVANTAGE
CHE HIGH REAL PROPERTY OWNERS; AND TENANTS OF REAL PROPERTY; EMPATHY; WHEN THEY
>ENT OUT NOTICES OF THE MEETING TIME AND DATE. 3. WE DO FURTHER STATE THAT EAST VF
,IEY WATER DISTRICT KNEW OF, AND TOOK ADVANTAGE OF THE FACT THAT REAL PROPERTY OW-
IERS; AND TENANTS OF REAL PROPERTY; IN HIGHLAND, CALIFORNIA; WERE ALL FOCUSED ON
'HE UPCOMMING PRESIDENTIAL ELECTION. 4. WE DO FURTHER STATED THAT THE EVWD BOARD,
:NEW THAT MANY REAL PROPERTY OWNERS; AND TENANTS OF REAL PROPERTY; WORKED WAY OUT
;IDE THE CITY OF HIGHLAND, CALIFORNIA; AND COULD NOT MAKE IT TO THE MEETING. 5. Wk
:ONTEND THAT THE EVWD BOARD FAILED IN ITS RESPONSIBILITIES; TO EXTRACT A PORTION C
:ACH MONTHS RECEIPTS; FOR THE PURPOSE OF PERIODIC MAINTENANCE, AND UPDATING; AND
;XPECTING THE RESIDENTS OF HIGHLAND, CALIFORNIA, TO BAIL THEM OUT. 6. WE ARE QP-
'OSF,D TO THE CONSTRUCTION OF A NEW $25,000,000.00 BUILDING; AND REQUIRE THAT THE
iOARD LOOK AT ALTERNATIVE BUILDINGS.
NAME
STREET ADDRESS
CITY AND STATE
IV
Mt/
vg
---- ------- -
. ........ .... . .....
/. -', -:-?- f -17
Association
San t� =
Special Disfricis
RBF Consulting will be hosting the membership meeting at the Panda Inn in
Ontario on January 26, 2009. The social hour will begin at 6:00 p.m. with a call to
order at 6:45 p.m.
Dinner:
A family style meal including Wonton Soup, Orange Chicken, Honey Walnut
Shrimp, Pork Lo Mein, Kon Pao San Yan, Mongolian Beef, Crispy Garlic Chicken,
Mixed Vegetables, Steamed and Fried Rice and Tea, Coffee or Water.
Program:
"Corps of Engineers Funding Opportunities"
Cost:
$35
RSVP to Toni Medel at (909) 974 -4900, by FAX at (909) 974 -4004 or by email
at mmedel @rbf.com.
RSVP no later than January 23, 2009
Make checks payable to ASBCSD, ATTN: Kate Warren
25864 -K Business Center Drive,
Redlands, CA 92374
District /Associate:
Attendee(s):
Reminder: There is a $2 surcharge for reservations made after the deadline
date, as well as for coming to dinner with no reservations. You will also be
billed for the dinner if your cancellation is not received prior to the RSVP
deadline.
Directions to the Panda Inn:
Take the 10 Freeway and exit Haven Avenue
Go South on Haven to Guasti
Go West on Guasti to Centre Lake Drive
Go right on Centre Lake Drive
End at 3223 E Centre Lake Dr,
Ontario, Ca, 91761
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"Mere are no minutes from the December meeting as it was cancelled due
to weather.
ymoll
J�;,O&
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Name: _
Business Name:
Annual Installation Dinner RSVP
Wednesday, January 28, 2009 — 5:30 p.m. — Hilton SB
$55.00 per person - $440.00 per table of eight
(909) 885 -7515 • (909) 384 -9979 Fax
Phone Number:
Please make reservation (s) at $55 per person or
Check Enclosed in the amount of $
Visa / Master Card:
Please list additional names on back.
_ table (s) at $440 per table
(RSVP by January 23, 2009)
Exp. Date _
Annual Installation Dinner RSVP
Wednesday, January 28, 2009 • 5:30 p.m. • Hilton SB
(909) 885 -7515 • (909) 384 -9979 Fax
Please list First and Last names and Business Affiliation of persons attending:
1.
2.
3.
4.
5.
6.
7.
8.
SI I(II I., DfSTF,IC�T fAWD L0GAL, GOVEpW16E€ T MS ITI.I4[
GO` 0VERNAN C E
LEARN PROVEN TECHNIQUES TO BE A LEADER IN YOUR DISTRICT
Hyatt at fisherman's W'harf
San Francisco, California
February 19 -20,
A COMPLETELY UPDATED SEMINAR
Presorted
Standard
U.S. Postage
S iecial District and PAID
Locaf Government Institute Rush Printing
P.O. Box 2317, Vista, CA 92065-2317
�ellnlnnlllnnlR ►I�>tlmRlnlleminllle>�nni
7 * * *9' * * * * * * * * * * * ** *AUTO * *SCH 3 —DIGIT 923
1561
MR. ROBERT E MARTIN
GENERAL
EAST VALEWATER DISTRICT Ei�,C*RAEID
3659 HIGHLAND AVE STE 18
HIGHLAND, CA 92396 -2607 Utv 1 6 2008
ADDITIONAL WORKSHOPS
SATURDAY FEBRUARY 21:
SATISFY YOUR MANDATORY
TRAINING REQUIREMENTS
• AB 1234: Compliance Training for the
Mandatory financial and Ethics Requirements
• AB 1825: Meeting the Mandatory Human
Resources Requirements
Meats your AB 1825 training requirements.
SEE INSIDE FOR MORE INFORMATION
ON BOTH WORKSHOP SESSIONS
Provider certifies that an application is pending
for approval of both workshops for MCLE credits
by the State Bar of California.
A
br'ea�� incl
1
>s
lit
i
lit
IM — packed with up -to -date topical information relevant to
TICAt HANDBOOK — containing materials from each presentation, Retail
SPECIAL DISTRICT LEADERSHIP AND MANAGEMENT — representing over four
ient in response to continuing education needs. ,
HOlEtS.AND AMENITIES - continental breakfast; luncheon, and refreshment
mmar registra`tion
SCHEDULE
THURSDAY, FEBRUARY 19, 2009
Registration & Continental Breakfast • 7:45 -8:15 a.m.
PERSPECTIVES:
INTRODUCTION TO GOVERNANCE
WHERE SPECIAL DISTRICTS ARE TODAY
Katie Kolitsos, Principal Consultant for
the Assembly Local Government Committee
• Tracks historical criticism of special districts
• Chronicles attempts at taking funds, consolidating,
or privatization of districts
• How districts can respond effectively
• Future of special districts
LEADERSHIP:
EFFECTIVE DISTRICT LEADERSHIP
Glenn M. Reiter, Glenn M. Reiter & Associates
• Enhancing your management and leadership style
• How the Board relates to the public, employees,
and other governments
• Dealing with complex issues
• Working effectively with disruptive Board members
PLANNING YOUR AGENCY'S FUTURE
Robert Rauch, Rauch Communication Consultants
• Creating a mission and a strategic vision
for your agency
• Identifying the priority issues
• Assuring your agency's future
• Preparing a strategic plan for your agency
POLITICS:
POLliriCAL ACTION -HOW IT CAN HELP YOUR AGENCY
Guest Speaker, TBA
• Advocating for local government
• Relationship to State issues
• Staying in tune with legislation
• How to: Effective LAFCO participation
• Collaboration and networking
FINANCE:
MANAGING YOUR FINANCIAL RESOURCES
Glenn M. Reiter, Glenn M. Reiter &Associates
• Your fiduciary responsibility in financial oversight
• The: job of the Board in financial management
• The treasurer's job
• Budgets and reporting
• Theo Board's role in monitoring and control
WINE TASTING RECEPTION:
Thursday, 5:30 - 7:00 P.M. Sponsored By:
STONE & GLENN M. REITER
I YOUNGBERG RRfOC1ATES PALM No
FRIDAY, FEBRUARY 20, 2009
Continental Breakfast • 8:00 -8:30 a.m.
LAW:
WHAT YOU NEED TO KNOW ABOUT
LOCAL GOVERNMENT LAW
Mark Meyerhoff, Liebert Cassidy Whitmore
• Clarifying the powers of the Board and the Agency
• Avoiding conflicts of interest
• Your personal liability as a public official
• Where does the Board stop and
management begin?
OVERVIEW OF THE BROWN ACT
AND PUBLIC RECORDS ACT
Jill Willis, Best Best and Krieger
• The intent and application of the Acts
Recent changes
• Practical aspects and highlights
• Recent court rulings
HUMAN RESOURCES:
YOUR ROLE IN HUMAN RESOURCES
Irma Rodriguez Moisa, Atkinson, Andelson,
Loya, Ruud & Romo
• Labor and employment law issues
• Employer liability for harassment
• Labor relations
COMMUNICATION:
BUILDING EFFECTIVE
BOARD/MANAGER RELATIONSHIPS
Robert Rauch, Rauch Communication Consultants
• Role of the Director, role of the
manager— maintaining the right balance
• improving communications among Board members
and between the Board and the manager
• Settling differences and working together
BUILDING COMMUNITY SUPPORT
Martin Rauch, Rauch Communication Consultants
• Gain public support for controversial projects
• Turning the tide when your agency is under attack
• Dealing with vocal activist groups
• Guidelines for working with the press
SEMINAR ENDS: +IS P.M.
SPECIAL COMPREHENSIVE WORKSHOPS
OFFERED ON SATURDAY, FEBRUARY 21, 2009
Registration & Continental Breakfast • 8:30 -9:00 a.m.
COMPLIANCE WITH MANDATORY NEW LEGAL REQUIREMENTS FOR SPECIAL DISTRICTS AND LOCAL AGENCIES
Afternoon Session: 1:00 — 3:00 p.m.
Morning, Session: 9:00 a.m. — 12:00 noon Kevin Dale, Atkinson, Andelson, Loya, Ruud & Romo
Morin ,Jacob, Liebert Cassidy Whitmore
Implementing and Meeting the Mandatory Financial implementing and Meeting the Mandatory Human e Reuirements of AB
Requirements of AB 1234 (Compensation & Expense Policies) Detections Prevention and Liability)5 (Harassment:
• Implementing and Meeting the Mandatory Ethics
Requirements of AB 1234
FACULTY: Expert Speakers Share Their Knowledge and Experience
Every member of our faculty is an active expert in a chosen field as a consultant manager, or director. As a group, the faculty
team has decades of real -world experience with hundreds of local governments of all types and sizes throughout California.
KEVIN DALE an associate in the Fresno office
of Atkinson, Andelson, Loya, Ruud & Roma has
exclusively practiced labor and employment law
and public agency law. Mr. Dale's public agency
law experience includes providing general counsel
services and advising clients with regard to the
Public Recores Act, the Brown Act, and conflict of
interest laws He has served as legal counsel
during open and closed session meetings of various
types of legislative bodies including governing
boards of school districts and community college
districts, city councils, and boards of directors of
special districts. He also presents workshops on
topics including preventing sexual harassment,
evaluating employee performance, conducting
workplace investigations, and responding to
grievances.
MORIN L. JACOB, counsels and represents
Liebert Cassidy Whitmore clients on all labor
and employment and education law matters.
Morin has handled all facets of defense -side
employrnen i litigation, from pre - litigatio) through
trial and appeal. She also has experience in
labor negot ations in the public sector. She has
extensive experience in drafting employment
agreement:: and employee handbooks and
manuals. She has conducted management
training prcgrams on a variety of employment
lava issues, including discipline and termination,
counseling and evaluation, wage and hour issues,
and sexual harassment prevention. Since 2000,
Morin has been a lecturer at the California State
University, Stanislaus. She currently teaches a
pre - law /ciltil liberties course entitled "Women in
American Law ".
KATIE KOLITSOS, is the Principal Consultant
for the As!:embly Local Government Committee.
She has b:en with the Committee since 2004 and
her issue areas include redevelopment, special
districts, Proposition 218, Brown Act, general
governance, and eminent domain. Prior to joining
the Committee, Katie was a Legislative Analyst
for the Association of California Water Agencies
and a Legislative Consultant for the Office of
Planning and Research.
MARK MEYERHOFE in the Los Angeles office of
Liebert Cassidy Whitmore, represents clients in all
types of civil litigation, administrative proceedings
and arbitrations. He regularly advises and rep-
resents clients in all aspects of employment and
traditional labor relation matters. He develops and
updates personnel rules, policies and ordinances
for a number of public sector clients, and presents
training programs and workshops for supervisors
and managers.
IRMA RODRIGUEZ MOISA is an Attorney with
Atkinson, Andelson, Loya, Ruud & Rome, She is an
expert in handling employment discrimination,
wrongful termination and sexual harassment
lawsuits. Irma has experience with disciplinary
hearings, arbitrations and negotiations on behalf of
city and special district clients and also represents
school districts and colleges regarding student
suspension and teacher termination issues. She has
focused on representing public agency clients
in litigation involving employment - related issues,
harassment, discrimination, First Amendment
rights, defamation and wrongful termination.
MARTIN RAUCH is a senior consultant with
Rauch Communication Consultants. Martin
leads a team that develops and conducts
customized strategic outreach programs for
local governments across the state, as well
as strategic planning activities.
ROBERT RAUCH is a senior consultant with
Rauch Communication Consultants. With
over 30 years experience, he specializes
in planning and implementing focused b
public information programs, providing
management consulting, and conducting
strategic planning retreats. He has served as
a consultant to the White House.
GLENN M. REITER is President of Glenn M.
Reiter & Associates, a San Diego -based financial
consulting and advisory firm. He has over 45 years
experience in local government and Special
Districts. Glenn has been the General Manager
and Chief Engineer of a large water district, and a
Director on the San Diego County Water Authority
Board. He specializes in financial planning, the
setting of rates and fees including the financing of
capital improvements. A co- founder of the California
Special District Association and the Special
District Institute. Glenn is a registered California
civil and professional engineer and a Life Member
of the American Water Works Association.
JILL WILLIS is a Partner with the law firm of Best
Best & Krieger, where she is a member of the
Special Districts Practice Group and the Natural
Resources Practice Group. She does general
counsel work and also acts as special counsel
for numerous public agencies. In addition, she
teaches courses on water law at the University
of California, Riverside Extension. Over the last
several years, she has given presentations at a
variety of conferences throughout California on
ethical considerations for public agency clients
and their counsel.
'The Inthyate setttfn
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to earn in.- atryosPheYQ
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Lodging and Program information
HOTEL LODGING INFORMATION:
Hyatt at Fisherman's Wharf, San Francisco
555 North Point Street, San Francisco, CA 94133
Reservation Telephone Numbers:
1- 888/421 -1442 or 402/592 -6464
Or, on the web:
https:Hresweb. passkey. com /Resweb.do ?mode= welcome_gi _new &grouplD = 139826
A special rate of $152 single /double per room per day has been negotiated for
accommodations during the event and for three days before and after the event for
reservations made by January 28, 2009. Be sure and mention
the Special District Institute for special discounted rates. "6r
There are a limited number of rooms available - please reserve early. to e�nforryatloh
loeatlons.at great
PROGRAM INFORMATION:
EACH PARTICIPANT RECEIVES: Comprehensive Handbook,
all class materials, continental breakfast, breaks and
lunch during Seminar, Lodging and other meals are
not included.
CERTIFICATE PROGRAM: You are automatically enrolled as
a candidate for the Certificate Program in Special District
Leadership and Management. Seminars can be taken in
any order and completed within a three -year period.
TEAM DISCOUNTS: Attendance of groups of four or more
from the same organization, enrolling in the seminar at
the same time, are entitled to a 10% discount.
Not good with any other discounts (including early registration
discount). All four must he enrolled in the seminar. Not good on
workshops only.
GUEST MEAL PACKAGE: Guest may join you for all meals.
A separate meal package for guests must be purchased.
CANCELLATIONS AND REFUNDS: Written cancellation
received on or before January 19, 2009 will receive
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speakers, or to cancel programs, when conditions
beyond its control prevail. Every effort will be made
to contact each enrollee if a program is cancelled. If
a program is not held, SDI's liability is limited to the
refund of the program fee only.
T5ank you to the San Francisco Convention and Visitors Bureau for use of photos by.. Jack Hollingsworth - Cafe, Carol Sinowitz - Chinatown, and Jerry Lee Hayes - Fisherman's Wharf.
< Is, >/A
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GOVERNANCE SEMINAR ENROLLMENT FORM
Seminar: February 19 & 20 • Workshops: February 21, 2009
Hyatt at Fisherman's Wharf, San Francisco, CA
SEMINARS AND WORKSHOPS:
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from the same organization, enrolling in the seminar
at the same time, are entitled to a 10% discount.
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workshops only. $
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payment by January 21, 2009) Not valid on
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• CERTIFICATION FEE ($35 - only if applicable) $
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East Valley Water District
Plant 150
Preliminary Design Report
January 13, 2009
Appendix A
EMCT Model Output and Figures
Purolite A532E
Effluent History - Average Concentrations
Bed Volumes
Uncorrected)
Effluent Ion Concentrations (meq /L)
C1O4 NO3 -N S042- Cl - HCO3 -
0 0 0 0 5.419988 0
22.5398 0 0 0 5.419988 0
23.9493 0 0 0 5.226225 0.193763
25.5504 0 0 0 5.02619 0.393798
27.3851 0 0 0 4.819231 0.600757
29.5086 0 0 0 4.604575 0.815413
31.9948 0 0 0 4.381293 1.038695
34.9453 0 0 0 4.148255 1.271733
38.5037 0 0 0 3.904056 1.515932
42.8794 0 0 0 3.646922 1.773066
48.3905 0 0 0 3.374547 2.045441
55.5446 0 0 0 3.083853 2.336135
252.4136 0 0 0 3.083853 2.336135
252.4136 0 0 2.483882 0.700245 2.23586
964.3921 0 0 2.483882 0.700245 2.23586
964.3921 0 0.371454 2.187524 0.647892 2.213117
254596 0 0.371454 2.187524 0.647892 2.213117
254596 5.73E-05 0.371429 2.1875 0.647887 2.213115
300000 5.73E-05 0.371429 2.1875 0.647887 2.213115
6
5
4
J
s
m
E
r-
0
3
caL
v
0
U
2
1
Purolite A532E
Effluent Histories - Average Concentrations
0
0 500 1000 1500 2000
Bed Volumes
Effluent History
90th
Percentile Concentrations
Bed Volumes
Uncorrected)
Effluent Ion Concentrations (meq /L)
C1O4 NO3 -N S042- Cl - HCO3 -
0 0 0 0 6.008015 0
20.3729 0 0 0 6.008015 0
21.6049 0 0 0 5.799611 0.208404
22.9989 0 0 0 5.584674 0.423342
24.5891 0 0 0 5.362547 0.645468
26.42 0 0 0 5.132459 0.875557
28.5507 0 0 0 4.893485 1.114531
31.0615 0 0 0 4.644509 1.363507
34.0641 0 0 0 4.384158 1.623857
37.7186 0 0 0 4.110717 1.897299
42.2632 0 0 0 3.821984 2.186032
48.0681 0 0 0 3.515066 2.492949
222.8469 0 0 0 3.515066 2.492949
222.8469 0 0 2.828425 0.793818 2.385772
840.0986 0 0 2.828425 0.793818 2.385772
840.0986 0 0.435753 2.479202 0.732401 2.360659
220630.7 0 0.435753 2.479202 0.732401 2.360659
220630.7 8.44E -05 0.435714 2.479167 0.732394 2.360656
300000 8.44E -05 0.435714 2.479167 0.732394 2.360656
7
6
5
J
s
CD
E 4
r-
0
ca
L
3
c
0
U
2
1
Purolite A532E
Effluent Histories - 90th Percentile Concentrations
0 500 1000 1500 2000
Bed Volumes
Effluent History - Maximum Concentrations
Bed Volumes
Uncorrected)
Effluent Ion Concentrations (meq /L)
C1O4 NO3 -N S042- Cl - HCO3 -
0 0 0 0 9.740768 0
12.7191 0 0 0 9.740768 0
13.2966 0 0 0 9.481238 0.25953
13.931 0 0 0 9.215549 0.525219
14.631 0 0 0 8.943242 0.797526
15.4073 0 0 0 8.663795 1.076973
16.2733 0 0 0 8.376617 1.364152
17.2453 0 0 0 8.081026 1.659742
18.3441 0 0 0 7.776238 1.964531
19.5962 0 0 0 7.461336 2.279432
21.0362 0 0 0 7.135242 2.605526
22.7098 0 0 0 6.79667 2.944099
118.6238 0 0 0 6.79667 2.944099
118.6238 0 0 5.599619 1.328586 2.812563
471.1132 0 0 5.599619 1.328586 2.812563
471.1132 0 0.714353 5.000076 1.239449 2.786889
123485.3 0 0.714353 5.000076 1.239449 2.786889
123485.3 0.000161 0.714286 5 1.239437 2.786885
200000 0.000161 0.714286 5 1.239437 2.786885
Purolite A532E
Effluent History - Maximum Concentrations
0.00018 .... ......... ......... ......... ......... ......... ......... ......... ......... ........,
0.00016
Perchlorate
0.00014
0.00012
J
s
CD
E 0.0001
c
0
ca
L
p0.00008a
CD
v
0
U
0.00006
0.00004
0.00002
0
0 50000 100000 150000 200000 250000 300000
Bed Volumes
12
10
8
J
s
CD
E
r-
0
6
w
L-
CD
U
r-
0
U
4
2
Purolite A532E
Effluent Histories - Maximum Concentrations
0
0 500 1000 1500 2000
Bed Volumes
Effluent History - Pilot Test Water 1
Bed Volumes
Uncorrected)
Effluent Ion Concentrations (meq /L)
C1O4- NO3 -N S042- Cl - HCO3 -
0 0 0 0 5.596973 0
21.8397 0 0 0 5.596973 0
23.3377 0 0 0 5.378341 0.218632
25.0606 0 0 0 5.151928 0.445044
27.0634 0 0 0 4.91684 0.680132
29.4203 0 0 0 4.671996 0.924977
32.2343 0 0 0 4.416069 1.180904
35.6525 0 0 0 4.147402 1.449571
39.8932 0 0 0 3.863881 1.733092
45.2936 0 0 0 3.562728 2.034245
52.4049 0 0 0 3.240177 2.356795
62.1932 0 0 0 2.890895 2.706077
257.1519 0 0 0 2.890895 2.706077
257.1519 0 0 2.540212 0.476206 2.580555
822.8243 0 0 2.540212 0.476206 2.580555
822.8243 0 0.550068 2.083375 0.422541 2.540989
214104.9 0 0.550068 2.083375 0.422541 2.540989
214104.9 0.000121 0.55 2.083333 0.422535 2.540984
300000 0.000121 0.55 2.083333 0.422535 2.540984
6
5
4
J
s
CD
E
C
0
3
L
C
CD
U
C
0
U
2
1
Purolite A532E
Effluent Histories - Pilot Test Water 1
0
0 500 1000 1500 2000
Bed Volumes
Effluent History - Pilot Test Water 2
Bed Volumes
Uncorrected)
Effluent Ion Concentrations (meq /L)
C1O4 NO3 -N S042- Cl - HCO3 -
0 0 0 0 5.597858 0
21.8363 0 0 0 5.597858 0
23.3339 0 0 0 5.379213 0.218645
25.0563 0 0 0 5.152788 0.445069
27.0586 0 0 0 4.917688 0.680169
29.4147 0 0 0 4.672833 0.925025
32.2277 0 0 0 4.416895 1.180962
35.6447 0 0 0 4.14822 1.449637
39.8837 0 0 0 3.864692 1.733166
45.2817 0 0 0 3.563535 2.034323
52.3895 0 0 0 3.240985 2.356872
62.172 0 0 0 2.891711 2.706147
257.0861 0 0 0 2.891711 2.706147
257.0861 0 0 2.540947 0.476292 2.580619
822.3548 0 0 2.540947 0.476292 2.580619
822.3548 0 0.55057 2.08368 0.422582 2.541026
173109.6 0 0.55057 2.08368 0.422582 2.541026
173109.6 0.001006 0.55 2.083333 0.422535 2.540984
200000 0.001006 0.55 2.083333 0.422535 2.540984
6
5
4
J
s
CD
E
C
0
3
L
C
CD
U
C
0
U
2
1
0
Purolite A532E
Effluent Histories - Pilot Test Water 2
0 500 1000 1500 2000
Bed Volumes
Effluent History - Pilot Test Water 3
Bed Volumes
Uncorrected)
Effluent Ion Concentrations (meq /L)
C1O4- NO3 -N S042- Cl - HCO3 -
0 0 0 0 5.598863 0
21.8325 0 0 0 5.598863 0
23.3296 0 0 0 5.380204 0.218659
25.0515 0 0 0 5.153765 0.445098
27.0531 0 0 0 4.918652 0.680211
29.4084 0 0 0 4.673784 0.92508
32.2203 0 0 0 4.417835 1.181028
35.6359 0 0 0 4.14915 1.449713
39.8729 0 0 0 3.865614 1.733249
45.2682 0 0 0 3.564453 2.034411
52.3719 0 0 0 3.241903 2.35696
62.148 0 0 0 2.892637 2.706226
257.0114 0 0 0 2.892637 2.706226
257.0114 0 0 2.541782 0.47639 2.580691
821.8217 0 0 2.541782 0.47639 2.580691
821.8217 0 0.55114 2.084027 0.422629 2.541068
142174.8 0 0.55114 2.084027 0.422629 2.541068
142174.8 0.002011 0.55 2.083333 0.422535 2.540984
200000 0.002011 0.55 2.083333 0.422535 2.540984
6
5
4
J
s
CD
E
C
0
3
L
C
CD
U
C
0
U
2
1
Purolite A532E
Effluent Histories - Pilot Test Water 3
0
0 200 400 600 800 1000 1200 1400 1600 1800 2000
Bed Volumes
Effluent History - Average + High Nitrate
Bed Volumes
Uncorrected)
Effluent Ion Concentrations (meq /L)
C1O4 NO3 -N S042- Cl - HCO3 -
0 0 0 0 6.670015 0
18.3906 0 0 0 6.670015 0
19.3715 0 0 0 6.464453 0.205562
20.4656 0 0 0 6.253206 0.416809
21.6936 0 0 0 6.035775 0.63424
23.0817 0 0 0 5.811582 0.858433
24.6634 0 0 0 5.579955 1.09006
26.4823 0 0 0 5.3401 1.329915
28.5959 0 0 0 5.091074 1.578941
31.0823 0 0 0 4.831737 1.838278
34.0496 0 0 0 4.560689 2.109326
37.6522 0 0 0 4.276186 2.393829
185.2448 0 0 0 4.276186 2.393829
185.2448 0 0 3.53185 0.850823 2.287342
385.0301 0 0 3.53185 0.850823 2.287342
385.0301 0 1.621494 2.187514 0.64789 2.213116
102351.7 0 1.621494 2.187514 0.64789 2.213116
102351.7
8.44E -
05 1.621429 2.1875 0.647887 2.213115
200000
8.44E -
05 1.621429 2.1875 0.647887 2.213115
Purolite A532E
Effluent History - Average + High Nitrate
0.00009 .... ......... ......... ......... ......... ......... ......... ......... ......... ........,
0.00008
Perchlorate
0.00007
0.00006
J
s
CD
0.00005
C
0
ca
L
a 0.00004
CD
U
C
0
U
0.00003
0.00002
0.00001
0
0 50000 100000 150000 200000 250000 300000
Bed Volumes
8
7
6
J 5s
CD
E
C
0
4
ca
L
C
CD
U
C
0 3
U
2
1
Purolite A532E
Effluent Histories - Average + High Nitrate
0
0 500 1000 1500 2000
Bed Volumes
Effluent History - Average + High Sulfate
Bed Volumes
Uncorrected)
Effluent Ion Concentrations (meq /L)
C1O4 NO3 -N S042- Cl - HCO3 -
0 0 0 0 8.232515 0
14.9761 0 0 0 8.232515 0
15.6228 0 0 0 8.024546 0.207969
16.3296 0 0 0 7.81191 0.420605
17.1052 0 0 0 7.594278 0.638237
17.9602 0 0 0 7.37128 0.861236
18.9074 0 0 0 7.142498 1.090017
19.9627 0 0 0 6.907457 1.325058
21.1456 0 0 0 6.665615 1.5669
22.4807 0 0 0 6.416344 1.816171
23.9995 0 0 0 6.158914 2.073601
25.7427 0 0 0 5.892467 2.340048
133.6132 0 0 0 5.892467 2.340048
133.6132 0 0 5.333257 0.67429 2.224968
623.5828 0 0 5.333257 0.67429 2.224968
623.5828 0 0.371453 5.000053 0.647892 2.213117
164726.8 0 0.371453 5.000053 0.647892 2.213117
164726.8 8.44E -05 0.371429 5 0.647887 2.213115
200000 8.44E -05 0.371429 5 0.647887 2.213115
Purolite A532E
Effluent History - Average + High Sulfate
0.00009 ......... ......... ......... ......... ......... ......... ......... ......... ......... ........,
0.00008
Perchlorate
0.00007
0.00006
J
s
CD
0.00005
C
0
ca
L
C 0.00004
CD
U
C
0
U
0.00003
0.00002
0.00001
0:
0 50000 100000 150000 200000 250000 300000
Bed Volumes
9
8
7
6
J
s
CD
E 5
C
0
w
L
a 4
CD
U
C
0
U
3
2
1
0
0
Purolite A532E
Effluent Histories - Average + High Sulfate
500 1000 1500 2000
Bed Volumes
ResinTech
SIR - 110 -HP
Effluent History - Average Concentrations
Bed Volumes
Uncorrected)
Effluent Ion Concentrations (meq /L)
C1O4- NO3 -N Cl - HCO3 - S042-
0 0 0 5.419988 0 0
0.8075 0 0 5.419988 0 0
0.8339 0 0 5.243144 0 0.176844
0.8643 0 0 5.060143 0 0.359845
0.8995 0 0 4.870294 0 0.549694
0.9408 0 0 4.672764 0 0.747224
0.9898 0 0 4.466539 0 0.953449
1.049 0 0 4.250358 0 1.16963
1.1219 0 0 4.022622 0 1.397366
1.214 0 0 3.781254 0 1.638734
1.3339 0 0 3.523466 0 1.896522
1.4963 0 0 3.245366 0 2.174622
54.2349 0 0 3.245366 0 2.174622
58.8906 0 0 3.069518 0.174775 2.175695
64.4282 0 0 2.885884 0.357288 2.176816
71.1244 0 0 2.693328 0.548669 2.177991
79.3853 0 0 2.490408 0.75035 2.17923
89.832 0 0 2.275244 0.964201 2.180543
103.4643 0 0 2.04531 1.192731 2.181947
122.0012 0 0 1.79707 1.439457 2.183462
148.6704 0 0 1.525299 1.709569 2.185121
190.3271 0 0 1.221683 2.011331 2.186974
264.5425 0 0 0.87143 2.359446 2.189112
1651.64 0 0 0.87143 2.359446 2.189112
1651.64 0 0.371479 0.647891 2.213118 2.1875
245960.6 0 0.371479 0.647891 2.213118 2.1875
245960.6
5.73E -
05 0.371429 0.647887 2.213115 2.1875
300000
5.73E -
05 0.371429 0.647887 2.213115 2.1875
6
5
4
J
s
CD
E
r-
0
3
ca
L
CD
U
r-
0
U
2
1
ResinTech SIR - 110 -HP
Effluent Histories - Average Concentrations
01,
0 500 1000 1500 2000
Bed Volumes
Effluent History
90th Percentile Concentrations
Bed Volumes
Uncorrected)
Effluent Ion Concentrations (meq /L)
C1O4 NO3 -N S042- Cl - HCO3 -
0 0 0 6.008016 0 0
0.7695 0 0 6.008016 0 0
0.7939 0 0 5.808634 0 0.199381
0.8218 0 0 5.602184 0 0.405831
0.8543 0 0 5.387856 0 0.620159
0.8925 0 0 5.164672 0 0.843344
0.9381 0 0 4.931434 0 1.076581
0.9934 0 0 4.686648 0 1.321368
1.062 0 0 4.428406 0 1.57961
1.1491 0 0 4.15421 0 1.853805
1.2637 0 0 3.86068 0 2.147335
1.4209 0 0 3.543037 0 2.464979
49.7098 0 0 3.543037 0 2.464979
53.9171 0 0 3.353471 0.188364 2.46618
58.9097 0 0 3.155626 0.384955 2.467434
64.93 0 0 2.948314 0.590954 2.468748
72.332 0 0 2.730027 0.807857 2.470131
81.6527 0 0 2.498815 1.037604 2.471597
93.7494 0 0 2.252066 1.282789 2.473161
110.0791 0 0 1.986151 1.547018 2.474846
133.3351 0 0 1.695761 1.835569 2.476686
169.1103 0 0 1.372558 2.156723 2.478734
231.2362 0 0 1.002018 2.524915 2.481083
1418.719 0 0 1.002018 2.524915 2.481083
1418.719 0 0.435789 0.7324 2.36066 2.479167
210147.2 0 0.435789 0.7324 2.36066 2.479167
210147.2 8.45E -05 0.435714 0.732394 2.360656 2.479167
300000 8.45E -05 0.435714 0.732394 2.360656 2.479167
ResinTech SIR - 110 -HP
Effluent History - 90th Percentile Concentrations
0.00009 . ............................................................................................................................. ......... ......... ......... .........
0.00008
Perchlorate
0.00007
0.00006
J
s
m
0.00005
c
0
L
a 0.00004
m
U
c
0
U
0.00003
0.00002
0.00001
0
0 50000 100000 150000 200000 250000 300000
Bed Volumes
7
6
5
J
s
CD
E 4
r-
0
ca
L
3
c
0
U
2
1
ResinTech SIR - 110 -HP
Effluent Histories - 90th Percentile Concentrations
0 >" l :
111
0 500 1000 1500 2000
Bed Volumes
Effluent History - Maximum Concentrations
Bed Volumes
Uncorrected)
Effluent Ion Concentrations (meq /L)
C1O4 NO3 -N S042- Cl - HCO3 -
0 0 0 9.747197 0 0
0.6354 0 0 9.747197 0 0
0.6531 0 0 9.368941 0 0.378256
0.674 0 0 8.974808 0 0.772389
0.6989 0 0 8.562614 0 1.184583
0.7293 0 0 8.129623 0 1.617574
0.7672 0 0 7.672327 0 2.07487
0.8155 0 0 7.186107 0 2.56109
0.8796 0 0 6.664663 0 3.082534
0.9683 0 0 6.09901 0 3.648187
1.0995 0 0 5.475536 0 4.271661
1.3134 0 0 4.77177 0 4.975427
36.9797 0 0 4.77177 0 4.975427
39.8374 0 0 4.5368 0.232739 4.977659
43.1797 0 0 4.292452 0.474766 4.97998
47.1414 0 0 4.037506 0.72729 4.982401
51.9121 0 0 3.770449 0.991811 4.984938
57.7679 0 0 3.489372 1.270218 4.987607
65.1265 0 0 3.191804 1.564959 4.990434
74.6515 0 0 2.874449 1.879301 4.993448
87.4647 0 0 2.53274 2.217764 4.996693
105.6243 0 0 2.160027 2.586937 5.000234
133.3582 0 0 1.745936 2.997095 5.004167
869.3431 0 0 1.745936 2.997095 5.004167
869.3431 0 0.720858 1.239447 2.786891 5
128207.9 0 0.720858 1.239447 2.786891 5
128207.9 0.000161 0.720714 1.239437 2.786885 5
200000 0.000161 0.720714 1.239437 2.786885 5
ResinTech SIR - 110 -HP
Effluent Histories - Maximum Concentrations
12 ........ ......... ......... .........
Nitrate
Sulfate
10 Chloride
Bicarbonate
8-
J
s
CD
E
c
0
6
w
L
CD
U
O
U
4 --
2
0 :,
0 500 1000 1500 2000
Bed Volumes
Effluent History - Pilot Test Water 1
Bed Volumes
Uncorrected)
Effluent Ion Concentrations (meq /L)
C1O4 NO3 -N S042- Cl - HCO3 -
0 0 0 5.596973 0 0
0.7952 0 0 5.596973 0 0
0.8192 0 0 5.42548 0 0.171493
0.8465 0 0 5.248404 0 0.348569
0.8778 0 0 5.065162 0 0.531811
0.9141 0 0 4.875061 0 0.721912
0.9566 0 0 4.677267 0 0.919705
1.0072 0 0 4.470764 0 1.126208
1.0682 0 0 4.254289 0 1.342684
1.1434 0 0 4.02624 0 1.570733
1.2383 0 0 3.784534 0 1.812439
1.3619 0 0 3.526378 0 2.070595
49.9587 0 0 3.526378 0 2.070595
54.5063 0 0 3.324374 0.200923 2.071675
59.9731 0 0 3.112865 0.411301 2.072806
66.6694 0 0 2.890368 0.632608 2.073997
75.0624 0 0 2.654969 0.866748 2.075256
85.8903 0 0 2.404123 1.116253 2.076597
100.3929 0 0 2.134319 1.384613 2.07804
120.8227 0 0 1.840475 1.676886 2.079612
151.7469 0 0 1.514724 2.000894 2.081355
204.0463 0 0 1.14366 2.369974 2.083339
311.5874 0 0 0.700584 2.810679 2.085709
1174.285 0 0 0.700584 2.810679 2.085709
1174.285 0 0.550111 0.422539 2.540989 2.083333
173135.2 0 0.550111 0.422539 2.540989 2.083333
173135.2 0.000121 0.55 0.422535 2.540984 2.083333
200000 0.000121 0.55 0.422535 2.540984 2.083333
6
5
4
J
s
CD
E
C
0
3
L
C
CD
U
C
0
U
2
1
ResinTech SIR - 110 -HP
Effluent Histories - Pilot Test Water 1
0 , ®_
0 500 1000 1500 2000
Bed Volumes
Effluent History - Pilot Test Water 2
Bed Volumes
Uncorrected)
Effluent Ion Concentrations (meq /L)
C1O4 NO3 -N S042- Cl - HCO3 -
0 0 0 5.599941 0 0
0.795 0 0 5.599941 0 0
0.819 0 0 5.428293 0 0.171648
0.8463 0 0 5.251056 0 0.348885
0.8776 0 0 5.067644 0 0.532297
0.9139 0 0 4.877363 0 0.722578
0.9564 0 0 4.679379 0 0.920562
1.007 0 0 4.472673 0 1.127268
1.068 0 0 4.255978 0 1.343963
1.1432 0 0 4.02769 0 1.572251
1.2382 0 0 3.785721 0 1.81422
1.3619 0 0 3.527271 0 2.07267
49.9461 0 0 3.527271 0 2.07267
54.4922 0 0 3.32523 0.200959 2.073751
59.9572 0 0 3.113684 0.411373 2.074884
66.651 0 0 2.891148 0.632718 2.076075
75.0407 0 0 2.655709 0.866897 2.077335
85.8642 0 0 2.404822 1.11644 2.078678
100.3603 0 0 2.134978 1.384841 2.080123
120.78 0 0 1.841092 1.677153 2.081696
151.6867 0 0 1.515301 2.0012 2.08344
203.9502 0 0 1.144202 2.370313 2.085426
311.3932 0 0 0.701109 2.811034 2.087798
1172.675 0 0 0.701109 2.811034 2.087798
1172.675 0 0.550928 0.422566 2.54103 2.085417
142047 0 0.550928 0.422566 2.54103 2.085417
142047 0.001006 0.55 0.422535 2.540984 2.085417
200000 0.001006 0.55 0.422535 2.540984 2.085417
6
5
4
J
s
CD
E
C
0
3
L
C
CD
U
C
0
U
2
1
0
ResinTech SIR - 110 -HP
Effluent Histories - Pilot Test Water 2
0 500 1000 1500 2000
Bed Volumes
Effluent History - Pilot Test Water 3
Bed Volumes
Uncorrected)
Effluent Ion Concentrations (meq /L)
C1O4 NO3 -N S042- Cl - HCO3 -
0 0 0 5.598863 0 0
0.7951 0 0 5.598863 0 0
0.8191 0 0 5.427357 0 0.171506
0.8464 0 0 5.250269 0 0.348594
0.8777 0 0 5.067017 0 0.531846
0.9139 0 0 4.876907 0 0.721956
0.9564 0 0 4.679107 0 0.919756
1.0069 0 0 4.472601 0 1.126262
1.0678 0 0 4.256126 0 1.342737
1.1429 0 0 4.028083 0 1.57078
1.2378 0 0 3.78639 0 1.812473
1.3612 0 0 3.528258 0 2.070605
49.9324 0 0 3.528258 0 2.070605
54.4768 0 0 3.326178 0.201 2.071685
59.9396 0 0 3.114591 0.411456 2.072816
66.6308 0 0 2.892013 0.632844 2.074006
75.0169 0 0 2.656532 0.867067 2.075265
85.8355 0 0 2.405601 1.116656 2.076606
100.3243 0 0 2.135712 1.385101 2.078049
120.7326 0 0 1.841783 1.677459 2.079621
151.6194 0 0 1.51595 2.00155 2.081362
203.8422 0 0 1.144816 2.370701 2.083346
311.1734 0 0 0.701708 2.81144 2.085715
1170.852 0 0 0.701708 2.81144 2.085715
1170.852 0 0.551857 0.422597 2.541076 2.083334
117974.8 0 0.551857 0.422597 2.541076 2.083334
117974.8 0.002011 0.55 0.422535 2.540984 2.083333
200000 0.002011 0.55 0.422535 2.540984 2.083333
Effluent History - Average + High Nitrate
Bed Volumes
Uncorrected)
Effluent Ion Concentrations (meq /L)
C1O4 NO3 -N S042- Cl - HCO3 -
0 0 0 6.672098 0 0
0.7347 0 0 6.672098 0 0
0.7529 0 0 6.486908 0 0.18519
0.7733 0 0 6.296291 0 0.375808
0.7964 0 0 6.099739 0 0.572359
0.8226 0 0 5.896662 0 0.775437
0.8529 0 0 5.686362 0 0.985737
0.888 0 0 5.468009 0 1.204089
0.9293 0 0 5.240601 0 1.431497
0.9787 0 0 5.002908 0 1.66919
1.0386 0 0 4.753394 0 1.918705
1.113 0 0 4.490097 0 2.182001
39.3379 0 0 4.490097 0 2.182001
42.209 0 0 4.280779 0.208391 2.182928
45.5374 0 0 4.063587 0.424622 2.183889
49.442 0 0 3.837558 0.64965 2.18489
54.0863 0 0 3.601519 0.884645 2.185935
59.7028 0 0 3.354007 1.131061 2.187031
66.6323 0 0 3.093168 1.390745 2.188185
75.3961 0 0 2.816583 1.666106 2.18941
86.8338 0 0 2.521003 1.960378 2.190718
102.3894 0 0 2.201875 2.278092 2.192131
124.7749 0 0 1.852477 2.625944 2.193677
418.5899 0 0 1.852477 2.625944 2.193677
418.5899 0 1.62151 0.647889 2.213116 2.189583
63081.53 0 1.62151 0.647889 2.213116 2.189583
63081.53 8.45E-05 1.621429 0.647887 2.213115 2.189583
70000 8.45E -05 1.621429 0.647887 2.213115 2.189583
ResinTech SIR - 110 -HP
Effluent History - Average + High Nitrate
0.00009 . ............................................................................................................................. ......... ......... ......... .........
0.00008
Perchlorate
0.00007
0.00006
J
s
CD
0.00005
C
0
L
a 0.00004
CD
U
C
0
U
0.00003
0.00002
0.00001
0
0 50000 100000 150000 200000 250000 300000
Bed Volumes
8
7
6
J 5s
CD
E
C
0
4
ca
L
C
CD
U
C
0 3
U
2
1
ResinTech SIR - 110 -HP
Effluent Histories - Average + High Nitrate
0 ,,
0 500 1000 1500 2000
Bed Volumes
Effluent History - Average + High Sulfate
Bed Volumes
Uncorrected)
Effluent Ion Concentrations (meq /L)
C1O4 NO3 -N S042- Cl - HCO3 -
0 0 0 8.232515 0 0
0.6751 0 0 8.232515 0 0
0.6985 0 0 7.877432 0 0.355083
0.7267 0 0 7.505624 0 0.726891
0.7612 0 0 7.114479 0 1.118036
0.8045 0 0 6.700624 0 1.531891
0.8604 0 0 6.259573 0 1.972942
0.9353 0 0 5.785136 0 2.447379
1.0408 0 0 5.268343 0 2.964172
1.2007 0 0 4.695303 0 3.537212
1.4715 0 0 4.042309 0 4.190206
2.0299 0 0 3.262048 0 4.970467
53.8232 0 0 3.262048 0 4.970467
58.4509 0 0 3.085023 0.174568 4.972924
63.9567 0 0 2.900147 0.356878 4.97549
70.6168 0 0 2.706271 0.548063 4.978181
78.8367 0 0 2.501939 0.749559 4.981017
89.2369 0 0 2.285249 0.963241 4.984025
102.8178 0 0 2.053646 1.191629 4.98724
121.3015 0 0 1.803548 1.438256 4.990711
147.928 0 0 1.529657 1.708346 4.994513
189.5984 0 0 1.223528 2.010225 4.998762
264.0814 0 0 0.870094 2.358753 5.003668
1650.121 0 0 0.870094 2.358753 5.003668
1650.121 0 0.371503 0.647893 2.21312 5
243432.1 0 0.371503 0.647893 2.21312 5
243432.1
8.45E -
05 0.371429 0.647887 2.213115 5
300000
8.45E -
05 0.371429 0.647887 2.213115 5
9
8
7
6
J
s
CD
E 5
C
0
w
L
a 4
CD
U
C
0
U
3
2
1
0
0
ResinTech SIR - 110 -HP
Effluent Histories - Average + High Sulfate
500 1000 1500 2000
Bed Volumes
ResinTech SIR - 110 -HP
Effluent History - Average + High Sulfate
0.00009
0.00008
Perchlorate
0.00007
0.00006
J
s
CD
0.00005
C
0
L
a 0.00004
CD
U
C
0
U
0.00003
0.00002
0.00001
0
0 50000 100000 150000 200000 250000 300000
Bed Volumes
9
8
7
6
J
s
CD
E 5
C
0
w
L
a 4
CD
U
C
0
U
3
2
1
0
0
ResinTech SIR - 110 -HP
Effluent Histories - Average + High Sulfate
500 1000 1500 2000
Bed Volumes
Sybron
SR7
Effluent History - Average Concentrations
Bed Volumes
Uncorrected)
Effluent Ion Concentration (meq /L)
C1O4 NO3 -N S042- Cl - HCO3 -
0 0 0 0 5.419988 0
59.4407 0 0 0 5.419988 0
62.8575 0 0 0 5.169423 0.250565
66.6941 0 0 0 4.911497 0.508491
71.0329 0 0 0 4.64552 0.774468
75.9794 0 0 0 4.370687 1.049301
81.6709 0 0 0 4.08605 1.333938
88.2893 0 0 0 3.790478 1.62951
96.0813 0 0 0 3.482606 1.937382
105.3893 0 0 0 3.160755 2.259233
116.7035 0 0 0 2.822829 2.597158
130.7508 0 0 0 2.46615 2.953838
275.274 0 0 0 2.46615 2.953838
275.274 0 0 2.520817 0.664602 2.234569
707.8467 0 0 2.520817 0.664602 2.234569
707.8467 0 0.371447 2.187533 0.64789 2.213118
67588.31 0 0.371447 2.187533 0.64789 2.213118
67588.31
5.73E -
05 0.371429 2.1875 0.647887 2.213115
70000
5.73E -
05 0.371429 2.1875 0.647887 2.213115
Sybron SR7
Effluent History - Average Concentrations
0.00007 ........
Perchlorate
0.00006
0.00005
J
s
CD
E 0.00004
c
0
ca
L
m 0.00003
U
c
0
U
0.00002
0.00001
0
0 50000 100000 150000 200000 250000 300000
Bed Volumes
Effluent History
90th
Percentile Concentrations
Bed Volumes
Uncorrected)
Effluent Ion Concentration (meq /L)
C1O4 NO3 -N S042- Cl - HCO3 -
0 0 0 0 6.008015 0
53.6622 0 0 0 6.008015 0
56.6519 0 0 0 5.73828 0.269736
59.9973 0 0 0 5.460862 0.547154
63.7658 0 0 0 5.175064 0.832952
68.0429 0 0 0 4.880078 1.127937
72.9393 0 0 0 4.574957 1.433058
78.5999 0 0 0 4.258578 1.749437
85.2187 0 0 0 3.929594 2.078421
93.0615 0 0 0 3.586368 2.421648
102.5024 0 0 0 3.226871 2.781145
114.0854 0 0 0 2.848543 3.159472
242.9592 0 0 0 2.848543 3.159472
242.9592 0 0 2.871745 0.751947 2.384323
619.6527 0 0 2.871745 0.751947 2.384323
619.6527 0 0.435743 2.479214 0.732398 2.36066
59080 0 0.435743 2.479214 0.732398 2.36066
59080 8.44E -05 0.435714 2.479167 0.732394 2.360656
60000 8.44E -05 0.435714 2.479167 0.732394 2.360656
Sybron SR7
Effluent History - 90th Percentile Concentrations
0.00009 ... ........ ........ ........ ....... .... ........ ....... .. ..
Perchlorate
0.00008
0.00007
0.00006
J
s
CD
0.00005
c
0
ca
L
a 0.00004
CD
U
c
0
U
0.00003
0.00002
0.00001
0 4L IL
0 50000 100000 150000 200000 250000 300000
Bed Volumes
7
C:
5
J
s
CD
E 4
r-
0
ca
L
3
c
0
U
2
1
Sybron SR7
Effluent Histories - 90th Percentile Concentrations
0
0 500 1000 1500 2000
Bed Volumes
Effluent History - Maximum Concentrations
Bed Volumes
Uncorrected)
Effluent Ion Concentration (meq /L)
C1O4 NO3 -N S042- Cl - HCO3 -
0 0 0 0 9.740768 0
33.2516 0 0 0 9.740768 0
34.6712 0 0 0 9.400987 0.339781
36.2189 0 0 0 9.053782 0.686986
37.9131 0 0 0 8.698645 1.042124
39.7755 0 0 0 8.335004 1.405764
41.8324 0 0 0 7.962219 1.778549
44.1162 0 0 0 7.579563 2.161206
46.6663 0 0 0 7.186207 2.554561
49.5325 0 0 0 6.781201 2.959567
52.7771 0 0 0 6.363444 3.377325
56.4807 0 0 0 5.931649 3.809119
128.1883 0 0 0 5.931649 3.809119
128.1883 0 0 5.662366 1.267642 2.81076
338.647 0 0 5.662366 1.267642 2.81076
338.647 0 0.714335 5.0001 1.239443 2.786891
32262.61 0 0.714335 5.0001 1.239443 2.786891
32262.61 0.000161 0.714286 5 1.239437 2.786885
40000 0.000161 0.714286 5 1.239437 2.786885
12
10
8
J
s
CD
E
r-
0
6
w
L-
CD
U
r-
0
U
4
2
Sybron SR7
Effluent Histories - Maximum Concentrations
0
0 500 1000 1500 2000
Bed Volumes
Sybron SR7
Effluent History - Maximum Concentrations
0.00018
Perchlorate
0.00016
0.00014
0.00012
J
s
CD
0.0001
c
0
ca
L
p0.00008
CD
v
0
U
0.00006
0.00004
0.00002
0:
0 50000 100000 150000 200000 250000 300000
Bed Volumes
12
10
8
J
s
CD
E
r-
0
6
w
L-
CD
U
r-
0
U
4
2
Sybron SR7
Effluent Histories - Maximum Concentrations
0
0 500 1000 1500 2000
Bed Volumes
Effluent History - Pilot Test Water 1
Bed Volumes
Uncorrected)
Effluent Ion Concentration (meq /L)
C1O4 NO3 -N S042- Cl - HCO3 -
0 0 0 0 5.596973 0
57.5738 0 0 0 5.596973 0
61.2852 0 0 0 5.308184 0.288789
65.512 0 0 0 5.00986 0.587113
70.3694 0 0 0 4.700988 0.895985
76.01 0 0 0 4.380363 1.21661
82.6398 0 0 0 4.046532 1.55044
90.5439 0 0 0 3.697716 1.899257
100.1289 0 0 0 3.331694 2.265279
111.9949 0 0 0 2.945637 2.651336
127.0658 0 0 0 2.535844 3.061129
146.8429 0 0 0 2.09731 3.499663
271.7126 0 0 0 2.09731 3.499663
271.7126 0 0 2.581263 0.438629 2.577081
629.4723 0 0 2.581263 0.438629 2.577081
629.4723 0 0.550052 2.083392 0.422538 2.540991
59849.48 0 0.550052 2.083392 0.422538 2.540991
59849.48 0.000121 0.55 2.083333 0.422535 2.540984
60000 0.000121 0.55 2.083333 0.422535 2.540984
Sybron SR7
Effluent History - Pilot Test Water 1
0.00014 ........ ......... ......... ......... ......... ......... ......... .........
Perchlorate
0.00012
0.0001
J
s
CD
E 0.00008
C
O
L
m 0.00006
U
C
O
U
0.00004
0.00002
0
0 50000 100000 150000 200000 250000 300000
Bed Volumes
6
5
4
J
s
CD
E
C
0
3
L
C
CD
U
C
0
U
2
1
Sybron SR7
Effluent Histories - Pilot Test Water 1
0
0 500 1000 1500 2000
Bed Volumes
Effluent History - Pilot Test Water 2
Bed Volumes
Uncorrected)
Effluent Ion Concentration (meq /L)
C1O4 NO3 -N S042- Cl - HCO3 -
0 0 0 0 5.597858 0
57.5647 0 0 0 5.597858 0
61.2753 0 0 0 5.309047 0.28881
65.501 0 0 0 5.010701 0.587156
70.3571 0 0 0 4.701808 0.89605
75.9961 0 0 0 4.381162 1.216695
82.6238 0 0 0 4.047312 1.550546
90.5254 0 0 0 3.698476 1.899382
100.1071 0 0 0 3.332436 2.265422
111.9685 0 0 0 2.946362 2.651495
127.0332 0 0 0 2.536556 3.061302
146.8011 0 0 0 2.098014 3.499844
271.6389 0 0 0 2.098014 3.499844
271.6389 0 0 2.58205 0.438659 2.577149
629.2182 0 0 2.58205 0.438659 2.577149
629.2182 0 0.550437 2.083818 0.42256 2.541043
56133.57 0 0.550437 2.083818 0.42256 2.541043
56133.57 0.001006 0.55 2.083333 0.422535 2.540984
60000 0.001006 0.55 2.083333 0.422535 2.540984
C:
5
4
J
s
CD
E
C
0
3
L
C
CD
U
C
0
U
2
1
0
Sybron SR7
Effluent Histories - Pilot Test Water 2
0 500 1000 1500 2000
Bed Volumes
Effluent History - Pilot Test Water 3
Bed Volumes
Uncorrected)
Effluent Ion Concentration (meq /L)
C1O4 NO3 -N S042- Cl - HCO3 -
0 0 0 0 5.598863 0
57.5545 0 0 0 5.598863 0
61.264 0 0 0 5.310028 0.288835
65.4884 0 0 0 5.011658 0.587205
70.3431 0 0 0 4.70274 0.896123
75.9802 0 0 0 4.382071 1.216792
82.6057 0 0 0 4.048197 1.550666
90.5044 0 0 0 3.699339 1.899524
100.0823 0 0 0 3.333278 2.265585
111.9386 0 0 0 2.947187 2.651676
126.9961 0 0 0 2.537366 3.061498
146.7536 0 0 0 2.098813 3.50005
271.5551 0 0 0 2.098813 3.50005
271.5551 0 0 2.582945 0.438692 2.577226
628.9297 0 0 2.582945 0.438692 2.577226
628.9297 0 0.550874 2.084303 0.422584 2.541102
52434.14 0 0.550874 2.084303 0.422584 2.541102
52434.14 0.002011 0.55 2.083333 0.422535 2.540984
60000 0.002011 0.55 2.083333 0.422535 2.540984
6
5
4
J
s
CD
E
C
0
3
L
C
CD
U
C
0
U
2
1
Sybron SR7
Effluent Histories - Pilot Test Water 3
0
0 200 400 600 800 1000 1200 1400 1600 1800 2000
Bed Volumes
Effluent History - Average + High Nitrate
Bed Volumes
Uncorrected)
Effluent Ion Concentration (meq /L)
C1O4 NO3 -N S042- Cl - HCO3 -
0 0 0 0 6.670015 0
48.3759 0 0 0 6.670015 0
50.8038 0 0 0 6.398972 0.271043
53.4905 0 0 0 6.120979 0.549036
56.4798 0 0 0 5.835474 0.834541
59.8258 0 0 0 5.541811 1.128205
63.5964 0 0 0 5.239248 1.430767
67.8779 0 0 0 4.926924 1.743091
72.7817 0 0 0 4.603829 2.066186
78.4541 0 0 0 4.268765 2.40125
85.0911 0 0 0 3.920293 2.749722
92.9618 0 0 0 3.556663 3.113352
195.9543 0 0 0 3.556663 3.113352
195.9543 0 0 3.687336 0.702214 2.280465
336.4126 0 0 3.687336 0.702214 2.280465
336.4126 0 1.621486 2.187523 0.647889 2.213117
32149.05 0 1.621486 2.187523 0.647889 2.213117
32149.05 8.44E-05 1.621429 2.1875 0.647887 2.213115
40000 8.44E -05 1.621429 2.1875 0.647887 2.213115
Sybron SR7
Effluent History - Average + High Nitrate
0.00009 .... ......... ......... ...... .........
Perchlorate
0.00008
0.00007
0.00006
J
s
CD
0.00005
C
0
ca
L
a 0.00004
CD
U
C
0
U
0.00003
0.00002
0.00001
0
0 50000 100000 150000 200000 250000 300000
Bed Volumes
8
7
6
J 5s
CD
E
C
0
4
ca
L
C
CD
U
C
0 3
U
2
1
Sybron SR7
Effluent Histories - Average + High Nitrate
0
0 500 1000 1500 2000
Bed Volumes
Effluent History - Average + High Sulfate
Bed Volumes
Uncorrected)
Effluent Ion Concentration (meq /L)
C1O4 NO3 -N S042- Cl - HCO3 -
0 0 0 0 8.232515 0
39.2703 0 0 0 8.232515 0
40.9095 0 0 0 7.952042 0.280473
42.693 0 0 0 7.66559 0.566925
44.6409 0 0 0 7.37276 0.859756
46.7768 0 0 0 7.073104 1.159411
49.1294 0 0 0 6.766124 1.466391
51.7335 0 0 0 6.451254 1.781261
54.6316 0 0 0 6.127851 2.104664
57.8765 0 0 0 5.795184 2.437331
61.5344 0 0 0 5.452406 2.780109
65.6896 0 0 0 5.098535 3.13398
139.7958 0 0 0 5.098535 3.13398
139.7958 0 0 5.352652 0.65611 2.223753
408.2298 0 0 5.352652 0.65611 2.223753
408.2298 0 0.371445 5.000063 0.647889 2.213118
38991.66 0 0.371445 5.000063 0.647889 2.213118
38991.66
8.44E -
05 0.371429 5 0.647887 2.213115
40000
8.44E -
05 0.371429 5 0.647887 2.213115
9
8
7
6
J
s
CD
E 5
C
0
w
L
a 4
CD
U
C
0
U
3
2
1
0
0
Sybron SR7
Effluent Histories - Average + High Sulfate
500 1000 1500 2000
Bed Volumes
Sybron SR7
Effluent History - Average + High Sulfate
0.00009
Perchlorate
0.00008
0.00007
0.00006
J
s
CD
0.00005
C
0
ca
L
C 0.00004
CD
U
C
0
U
0.00003
0.00002
0.00001
0
0 50000 100000 150000 200000 250000 300000
Bed Volumes
9
8
7
6
J
s
CD
E 5
C
0
w
L
a 4
CD
U
C
0
U
3
2
1
0
0
Sybron SR7
Effluent Histories - Average + High Sulfate
500 1000 1500 2000
Bed Volumes
Appendix B
Generator Evaluation and SCAQMD
Requirements
ilorrrraE rrroto[oetsr}c
CATERPILLAR INC.
EXECUTIVE ORDER U- R- 001 - 0331-1
New Off-Road
compression- Ignition EnginesFAIR BAD
Pursuant to -the authority vested in the Air Resources Board by Sections 43013, 4301 , 43101, 43102, 43104 and
43105 of the Health and Safety Code; and
Pursuant to the authority vested in the undersigned by Sections 39515 and 39516 of the Health and Safety Code
and Executive Order G- 02 -003;
IT IS ORDERED AND RESOLVED: That the following compression- ignition engines and emission control systems
produced b ' y the manufacturer are certified as described below for use in off -road equipment_ Production engines
shall be in all material respects the sane as those for which certification is granted.
MODEL
YEAR ENGINE FAMILY
DISPLACEMENT
liters) DUEL TYPE USEFUL LIFE
hours}
2008 8CPXL32.OESW 32.0 Diesel 8000
ACCEL LUG PEAS
1 560 Tier 2
SPECIAL. FEATURES & EMISSION CONTROL SYSTEMS TYPICAL EQUIPMENT APPLICATION
Direct Diesel Injection, Turbocharger, Charge Air Cooler,
Engine Control Module
Generator
The engine models and codes are attached.
The following are the exhaust certification standards (STD), or family emission limit(s) (FEL) as applicable, and
certification levels (DEFT) for hydrocarbon HC, oxides of nitrogen Nx, or non - methane hydrocarbon plus
oxides of nitrogen NI IHC +NOx , carbon monoxide (CO), and particulate matter in grams per kilowatt -hour
g/kw-hr ), and the opacity-of-smokea certification standards and certification hire! s in percent % during acceleration
ccel t lugging (Lug), and the peak value from either mode Peal' for this engine family (Title 13, California Code
of Regulations, 13 F Section 2423):
RATED
POWER
CLASS
EMISSION
STANDARD
CATEGORY
EXHAUST (g/kw -hr) OPACITY °o}
HC Not NMHC +NOx co PM ACCEL LUG PEAS
1 560 Tier 2 STD NIA N/A 6.4 3.5 0.20 N/A NIA N/A
FEL N/A N/A 6.2 N/A 0.1 N/A N/A NIA
DE T 5.4 1.6 0.1
BE IT FURTHER RESOLVED: LVED: That the family emission limits ) (FEL) is an emission level declared by the
manufacturer for use in any averaging, banking and trading program and in lieu of an emission standard for
certification. It serves as the applicable emission standard for determining compliance of any engine within this
engine family under 13 CCR Sections 2423 and 2427.
BE IT FURTHER RESOLVED: That for the listed engine models, the manufacturer has submitted the information and
materials to demonstrate certification compliance with 13 CCR Section 2424 (emission control labels), and 13 CCR
Sections 2425 and 2426 emission control system warranty).
Engines certified under this Executive order must conform to all applicable California emission regulations.
This Executive Order hereby supersedes Executive Order U -F -001 -0331 dated December 20, 2007.
This Executive order is only granted to the engine family and model-year listed above. Engines in this
family that are produced for any other model -year are not covered by this Executive order.
Executed at El florae, California on this 6 day of April 2008.
rrrette Hebert, thief
M obile source operations Division
Aj I A- C-H 11 777 Engine Model Summary TeMDlatP,,,
8CPXL32-0ESV%i 12 C32
4.Fue I Rate: 5. Fuel Rate:
431.2
7-Fuel Rate,
NA NA
Engine Fami! 1.Engine Code
3.BHP@RPM rnmistmke @ peak HP (Ibs/hr) g peak HP
2.Engine Model., (SAE cross for diesel onIX) (for diesels one
6.Torque @ RPM
Gross)
mmlstroke@peak
tor Sue
B-Fuel Rate: D-Emission Control
Ibsth r)@peak torqueDevi ce Per SAE J 1930
BCPXL32,OEWS I C32 1502-... 1800 418 506.3 ---- NA NA NA Ca EM, DI, TC, (A C
8CPXL32.OES'v'V 2 C32 3571800 374 . ........... 453.1 NA NA .......... . ..... NA
8CPXL32.0ESVV
T
EM, DI, TC,
C32
8CPXL.32 .OE SW 3 Cert Engine C32 1330@1500 469 473 NA NA NA
1502@1800
EM, DI, TC,
519
8CPXL32.OESV',.- 4 C32 1357 800 374 453.1 NA NA NA
NA
EM, DI, TC,
NA
EM, DI, TC,
19
8CPXL32.DESV-,
r
5 C32 1502@1800 418 506.3 NA NA NA
8CPXL32.OESW 6 C32 1257@1800 356 431.2 NA NA NA EM, DI, TG.
EM, TC, 8CPXL32-OESW 7 C32 112601800 324 392.1 NA NA--- NA
8CPXL,32,OESW 8 C32 1502QI8M 418 506.3 NA NA NA
DI,
EM, DI, T
8GPXL32.OESVV 9 C32 1330@1500 469 473 NA NA NA
I.-.-.....-.-- . . ...... 1. - - . . . . .................. . . ... .
EM, DI, TC ,
8CPXL32.01--SW 10 C32 1502 @1800 418 506.3 NA NA N A EM, DI, TC,
E M, DI, TC, 8 CPXL32.OESW 11 C32 1330 L500 469 473 NA NA NA
8CPXL32-0ESV%i 12 C32 1257&1800 356 431.2 NA NA NA
8CPXL32.0ES N 13 C32 1110@1500 408
I ..... . . ....... . .... . .. .. . .
412.2 NA NA NA
8CPXL32.OESW 14 C32 135791800 385
w.
466 NA NA NA
BCPXL32.OESW 15 C32 135721800 385 466 NA NA NA
8CPXL32.0ESVV 16 C32 1502 1800 429 519 NA NA NA
8CPXL32.OESW 17 C32 1502@1800 429 519 NA NA NA
8CPXL32.OESVV 18
v,
C32 1257@.l..800 . __...__363 440 NA N A NA
BCPXL32.OESV,,' 19 C32 112 1880 333 403 NA NA NA
EM, DI, TC,
K.
EM, DI, TC,
EM, DI, TC.
EM, DI, TC,
EM, DI, TC, t.-.-
EM, DI, TC,
EM, DI, TC,
EM. DI, TC,
DIESEL GENERATOR SET
Image shown may not
reflect actual package.
FEATURES
FUEL /EMISSIONS STRATEGY
EPA Tier 2
DESIGN CRITERIA
The generator set accepts 100% rated load in one
step per NFPA 110 and meets ISO 8528 -5 transient
response.
UL 2200
UL 2200 listed packages available. Certain
restrictions may apply. Consult with your
Caterpillar Dealer.
FULL RANGE OF ATTACHMENTS
Wide range of bolt -on system expansion
attachments, factory designed and tested
Flexible packaging options for easy and cost
effective installation
SINGLE - SOURCE SUPPLIER
Fully prototype tested with certified torsional
vibration analysis available
WORLDWIDE PRODUCT SUPPORT
Caterpillar® dealers provide extensive post sale
support including maintenance and repair
agreements
Caterpillar dealers have over 1,600 dealer branch
stores operating in 200 countries
The Cat® S•O•Ss' program cost effectively detects
internal engine component condition, even the
presence of unwanted fluids and combustion
by- products
CATERPILLAR
STANDBY
1000 ekW 1250 kVA
60Hz 1800rpm 480Volts
Caterpillar is leading the power generation
marketplace with Power Solutions engineered
to deliver unmatched flexibility, expandability,
reliability, and cost - effectiveness.
CAT C32 ATAAC DIESEL ENGINE
Utilizes ACERTTm Technology
Reliable, rugged, durable design
Four -cycle diesel engine combines consistent
performance and excellent fuel economy with
minimum weight
Electronic engine control
CAT GENERATOR
Designed to match the performance and output
characteristics of Caterpillar diesel engines
Single point access to accessory connections
UL 1446 recognized Class H insulation
CAT EMCP 3 SERIES CONTROL PANELS
Simple user friendly interface and navigation
Scalable system to meet a wide range of
customer needs
Integrated Control System and Communications
Gateway
STANDBY 1000 ekW 1250 kVA
60 Hz 1800 rpm 480 Volts
CATERPILLAR
FACTORY INSTALLED STANDARD &OPTIONAL EQUIPMENT
System Standard Optional
Air Inlet Single element canister type air cleaner Dual element air cleaners
Service indicator Air inlet adapters
Cooling Radiator with guard (43 °C) Radiator with 27 °C ambient capability
0 : Low profile :(frontal area) Jacket water heater
Low airflow
Coolant drain line with valve
Fan and belt guards
Caterpillar Extended Life Coolant
Coolant level sensors
Radiator duct flange
Exhaust Dry exhaust manifold Stainless steel exhaust flex fittings
Flanged faced outlets Elbows, flanges, expanders & Y adapters
Fuel Primary fuel filter with water separator
Secondary fuel filter
Fuel priming pump
Flexible fuel lines
Fuel cooler
Generators Class H insulation Oversize & premium generators
Class F temperature (105 °C prime /130 °C standby)
Winding temperature detectors (select models)
Anti - condensation space heaters
Power Termination Bus bar (NEMA and IEC mechanical lug holes) -right Circuit breakers, UL listed, 3 pole with shunt trip 100%
side standard rated, choice of trip units, manual or electrically
Bottom cable entry operated (low voltage only)
Circuit breakers, IEC compliant, 3 or 4 pole with shunt
trip (low voltage only), choice of trip units, manual or
electrically operated
Shroud cover for bottom cable entry
Power terminations can be located on the left and /or
rear as an option. Also, multiple circuit breakers can
be ordered (up to 2)
Top cable entry
Governor ADEMTm A4 Load Share Module
Control Panels EMCP 3.1 EMCP 3.2 and EMCP 3.3
User Interface panel (UIP) - rear mount Right or left mount UIP
Emergency Stop Push button Local & remote annunciator modules
Discrete 1/0 Module
Generator temperature monitoring & protection
Load share module
Lube Lubricating oil and filter Deep sump oil pan
Oil drain line with valves
Fumes disposal
Gear type lube oil pump
Mounting Formed steel welded base
Anti - vibration mounts (shipped loose)
Starting /Charging 24 volt starting motor(s) Battery chargers (10 Amp)
Batteries with rack and cables 45 amp charging alternator
Battery disconnect Oversize batteries
Ether starting aid
General Right -hand service UL 2200
Paint - Caterpillar Yellow (except rails and radiators CSA certification
that are gloss black) EU Declaration of Incorporation
SAE standard rotation EEC Declaration of Conformity
Flywheel and Flywheel housing SAE No. 0
May 23 2008 14:32 PM
STANDBY 1000 ekW 1250 kVA
60 Hz 1800 rpm 480 Volts
SPECIFICATIONS
CAT GENERATOR
SR4B Generator
Framesize .......................................... ............................... 692
Excitation ................. ............................... Permanent Magnet
Pitch............................................... ............................... 0.7143
Numberof poles ..................................... ..............................4
Number of bearings .............................. ............................... 2
Number of Leads ................................. ............................... 12
Insulation ....................... UL 1446 Recognized Class H with
tropicalization and antiabrasion
IP rating ............................... ...........................Drip Proof IP22
Alignment ........................ ............................... Close Coupled
Overspeed capability - % of rated ....... ............................150
Waveform ............ ............................... .........................003.00
Voltage regulator.3 Phase sensing with selectible volts /Hz
Voltage regulation ............ Less than +/- 1/2% (steady state)
Less than +/- 1% (no load to full load)
Telephone Influence Factor .............................. Less than 50
Harmonic distortion .......... ............................... Less than 5%
CAT DIESEL ENGINE
C32 TA, V -12, 4- stroke watercooled diesel
Bore - mm ............... ............................... 145.00 mm (5.71 in)
Stroke - mm ............ ............................... 162.00 mm (6.38 in)
Displacement - L .... ............................... 32.10 L (1958.86 in')
Compression ratio ............................ ............................... 15:1
Aspiration............................................ ............................... TA
Fuelsystem ......................................... ...........................MEUI
Governor type ..................................................... ADEMTM A4
CATERPILLAR
CAT EMCP 3 SERIES CONTROLS
12 -24 Volt (nominal) DC Control
Run /Auto /Stop control
Display Size 24 x 95 mm
Display Size 33 x 132 (pixels)
Display available in any of 26 languages with text
translation capability
Temperature operating range -40C to 70C (display
to -20C)
Designed for mounting on generator set package
vibration tested to 4.3G sinusoidal and 15G shock)
3- phase, true RMS metering
Generator metering accuracy ( +/- 2 %)
Metering - L -L volts, L -N volts, phase Amps, Hz
Digital indications for RPM, operating hours, oil
pressure, coolant temperature and system DC voltage
LED indicators for warning /shutdown alarms (low oil
pressure,high coolant temperature,low
coo lant,over- speed,etc)
Reset all events function
Voltage adjust when CDVR is on J1939 data -link
Integrates with Adem engine govenor for engine
monitoring, alarms and control
Integrates with Caterpillar Digital Regulator (CDVR) for
alarms and control
Compatible with Caterpillar ET service tool for
enhanced serviceability including data capturing from
event log, data logging, set point programming and
troubleshooting
Field re- flashable software ensures the customers get
the latest updated software
Programmable switch inputs
Programmable relay outputs (2A continuous DC)
3 May 23 2008 14:32 PM
STANDBY 1000 ekW 1250 kVA
60 Hz 1800 rpm 480 Volts
TECHNICAL DATA
CATERPILLAR
Open Generator Set - - 1800 rpm /60 Hz /480 Volts DM7714
EPA Certified Tier 2
Generator Set Package Performance
Genset Power rating & 0.8 pf 1250 WA
Genset Power rating with fan 1000 ekW
Coolant to aftercooler
Coolant to aftercooler temp max 49 ° C 120 ° F
Fuel Consumption
100 %o load with fan 281.4 L /hr 74.3 Gal /hr
75% load with fan 219.6 L/h r 58.0 Gal/hr
50% load with fan 151.9 L /hr 40.1 Gal /hr
Cooling System'
Air flow restriction (system) 0.12 kPa 0.48 in. water
Air flow (max @a rated speed for radiator arrangement) 1126 m3 /min 39764 cfm
Engine Coolant capacity with radiator /exp. tank 190.0 L 50.2 gal
Engine coolant capacity 55.0 L 14.5 gal
Radiator coolant capacity 135.0 L 35.7 gal
Inlet Air
Combustion air inlet flow rate 84.9 m3 /min 2998.2 cfm
Exhaust System
Exhaust stack gas temperature 518.3 ° C 964.9 ° F
Exhaust gas flow rate 237.5 m3 /min 8387.2 cfm
Exhaust flange size (internal diameter) 203 mm 8 in
Exhaust system backpressure (maximum allowable) 10.0 kPa 40.2 in. water
Heat Rejection
Heat rejection to coolant (total) 373 kW 21212 Btu /min
Heat rejection to exhaust (total) 1054 kW 59941 Btu /min
Heat rejection to aftercooler 261 kW 14843 Btu /min
Heat rejection to atmosphere from engine 215 kW 12227 Btu /min
Heat rejection to atmosphere from generator 56.0 kW 3184.7 Btu /min
Alternator
Motor starting capability @a 30% voltage dip 1990 skVA
Frame 692
Temperature Rise 130 ° C 234 ° F
Lube System
Sump refill with filter 68.0 L 18.0 gal
Emissions (Nominal)'
N Ox g/h p -h r 4.82 g/h p -h r
CO g/h p -h r 19 g/h p -h r
HC g/h p -h r 01 g/h p -h r
PM g /hp -hr 023 g /hp -hr
For ambient and altitude capabilities consult your Caterpillar dealer. Air flow restriction (system) is added to existing restriction from
factory.
2 UL 2200 Listed packages may have oversized generators with a different temperature rise and motor starting characteristics. Generator
temperature rise is based on a 40 °C ambient per NEMA MG1 -32.
Emissions data measurement procedures are consistent with those described in EPA CFR 40 Part 89, Subpart D & E and IS08178 -1 for
measuring HC, CO, PM, NOx. Data shown is based on steady state operating conditions of 77 °F, 28.42 in HG and number 2 diesel fuel
with
350 API and LHV of 18,390 btu /lb. The nominal emissions data shown is subject to instrumentation, measurement, facility and engine
to engine variations. Emissions data is based on 100% load and thus cannot be used to compare to EPA regulations which use values
based on a weighted cycle.
May 23 2008 14:32 PM
STANDBY 1000 ekW 1250 kVA
60 Hz 1800 rpm 480 Volts
RATING DEFINITIONS AND CONDITIONS
Meets or Exceeds International Specifications: AS 1359,
CSA, IEC60034, ISO 3046, ISO 8528, NEMA MG 1 -33,
U L508A, 98/37/EC
Standby - Output available with varying load for the
duration of the interruption of the normal source power.
Average power output is 70% of the standby power
rating. Typical operation is 200 hours per year, with
maximum expected usage of 500 hours per year.
Standby power in accordance with ISO 8528. Fuel stop
power in accordance with ISO 3046. Standby ambients
shown indicate ambient temperature at 100% load which
results in a coolant top tank temperature just below the
shutdown temperature.
5
CATERPILLAR
Ratings are based on SAE J1349 standard conditions.
These ratings also apply at ISO 3046 standard conditions.
Fuel rates are based on fuel oil of 350 API [16° C (60° F)]
gravity having an LHV of 42 780 kJ /kg (18,390 Btu /I b)
when used at 29° C (85° F) and weighing 838.9 g /liter
7.001 Ibs /U.S. gal.). Additional ratings may be available
for specific customer requirements, contact your
Caterpillar representative for details. For information
regarding Low Sulfur fuel and Biodiesel capability,
please consult your Caterpillar dealer.
May 23 2008 14:32 PM
STANDBY 1000 ekW 1250 kVA
60 Hz 1800 rpm 480 Volts
DIMENSIONS
Package Dimensions
Length 4666.9 mm 183.74 in
Width 2044.4 mm 80.49 in
Height 2202.2 mm 86.7 in
Weight 8046 kg 17,738 lb
Performance No.: DM7714
Feature Code: C32DE06
Gen. Arr. Number: 2628092
Source: U.S. Sourced
May 23 2008 12777990
CATERPILLAR
NOTE: For reference only - do not use for
installation design. Please contact
your local dealer for exact weight
and dimensions. (General
Dimension Drawing #2763027).
www.CAT- ElectricPower.com
2008 Caterpillar
All rights reserved.
Materials and specifications are subject to change without notice.
The International System of Units (SI) is used in this publication.
CAT, CATERPILLAR, SAFETY.CAT.COM their respective logos, "Caterpillar
Yellow," and the POWER EDGE trade dress, as well as corporate and
product identity used herein, are trademarks of Caterpillar and may not
be used without permission.
Hi Mario:
Hereunder are the pricing:
A
EG1
B
EG2
Generator Set — 1500kW-
Caterpillar Model 3512C- 1500kW Diesel Generator Set with
standard accessories and optional materials as follows:
Duty Rating - Standby Power Application 1
UL 2200 Packaged Generator Set 1
Certification — EPA Tier 2 Non -road Emissions 1
Kw Rating - 1500 kW 1875 kVA @ 0.80 PF 1
Voltage — 277/480 Vac, 3 Phase, 60 Hz 1
Set Control - Control Panel EMCP 3.2 1
Engine Governor— Cat Adem A4 Electronic Governor 1
Exciter /Regulator -PMG Excitation System 1
Circuit Breaker- 2000 Amp, 3 Pole, 600 V 1
Coolant Heater- 12kW, 480 Vac, 1 Phase 1
Batteries with racks and cables 1
Battery Charger -10 Amp, 24 VDC, 120 Vac 1
Sound Attenuated Enclosure with Critical Silencer 1
Base Fuel Tank — 2500 Gallons (24hr Runtime), UL Listed 1
Operation & Maintenance Manuals 4
Delivery to Jobsite, unloading by Contractor 1
Initial Start & Test by JPS Technician. 1
Warranty- 2 Years on Limited Standby 1
Total price for all materials listed above in Item A,
As delivered to jobsite (not including tax) ........................ $ 425,000.00
Generator Set — 1000kW:
Caterpillar Diesel Generator Set with all standard
accessories and the following optional materials:
Duty Rating - Standby Power Application
Certification — EPA Tier 2 Non -road Emissions
Kw Rating - 1000 kW 1250 kVA @ 0.80 PF
Voltage — 277/480 Vac, 3 Phase, 60 Hz
Set Control - Control Panel EMCP 3.2
Engine Governor— Cat Adem A4 Electronic Governor
Exciter /Regulator -PMG Excitation System
Circuit Breaker- 1600 Amp, 3 Pole, 600 V
Coolant Heater- 9000 Watts, 240 Vac, 1 Phase
Batteries with racks and cables
Battery Charger -10 Amp, 24 VDC, 120 Vac
Sound Attenuated Enclosure with Critical Silencer
Base Fuel Tank — 24 hours Capacity, UL Listed Double Walled
Operation & Maintenance Manuals (ship loose)
Delivery to Jobsite, unloading by Contractor
Initial Start & Test after Installation by Contractor
Warranty- 2 Year Limited
1
1
1
1
1
1
1
1
1
1
1
1
1
1
4
1
1
1
Total Net Price for all materials listed above in Item B
as delivered to Jobsite (not including tax) ...........................$ 250,000.00
C Transfer Switch:
ATS1 Automatic Transfer Switch with MX150 microprocessor -
based
control panel with the following configuration-
1
1
Type - Open Transition 1
Rating — 1600 Amp 1
Application - Utility to Generator 1
No. of Poles - 3 1
Listing — UL1008 1
Voltage —480
Cabinet — NEMA 1 1
Total price for all materials listed above in Item C
As delivered to Jobsite (not including sales tax) ..................... $ 16,500.0
JOHNSON POWER SYSTEMS
Hi Mario,
Budget Pricing for 1040kW Natural Gas Generator Set as follows:
Qty(1) — Caterpillar Natural Gas Generator Set rated 1040kW 1300kVA, 0.80 PF,
277/480 Vac, 3 Phase, 4 Wire complete with jacket water heater,
Critical Exhaust Muffler, Flexible Tubing & Rain Cap, batteries and
battery charger, Circuit Breaker, Vibration Isolator Pads,
O & M Manuals, Delivery to Jobsite unloading by Others, Initial
Start -up and Testing. (For Indoor Installation)
Total Price as delivered to jobsite (not including tax) .......... $ 385,000.00
Price Adder for Weatherproof enclosure ................... $ 36,000.00
Price Adder for Sound Attenuated Enclosure ................ $ 75,000.00
Thanks and if you have questions, please call.
JOHNSON POWER SYSTEMS
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Page 1 of 1
http: / /maps.google.com /maps ?f= q &hl =en &geocode = &q= Highland, +CA &ie= UTF8 &11 =34... 4/23/2008
Adopted November 4, 2005)
RULE 1401.1 REQUIREMENTS FOR NEW AND RELOCATED
FACILITIES NEAR SCHOOLS
a) Purpose
The purpose of this rule is to provide additional health protection to children at
schools or schools under construction from new or relocated facilities emitting
toxic air contaminants.
b) Applicability
This rule applies to new and relocated, but not to existing facilities. Applications
for Permit to Construct /Operate from such new or relocated facilities shall be
evaluated under this rule using the list of toxic air contaminants in the version of
Rule 1401 that is in effect at the time the application is deemed complete.
c) Definitions
1) CANCER RISK means, for the purpose of this rule, the estimated
probability of an exposed individual contracting cancer as a result of
exposure to toxic air contaminants at a school or a school under
construction assuming an exposure duration of 70 years.
2) CALIFORNIA ENVIRONMENTAL QUALITY ACT NOTICE (CEQA
NOTICE) means, for the purpose of this rule, a Notice of Preparation of
project level Environmental Impact Report was sent to the appropriate
agencies pursuant to Section 15082 of the CEQA Guidelines or a Notice
of Intent to Adopt a Negative Declaration or Mitigated Negative
Declaration was provided to the parties pursuant to Section 15072
pursuant to the CEQA Guidelines.
3) EXISTING FACILTY means any facility that:
A) demonstrates to the satisfaction of the Executive Officer that it had
equipment requiring a Permit to Construct /Operate that was in
operation prior to November 4, 2005 or
B) has an application for Permit to Construct /Operate that is deemed
complete prior to February 2, 2006.
4) FACILITY means any permit unit or grouping of permit units or other
air contaminant - emitting activities which are located on one or more
contiguous properties within the District, in actual physical contact or
1401.1 -1
Rule 1401.1 (cont.) Adopted November 4, 2005)
separated solely by a public roadway or other public right -of -way, and
are owned or operated by the same person (or by persons under common
control), or an outer continental shelf (OCS) source as determined in 40
CFR Section 55.2. Such above - described groupings, if noncontiguous,
but connected only by land carrying a pipeline, shall not be considered
one facility. Notwithstanding the above, sources or installations
involved in crude oil and gas production in Southern California Coastal
or OCS Waters and transport of such crude oil and gas in Southern
California Coastal or OCS Waters shall be included in the same facility
which is under the same ownership or use entitlement as the crude oil
and gas production facility on- shore.
5) FACILITY -WIDE ACUTE HAZARD INDEX means the sum of the
calculated individual substance acute hazard indices for the target organ
due to all toxic air contaminants emitted from all equipment requiring a
written permit to operate at the facility.
6) FACILITY -WIDE CANCER RISK means the sum of the calculated
cancer risk values for all toxic air contaminants emitted from all
equipment requiring a written permit to operate at the facility.
7) FACILITY -WIDE CHRONIC HAZARD INDEX means the sum of the
calculated individual substance chronic hazard indices for the target
organ due to all toxic air contaminants emitted from all equipment
requiring a written permit to operate at the facility.
8) INDIVIDUAL SUBSTANCE ACUTE HAZARD INDEX (HI) means
the ratio of the estimated maximum one -hour concentration of a toxic air
contaminant for a potential maximally exposed individual at the school
to its acute reference exposure level.
9) INDIVIDUAL SUBSTANCE CHRONIC HAZARD INDEX (HI) means
the ratio of the estimated long -term level of exposure to a toxic air
contaminant for a potential maximally exposed individual at the school
to its chronic reference exposure level. The chronic hazard index
calculations shall include multipathway consideration, if applicable.
10) MODIFICATION means any physical change in, change in method of
operation, or addition to an existing permit unit that requires an
application for a Permit to Construct/Operate. Routine maintenance
and /or repair shall not be considered a physical change. A change in the
method of operation of equipment, unless previously limited by an
1401.1 -2
Rule 1401.1 (cont.) Adopted November 4, 2005)
enforceable permit condition, shall not include:
A) an increase in the production rate, unless such increase will cause
the maximum design capacity of the equipment to be exceeded; or
B) an increase in the hours of operation; or
C) a change in ownership of a source; or
D) a change in formulation of the materials processed which will not
result in a net increase of the MICR, cancer burden, or chronic or
acute HI from the associated permit unit.
For facilities that have been issued a facility permit pursuant to
Regulation XX or a Title V permit pursuant to Regulation XXX,
modification means any physical change in, change in method of
operation of, or addition to an existing individual article, machine,
equipment or other contrivance which would have required an
application for a permit to construct and /or operate, were the unit not
covered under a facility permit or Title V permit.
11) NEW FACILITY means a facility or an operation that is not an existing
or relocated facility.
12) PERMIT UNIT means any article, machine, equipment, or other
contrivance, or combination thereof, which may cause or control the
issuance of air contaminants, and which requires a written permit
pursuant to Rules 201 and /or 203. For facilities that have been issued a
facility permit or Title V permit, a permit unit for the purpose of this rule
means any individual article, machine, equipment or other contrivance
which may cause or control the issuance of air contaminants and which
would require a written permit pursuant to Rules 201 and /or 203 if it
were not covered under a facility permit or Title V permit. For publicly -
owned sewage treatment operations, each process within multi- process
permit units at the facility shall be considered a separate permit unit for
purposes of this rule.
13) RELOCATED FACILITY means the removal of all existing permitted
equipment, remaining under the same ownership, from one parcel of land
and installation of the same equipment or functionally identical
replacement of the equipment at another parcel of land where the two
parcels are not in actual physical contact and are not separated solely by
a public roadway or other public right -of -way.
1401.1 -3
Rule 1401.1 (cont.) Adopted November 4, 2005)
14) SCHOOL means any public or private school, including juvenile
detention facilities with classrooms, used for purposes of the education
of more than 12 children at the school, including in kindergarten and
grades 1 to 12, inclusive, but does not include any private school in
which education is primarily conducted in private homes. The term
includes any building or structure, playground, athletic field, or other
area of school property, but does not include unimproved school
property.
15) SCHOOL UNDER CONSTRUCTION means any property that meets
any of the following conditions and the Executive Officer has been
notified:
A) construction of a school has commenced; or
B) of a CEQA Notice for the construction of a school; or
C) a school has been identified in an approved local government
specific plan.
A school under construction is effective upon the date in which any one
of the activities specified in either subparagraph (c)(1 5)(A), (c)(1 5)(B),
or (c)(1 5)(C) occurs or the date the Executive Officer has received
notification of the activities, whichever is later.
d) Risk Requirements for New Facilities
The Executive Officer shall deny a Permit to Construct /Operate at a new facility
for any permit unit that emits any toxic air contaminant listed in Table I of Rule
1401 unless the applicant has substantiated to the satisfaction of the Executive
Officer that all of the following requirements, as applicable, have been achieved.
For the purpose of this rule, the cancer risk and hazard indices shall be calculated
pursuant to Rule 1401 and the applicable risk assessment procedures.
Requirements for new facilities are summarized in Table 1 — Summary of
Requirements for New Facilities.
1) Anew facility with atoxic- emitting source that is within 500 feet from
the outer boundary of a school or school under construction shall comply
with all of the following requirements.
A) Cancer Risk
The facility -wide cancer risk shall not exceed one in one million
1 x 10 -6)
at any school or school under construction within 500
feet of the toxic - emitting permit unit(s) at the facility; and
1401.1 -4
Rule 1401.1 (cont.) (Adopted November 4, 2005)
B) Chronic Hazard Index
The facility -wide chronic HI for any target organ system shall not
exceed 1.0 at any school or school under construction within 500
feet of the toxic - emitting permit unit(s) at the facility; and
C) Acute Hazard Index
The facility -wide acute HI for any target organ system shall not
exceed 1.0 at any school or school under construction within 500
feet of the toxic - emitting permit unit(s) at the facility.
2) For a new facility where the closest outer boundary of a school or school
under construction is between 500 to 1,000 feet from the toxic - emitting
permit unit(s) and there is no residential or sensitive receptor within 150
feet of the proposed toxic - emitting permit unit(s), the facility shall not
exceed the risk levels specified in subparagraphs (d)(1)(A), (d)(1)(B),
and (d)(1)(C) at any school or school under construction within 1,000
feet of the toxic - emitting permit unit(s) at the facility.
e) Risk Requirements for Relocated Facilities
The Executive Officer shall deny a Permit to Construct /Operate at a relocated
facility for any permit unit that emits any toxic air contaminant listed in Table I
of Rule 1401 unless the applicant has substantiated to the satisfaction of the
Executive Officer that all of the following requirements, as applicable, have been
achieved. For the purpose of this rule, the cancer risk and hazard indices shall be
calculated pursuant to Rule 1401 and the applicable risk assessment procedures.
Requirements for relocated facilities are summarized in Table 2 — Summary of
Requirements for Relocated Facilities. For each school or school under
construction whose outer boundary is within 500 feet of the toxic - emitting permit
unit(s) at a relocated facility, the relocated facility shall demonstrate that either:
1) The facility -wide cancer risk and hazard indices at each school or school
under construction do not exceed the risk values at the same school or
school under construction when the facility was at its previous location;
or
2) The facility -wide cancer risk at the school or school under construction
does not exceed 1 in one million and the facility-wide chronic and acute
hazard indices for any target organ system do not exceed 1.0.
1401.1 -5
Rule 1401.1 (cont.) (Adopted November 4, 2005)
f) Risk Calculations for New and Relocated Facilities
1) The owner or operator of a new facility complying with the requirements
specified under paragraphs (d)(1) or (d)(2), or the owner or operator of a
relocated facility complying with the requirements specified under
paragraphs (e)(1) or (e)(2), shall calculate the risk for any schools or
schools under construction at the time of a CEQA Notice for the new or
relocated facility or, if there is no CEQA Notice for the new or relocated
facility, at the time the first permit application is deemed complete.
2) If the owner or operator of a new or relocated facility subject to (f)(1)
does not commence construction within three years of the CEQA Notice
for the new or relocated facility, the owner or operator shall calculate the
risk for any schools or schools under construction at the time the
application for Permit to Construct /Operate is deemed complete, unless
the owner or operator has submitted written verification to the Executive
Officer that the CEQA Notice is still applicable for the new or relocated
facility.
g) Requirements for New or Relocated Facilities for Additional Information in Rule
212 Notices
When Rule 212 notice is required by subparagraph (c)(1) of Rule 212, any new or
relocated facility with toxic - emitting permit unit(s) within 1,000 feet of the outer
boundary of a school that has afacility -wide cancer risk exceeding one in one
million at any such school shall include in the notice the facility -wide cancer risk
at that school in addition to the information required pursuant to Rule 212 —
Standards for Approving Permits and Issuing Public Notice.
h) Requirements for New or Relocated Facilities for New Equipment, Modification,
Alteration, and Change of Condition
For any subsequent application for new equipment or modification, alteration,
and change of conditions of a permit to operate, regardless of whether it remains
under the same ownership, any new or relocated facility subject to Rule 1401.1
shall:
1) meet the requirements of subdivisions (d), (e), (f), and (g), as applicable;
and
2) be required to calculate cancer and non - cancer risk or add risk values for
Rule 212 notices for any school specified in subdivisions (d), (e), (f), and
1401.1 -6
Rule 1401.1 (cont.) (Adopted November 4, 2005)
g), whichever is applicable.
i) Exemptions
1) The following equipment is exempt from inclusion in the facility -wide
cancer risk, facility -wide acute hazard index, and facility -wide chronic
hazard index for this rule.
A) Emergency internal combustion engines that are exempted from
modeling and offset requirements under Rule 1304.
B) Engines subject to Rule 1470 — Requirements for Stationary
Diesel - Fueled Internal Combustion Engines and Other
Compression Ignition Engines.
C) Equipment permitted solely for in -situ remediation of
contaminated soil and /or groundwater.
D) Equipment permitted for use at various locations throughout the
District and does not remain at one site for more than 12
consecutive months.
E) Experimental research operations permitted under Rule 441 —
Research Operations operating for one year or less.
F) Equipment located at new or relocated facilities that are exempted
from a written permit under Rule 219.
2) If the Executive Officer has been notified and can confirm that a school
will not be constructed at a specific location, that property is no longer
considered a school under construction pursuant to paragraph (c)(15).
Table 1— Summary of Requirements for New Facilities
Distance from
Other Risk Risk
Rule 212
Meet
New Facility
Residentia Demonstration Demonstration
Additional
Requirements
to Nearest
1 or at School at at School at
Information
for Future
School or
Sensitive 500 ft 500 —1,000 ft Applications
School Under
Receptor
Construction
at Paragraph (d)(1) Paragraph (d)(2) Subdivision (f) Subdivision (g)
150ft
500 feet N/A Yes N/A N/A Yes
500 — 1,000 ft Yes N/A N/A Yes Yes
500 — 1,000 ft No N/A Yes N/A Yes
Risk Demonstration at school or school under construction for New Facility:
1 in one million cancer risk and hazard indices <_ 1.0
1401.1 -7
Rule 1401.1 (cont.) Adopted November 4, 2005)
Table 2 — Summary of Requirements for Relocated Facilities
Distance from Risk Meet
Rule 212
Relocated Demonstration Requirements
Additional
Facility to at School at for Future
Information
Nearest School 500 ft Applications
or School
Under Subdivision (e) Subdivision (f) Subdivision (g)
Construction
500 feet Yes Yes Yes
500 — 1,000 ft N/A Yes Yes
Risk Demonstration at school or school under construction for Relocated Facility:
1 in one million cancer risk and hazard indices :5 1.0
or no increase in cancer risk or hazard indices
1401.1 -8
Adopted April 2, 2004)(Amended March 4, 2005)
Amended November 3, 2006)(Amended June 1, 2007)
RULE 1470. REQUIREMENTS FOR STATIONARY DIESEL - FUELED INTERNAL
COMBUSTION AND OTHER COMPRESSION IGNITION ENGINES
a) Applicability
1) This rule shall apply to any person who either sells a stationary compression
ignition (CI) engine, offers a stationary CI engine for sale, leases a stationary CI
engine, or purchases a stationary CI engine for use in the South Coast Air Quality
Management District, except as provided in subdivision (h).
2) This rule shall apply to any person who owns or operates a stationary CI engine in
the South Coast Air Quality Management District with a rated brake horsepower
greater than 50 ( >50 bhp), except as provided in subdivision (h).
b) Definitions
For the purpose of this rule, the following definitions shall apply:
1) AGRICULTURAL OPERATIONS means the growing and harvesting of crops or
the raising of fowl or animals for the primary purpose of making a profit, providing
a livelihood, or conducting agricultural research or instruction by an educational
institution. Agricultural operations do not include activities involving the
processing or distribution of crops or fowl.
2) ALTERNATIVE FUEL means natural gas, propane, ethanol, or methanol.
3) ALTERNATIVE DIESEL FUEL means any fuel used in a CI engine that is not
commonly or commercially known, sold, or represented by the supplier as diesel
fuel No. 1 -D or No. 2 -D, pursuant to the specifications in ASTM Standard
Specification for Diesel Fuel Oils D975 -81, "Standard Specification for Diesel Fuel
Oils," as modified in May 1982, which is incorporated herein by reference, or an
alternative fuel, and does not require engine or fuel system modifications for the
engine to operate, although minor modifications (e.g., recalibration of the engine
fuel control) may enhance performance. Examples of alternative diesel fuels
include, but are not limited to, biodiesel, Fischer - Tropsch fuels, emulsions of water
in diesel fuel, and fuels with a fuel additive, unless:
A) the additive is supplied to the engine fuel by an on -board dosing
mechanism; or
13) the additive is directly mixed into the base fuel inside the fuel tank of the
engine; or
1470-1
Rule 1470 (Cont.) Amended June 1, 2007)
C) the additive and base fuel are not mixed until engine fueling commences,
and no more additive plus base fuel combination is mixed than required for
a single fueling of a single engine.
4) APPROACH LIGHT SYSTEM WITH SEQUENCED FLASHER LIGHTS IN
CATEGORY 1 AND CATEGORY 2 CONFIGURATIONS (ALSF -1 AND ALSF-
2) means high intensity approach lighting systems with sequenced flashers used at
airports to illuminate specified runways during category II or III weather
conditions, where category II means a decision height of 100 feet and runway visual
range of 1,200 feet, and category III means no decision height or decision height
below 100 feet and runway visual range of 700 feet.
5) BASELINE OR BASELINE EMISSIONS means the emissions level of a diesel -
fueled engine using CARB diesel fuel as configured upon initial installation or by
January 1, 2003, whichever is later.
6) CALIFORNIA AIR RESOURCES BOARD (GARB) DIESEL FUEL means any
diesel fuel that is commonly or commercially known, sold, or represented by the
supplier as diesel fuel No. 1 -D or No. 2 -D, pursuant to the specifications in ASTM
D975 -81, "Standard Specification for Diesel Fuel Oils," as modified in May 1982,
which is incorporated herein by reference, and that meets the specifications defined
in Title 13 CCR, Sections 2281, 2282, and 2284.
7) CANCER RISK means the characterization of the probability of developing cancer
from exposure to environmental chemical hazards, in accordance with the
methodologies specified in "The Air Toxics Hot Spots Program Guidance Manual
for Preparation of Health Risk Assessments ", Office of Environmental Health
Hazard Assessment, August 2003, which is incorporated herein by reference.
8) COMPRESSION IGNITION (CI) ENGINE means an internal combustion engine
with operating characteristics significantly similar to the theoretical diesel
combustion cycle. The regulation of power by controlling fuel supply in lieu of a
throttle is indicative of a compression ignition engine.
9) CONTROL AREA means any electrical region in California that regulates its
power generation in order to balance electrical loads and maintain planned
interchange schedules with other control areas.
10) CUMULATIVELY means the aggregation of hours or days of engine use, and any
portion of an hour or day of engine use, toward a specified time limit(s).
1470 -2
Rule 1470 (Cont.) Amended June 1, 2007)
11) DATE OF ACQUISITION OR SUBMITTAL means
A) For each District - approved permit or District registration:
i) The date the application for the District permit or the application for
engine registration was submitted to the District; or
ii) Upon District approval, the date of purchase.
B) For an engine subject to neither a District permit program nor a District
registration program for stationary sources, the date of purchase.
12) DATE OF PURCHASE means the date shown on the front of the cashed check, the
date of the financial transaction, or the date on the engine purchasing agreement,
whichever is earliest.
13) DEMAND RESPONSE PROGRAM (DRP) means a program for reducing
electrical demand using an interruptible service contract (ISC).
14) DIESEL FUEL means any fuel that is commonly or commercially known, sold, or
represented by the supplier as diesel fuel, including any mixture of primarily liquid
hydrocarbons — organic compounds consisting exclusively of the elements carbon
and hydrogen —that is sold or represented by the supplier as suitable for use in an
internal combustion, compression - ignition engine.
15) DIESEL - FUELED means fueled by diesel fuel, CARB diesel fuel, or jet fuel, in
whole or part.
16) DIESEL PARTICULATE FILTER (DPF) means an emission control technology
that reduces PM emissions by trapping the particles in a flow filter substrate and
periodically removing the collected particles by either physical action or by
oxidizing (burning ofd the particles in a process called regeneration.
17) DIESEL PARTICULATE MATTER (PM) means the particles found in the exhaust
of diesel - fueled CI engines as determined in accordance with the test methods
identified in subdivision (g).
18) DIGESTER GAS is any gas derived from anaerobic decomposition of organic
matter.
19) DIRECT -DRIVE EMERGENCY STANDBY FIRE PUMP ENGINES means
engines directly coupled to pumps exclusively used in water -based fire protection
systems.
20) DRP ENGINE means an engine that is enrolled in a DRP.
21) DUAL -FUEL DIESEL PILOT ENGINE means adual- fueled engine that uses
diesel fuel as a pilot ignition source at an annual average ratio of less than 5 parts
diesel fuel to 100 parts total fuel on an energy equivalent basis.
1470 -3
Rule 1470 (Cont.) Amended June 1, 2007)
22) DUAL -FUEL ENGINE means any CI engine that is engineered and designed to
operate on a combination of alternative fuels, such as compressed natural gas
CNG) or liquefied petroleum gas (LPG) and diesel fuel or an alternative diesel
fuel. These engines have two separate fuel systems, which inject both fuels
simultaneously into the engine combustion chamber.
23) EMERGENCY STANDBY ENGINE means a stationary engine that meets the
criteria specified in subparagraphs (b)(23)(A) and (b)(23)(B) and any combination
of subparagraphs (b)(23)(C), (b)(23)(D), or (b)(23)(E) below:
A) is installed for the primary purpose of providing electrical power or
mechanical work during an emergency use and is not the source of primary
power at the facility; and
B) is operated to provide electrical power or mechanical work during an
emergency use; and
C) is operated under limited circumstances for maintenance and testing,
emissions testing, or initial start-up testing, as specified in paragraphs (c)(2),
c)(3), (c)(7), and (c)(8); or
D) is operated under limited circumstances in response to an impending outage,
as specified in paragraphs (c)(2), (c)(3), (c)(7), and (c)(8); or
E) is operated under limited circumstances under a DRP as specified in
paragraphs (c)(7) and (c)(8).
24) EMERGENCY USE means providing electrical power or mechanical work during
any of the following events:
A) the failure or loss of all or part of normal electrical power service or normal
natural gas supply to the facility:
i) which is caused by any reason other than the enforcement of a
contractual obligation the owner or operator has with a third party or
any other party; and
ii) which is demonstrated by the owner or operator to the Executive
Officer's satisfaction to have been beyond the reasonable control of
the owner or operator.
B) the failure of a facility's internal power distribution system:
i) which is caused by any reason other than the enforcement of a
contractual obligation the owner or operator has with a third party or
any other party; and
1470 -4
Rule 1470 (Cont.) Amended June 1, 2007)
ii) which is demonstrated by the owner or operator to the Executive
Officer's satisfaction to have been beyond the reasonable control of
the owner or operator;
C) the pumping of water or sewage to prevent or mitigate a flood or sewage
overflow;
D) the pumping of water for fire suppression or protection;
E) the powering of ALSF -1 and ALSF -2 airport runway lights under category
II or III weather conditions.
F) the pumping of water to maintain pressure in the water distribution system
for the following reasons:
i) a pipe break that substantially reduces water pressure; or
ii) high demand on the water supply system due to high use of water for
fire suppression; or
iii) the breakdown of electric- powered pumping equipment at sewage
treatment facilities or water delivery facilities.
25) EMISSION CONTROL STRATEGY means any device, system, or strategy
employed with adiesel- fueled CI engine that is intended to reduce emissions
including, but not limited to, particulate filters, diesel oxidation catalysts, selective
catalytic reduction systems, fuel additives used in combination with particulate
filters, alternative diesel fuels, and any combination of the above.
26) END USER means any person who purchases or leases a stationary diesel - fueled
engine for operation in the South Coast Air Quality Management District. Persons
purchasing engines for resale are not considered "end users."
27) ENROLLED means the ISC is in effect during the specified time period for an
engine in an ISC.
28) EXECUTIVE OFFICER means the executive officer of the South Coast Air
Quality Management District, or his or her designated representative.
29) FACILITY means any source or group of sources or other air contaminant - emitting
activities which are located on one or more contiguous properties within the
District, in actual physical contact or separated solely by a public roadway or other
public right -of -way, and are owned or operated by the same person (or by persons
under common control), or an outer continental shelf (OCS) source as determined
in 40 CFR Section 55.2. Such above - described groups, if noncontiguous, but
connected only by land carrying a pipeline, shall not be considered one facility.
Sources or installations involved in crude oil and gas production in Southern
California Coastal or OCS Waters and transport of such crude oil and gas in
1470 -5
Rule 1470 (Cont.) Amended June 1, 2007)
Southern California Coastal or OCS Waters shall be included in the same facility
which is under the same ownership or use entitlement as the crude oil and gas
production facility on- shore.
30) FUEL ADDITIVE means any substance designed to be added to fuel or fuel
systems or other engine - related engine systems such that it is present in- cylinder
during combustion and has any of the following effects: decreased emissions,
improved fuel economy, increased performance of the engine; or assists diesel
emission control strategies in decreasing emissions, or improving fuel economy or
increasing performance of the engine.
31) GENERATOR SET means a CI engine coupled to a generator that is used as a
source of electricity.
32) HAZARD INDEX means the sum of individual acute or chronic hazard quotients
for each substance affecting a particular toxicological endpoint, as determined in
accordance with the requirements of "The Air Toxics Hot Spots Program Guidance
Manual for Preparation of Health Risk Assessments ", Office of Environmental
Health Hazard Assessment, August 2003, which is incorporated herein by
reference.
33) HAZARDOUS AIR POLLUTANT (HAP) means any pollutant on a list maintained
by EPA pursuant to Section 112(b) of the federal Clean Air Act.
34) HEALTH FACILITY has the same meaning as defined in Section 1250 of the
California Health and Safety Code.
35) IN -USE means a CI engine that is not a "new" CI engine.
36) INITIAL START -UP TESTING means operating the engine or supported
equipment to ensure their proper performance either:
A) for the first time after installation of a stationary diesel - fueled CI engine at a
facility, or
B) for the first time after installation of emission control equipment on an in-
use stationary diesel - fueled CI engine.
37) INTERRUPTIBLE SERVICE CONTRACT (ISC) means a contractual arrangement
in which a utility distribution company provides lower energy costs to a
nonresidential electrical customer in exchange for the ability to reduce or interrupt
the customer's electrical service during a Stage 2 or Stage 3 alert, or during a
transmission emergency.
1470 -6
Rule 1470 (Cont.) Amended June 1, 2007)
38) JET FUEL means fuel meeting any of the following specifications:
A) ASTM D 1655 -02, Standard Specification for Aviation Turbine Fuels,
which is incorporated herein by reference. Jet fuels meeting this
specification includes Jet A, Jet A -1, and Jet B;
B) Military Detail (MIL -DTL) 5624T, Turbine Fuels, Aviation, Grades Jet
Propellant (JP) JP -4, JP -S, and JP -51JP8 ST, dated September 18, 1998,
which is incorporated herein by reference; and
C) Military Test (MIL -T) 83133E, Turbine Fuels, Aviation, Kerosene Types,
North Atlantic Treaty Organization (NATO) F -34 (JP -8), NATO F -35 and
1P -8 +100, dated April 1, 1999, which is incorporated herein by reference.
39) LANDFILL GAS means any gas derived through any biological process from the
decomposition of waste buried within a waste disposal site.
40) LOCATION means any single site at a building, structure, facility, or installation.
For the purpose of this definition, a site is a space occupied or to be occupied by an
engine.
41) MAINTENANCE AND TESTING means operating an emergency standby CI
engine to:
A) Evaluate the ability of the engine or its supported equipment to perform
during an emergency. "Supported Equipment" includes, but is not limited
to, generators, pumps, transformers, switchgear, and breakers; or
B) Facilitate the training of personnel on emergency activities; or
C) Provide electric power for the facility when the utility distribution company
takes its power distribution equipment offline to service that equipment for
any reason that does not qualify as an emergency use.
42) MAJOR SOURCE means a plant that emits or has the potential to emit any single
hazardous air pollutant (HAP) at a rate of 10 tons (9.07 megagrams) or more per
year or any combination of HAP at a rate of 25 tons (22.68 megagrams) or more per
year, except that for oil and gas production facilities, a major source of HAP
emissions is determined for each surface site. Surface site means any combination
of one or more graded pad sites, gravel pad sites, foundations, platforms, or the
immediate physical location upon which equipment is physically affixed.
43) MAXIMUM RATED POWER means the maximum brake kilowatt output of an
engine as determined from any of the following, whichever is the greatest:
A) The manufacturer's sales and service literature;
B) the nameplate of the unit; or
C) if applicable, as shown in the application for certification of the engine.
1470 -7
Rule 1470 (Cont.) Amended June 1, 2007)
44) MODEL YEAR means the stationary CI engine manufacturer's annual production
period, which includes January 1st of a calendar year, or if the manufacturer has no
annual production period, the calendar year.
45) NEW or NEW CI ENGINE means the following:
A) a stationary CI engine installed at a facility after January 1, 2005, including
an engine relocated from an off -site location after January 1, 2005, except
the following shall be deemed in -use engines:
i) a replacement stationary CI engine that is installed to temporarily
replace an in -use engine while the in -use engine is undergoing
maintenance and testing, provided the replacement engine emits no
more than the in -use engine and the replacement engine is not used
more than 180 days cumulatively in any 12 -month rolling period;
ii) an engine for which a District - approved application for a district
permit or engine registration for stationary sources was filed with the
District prior to January 1, 2005;
iii) an engine that is one of four or more engines owned by an owner or
operator and is relocated prior to January 1, 2008 to an offsite
location that is owned by the same owner or operator;
iv) an engine installed prior to or on January 1, 2005 in a facility used in
agricultural operations that is owned by an owner or operator, which
is subsequently relocated to an offsite location that is owned by the
same owner or operator; or
v) an engine installed at a facility prior to January 1, 2005 and relocated
within the same facility after January 1, 2005.
vi) a model year 2004 or 2005 engine with a date of purchase prior to
January 1, 2005, for use in the South Coast Air Quality Management
District.
B) a stationary CI engine that has been reconstructed after January 1, 2005
shall be deemed a new engine unless the sum of the costs of all individual
reconstructions of that engine after January 1, 2005 is less than 50% of the
lowest - available purchase price, determined at the time of the most recent
reconstruction, of a complete, comparably- equipped new engine (within
10% of the reconstructed engine's brake horsepower rating).
For purposes of this definition, the cost of reconstruction and the cost of a
comparable new engine shall not include the cost of equipment and devices
required to meet the requirements of this rule.
1470 -8
Rule 1470 (Cont.) Amended June 1, 2007)
46) NON - METHANE HYDROCARBONS (NMHC) means the sum of all hydrocarbon
air pollutants except methane.
47) OWNER OR OPERATOR means any person subject to the requirements of this
rule, including but not limited to:
A) an individual, trust, firm, joint stock company, business concern,
partnership, limited liability company, association, or corporation including
but not limited to, a government corporation; and
B) any city, county, district, commission, the state or any department, agency,
or political subdivision thereof, any interstate body, and the federal
government or any department or agency thereof to the extent permitted by
law.
48) PORTABLE CI ENGINE means a compression ignition (CI) engine designed and
capable of being carried or moved from one location to another, except as provided
in paragraph (b)(60). Indicators of portability include, but are not limited to,
wheels, skids, carrying handles, dollies, trailers, or platforms. The provisions of
this definition notwithstanding, an engine with indicators of portability that remains
at the same facility location for more than 12 consecutive rolling months or 365
rolling days, whichever occurs first, not including time spent in a storage facility,
shall be deemed a stationary engine.
49) PRIME CI ENGINE means a stationary CI engine that is not an emergency standby
CI engine.
50) PRIORITIZATION SCORE means the numeric value used to rank facilities in
order of their potential to pose significant risk to human receptors. Prioritization
scores are calculated per the process described in the "CAPCOA Air Toxics Hot
Spots Program Facility Prioritization Guidelines," California Air Pollution Control
Officer's Association (CAPCOA), July 1990, which is incorporated herein by
reference.
5 1) RATED BRAKE HORSEPOWER (BHP) means:
A) For in -use engines, the maximum brake horsepower output of an engine as
determined from any of the following, whichever reflects the engine's
configuration as of January 1, 2005:
i) The manufacturer's sales and service literature; or
ii) The nameplate of the engine; or
iii) If applicable, as shown in the application for certification of the
engine.
1470 -9
Rule 1470 (Cont.) Amended June 1, 2007)
B) For new engines, the maximum brake horsepower output of an engine as
determined from any of the following, whichever reflects the engine's
configuration upon the engine's initial installation at the facility:
i) The manufacturer's sales and service literature; or
ii) The nameplate of the engine; or
iii) If applicable, as shown in the application for certification of the
engine.
52) RECEPTOR LOCATION means any location outside the boundaries of a facility
where a person may experience exposure to diesel exhaust due to the operation of a
stationary diesel - fueled CI engine. Receptor locations include, but are not limited
to, residences, businesses, hospitals, daycare centers, and schools.
53) RECONSTRUCTION means the rebuilding of the engine or the replacement of
engine parts, including pollution control devices, but excluding operating fluids;
lubricants; and consumables such as air filters, fuel filters, and glow plugs that are
subject to regular replacement.
54) ROTATING OUTAGE means a controlled, involuntary curtailment of electrical
power service to consumers as ordered by the Utility Distribution Company.
55) SCHOOL OR SCHOOL GROUNDS means any public or private school, including
juvenile detention facilities and schools serving as the students' place of residence
e.g., boarding schools), used for purposes of the education of more than 12
children in kindergarten or any of grades 1 to 12, inclusive, but does not include
any private school in which education is primarily conducted in private homes.
School or School Grounds includes any building or structure, playground, athletic
field, or other areas of school property, but does not include unimproved school
property.
56) SELECTIVE CATALYTIC REDUCTION (SCR) SYSTEM means an emission
control system that reduces NOx emissions through the catalytic reduction of NOx
in diesel exhaust by injecting nitrogen - containing compounds into the exhaust
stream, such as ammonia or urea.
57) SELLER means any person who sells, leases, or offers for sale any stationary
diesel - fueled engine directly to end users.
58) STAGE 2 ALERT means an official forecast or declaration by the California
Independent System Operator that the operating reserves of electrical power will
fall or have fallen below 5 percent.
1470-10
Rule 1470 (Cont.) Amended June 1, 2007)
59) STAGE 3 ALERT means an official forecast or declaration by the California
Independent System Operator that the operating reserves of electrical power will
fall or have fallen below 1.5 percent.
60) STATIONARY CI ENGINE means a CI engine that is designed to stay in one
location, or remains in one location. A CI engine is stationary if any of the
following are true:
A) the engine or its replacement is attached to a foundation, or if not so
attached, resides at the same location for more than 12 consecutive months.
Any engine such as backup or standby engines, that replaces an engine at a
location and is intended to perform the same or similar function as the
engine(s) being replaced, shall be included in calculating the consecutive
time period. The cumulative time of all engine(s), including the time
between the removal of the original engine(s) and installation of the
replacement engine(s), will be counted toward the consecutive time period;
or
B) the engine remains or will reside at a location for less than 12 consecutive
months if the engine is located at a seasonal source and operates during the
full annual operating period of the seasonal source, where a seasonal source
is a stationary source that remains in a single location on a permanent basis
at least two years) and that operates at that single location at least three
months each year; or
C) the engine is moved from one location to another in an attempt to
circumvent the 12 month residence time requirement. The period during
which the engine is maintained at a storage facility shall be excluded from
the residency time determination.
61) STATIONARY SOURCE means any building, structure, facility, or installation
that emits any affected pollutant directly or as fugitive emissions. Building,
structure, facility, or installation includes all pollutant emitting activities which:
A) are under the same ownership or operation, or which are owned or operated
by entities which are under common control; and
B) belong to the same industrial grouping either by virtue of falling within the
same two -digit standard industrial code or by virtue of being part of a
common industrial process, manufacturing process, or connected process
involving a common raw material; and
C) are located on one or more contiguous or adjacent properties.
1470-11
Rule 1470 (Cont.) Amended June 1, 2007)
62) TRANSMISSION CONSTRAINED AREA means the specific location that is
subject to localized operating reserve deficiencies due to the failure of the normal
electrical power distribution system.
63) TRANSMISSION EMERGENCY means an official forecast or declaration by the
California Independent System Operator that the available electrical power
transmission capacity to a transmission constrained area is insufficient and may
result in an uncontrolled local grid collapse in the transmission constrained area.
64) UTILITY DISTRIBUTION COMPANY means one of several organizations that
control energy transmission and distribution in California. Utility Distribution
Companies include, but are not limited to, the Pacific Gas and Electric Company,
the San Diego Gas and Electric Company, Southern California Edison, Los Angeles
Department of Water and Power, the Imperial Irrigation District, and the
Sacramento Municipal Utility District.
65) VERIFICATION PROCEDURE, WARRANTY AND IN -USE COMPLIANCE
REQUIREMENTS FOR IN -USE STRATEGIES TO CONTROL EMISSIONS
FROM DIESEL ENGINES (VERIFICATION PROCEDURE) means the ARB
regulatory procedure codified in Title 13, CCR, Sections 2700 -2710, which is
incorporated herein by reference, that engine manufacturers, sellers, owners, or
operators may use to verify the reductions of diesel PM or NOx from in -use diesel
engines using a particular emission control strategy.
66) VERIFIED DIESEL EMISSION CONTROL STRATEGY means an emission
control strategy, designed primarily for the reduction of diesel PM emissions, which
has been verified pursuant to the Verification Procedure.
c) Requirements
1) Fuel and Fuel Additive Requirements for New and In -Use Stationary CI Engines
that Have a Rated Brake Horsepower of Greater than 50 ( >50 bhp)
A) As of January 1, 2006, except as provided in subdivision (h), no owner or
operator of a new stationary CI engine or an in -use prime stationary diesel-
fueled CI engine shall fuel the engine with any fuel unless the fuel is one of
the following:
i) CARB Diesel Fuel; or
ii) an alternative diesel fuel that meets the requirements of the
Verification Procedure; or
iii) an alternative fuel; or
1470-12
Rule 1470 (Cont.) Amended June 1, 2007)
iv) CARB Diesel Fuel used with fuel additives that meets the
requirements of the Verification Procedure; or
v) any combination of the fuels identified in clauses (c)(1)(A)(i)
through (c)(1)(A)(iv), above.
B) As of January 1, 2006, except as provided in subdivision (h), no owner or
operator of an in -use emergency standby stationary diesel - fueled CI engine
shall add to the engine or any fuel tank directly attached to the engine any
fuel unless the fuel is one of the following:
i) CARB Diesel Fuel; or
ii) an alternative diesel fuel that meets the requirements of the
Verification Procedure; or
iii) an alternative fuel; or
iv) CARB Diesel Fuel used with fuel additives that meets the
requirements of the Verification Procedure; or
v) any combination of the fuels identified in clauses (c)(1)(B)(i)
through (c)(1)(B)(iv), above.
2) Operating Requirements and Emission Standards for New Stationary Emergency
Standby Diesel - Fueled CI Engines With a Rated Brake Horsepower of Greater than
50 ( >50 bhp)
A) Limit on Non - Emergency Operation
As of June 2, 2004 the owner or operator of a new emergency standby
diesel - fueled CI engine located 500 feet or less from a school shall comply
with the following applicable limits on non - emergency operation, which
includes maintenance and testing:
i) An engine that is located on school grounds shall not be operated for
non - emergency use whenever there is a school sponsored activity;
and
ii) An engine that is located 100 meters (328 feet) or less from a school
shall not be operated for non - emergency use between the hours of
7:30 a.m. and 4:30 p.m. on days when school is in session, until
control equipment is in place, when the hours would be between
7:30 a.m. and 3:30 p.m.; and
iii) An engine that is located more than 100 meters (328 feet) and less
than or equal to 500 feet from a school shall not be operated for non-
emergency use between the hours of 7:30 a.m. and 3:30 p.m. on days
1470-13
Rule 1470 (Cont.) Amended June 1, 2007)
when school is in session. An engine that emits diesel PM at a rate
of 0.01 g /bhp -hr or less is not subject to this restriction.
B) No owner or operator of a new stationary emergency standby diesel - fueled
CI engine ( >50 bhp) shall operate in response to the notification of an
impending rotating outage, unless all the following criteria are met:
i) the engine's permit to operate allows operation of the engine in
anticipation of a rotating outage; and
ii) the Utility Distribution Company has ordered rotating outages in the
control area where the engine is located, or has indicated it expects
to issue such an order at a specified time; and
iii) the engine is located in a specific location that is subject to the
rotating outage; and
iv) the engine is operated no more than 30 minutes prior to the time
when the Utility Distribution Company officially forecasts a rotating
outage in the control area; and
v) the engine operation is terminated immediately after the Utility
Distribution Company advises that a rotating outage is no longer
imminent or in effect.
C) As of January 1, 2005, except as provided in subdivision (h), no person shall
sell, offer for sale, purchase, or lease for use in the South Coast Air Quality
Management District any new stationary emergency standby diesel - fueled
CI engine ( >50 bhp) unless it meets all of the following applicable emission
standards, and no person shall operate any new stationary emergency
standby diesel - fueled CI engine ( >50 bhp) unless it meets all of the
following applicable operating requirements and emission standards:
i) Diesel PM Standard and Hours of Operating Requirements
New stationary emergency standby diesel - fueled engines ( >50 bhp),
except those located on school grounds or 100 meters or less from a
school which exists at the date the application for Permit to
Construct or Permit to Operate is deemed complete, whichever is
earlier, shall:
I) emit diesel PM at a rate less than or equal to 0.15 g /bhp -hr;
or
II) meet the diesel PM standard as specified in the Off -Road
Compression Ignition Engine Standards for off -road engines
with the same maximum rated power (Title 13 CCR Section
1470-14
Rule 1470 (Cont.) Amended June 1, 2007)
2423), in effect on the date of acquisition or submittal, as
defined in subdivision (b), whichever is more stringent; and
III) not operate more than 50 hours per year, or for new direct-
drive emergency standby fire pump engines more than the
number of hours necessary to comply with the testing
requirements of the National Fire Protection Association
NFPA) 25 — "Standard for the Inspection, Testing, and
Maintenance of Water -Based Fire Protection Systems," 2002
edition or the most current edition, incorporated herein by
reference, for maintenance and testing purposes. This
subclause does not limit engine operation for emergency use
and for emission testing to show compliance with
subparagraph (c)(2)(C).
ii) Alternative Diesel PM Standard and Hours of Operating
Requirements
The Executive Officer may allow the owner or operator of a new
emergency standby diesel - fueled CI engine ( >50 hp) to meet the
following alternative standards and hours of operating requirements:
I) emit diesel PM at a rate less than or equal to 0.01 g /bhp -hr;
and
II) not operate more than 100 hours per year, or for new direct-
drive emergency standby fire pump engines more than the
number of hours necessary to comply with the testing
requirements of the National Fire Protection Association
NFPA) 25 — "Standard for the Inspection, Testing, and
Maintenance of Water -Based Fire Protection Systems," 2002
edition or the most current edition, incorporated herein by
reference, for maintenance and testing purposes. This
subclause does not limit engine operation for emergency use
and for emission testing to show compliance with
subparagraph (c)(2)(C).
iii) Diesel PM Standard and Hours of Operating Requirements for
Engines Located On or Near School Grounds
New stationary emergency standby diesel - fueled engines ( >50 bhp)
located on school grounds or 100 meters or less from a school which
1470-15
Rule 1470 (Cont.) (Amended June 1, 2007)
exists at the date the application for Permit to Construct or Permit to
Operate is deemed complete, whichever is earlier, shall:
I) emit diesel PM at a rate less than or equal to 0.01 g /bhp -hr;
and
II) not operate more than 100 hours per year for maintenance
and testing purposes. This subclause does not limit engine
operation for emergency use and for emission testing to show
compliance with subparagraph (c)(2)(C).
iv) HC, NOx, NMHC + NOx, and CO Standards
I) New stationary emergency standby diesel - fueled CI engines
50 bhp) must meet the standards for off -road engines of
the same model year and maximum rated power as specified
in the Off -Road Compression - Ignition Engine Standards
Title 13, CCR, Section 2423). If no standards have been
established for an off -road engine of the same model year
and maximum rated power as the new stationary emergency
standby diesel - fueled CI engine, then the new stationary
emergency standby diesel - fueled CI engine shall meet the
Tier 1 standards in Title 13, CCR, Section 2423 for an off-
road engine of the same maximum rated power, irrespective
of the new stationary emergency standby diesel - fueled CI
engine's model year or,
II) If a new direct -drive emergency standby fire pump engine
50 hp) is not available in the model year and maximum
rated horsepower that meets the Tier 3 standards of Title 13,
CCR, Section 2423, at the earliest date its application for
Permit to Construct or Permit to Operate is deemed complete,
an owner /operator may install a new direct -drive emergency
standby fire pump engine ( >50 hp) that meets the Tier 2
standards specified in Title 13, CCR, Section 2423
corresponding to the maximum rated horsepower. This
provision applies until Tier 3 engines are available in the
model year and maximum rated horsepower or, if Tier 3
engines are not available, until three years after the date those
standards are applicable for off -road engines with the same
maximum rated power, whichever is sooner.
1470-16
Rule 1470 (Cont.) Amended June 1, 2007)
v) The District shall determine an appropriate limit on the number of
hours of operation for demonstrating compliance with District rules
and initial start-up testing. Hours of operation used solely for testing
and demonstration for compliance with District rules and for initial
start-up testing shall not be included as part of the engine's
cumulative annual hours specified in clauses (c)(2)(C)(i), through
c)(2)(C)(iii).
3) Operating Requirements and Emission Standards for In -Use Emergency Standby
Diesel - Fueled CI Engines that Have a Rated Brake Horsepower of Greater than 50
50 bhp).
A) No owner or operator shall operate any in -use stationary emergency standby
diesel - fueled CI engine in response to the notification of an impending
rotating outage unless all the following criteria are met:
i) the engine's permit to operate allows operation of the engine in
anticipation of a rotating outage; and
ii) the Utility Distribution Company has ordered rotating outages in the
control area where the engine is located, or has indicated it expects
to issue such an order at a certain time; and
iii) the engine is located in a specific location that is subject to the
rotating outage; and
iv) the engine is operated no more than 30 minutes prior to the time
when the Utility Distribution Company officially forecasts a rotating
outage in the control area; and
v) the engine operation is terminated immediately after the Utility
Distribution Company advises that a rotating outage is no longer
imminent or in effect.
B) Limit on Non - Emergency Operation
As of June 2, 2004 the owner or operator of an in -use emergency standby
diesel - fueled CI engine located 500 feet or less from a school shall comply
with the following applicable limits on non - emergency operation, which
includes maintenance and testing:
i) An engine that is located on school grounds shall not be operated for
non - emergency use whenever there is a school sponsored activity;
and
ii) An engine that is located 100 meters (328 feet) or less from a school
shall not be operated for non - emergency use between the hours of
1470-17
Rule 1470 (Cont.) Amended June 1, 2007)
7:30 a.m. and 4:30 p.m. on days when school is in session, until
control equipment is in place, when the hours would be between
7:30 a.m. and 3:30 p.m.; and
iii) An engine that is located more than 100 meters (328 feet) and less
than or equal to 500 feet from a school shall not be operated for non-
emergency use between the hours of 7:30 a.m. and 3:30 p.m. on days
when school is in session. An engine that emits diesel PM at a rate
of 0.01 g /bhp -hr or less is not subject to this restriction.
C) Except as provided in subdivision (h), no owner or operator of an in -use
stationary emergency standby diesel - fueled CI engine (> 50 hp) shall
operate the engine in the South Coast Air Quality Management District
unless it meets, in accordance with the applicable compliance schedules
specified in subdivision (e), the following requirements:
i) Diesel PM Standard and Hours of Operating Requirements
The owner or operator of in -use stationary emergency standby
diesel - fueled engines ( >50 bhp), except those located on school
grounds or 100 meters or less from an existing, as of April 2, 2004,
school shall meet the following requirements:
I) No owner or operator shall operate an in -use stationary
emergency standby diesel - fueled CI engine ( >50 bhp) that
emits diesel PM at a rate greater than 0.40 g /bhp -hr more
than 20 hours per year for maintenance and testing purposes.
In -use emergency standby diesel fueled CI engines operated
at health facilities shall be allowed up to 10 additional hours
per year for maintenance and testing purposes. This section
does not limit engine operation for emergency use and for
emission testing to show compliance with subparagraph
c)(3)(C).
II) No owner or operator shall operate an in -use stationary
emergency standby diesel - fueled CI engine ( >50 bhp) that
emits diesel PM at a rate less than or equal to 0.40 g /bhp -hr
more than 30 hours per year for maintenance and testing
purposes, except as provided in clause (c)(3)(C)(ii). This
subclause does not limit engine operation for emergency use
and for emission testing to show compliance with
subparagraph (c)(3)(C).
1470-18
Rule 1470 (Cont.) Amended June 1, 2007)
ii) Alternative Diesel PM Standard and Hours of Operating
Requirements
The Executive Officer may allow the owner or operator of an in -use
emergency standby diesel - fueled CI engine (> 50 hp), except those
located on school grounds or 100 meters or less from an existing, as
of April 2, 2004, school, to operate more than 30 hours per year for
maintenance and testing purposes on asite- specific basis, provided
the following limits are met:
I) Up to 50 annual hours of operation are allowed for
maintenance and testing purposes if the diesel PM emission
rate is less than or equal to 0.15 g /bhp -hr.
II) Up to 100 annual hours of operation are allowed for
maintenance and testing purposes if the diesel PM emission
rate is less than or equal to 0.01 g /bhp -hr.
iii) Diesel PM Standards and Hours of Operating Requirements For In-
Use Stationary Emergency Standby Diesel - Fueled Engines ( >50
Bhp) Located on School Grounds or 100 Meters or Less from an
Existing, as of April 2, 2004, Schools
All in -use emergency diesel - fueled CI engines (> 50 bhp), subject to
this clause, certified in accordance with the Off -Road Compression-
Ignition Engine Standards (Title 13, CCR, Section 2423) shall
comply with either option 1 or option 2 below. All engines not
certified in accordance with the Off -Road Compression - Ignition
Engine Standards (Title 13, CCR, Section 2423) shall comply with
option 1, option 2, or option 3 below:
I) Option 1: Reduce the diesel PM emission rate by at least 85
percent, by weight, from the baseline level, in accordance
with the appropriate compliance schedule specified in
subdivision (e) and operate 75 hours or less per year for
maintenance and testing purposes. This subclause does not
limit engine operation for emergency use and for emission
testing to show compliance with subparagraph (c)(3)(C); or
II) Option 2: Emit diesel PM at a rate less than or equal to 0.01
g /bhp -hr in accordance with the appropriate compliance
schedule as specified in subdivision (e) and operate 100
hours or less per year for maintenance and testing purposes.
1470-19
Rule 1470 (Cont.) Amended June 1, 2007)
This subclause does not limit engine operation for emergency
use and for emission testing to show compliance with
subparagraph (c)(3)(C); or
III) Option 3: Reduce the diesel PM emission rate by at least
30% from the baseline level and operate 20 hours or less per
year for maintenance and testing purposes, by no later than
January 1, 2006, and emit diesel PM at a rate of 0.01 g /bhp-
hr or less and operate 100 hours or less per year for
maintenance and testing purposes by no later than July 1,
2011. This subclause does not limit engine operation for
emergency use and for emission testing to show compliance
with subparagraph (c)(3)(C).
iv) Additional Standards:
Owners or operators that choose to meet the diesel PM standards
defined in clauses (c)(3)(C)(i) through (c)(3)(C)(iii) with emission
control strategies that are not verified through the Verification
Procedure shall either:
I) Meet the applicable HC, NOx, NMHC +NOx, and CO
standards for off -road engines of the same model year and
maximum rated power as specified in the Off -Road
Compression - Ignition Engine Standards (Title 13, CCR,
Section 2423). If no standards have been established for an
off -road engine of the same model year and maximum rated
power as the in -use stationary emergency standby diesel-
fueled CI engine, then the in -use stationary emergency
standby diesel - fueled CI engine shall meet the Tier 1
standards in Title 13, CCR, Section 2423 for an off -road
engine of the same maximum rated power, irrespective of the
in -use stationary emergency standby diesel - fueled CI
engine's model year; or
II) Not increase CO emission rates by more than 10% above
baseline and not increase HC or NOx emission rates by more
than 10% above baseline, or not increase the sum of NMHC
and NOx emission rates above baseline.
v) The District shall determine an appropriate limit on the number of
hours of operation for demonstrating compliance with District rules.
1470-20
Rule 1470 (Cont.) (Amended June 1, 2007)
Hours of operation used solely for testing and demonstration for
compliance with District rules shall not be included as part of the
engine's cumulative annual hours specified in clauses (c)(3)(C)(i)
through (c)(3)(C)(iii).
4) New Stationary Prime Diesel - Fueled CI Engines that Have a Rated Brake
Horsepower of Greater than 50 (> 50 bhp)
As of January 1, 2005, except as provided in subdivision (h), no person shall sell,
purchase, or lease for use in the South Coast Air Quality Management District a
new stationary prime diesel - fueled CI engine ( >50 bhp) unless it meets the
following applicable emission standards, and no person shall operate any new
stationary prime diesel - fueled CI engine ( >50 bhp) unless it meets all of the
following emission standards and operational requirements:
A) Diesel PM Standard
All new stationary prime diesel - fueled CI engines (> 50 bhp) shall either
emit diesel PM at a rate that is less than or equal to 0.01 grams diesel PM
per brake - horsepower -hour (g /bhp -hr) or shall meet the diesel PM standard,
as specified in the Off -Road Compression Ignition Engine Standards for off -
road engines with the same maximum rated power (Title 13, CCR, Section
2423), in effect on the date of acquisition or submittal, as defined in
subdivision (b), whichever is more stringent;
B) HC, NOx, NMHC + NOx, and CO Standards
All new stationary prime diesel - fueled CI engines (> 50 bhp) shall meet the
standards for off -road engines of the same model year and maximum rated
power as specified in the Off -Road Compression- Ignition Engine Standards
Title 13, CCR, Section 2423). If no limits have been established for an off -
road engine of the same model year and maximum rated power as the new
stationary prime diesel - fueled CI engine, then the new stationary prime
diesel - fueled CI engine shall meet the Tier 1 standards in Title 13, CCR,
Section 2423, for an off -road engine of the same maximum rated power,
irrespective of the new stationary prime diesel - fueled CI engine's model
year;
5) Emission Standards for In -Use Stationary Prime Diesel - Fueled CI Engines that
Have a Rated Brake Horsepower of Greater than 50 ( >50 bhp)
Except as provided in subdivision (h), all in -use stationary prime diesel - fueled CI
engines (> 50 bhp) operated in the South Coast Air Quality Management District
shall meet the following requirements, according to specified dates:
1470-21
Rule 1470 (Cont.) (Amended June 1, 2007)
A) Diesel PM Standards
All in -use stationary prime diesel - fueled CI engines (> 50 bhp) certified in
accordance with the Off -Road Compression - Ignition Engine Standards
Title 13, CCR, Section 2423) shall comply with either option 1 or option 2
below. All engines not certified in accordance with the Off -Road
Compression - Ignition Engine Standards (Title 13, CCR, Section 2423) shall
comply with option 1, option 2, or option 3 below:
i) Option 1: Reduce the diesel PM emission rate by at least 85 percent,
by weight, from the baseline level, in accordance with the
appropriate compliance schedule specified in subdivision (e); or
ii) Option 2: Emit diesel PM at a rate less than or equal to 0.01 g /bhp -hr
in accordance with the appropriate compliance schedule as specified
in subdivision (e); or
iii) Option 3: Reduce the diesel PM emission rate by at least 30% from
the baseline level, by no later than January 1, 2006, and emit diesel
PM at a rate of 0.01 g /bhp -hr or less by no later than July 1, 2011.
B) Additional Standards
Owners or operators that choose to meet the diesel PM limits defined in
subparagraph (c)(5)(A) with emission control strategies that are not verified
through the Verification Procedure shall:
i) Meet the applicable HC, NOx, NMHC +NOx, and CO standards for
off -road engines of the same model year and maximum rated power
as specified in the Off -Road Compression - Ignition Engine Standards
Title 13, CCR, Section 2423). If no standards have been established
for an off -road engine of the same model year and maximum rated
power as the in -use stationary prime diesel - fueled CI engine, then
the in -use stationary prime diesel - fueled CI engine shall meet the
Tier 1 standards in Title 13, CCR, Section 2423 for an off -road
engine of the same maximum rated power, irrespective of the in -use
stationary prime diesel - fueled CI engine's model year; or
ii) not increase CO emission rates by more than 10% above baseline
and not increase HC or NOx emission rates by more than 10% above
baseline, or not increase the sum of NMHC and NOx emission rates
above baseline.
6) Emission Standards for New Stationary Diesel - Fueled CI Engines Used in
Agricultural Operations (> 50 bhp)
1470-22
Rule 1470 (Cont.) Amended June 1, 2007)
A) As of January 1, 2005, except as provided in subdivision (h) and
subparagraph (c)(6)(B), no person shall sell, purchase, or lease for use in the
South Coast Air Quality Management District any new stationary diesel-
fueled engine to be used in agricultural operations that has a rated brake
horsepower greater than 50, or operate any new stationary diesel - fueled
engine to be used in agricultural operations that has a rated brake
horsepower greater than 50, unless the engine meets all of the following
emission performance standards:
i) Diesel PM Standard
New agricultural stationary diesel - fueled CI engines shall emit no
more than 0.15 g /bhp -hr diesel particulate matter (PM) limit or shall
meet the current standards for off -road engines of the same
maximum rated power as specified in the Off -Road Compression-
Ignition Engine Standards (Title 13, CCR, Section 2423), whichever
is lower; and
ii) NMHC, NOx, and CO Standards
New agricultural stationary diesel - fueled CI engines shall meet the
HC, NOx, (or NMHC +NOx, if applicable) and CO standards for off -
road engines of the same model year and maximum rated power, as
specified in the Off -Road Compression- Ignition Engine Standards
Title 13, CCR, Section 2423). If no limits have been established for
an off -road engine of the same model year and maximum rated
power as the new agricultural stationary diesel - fueled CI engine,
then the new agricultural stationary diesel - fueled CI engine shall
meet the Tier 1 standards in Title 13, CCR, Section 2423, for an off-
road engine of the same maximum rated power, irrespective of the
new agricultural diesel - fueled CI engine's model year.
B) Prior to January 1, 2008, the requirements of subparagraph (c)(6)(A) shall
not apply to any stationary diesel - fueled CI engine that:
i) is used in agricultural operations, and
ii) was funded under a State or federal incentive funding program
which, for purposes of this subsection include, but are not limited to,
California's Carl Moyer Program, as set forth in Title 17, Part 5,
Chapter 9 of the California Health and Safety Code, and the U.S.
Department of Agriculture's Environmental Quality Incentives
1470-23
Rule 1470 (Cont.) Amended June 1, 2007)
Program (EQIP), as set forth in Title 7, Chapter XIV, Part 1466 of
the Code of Federal Regulations; and
iii) was sold for use in another agricultural operation, provided the
stationary diesel - fueled CI engine complies with Tier II Off -Road
Compression Ignition Standards for off -road engines of the same
maximum rated power (Title 13, CCR, Section 2423).
7) Operating Requirements and Emission Standards for New Emergency Standby
Diesel - Fueled CI Engines that Have a Rated Brake Horsepower of Greater than 50
50 bhp) Used in Demand Response Programs (DRP Engines)
A) Limit on Non - Emergency Operation
As of June 2, 2004 the owner or operator of a new stationary emergency
standby diesel - fueled CI DRP engine located 500 feet or less from a school
shall comply with the following applicable limits on non - emergency
operation, which includes maintenance and testing:
i) An engine that is located on school grounds shall not be operated for
non - emergency use whenever there is a school sponsored activity;
and
ii) An engine that is located 100 meters (328 feet) or less from a school
shall not be operated for non - emergency use between the hours of
7:30 a.m. and 4:30 p.m. on days when school is in session, until
control equipment is in place, when the hours would be between
7:30 a.m. and 3:30 p.m.; and
iii) An engine that is located more than 100 meters (328 feet) and less
than or equal to 500 feet from a school shall not be operated for non-
emergency use between the hours of 7:30 a.m. and 3:30 p.m. on days
when school is in session. An engine that emits diesel PM at a rate
of 0.01 g /bhp -hr or less is not subject to this restriction.
B) No owner or operator shall operate any new stationary emergency standby
diesel - fueled CI DRP engine ( >50 bhp) in response to the notification of an
impending rotating outage, unless all of the following criteria are met:
i) the engine's permit to operate allows operation of the engine in
anticipation of a rotating outage; and
ii) the Utility Distribution Company has ordered rotating outages in the
control area where the engine is located, or has indicated it expects
to issue such an order at a certain time; and
1470-24
Rule 1470 (Cont.) Amended June 1, 2007)
iii) the engine is in a specific location that is subject to the rotating
outage in the control area; and
iv) the engine is operated no more than 30 minutes prior to the time
when the Utility Distribution Company officially forecasts a rotating
outage in the control area; and
v) the engine operation is terminated immediately after the Utility
Distribution Company advises that a rotating outage is no longer
imminent or in effect.
C) Except as provided in subdivision (h), no person shall operate any new
stationary emergency standby diesel - fueled CI DRP engine ( >50 bhp),
unless it meets all of the following applicable operating requirements and
emission standards:
i) Diesel PM Standard and Hours of Operating Requirements
New DRP engines enrolled in an ISC on or after January 1, 2005
shall:
I) meet a diesel PM standard of 0.01 g /bhp -hr or less or meet
the current model year diesel PM standard as specified in the
Off -Road Compression Ignition Engine Standards for off-
road engines with the same horsepower rating (Title 13 CCR
Section 2423), in effect on the date of ISC enrollment,
whichever is more stringent; and
II) comply with the limitations on the hours of operation for
maintenance and testing as specified in clauses (c)(2)(C)(i)
through (c)(2)(C)(iii), whichever is applicable; and
III) not operate more than 150 hours per year for ISC operation.
ii) HC, NOx, NMHC + NOx, and CO standards
No owner or operator shall operate any new stationary emergency
standby diesel - fueled CI DRP engines ( >50 bhp), unless it meets the
more stringent of the following emission standards for HC, NOx,
NMHC + NOx, and CO:
I. The emission requirements specified for spark ignition
emergency internal combustion engines pursuant to the most
current version of SCAQMD Best Available Control
Technology Guidelines, Part D — BACT Guidelines for Non-
Major Polluting Facilities, or
1470-25
Rule 1470 (Cont.) Amended June 1, 2007)
II. The standards for off -road engines of the same model year
and maximum rated power as specified in the Off -Road
Compression - Ignition Engine Standards (Title 13, CCR,
Section 2423). If no standards have been established for an
off -road engine of the same model year and maximum rated
power as the new stationary emergency standby diesel - fueled
CI DRP engine, then the new stationary emergency standby
diesel - fueled CI DRP engine shall meet the Tier 1 standards
in Title 13, CCR, Section 2423, for an off -road engine of the
same maximum rated power, irrespective of the new
stationary emergency standby diesel - fueled CI DRP engine's
model year.
iii) The District shall determine an appropriate limit on the number of
hours of operation for demonstrating compliance with District rules.
Hours of operation used solely for testing and demonstration for
compliance with District rules and for initial start-up testing shall not
be included as part of the engine's cumulative annual hours.
8) Operating Requirements and Emission Standards for In -Use Emergency Standby
Diesel - Fueled CI DRP Engines that Have a Rated Brake Horsepower of Greater
than 50 (> 50 bhp)
A) Limit on Non - Emergency Operation
As of June 2, 2004 the owner or operator of an in -use stationary emergency
standby diesel - fueled CI DRP engine located 500 feet or less from a school
shall comply with the following applicable limits on non - emergency
operation, which includes maintenance and testing:
i) An engine that is located on school grounds shall not be operated for
non - emergency use whenever there is a school sponsored activity;
and
ii) An engine that that is located 100 meters (328 feet) or less from a
school shall not be operated for non - emergency use between the
hours of 7:30 a.m. and 4:30 p.m. on days when school is in session,
until control equipment is in place, when the hours would be
between 7:30 a.m. and 3:30 p.m.; and
iii) An engine that is located more than 100 meters (328 feet) and less
than or equal to 500 feet from a school shall not be operated for non-
emergency use between the hours of 7:30 a.m. and 3:30 p.m. on days
1470-26
Rule 1470 (Cont.) Amended June 1, 2007)
when school is in session, except an engine that emits diesel PM at a
rate of 0.01 g /bhp -hr and less, which is not subject to this restriction.
B) No owner or operator shall operate any in -use stationary emergency standby
diesel - fueled CI DRP engine ( >50 bhp) in response to the notification of an
impending rotating outage, unless all of the following criteria are met:
i) the engine's permit to operate allows operation of the engine in
anticipation of a rotating outage; and
ii) the Utility Distribution Company has ordered rotating outages in the
control area where the engine is located, or has indicated it expects
to issue such an order at a certain time; and
iii) the engine is in a specific location that is subject to the rotating
outage in the control area; and
iv) the engine is operated no more than 30 minutes prior to the time
when the Utility Distribution Company officially forecasts a rotating
outage in the control area; and
v) the engine operation is terminated immediately after the Utility
Distribution Company advises that a rotating outage is no longer
imminent or in effect.
C) Except as provided in subdivision (h), no person shall operate any in -use
stationary emergency standby diesel - fueled CI DRP engine ( >50 bhp) unless
it meets all of the following applicable operating requirements and emission
standards:
i) Diesel PM Standard and Hours of Operating Requirements for in -use
DRP engines enrolled in an ISC prior to January 1, 2005, shall as of
January 1, 2006:
I) meet a diesel PM standard of 0.15 g /bhp -hr or less diesel PM;
and
II) meet the requirements specified in clauses (c)(3)(C)(i)
through (c)(3)(C)(v) for maintenance and testing hours of
operation; and
III) not operate more than 150 hours per year for ISC operation.
ii) Diesel PM Standard and Hours of Operating Requirements for in -use
DRP engines enrolled in an ISC on or after January 1, 2005, and
prior to January 1, 2008:
I) meet a diesel PM standard of 0.15 g /bhp -hr or less diesel PM;
and
1470-27
Rule 1470 (Cont.) Amended June 1, 2007)
II) meet the requirements specified in clauses (c)(3)(C)(i)
through (c)(3)(C)(v) for maintenance and testing hours of
operation; and
III) not operate more than 150 hours per year for ISC operation.
iii) Diesel PM Standard and Hours of Operating Requirements for in -use
DRP engines enrolled in an ISC after January 1, 2008:
I) meet a diesel PM standard of 0.01 g /bhp -hr or less diesel PM;
and
II) meet the requirements specified in clauses (c)(3)(C)(i)
through (c)(3)(C)(v) for maintenance and testing hours of
operation; and
III) not operate more than 150 hours per year for ISC operation.
iv) Additional Standards:
Owners or operators that choose to meet the diesel PM limits and
hour of operation limits defined in clauses (c)(8)(C)(i) through
c)(8)(C)(iii) with emission control strategies that are not verified
through the Verification Procedure shall either:
I) Meet the applicable HC, NOx, NMHC +NOx, and CO
standards for off -road engines of the same model year and
maximum rated power as specified in the Off -Road
Compression - Ignition Engine Standards (Title 13, CCR,
Section 2423). If no standards have been established for an
off -road engine of the same model year and maximum rated
power as the in -use stationary emergency standby diesel-
fueled CI DRP engine, then the in -use stationary emergency
standby diesel - fueled CI DRP engine shall meet the Tier 1
standards in Title 13, CCR, Section 2423 for an off -road
engine of the same maximum rated power, irrespective of the
in -use stationary emergency standby diesel - fueled CI DRP
engine's model year; or
II) not increase CO emission rates by more than 10% above
baseline and not increase HC or NOx emission rates by more
than 10% above baseline, or not increase the sum of NMHC
and NOx emission rates above baseline.
v) The District shall determine an appropriate limit on the number of
hours of operation for demonstrating compliance with District rules.
1470-28
Rule 1470 (Cont.) (Amended June 1, 2007)
Hours of operation used solely for testing and demonstration for
compliance with District rules shall not be included as part of the
time for maintenance and testing purposes allowed under clauses
c)(3)(C)(i) through (c)(3)(C)(v).
9) Requirements Applicable to DRP Engines After a DRP is Terminated
After a DRP is terminated by either the Utility Distribution Company or the engine
owner or operator, the DRP engine shall remain subject to the requirements of
paragraphs (c)(7) and (c)(8) as if the DRP were still in effect.
10) Emission Standards for New Stationary Diesel - Fueled CI Engines Less than or
Equal to 50 Brake Horsepower ( <50 bhp)
As of January 1, 2005, except as provided in subdivision (h), no person shall sell or
offer for sale or lease for use in the South Coast Air Quality Management District
any stationary diesel - fueled CI engine that has a rated brake horsepower less than or
equal to 50, unless the engine meets the current Off -Road Compression - Ignition
Engine Standards (Title 13, CCR, Section 2423) for PM, NMHC +NOx, and CO for
diesel off -road engines of the same maximum rated power.
d) Recordkeeping, Reporting, and Monitoring Requirements
1) Reporting Requirements for Owners or Operators of New and In -Use Stationary CI
Engines, Including Non - Diesel - Fueled CI Engines, Having a Rated Horsepower
Greater than 50 ( >50 bhp)
A) Except as provided in subdivision (h) and subparagraph (d)(1)(D) below,
prior to the installation of any new stationary CI engine (> 50 bhp) at a
facility, each owner or operator shall provide the information identified in
subparagraph (d)(1)(C) to the Executive Officer.
B) Except as provided in subdivision (h) and subparagraph (d)(1)(D) below,
and no later than July 1, 2005, each owner or operator of an in -use
stationary CI engine (> 50 bhp) shall provide the information specified in
subparagraph (d)(1)(C) to the Executive Officer.
C) Each owner or operator shall submit to the Executive Officer all of the
following information for each new and in -use stationary CI engine ( >50
bhp), in accordance with the requirements of subparagraphs (d)(1)(A) and
d)(1)(B) above:
i) Owner /Operator Contact Information
I) Company name
II) Contact name, phone number, address, e -mail address
1470-29
Rule 1470 (Cont.) Amended June 1, 2007)
III) Address of engine(s)
ii) Engine Information
I) Make
II) Model
III) Engine Family
IV) Serial number
V) Year of manufacture (if unable to determine, approximate
age)
VI) Rated Brake Horsepower Rating
VII) Exhaust stack height from ground
VIII) Engine Emission Factors and supporting data for PM, NOx
and NMHC separately or NMHC +NOx, and CO, (if
available) from manufacturers data, source tests, or other
sources (specify)
IX) Diameter of stack outlet
X) Direction of outlet (horizontal or vertical)
XI) End of stack (open or capped)
XII) Control equipment (if applicable)
aa) Turbocharger
bb) Aftercooler
cc) Injection Timing Retard
dd) Catalyst
ee) Diesel Particulate Filter
ff) Other
iii) Fuel(s) Used
I) CARB Diesel
II) Jet fuel
III) Diesel
IV) Alternative diesel fuel (specify)
V) Alternative fuel (specify)
VI) Combination (Dual fuel) (specify)
VII) Other (specify)
iv) Operation Information
I) Description of general use of engine
II) Typical load (percent of maximum bhp rating)
III) Typical annual hours of operation
1470-30
Rule 1470 (Cont.) (Amended June 1, 2007)
IV) If seasonal, months of year operated and typical hours per
month operated
V) Fuel usage rate (if available)
v) Receptor Information
I) Nearest receptor description (receptor type)
II) Distance to nearest receptor (feet or meters)
III) Distance to nearest school
vi) State whether the engine is included in an existing AB2588 emission
inventory.
D) The Executive Officer may exempt the owner or operator from providing all
or part of the information identified in subparagraph (d)(1)(C) if there is a
current record of the information in the owner or operator's permit to
operate, permit application, or District records.
2) Reporting Requirements for Sellers of New Emergency Standby or Stationary
Prime Diesel - Fueled CI Engines ( >50 bhp) Sold To Agricultural Operations
Except as provided by subdivision (h), by January 31, 2006 and January
31St
of each
year thereafter, any person who sells a stationary diesel - fueled CI engine having a
rated brake horsepower greater than 50 for use in an agricultural operation shall
provide the following information for the previous calendar year (January
1St
through December 31St) to the Executive Officer of the Air Resources Board:
A) Contact Information
i) Seller's Company Name (if applicable);
ii) Contact name, phone number, e -mail address.
B) Engine Sales Information (for each engine sold for use in California in the
previous calendar year)
i) Make,
ii) Model,
iii) Model year (if known),
iv) Rated brake horsepower,
v) Number of engines sold,
vi) Certification executive order number (if applicable),
vii) Engine family number (if known),
viii) Emission control strategy (if applicable).
3) Reporting Requirements for Sellers of Stationary Diesel - Fueled CI Engines Having
a Rated Brake Horsepower Less Than or Equal to 50 (< 50 bhp)
1470-31
Rule 1470 (Cont.) Amended June 1, 2007)
Except as provided in subdivision (h), by January 31, 2006 and January 31
St
of each
year thereafter, all sellers of stationary diesel - fueled CI engines for use in California
that have a rated brake horsepower less than or equal to 50 shall provide the
following information for the previous calendar year (January 1
St through December
31 St) to the Executive Officer of the Air Resources Board:
A) Contact Information
i) Sellers Company Name (if applicable);
ii) Contact name, phone number, e -mail address.
B) Engine Sales Information (for each engine sold for use in California in the
previous calendar year)
i)
iv)
v)
vi)
vii)
viii)
4) Demonstrati(
Make,
Model,
Model year (if known),
Rated brake horsepower,
Number of engines sold,
Certification executive order number (if applicable),
Engine family number (if known),
Emission control strategy (if applicable).
n of Compliance with Emission Limits
A) Prior to the installation of a new stationary diesel - fueled CI engine at a
facility, the owner or operator of the new stationary diesel - fueled CI
engine(s) subject to the requirements of subparagraph (c)(2)(C), (c)(4)(A),
c)(4)(B), (c)(6)(A), (c)(7)(A), or (c)(7)(C) shall provide emission data to
the Executive Officer in accordance with the requirements of subdivision (f)
for purposes of demonstrating compliance.
B) By no later than the earliest applicable compliance date specified in
subdivision (e), the owner or operator of an in -use stationary diesel - fueled
CI engine(s) subject to the requirements of subparagraphs (c)(3)(C),
c)(5)(A), or (c)(8)(C) shall provide emissions and /or operational data to the
Executive Officer in accordance with the requirements of subdivision (f) for
purposes of demonstrating compliance.
5) Notification of Non-Compliance
Owners or operators who have determined that they are operating their stationary
diesel - fueled engine(s) in violation of the requirements specified in paragraphs
c)(1) through (c)(9) shall notify the Executive Officer immediately upon detection
of the violation and shall be subject to district enforcement action.
1470-32
Rule 1470 (Cont.) (Amended June 1, 2007)
6) Notification of Loss of Exemption
A) Owners or operators of in -use stationary diesel - fueled CI engines, who are
subject to an exemption specified in subdivision (h) from all or part of the
requirements of paragraphs (c)(2) through (c)(9) or subparagraph (c)(6)(B),
shall notify the Executive Officer immediately after they become aware that
the exemption no longer applies. No later than 180 days after notifying the
Executive Officer, the owner or operator shall demonstrate compliance with
the requirements of paragraphs (c)(2) through (c)(9). An owner or operator
of an in -use stationary diesel - fueled CI engine(s) subject to the requirements
of paragraphs (c)(2) through (c)(9) shall provide emission data to the
Executive Officer in accordance with the requirements of subdivision (f) for
purposes of demonstrating compliance.
B) The Executive Officer shall notify owners or operators of in -use stationary
diesel - fueled CI engines, who are subject to the exemption specified in
paragraph (h)(9) from the requirements of paragraphs (c)(1) through (c)(9),
when the exemption no longer applies. No later than 180 days after
notification by the Executive Officer, the owner or operator shall
demonstrate compliance with the requirements of paragraphs (c)(1) through
c)(9). An owner or operator of an in -use stationary diesel - fueled CI
engine(s) subject to the requirements of paragraphs (c)(2) through (c)(9)
shall provide emissions data to the Executive Officer in accordance with the
requirements of subdivision (f) for purposes of demonstrating compliance.
7) Monitoring Equipment
A) Anon- resettable hour meter with a minimum display capability of 9,999
hours shall be installed on all engines subject to any of the requirements of
paragraphs (c)(2) through (c)(9), unless the District determines on a case-
by -case basis that anon- resettable hour meter with a different minimum
display capability is appropriate in consideration of the historical use of the
engine and the owner or operator's compliance history.
B) All DPFs installed pursuant to the requirements in paragraphs (c)(2) through
c)(9) must be installed with a backpressure monitor to notify the owner or
operator when the high backpressure limit of the engine is approached.
C) The Executive Officer may by permit condition require the owner or
operator to install and maintain additional monitoring equipment for the
particular emission control strategy(ies) used to meet the requirements of
1470-33
Rule 1470 (Cont.) Amended June 1, 2007)
paragraphs (c)(2) through (c)(9), upon determining that such equipment is
necessary to ensure the effectiveness of the selected control strategy.
8) Reporting Provisions for Exempted Prime Engines
An owner or operator of an engine subject to paragraphs (h)(6) or (h)(11) shall keep
records of the number of hours the engines are operated on a monthly basis. Such
records shall be retained for a minimum of 36 months from the date of entry.
Record entries made within 24 months of the most recent entry shall be retained on-
site, either at a central location or at the engine's location, and made immediately
available to District staff upon request. Record entries made from 25 to 36 months
from the most recent entry shall be made available to District staff within 5 working
days from the district's request.
9) Reporting Requirements for Emergency Standby Engines
A) Starting January 1, 2005, each owner or operator of an emergency standby
diesel - fueled CI engine shall keep a monthly log of usage that shall list and
document the nature of use in each of the following areas:
i) emergency use hours of operation;
ii) maintenance and testing hours of operation;
iii) hours of operation for emission testing to show compliance with
subparagraphs (c)(2)(C) and (c)(3)(C);
iv) initial start-up hours;
v) hours of operation for all uses other than those specified in clauses
d)(9)(A)(i) through (d)(9)(A)(iv) above;
vi) if applicable, hours of operation to comply with the requirements of
NFPA 25;
vii) hours of operation to demonstrate compliance with District rules;
and
viii) for in -use emergency standby diesel - fueled engines, the fuel used.
The owner or operator shall document fuel use through the retention
of fuel purchase records that account for all fuel used in the engine
and all fuel purchased for use in the engine, and, at a minimum,
contain the following information for each individual fuel purchase
transaction:
I) identification of the fuel purchased as either CARB Diesel, or
an alternative diesel fuel that meets the requirements of the
Verification Procedure, or an alternative fuel, or CARB
1470-34
Rule 1470 (Cont.) (Amended June 1, 2007)
Diesel fuel used with additives that meet the requirements of
the Verification Procedure, or any combination of the above;
II) amount of fuel purchased;
III) date when the fuel was purchased;
IV) signature of owner or operator or representative of owner or
operator who received the fuel; and
V) signature of fuel provider indicating fuel was delivered.
B) Log entries shall be retained for a minimum of 36 months from the date of
entry. Log entries made within 24 months of the most recent entry shall be
retained on -site, either at a central location or at the engine's location, and
made immediately available to the District staff upon request. Log entries
made from 25 to 36 months from most recent entry shall be made available
to District staff within 5 working days from request.
10) Additional Reporting Requirements for Stationary Emergency Diesel - Fueled CI
Engines Used to Fulfill the Requirements of an Interruptible Service Contract (ISC)
The owner or operator of an ISC engine shall provide to the District the following
information, as necessary to the extent the District does not already have the
information:
A) For each diesel - fueled engine enrolled in an ISC:
i) Owner's Company Name (if applicable);
ii) Contact name, phone number, and e -mail address; and
iii) Diesel PM emission rate of the engine (g /bhp -hr).
B) For engines enrolled in an ISC prior to January 1, 2005, the information
identified in subparagraph (d)(1 0)(A) shall be provided to the District by
January 31, 2005.
C) For engines enrolled in an ISC on or after January 1, 2005, the information
identified in subparagraph (d)(1 0)(A) shall be provided to the District no
later than 30 days after the engine is enrolled in the ISC.
D) The information shall be updated as necessary to reflect the current
inventory of ISC engines and provided to the District upon request.
E) The owner or operator may identify to the Executive Officer documentation
demonstrating that all or part of the information required under paragraph
d)(10) has been previously submitted. If acceptable to the Executive
Officer, the owner or operator shall be exempted from resubmitting the
information.
1470-35
Rule 1470 (Cont.) (Amended June 1, 2007)
e) Compliance Schedule and Permit Application Dates
1) For each in -use emergency standby diesel - fueled CI engine (> 50 bhp), that will
meet the requirements of paragraph (c)(3) solely through maintaining or reducing
the current annual hours of operation for maintenance and testing, the owner or
operator shall be in compliance with the annual hours of operation limits beginning
January 1, 2006.
2) For Owners or Operators of Three or Fewer Engines in the South Coast Air Quality
Management District
For each in -use emergency standby diesel - fueled CI engine (> 50 bhp), that does
not comply with paragraph (e)(1) in order to meet the requirements of paragraph
c)(3) and each stationary diesel - fueled CI engine (> 50 bhp) complying with
emission limitations specified in paragraphs (c)(3) or (c)(5), the owner or operator
shall meet the following requirements in accordance with the following schedule:
A) All pre -1989 through 1989 model year engines, inclusive, shall be in
compliance by no later than January 1, 2006;
B) All 1990 through 1995 model year engines, inclusive, shall be in
compliance by no later than January 1, 2007;
C) All 1996 and later model year engines shall be in compliance by no later
than January 1, 2008.
3) For Owners or Operators of Four or More Engines in the South Coast Air Quality
Management District
For each emergency standby diesel - fueled CI engine (> 50 bhp) under common
ownership or operation that does not comply with paragraph (e)(1) in order to meet
the requirements of paragraph (c)(3) and stationary diesel - fueled CI engines (> 50
bhp) complying with emission limitations specified in paragraphs (c)(3) or (c)(5),
the owner or operator shall comply with the following:
A) No later than July 1, 2005, the owner or operator shall submit a compliance
plan, pursuant to paragraph (e)(4); and
B) Meet the requirements of paragraphs (c)(3) or (c)(5), in accordance with the
following schedule:
Pre -1989 ThrouLah 1989 Model Year Engines. Inclusive
Percent of En ignesCompliancedate
25% January 1, 2006
50% January 1, 2007
75% January 1, 2008
100% January 1, 2009
1470-36
Rule 1470 (Cont.) Amended June 1, 2007)
1990 through 1995 Model Year Engines, Inclusive
Percent of Engines Compliance date
30% January 1, 2007
60% January 1, 2008
100% January 1, 2009
1996 and Later Model Year Engines
Percent of Engines Compliance date
50% January 1, 2008
100% January 1, 2009
4) Compliance Plan
A) A submitted compliance plan shall be subject to plan fees specified in Rule
306 and shall include the following information:
i) Owner /operator contact information (company name, AQMD
facility identification number, contact name, phone number, address,
e -mail address); and
ii) AQMD permit number(s) and address(es) of engine(s) for engines
subject to subparagraph (e)(3)(A); and
iii) Identification of the control strategy for each stationary diesel - fueled
CI engine that when implemented will result in compliance with the
applicable requirements of paragraphs (c)(3) and (c)(5). If
applicable, the information should include the Executive Order
number issued by the Executive Officer of the Air Resources Board
for a Diesel Emission Control Strategy that has been approved by the
Executive Officer of the Air Resources Board through the
Verification Procedure; and
iv) Consistent with the dates specified in paragraphs (e)(2) and (e)(3), a
schedule showing key milestone dates for each engine demonstrating
how the engine will be brought into compliance with the applicable
requirements of paragraphs (c)(3) and (c)(5). In instances where
engines are located on school grounds or 100 meters or less from an
existing, as of April 2, 2004, school, the schedule shall give priority
to bringing these engines into compliance with the applicable
requirements of paragraphs (c)(3) and (c)(5).
B) The owner or operator may identify to the Executive Officer documentation
demonstrating that all or part of the information required under
subparagraph (e)(4)(A) has been previously submitted. If acceptable to the
1470-37
Rule 1470 (Cont.) Amended June 1, 2007)
Executive Officer, the owner or operator shall be exempted from
resubmitting the information.
5) Permit Application Dates
Permit applications necessary to achieve compliance with paragraphs (c)(3) and
c)(5) shall be submitted no later than six (6) months prior to the compliance dates
specified in paragraphs (e)(1) through (e)(3).
f) Emissions Data
1) Upon approval by the Executive Officer, the following sources of data may be used
in whole or in part to meet the emission data requirements of paragraphs (c)(2)
through (c)(5):
A) off -road engine certification test data for the stationary diesel - fueled CI
engine;
B) engine manufacturer test data;
C) emissions test data from a similar engine; or
D) emissions test data used in meeting the requirements of the Verification
Procedure for the emission control strategy implemented.
2) Emissions testing of a stationary diesel - fueled CI engine, for purposes of showing
compliance with the requirements of paragraphs (c)(2) through (c)(5), shall be done
in accordance with the methods specified in subdivision (g).
3) For purposes of emissions testing, the particulate matter (PM) emissions from a
dual - fueled stationary CI engine, which uses as its fuel a mixture of diesel fuel and
other fuel(s), shall be deemed to be 100% diesel PM.
4) Emissions testing for the purposes of determining the percent change from baseline
shall include baseline and emission control strategy testing subject to the following
conditions:
A) Baseline testing may be conducted with the emission control strategy in
place, provided the test sample is taken upstream of the emission control
strategy and the presence of the emission control strategy is shown to the
Executive Officer's satisfaction as having no influence on the emission test
results;
B) Control strategy testing shall be performed on the stationary diesel - fueled CI
engine with full implementation of the emission control strategy;
C) The percent change from baseline shall be calculated as the baseline
emissions minus control strategy emissions, with the difference being
1470-38
Rule 1470 (Cont.) Amended June 1, 2007)
divided by the baseline emissions and the result expressed as a percentage;
and
D) The same test method shall be used for determining both baseline emissions
and control strategy emissions.
5) Emission testing for the purposes of demonstrating compliance with an emission
level shall be performed on the stationary diesel - fueled CI engine with the emission
control strategy fully implemented.
g) Test Methods
1) The following test methods shall be used to determine diesel PM, HC, NOx, CO
and NMHC emission rates:
A) Diesel PM emission testing shall be done in accordance with one of the
following methods:
i) California Air Resources Board Method 5 (ARB Method 5),
Determination of Particulate Matter Emissions from Stationary
Sources, as amended July 28, 1997, which is incorporated herein by
reference.
I) For purposes of this clause, diesel PM shall be measured only
by the probe catch and filter catch and shall not include PM
captured in the impinger catch or solvent extract.
II) The tests are to be carried out under steady state operation.
Test cycles and loads shall be in accordance with ISO -8178
Part 4 or alternative test cycle approved by the Executive
Officer.
III) The Executive Officer may require additional engine or
operational duty cycle data if an alternative test cycle is
requested; or
ii) International Organization for Standardization (ISO) 8178 Test
procedures: ISO 8178- 1:1996(E) ( "ISO 8178 Part 1 "); ISO 8178 -2:
1996(E) ( "ISO 8178 Part 2 "); and ISO 8178 -4: 1996(E) ( "ISO 8178
Part 4 "), which are incorporated herein by reference; or
iii) Title 13, California Code of Regulations, Section 2423, Exhaust
Emission Standards and Test Procedures — Off -Road Compression
Ignition Engines, which is incorporated herein by reference.
B) NOx, CO and HC emission testing shall be done in accordance with one of
the following methods:
1470-39
Rule 1470 (Cont.) Amended June 1, 2007)
i) California Air Resources Board Method 100 (ARB Method 100),
Procedures for Continuous Gaseous Emission Stack Sampling, as
amended July 28, 1997, which is incorporated herein by reference.
I) Tests using ARB Method 100 shall be carried out under
steady state operation. Test cycles and loads shall be in
accordance with ISO -8178 Part 4 or alternative test cycle
approved by the Executive Officer.
II) The Executive Officer may require additional engine or
operational duty cycle data if an alternative test cycle is
requested; or
ii) International Organization for Standardization (ISO) 8178 Test
procedures: ISO 8178- 1:1996(E) ( "ISO 8178 Part 1 "); ISO 8178 -2:
1996(E) ( "ISO 8178 Part 2 "); and ISO 8178 -4: 1996(E) ( "ISO 8178
Part 4 "), which are incorporated herein by reference; or
iii) Title 13, California Code of Regulations, Section 2423, Exhaust
Emission Standards and Test Procedures —Off -Road Compression
Ignition Engines, which is incorporated herein by reference.
C) NMHC emission testing shall be done in accordance with one of the
following methods:
i) International Organization for Standardization (ISO) 8178 Test
procedures: ISO 8178- 1:1996(E) ( "ISO 8178 Part 1 "); ISO 8178 -2:
1996(E) ( "ISO 8178 Part 2 "); and ISO 8178 -4: 1996(E) ( "ISO 8178
Part 4 "), which are incorporated herein by reference; or
ii) Title 13, California Code of Regulations, Section 2423, Exhaust
Emission Standards and Test Procedures — Off -Road Compression
Ignition Engines, which is incorporated herein by reference.
2) The Executive Officer may approve the use of alternatives to the test methods listed
in paragraph (g)(1), provided the alternatives are demonstrated to the Executive
Officer's satisfaction as accurate in determining the emission rate of diesel PM, HC,
NOx, NMHC, or CO.
h) Exemptions
1) The requirements of this rule do not apply to portable CI engines or CI engines used
to provide the motive power for on -road and off -road vehicles.
2) The requirements of this rule do not apply to CI engines used for the propulsion of
marine vessels or auxiliary CI engines used on marine vessels.
1470-40
Rule 1470 (Cont.) (Amended June 1, 2007)
3) The requirements of this rule do not apply to in -use stationary CI engines used in
agricultural operations.
4) The requirements specified in paragraphs (c)(2), (c)(4), and (d)(1) do not apply to
new stationary CI engines used in agricultural operations.
5) The requirements specified in paragraph (c)(10) do not apply to single cylinder
cetane test engines used exclusively to determine the cetane number of diesel fuels
in accordance with American Society for Testing and Materials (ASTM) Standard
D 613 -03b, "Standard Test Method for Cetane Number of Diesel Fuel Oil," as
modified on June 10, 2003, which is incorporated herein by reference.
6) The requirements specified in subparagraphs (c)(3)(C) and (c)(5)(A) do not apply to
in -use stationary diesel - fueled CI engines used in emergency standby or prime
applications that, prior to January 1, 2005, were required in writing by the district to
meet and comply with either minimum technology requirements or performance
standards implemented by the district from the Risk Management Guidance for the
Permitting of New Stationary Diesel - Fueled Engines, October 2000, which is
incorporated herein by reference.
7) The requirements specified in subparagraph (c)(3)(C) do not apply to permitted in-
use stationary emergency standby diesel - fueled CI engines that will be removed
from service or replaced prior to January 1, 2009, in accordance with an approved
Office of Statewide Health Planning Development (OSHPD) Compliance Plan that
has been approved prior to January 1, 2009, except that this exemption does not
apply to replacement engines for the engines that are removed from service under
the OSHPD plan.
8) The requirements in paragraphs (c)(1), (c)(4), and (c)(5) do not apply to any
stationary diesel - fueled CI engine used solely for the training and testing of United
States Department of Defense (U.S. DoD) students or personnel of any U.S.
military branch in the operation, maintenance, repair, and rebuilding of engines
when such training engines are required to be configured and designed similarly to
counterpart engines used by the U.S. DoD, U.S. Military services, or North Atlantic
Treaty Organization (NATO) forces in combat, combat support, combat service
support, tactical or relief operations used on land or at sea.
9) The requirements specified in paragraphs (c)(1) through (c)(9) do not apply to
stationary diesel - fueled CI engines used solely on San Clemente Island. The
Executive Officer shall review the land use plans for the island at least once every
five (5) years and withdraw this exemption if the land use plans are changed to
allow use by the general public of the islands.
1470-41
Rule 1470 (Cont.) Amended June 1, 2007)
10) The requirements specified in paragraphs (c)(2) through (c)(9) do not apply to
stationary diesel - fueled engines used solely on outer continental shelf (OCS)
platforms located within 25 miles of California's seaward boundary.
11) Request for Exemption for Low -Use Prime Engines Outside of School Boundaries.
The Executive Officer may approve a Request for Exemption from the provisions
of paragraph (c)(5) for any in -use stationary diesel - fueled CI engine located beyond
school boundaries, provided the approval is in writing and the writing specifies all
of the following conditions to be met by the owner or operator:
A) the engine is a prime engine;
B) the engine is located more than 500 feet from a school at all times; and
C) the engine operates no more than 20 hours cumulatively per year, unless the
engine is used to start a combustion turbine in a refinery cogeneration plant,
in which case a different number of hours may be approved by the
Executive Officer, on a case -by -case basis per facility, considering
operational requirements and emission impacts.
12) The requirements in subparagraphs (c)(3)(C) and (c)(5)(A) do not apply to in -use
dual - fueled diesel pilot CI engines that use an alternative fuel or an alternative
diesel fuel.
13) The requirements in paragraph (c)(1), subparagraphs (c)(2)(C), (c)(3)(C), (c)(4)(A),
and (c)(5)(A) do not apply to dual - fueled diesel pilot CI engines that use diesel fuel
and digester gas or landfill gas.
14) The requirements in subparagraphs (c)(3)(C) and (c)(5)(A) do not apply to in -use
stationary diesel - fueled CI engines that have selective catalytic reduction systems.
15) The requirements of subparagraph (c)(3)(C) do not apply to in -use emergency fire
pump assemblies that are driven directly by stationary diesel - fueled CI engines and
only operated the number of hours necessary to comply with the testing
requirements of National Fire Protection Association (NFPA) 25 - Standard for the
Inspection, Testing, and Maintenance of Water -Based Fire Protection Systems,
2002 edition or the most current edition, which is incorporated herein by reference.
16) The requirements of paragraph (c)(1), subparagraphs (c)(2)(C) and (c)(3)(C), and
paragraphs (c)(4) and (c)(5) do not apply to any stationary diesel - fueled CI engine
used to power equipment that is owned by the National Aeronautics and Space
Administration (NASA) and used solely at manned- space -flight facilities (launch,
tracking, and landing sites), provided the Executive Officer approves this
exemption in writing. This exemption only applies to diesel engines that power
1470-42
Rule 1470 (Cont.) Amended June 1, 2007)
equipment which is maintained in the same configuration as similar equipment at
all manned- space -flight facilities.
17) Request for Delay in Implementation for Remotely Located In -Use Prime Engines
Prior to January 1, 2011, the Executive Officer may approve a Request for Delay in
Implementation from the provisions of subparagraph (c)(5)(A) until January 1,
2011 for any in -use stationary prime diesel - fueled CI engine, provided the approval
is in writing and the writing specifies all the following conditions to be met by the
owner or operator:
A) The engine is an in -use stationary prime engine; and
B) The engine is located more than one mile from any receptor location; and
C) The impacts of the emissions from the engine at any receptor location shall
result in:
i) a prioritization score of less than 1.0; and
ii) a maximum cancer risk of less than 1 in a million; and
iii) a maximum Hazard Index Value of less than 0.1.
18) Request for Delay in Implementation of Fuel Requirements
Prior to January 1, 2006, the District may approve a Request for Delay in
implementation from the provisions of paragraph (c)(1) until a date as determined
by the District, for any new or in -use stationary diesel - fueled CI engine, provided
the approval is in writing, and the writing specifies the following information:
A) the engine is a new stationary CI engine or an in -use stationary diesel - fueled
CI engine; and
B) the engine's fuel consumption rate; and
C) the identification of the fuel in the fuel tank at the time of approval; and
D) the specification of the fuel in the fuel tank at the time of approval; and
E) the amount of fuel in the fuel tank at the time of approval; and
F) the anticipated number of hours per year the engine is planned to be
operated; and
G) the date when compliance with the fuel use requirements specified in
paragraph (c)(1) is required.
i) Severability, Effect of Judicial Order
In the event that any portion of this rule is held by judicial order to be invalid, such order
shall not affect the validity of the remaining portions of this rule.
1470-43
Rule 1470 (Cont.) Amended June 1, 2007)
j) Applicability of the AB 2588 Air Toxics "Hot Spots" Program
Facilities that have stationary CI engines subject to this rule are also subject to the
requirements of the AB 2588 Air Toxics "Hot Spots" Program.
k) Major Sources
All major sources shall comply with the requirements of 40 CFR 63 subpart ZZZZ.
1470-44
Appendix C
Geotechnical Investigation
r,7L6 kiw
I
Memorandum
To: Barbara Melcher, P.E. (CDM)
Cc: Sava Nedic, P.E. (CDM)
From: Jeff Woon, P.E., G.E.
Osman Pekin, Ph. D., P.E., G.E.
Date: June 30, 2008
Subject: Preliminary Geotechnical Recommendations
East Valley Water District: Plant 150 Perchlorate Removal — Phase
Project No. 2706 - 62761. T3GEO
1.0 Introduction
This memorandum presents the results of a preliminary geotechnical investigation
performed by the CDM Geotechnical Services Division (GTS) at the site of the
proposed East Valley Water District (EVWD) Plant 150, located at the parcel
southwest of the intersection of 6th Street and South Del Rosa Drive in the City of
Highland, California. A feasibility level geotechnical investigation was previously
performed by GTS in May 2006 to characterize general site and subsurface conditions
as well as to identify geologic hazards.
1.1 Existing Conditions and Proposed Construction
The proposed treatment plant is located on the vacant parcel bounded by 5th and 6th
Street and west of South Del Rosa Drive in the city of Highland, California as shown
on the Boring Location Plan, Figure 1. The site is trapezoidal, and relatively level with
approximate ground elevations between 1080 and 1085 feet above Mean Sea Level
MSL). The site has approximate maximum dimensions of 370 feet by 570 feet and an
area of approximately four acres. The proposed structures associated with the
preliminary design will be located primarily within the northern half of the parcel.
Previous environmental reports indicated that the site was used as farmland from the
late 1930's to at least the mid 1950's (LOR Geotechnical Report, 2004). Minor amount
of trash and debris were also noted. No structural developments have reportedly
taken place but there may be unknown buried features like dry wells common to
agriculture uses of the time. At the time of our reconnaissance and recent
investigation in May 2008, several mounds of undocumented fill were encountered
across the western half of the site. We understand that the fill originated from
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To: Barbara Melcher, P.E. (CDM)
Cc: Sava Nedic, P.E. (CDM)
June 30, 2008
construction excavation for other projects in the area and was temporarily stockpiled
at the site. The mounds generally ranged from less than 5 feet to more than 10 feet
high. In addition, the southern half of the site was also used to stockpile pipes
associated with other EVWD's pipeline projects. In general, the site was vacant and
lightly vegetated with grass and weed.
Based on current project information at the time of this memo, we understand that
Plant 150 will be constructed in phases. The initial phase (Phase I) will consist of the
following:
Two storage tanks with diameter of 77 feet and a height of 24 feet, capacity of
750,000 gallons each with finished water pump station;
An ion - exchange perchlorate treatment system on a concrete pad with maximum
dimensions of 100 feet by 85 feet;
A disinfection facility with maximum dimensions of 25 feet by 35 feet; and
An operations building with maximum dimensions of 40 feet by 59 feet.
We understand that the structures will be constructed close to the original grade. The
plant will be designed to allow for future expansion to increase capacity, as necessary,
and addition of treatment processes for nitrate and trichloroethylene (PCE) removal.
1.2 Purpose and Scope
The purpose of this geotechnical investigation was to explore and evaluate the
subsurface conditions, to characterize the site for geologic and seismic hazards, and to
provide earthwork and geotechnical recommendations for foundation design.
Specifically, the scope of work included:
Review of available subsurface and published geologic information in the site
vicinity;
Perform a site reconnaissance of the current site conditions;
Perform a subsurface exploration program consisting of four test borings and
sampling;
Perform laboratory tests on selected soil samples to aid in the classifications of soils
and determine representative engineering properties;
Perform data review, geologic and seismic hazards evaluation, preliminary
geotechnical engineering analysis and develop foundation types and design
recommendations; and
Prepare this memorandum to present our findings.
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To: Barbara Melcher, P.E. (CDM)
Cc: Sava Nedic, P.E. (CDM)
June 30, 2008
2.0 Subsurface Exploration Program
The geotechnical field exploration consisted of advancing four borings within the
footprints of the proposed structures. Prior to drilling, CDM performed a site
reconnaissance of the existing conditions, verified site access, and marked the boring
locations. Underground Services Alert (USA) was notified 48 -hours prior to drilling.
2.1 Soil Boring
Four (4) test borings were drilled on May 5, 2008, at the site of the proposed treatment
plant. The borings were drilled by Redman Drilling Inc. of Paramount, California to
depths ranging from 261/2 to 511/2 feet with a truck mounted drill rig equipped with
hollow -stem augers for sampling. The locations of the current borings are shown on
the Boring Location Plan, Figure 1. In general, samples were obtained with California
Split Spoon and standard split spoon samplers at 21/2 -foot intervals within the upper
ten feet and five foot intervals thereafter, driven with a 140 -pound automatic hammer
falling 30 inches. The number of blows required to drive the sampler for each six -inch
increment was recorded and the penetration resistance (N- value) was determined as
the sum of the blows over the last 12 inches or shorter distance as indicated when
refusal was encountered. Representative soil samples were taken from each sample
and stored in plastic bags or rings for visual observation and geotechnical laboratory
testing. Soils encountered were continuously logged by a representative of CDM in
the field in accordance with the Unified Soil Classification System.
Four borings were also performed across the site as part of the feasibility level
geotechnical investigation in 2006 as shown on Figure 1. Logs of the subsurface
conditions as encountered in the present and previous test borings as recorded at the
time of drilling, are presented on the boring logs included in Appendix A. The field
descriptions were modified as appropriate to reflect laboratory test results.
2.2 Laboratory Testing
Selected soil samples were delivered to a CDM- subcontracted laboratory (AP
Engineering and Testing of Pomona, California) to evaluate pertinent index properties
and geotechnical characteristics to aid in soil classification and foundation design.
Tests included moisture content, dry density, grain size distribution, percent finer
than the No. 200 sieve, and corrosivity.
Copies of the current and previous geotechnical laboratory testing results are
provided in Appendix B, Laboratory Test Results.
D_
11_'
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To: Barbara Melcher, P.E. (CDM)
Cc: Sava Nedic, P.E. (CDM)
June 30, 2008
3.0 Geologic Setting
The general site areas are part of a gently sloping alluvial plain within the San
Bernardino Valley located south of the San Bernardino Mountains. The plain is
predominantly composed of alluvium deposited by rivers and creeks that drain from
the nearby mountains. Based on the generalized geology map presented in the City of
Highland General Plan, younger undifferentiated alluvium consisting of
unconsolidated gravel, sand and silt underlies the site.
3.1 Subsurface Conditions
Several mounds of undocumented fill were found within the western half of the site.
We understand that the fill originated from various construction sites in the area.
Underneath the fill, the site is generally underlain by alluvial soils consisting of
predominantly loose to very dense, poorly- graded sand (SP), slightly silty sand with
silt (SP -SM, SW -SM), and silty sand (SM) to the maximum depth explored of about
51'/z feet below ground surface (bgs). Based on our borings, varying amounts of fine
and coarse gravel was present within the alluvial soils. In addition, lenses of stiff
sandy silt (ML) and clay (CL) and layers of medium dense to dense gravel and
slightly silty gravel (GP, GP -GM) were also encountered. The equivalent Standard
Penetration Test blowcounts (SPT N- values) typically greater than about 20 blows per
foot were recorded for the alluvial soils. The higher blowcounts were likely attributed
to the presence of gravel in the samples. It should be noted that the undocumented fill
as well as the upper soils below the original grade (within three to five feet) are likely
non uniform and loose due to previous farming activities.
Groundwater was not encountered during drilling. Based on our review of
groundwater information at the site vicinity, groundwater level is expected to be
greater than 75 feet bgs.
4.0 Faulting and Seismicity
The site is situated within a seismically active region of southern California. Although
the site is not located within a currently designated State of California Alquist- Priolo
Earthquake Fault Zone (Previously known as Special Studies Zones prior to January
1, 1994), there are a number of nearby faults which could produce significant ground
shaking at the site during a major earthquake.
The seismic setting of the site and the surrounding area is dominated by the San
Andreas Fault. The San Andreas fault is located approximately 3.2 miles northeast of
the site. San Jacinto fault (San Bernardino segment) is located approximately 3.9 miles
southwest of the site. Earthquake intensities will vary throughout the region,
depending upon the magnitude of the earthquake, the distance from the causative
fault, and the type of material underlying the site. The site will probably be subjected
to at least one moderate to severe earthquake during the next 50 years that will cause
strong ground shaking.
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To: Barbara Melcher, P.E. (CDM)
Cc: Sava Nedic, P.E. (CDM)
June 30, 2008
4.1 Earthquake Considerations
In order to consider the effect of local faults, a deterministic seismic hazard
assessment (DSHA) was conducted using the computer model EQFAULT (April,
2000). The analyses were performed using the attenuation relationships by Boore et al
1997), Abrahamson and Silva (1997), and Sadigh (1997). Fault distances to the site
and estimated maximum magnitudes are tabulated below:
Maximum Credible Earthquakes of Regional Faults
FAULT NAME APPROXIMATE
DISTANCE
Mi Km
MAXIMUM CREDIBLE
EARTHQUAKE'
San Andreas - Whole M -1 a 3.2 5.1 8.0
San Jacinto - San Bernardino 3.9 6.3 6.7
San Jacinto - San Jacinto Valley 6.5 10.4 6.9
North Frontal Fault Zone (West) 9.0 14.5 7.2
Cleghorn 11.4 18.4 6.5
Cucamonga 11.9 19.2 6.9
San Andreas - 1857 Rupture 18.8 30.3 7.8
San Jose 25.1 40.4 6.4
Chino - Central Avenue (Elsinore) 26.0 41.9 6.7
Whittier 26.1 42.0 6.8
North Frontal Fault (East) 26.3 42.4 6.7
Sierra Madre 26.7 42.9 7.2
Elsinore - Glen Ivy 27.8 44.8 6.8
Helendale - S. Lockhart 28.3 45.6 7.3
Pinto Mountain 30.6 49.2 7.2
San Jacinto - Anza 31.9 51.3 7.2
Moment Magnitude
Based on the deterministic analyses, the average maximum estimated Peak Horizontal
Ground Acceleration (PHGA) at the site (N34.1090/W117.2715) for a mean (50th
percentile) confidence level and mean plus one standard deviation (about 84th
percentile) is approximately 0.58g and 0.92g, respectively.
Ground motion based on the probabilistic model was obtained from the interactive
Seismic Shaking Hazards in California, available from the California Geological
Survey website. The site is mapped in an area with the potential to experience a
PHGA of greater than 0.8g with a 10 percent probability of exceedance in 50 years.
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Cc: Sava Nedic, P.E. (CDM)
June 30, 2008
4.2 Seismic Design Parameters
4.2.1 2007 CBC
Seismic design for the structures should be based on the 2007 California Building
Code (2007 CBC) that went into effect in January 2008. Provisions for the 2007 CBC
require earthquake design to conform to a Maximum Considered Earthquake (MCE)
with a two percent probability of exceedance in 50 years, which corresponds to a
recurrence interval of 2,475 years. Based on the results of our borings, and in
accordance with 2007 CBC, the site should be considered as having a Site Class D
profile. In accordance with the general criteria of the 2007 CBC, the following
maximum considered earthquake spectral response acceleration and site coefficients
can be used for structural design:
SEISMIC DESIGN PARAMETERS (2007 CBC)
Site Class D
Maximum Considered Earthquake SRA, Short period (SmS) 1.708
Maximum Considered Earthquake SRA, 1- second period (Smi) 1.144
Design SRA, short period (SpS) 1.139
Design SRA, 1 -sec (Spy) 0.763
Site coefficient, Fa at SS 1.0
Site coefficient, Fv at S, 1.5
Peak Ground Acceleration, PGA (g) 0.46
SRA = Spectral Response Acceleration
4.2.2 2001 CBC
Seismic design parameters based on the 2001 California Building Code (2001 CBC) are
also presented for comparison. The site is located within Seismic Zone 4 in accordance
with the 2001 CBC. Based on the results of our borings and in accordance with 2001
CBC, the site should be considered as having a SD -stiff soil profile. The following
seismic design parameters are considered appropriate for the site based on a code
prescribed ground acceleration of 0.4g. The parameters should be modified
accordingly if a site - specific ground acceleration is used.
SEISMIC DESIGN PARAMETERS (2001 CBC)
Seismic Zone Factor, Z 0.4
Soil Profile Type Sp
Seismic Source Type A
Near Source Factor, Na 1.2
Near Source Factor, N„ 1.6
Seismic Coefficient, Ca 0.44Na
Seismic Coefficient, CV 0.64N„
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June 30, 2008
4.3 Seismic and Geologic Hazards
Historical evidence and current technology indicate that at least one moderate to
severe earthquake will occur at the site. During a moderate to severe earthquake
occurring on the nearby faults, strong ground shaking of the site will probably occur.
In addition to ground shaking, effects of seismic activity varies depending on the site
and may include surface fault rupture, soil liquefaction, seismically- induced
differential settlement of structures, seismically induced landsliding, lateral
spreading, earthquake- induced flooding, ground lurching, seiches, and tsunamis.
The results of our seismic hazard evaluation for this site are discussed below:
Surface Fault Rupture The project site is not located within a currently designated
State of California Earthquake Fault Zone. Based on our review of existing geologic
information, no known major surface fault crosses through or extends towards the
site. The potential for surface rupture resulting from the movement of a previously
unrecognized fault is not known with certainty but is considered very low.
Liquefaction Potential Soil liquefaction is a phenomenon that occurs when saturated
cohesionless soil layers, located within about 50 feet of the ground surface, lose
strength during cyclic loading, as caused by earthquakes. During the loss of strength,
the soil acquires "mobility" sufficient to permit both horizontal and vertical
movements. Soils that are most susceptible to liquefaction are clean, loose, saturated,
uniformly graded, fine - grained sands that lie below the groundwater table within a
depth usually considered to be about 50 feet. The factors known to influence
liquefaction potential include soil type and depth, grain size, density, groundwater
level, degree of saturation, and both the intensity and duration of ground shaking.
The site is mapped in an area considered to have high liquefaction susceptibility
potential according to the High Liquefaction and Landslide Susceptibility Areas
presented in the City of Highland General Plan. Our recent investigation indicated
that the subsurface soils consisted of predominantly medium dense to dense sand
with average equivalent SPT blow counts typically exceeding 20 to 25 blows per foot.
Groundwater was not encountered at the time of our investigation. Based on our
recent subsurface exploration as well as review of the groundwater conditions in the
site vicinity, groundwater is anticipated to be more than 75 feet below ground surface
bgs). Therefore, the potential for soil liquefaction at the site is considered low.
Seismically Induced Settlement The potential for differential settlement to occur due
to seismic shaking at the site is low as the potential for subsurface soils to liquefy is
low.
Seismically Induced Landslides Seismically induced landslides and other slope
failures are common occurrences in areas with significant ground slopes during or
soon after earthquakes. The site is relatively level and has essentially no potential for
seismically induced landslides.
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June 30, 2008
Lateral Spreading Seismically induced lateral spreading involves lateral movement of
earth materials due to ground shaking. Lateral spreading is characterized by near-
vertical cracks with predominantly horizontal movement of the soil mass involved
along potentially liquefiable layers. The topography at the project site and in the
immediate vicinity of the site is relatively flat and site liquefaction potential is very
low. Under these circumstances, the potential for lateral spreading at the subject site
is considered very low.
Earthquake - Induced Flooding Flooding may be caused by failure of nearby dams or
other water retaining structures due to earthquake. Based on our review of the City
of Highland General Plan, Seven Oaks Dam is located about nine miles east of the site.
The dam serves as a flood control dam and is rarely filled to capacity. The site is
mapped within the limits of the flooded area for dam failure and the 500 -Year flood
boundary. Dam failure is not considered a significant threat to the site as the only
time such possibility exists would be when the dam is filled to capacity and fails to
withstand the seismic shaking during an earthquake. The dam is designed to resist an
earthquake measuring 8.0 on the Richter scale with any point able to sustain a
displacement of four feet without causing any overall structural damage (City of
Highland General Plan). However, such event is considered remote and the potential
for earthquake - induced flooding is considered low.
Ground Lurching Lurching is the horizontal movement of soil located on relatively
steep embankments. The movement can cause material to yield in the unsupported
direction, forming a series of cracks separating the ground into rough blocks. Given
that the site is relatively flat, the potential for ground lurching is very low.
Seiches Seiches are large waves generated in enclosed bodies of water in response to
ground shaking. Based on our review, Seven Oaks Dam is located about nine miles
east of the site. It is our opinion that the potential for damage due to seiches is
considered very low.
Tsunamis Tsunamis are tidal waves generated in large bodies of water by fault
displacement or major ground movement. The site is more than 50 miles from the
Pacific Ocean. Based on the location of the site, the risk of tsunamis at the site is
essentially none.
5.0 Preliminary Conclusions and Recommendations
Based on the results of our field exploration, in conjunction with our engineering
analyses, it is our opinion that the site is suitable for the construction of the proposed
structures from a geotechnical standpoint. Based on our review and evaluation, we
have concluded that:
The site is not located within a delineated fault zone that would require a detailed
fault study. No known major surface fault crosses through or extends towards the
site. The potential for surface rupture resulting from the movement of a previously
unrecognized fault is not known with certainty but is considered very low.
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To: Barbara Melcher, P.E. (CDM)
Cc: Sava Nedic, P.E. (CDM)
June 30, 2008
Due to the proximity of several active faults to the site, significant ground shaking
is anticipated during a seismic event. However, soil liquefaction, lateral spreading,
and seismically induced settlements and other seismic hazards are not anticipated
to have any significant effect at the site.
The undocumented fill currently stockpiled at the site and the upper three to five
feet of the on -site soils are likely to be loose and non - uniform due to previous
farming activities. These upper soils are not suitable for support of structures
without the potential of experiencing detrimental differential settlement. For
support of shallow structures, all undocumented fill and the upper soils should be
removed and replaced as compacted fill.
The existing soils are predominantly granular and non - expansive. The site soil is
suitable for use as fill provided that it is free of debris, asphalt, vegetation, and
other deleterious materials.
The following geotechnical engineering evaluations and recommendations were
based on the results of our site investigation, local engineering practice, soil properties
and the minimum requirements of the latest edition of the California Building Code
2007 CBC). In addition, the recommended design criteria are based on performance
tolerances, such as allowable settlement, as understood to relate to similar structures.
5.1 Foundation Support
The proposed structures may be supported on shallow continuous or spread footings
or a reinforced concrete pad foundation bearing on a zone of compacted fill or the
competent alluvial soil. Due to the loose and non uniform nature of the upper soils
from previous farming activity, we recommend that the shallow structures (within 5
feet of existing grade) be supported on a zone of compacted fill. At a minimum, all
footings should be supported on at least 3 feet of compacted fill. Removal and re-
compaction should extend laterally to at least 5 feet beyond the structure limits. In
addition, all undocumented fill within the footprint of the structures should be
removed and replaced as compacted fill. Fill should be compacted to at least 90
percent relative compaction except as noted herein.
Footings may be designed for a net allowable bearing capacity of 2,000 psf. .
Continuous and isolated spread footings should be founded at least 18 inches below
the lowest adjacent grade and should be at least 18 inches and 24 inches wide,
respectively. Allowable bearing pressure values may be increased by one -third in the
case of short term loads such as those caused by wind or earthquake.
To minimize the potential of detrimental differential settlement of the reservoir, we
recommend that the fill beneath the ringwall footing be compacted to at least 95
percent relative compaction in accordance with ASTM D1557.
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June 30, 2008
The concrete pad (ion exchange vessels) may be designed for a net allowable bearing
capacity of 1500 psf. Allowable bearing pressure values may be increased by one-
third in the case of short term loads such as those caused by wind or earthquake.
Deepened edge around the perimeter of the slab can be used as necessary to provide
additional support.
For structural design of the concrete pad, a modulus of subgrade reaction (Ksi) of 125
pct can be used for slab with a unit area of one square foot. The modulus should be
adjusted for the actual width of the structure based on the following relationship:
KS = KS1 {(B +1)/2B }2
Where KS = Subgrade Modulus for design
Ks1 = Subgrade modulus for per unit area
B = minimum width of slab
Based on anticipated loads, total and differential settlement of the structure designed
in accordance with the recommendations provided in this report is expected to be up
to one inch with no more than 3/4 -inch of differential settlement over a lateral
distance of 50 feet or between adjacent columns. Most of the settlement is expected to
occur during construction.
5.2 Floor Slabs
We recommend that the building slab (operational building and disinfection facility)
be supported on the competent native subgrade or a layer of compacted structural fill.
Floor slabs within the upper five feet of the existing grade should be supported on at
least two feet of compacted structural fill. For floor slabs bearing on the native
subgrade at least five feet below the existing grade, proof - rolling, removal and re-
compaction of the upper 12 inches of the subgrade soils should be performed to
provide anon- yielding and uniform subgrade. Subgrade material should be
compacted to least 90 percent of the maximum dry density as determined by ASTM
D1557. Slabs supported on the compacted structural fill must be adequately
reinforced in both directions and sectionalized with structural separations to control
cracking.
If migration of moisture through the slab is undesirable, we recommend that a
moisture barrier such as a ten -mil polyethylene sheet be used under the slabs. The
moisture barrier should be covered with two inches of coarse sand above and below it
to facilitate concrete curing and to protect the polyethylene sheet.
Adequate provisions should be made to limit and/or prevent moisture content
changes in the subgrade beneath the slabs. These include: positive drainage away
from building foundations with a minimum gradient of two percent; impervious
cutoff barriers along the exterior walls adjacent to landscape planters; and properly
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June 30, 2008
sealed joints for interior piping passing beneath interior and exterior slab areas. A
minimum distance of ten feet sloping away from the structures should be provided.
5.3 Lateral Earth Pressures and Resistance
The earth pressure behind any subsurface/ buried walls depends primarily on the
allowable wall movement, type of backfill materials, backfill slopes, wall inclination,
surcharges, and any hydrostatic pressure.
Restrained retaining walls, if planned, with level backfill above the groundwater level
should be designed to withstand earth pressures computed using an equivalent fluid
weighing 55 pcf. Walls subjected to surcharge loads located within a distance equal to
the height of the wall should be designed for an additional uniform lateral pressure
equal to 0.45 times the anticipated surcharge load for restrained walls. This value is
applicable for backfill placed between the wall stem and an imaginary plane rising at
45 degrees from below the edge (heel) of the wall footings. The recommended lateral
pressures assume that the walls are fully back - drained to prevent build -up of
hydrostatic pressures. Adequate drainage should be provided by means of a system
of subdrains and outlets appropriately.
The recommended lateral pressures above the design water level may be utilized if
the walls are fully back - drained to prevent build -up of hydrostatic pressures.
Adequate drainage for the below grade walls could be provided by means of a
prefabricated drainage composite panel such as the Miradrain G100N or equivalent.
The drainage panel should extend to at least two feet of the finished grade.
5.4 Resistance to Unbalanced Lateral Loads
Unbalanced lateral loads should be designed to resist friction on the bottom of the
foundations and slab. For purposes of design, an ultimate coefficient of friction of 0.40
and 0.30 should be used for concrete and steel respectively, for foundation in contact
with sandy soils. A minimum factor of safety of 1.5 and 1.1 should be considered for
static and seismic loading, respectively.
It is expected that the available friction will be sufficient to resist all unbalanced
lateral loads. However, should lateral loads exceed the available friction, the surplus
loads may be resisted by passive pressures on foundations. A passive pressure
resistance of up to a maximum equivalent fluid pressure of 300 psf /ft may be
assumed provided the foundations are backfilled with the on -site soils or granular fill
to a density of at least 90 percent of the maximum dry density as determined by
laboratory test ASTM D1557. The upper 12 inches of the backfill from the finish grade
should be neglected in the lateral resistance computation. Frictional resistance should
be assumed to be mobilized first and to its full capacity before any passive pressure is
developed. If passive and frictional resistances are used in combination, the passive
pressure should be reduced by 50 percent.
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June 30, 2008
5.5 Utility and Trench Backfill
The on -site soils are suitable for backf ill of utility trenches from one foot above the top
of the pipe to the surface, provided the material is free of organic matter and
deleterious substances.
It is anticipated that the natural soils will provide a firm foundation for site utilities.
Any soft and/or unstable material encountered at the pipe invert should be removed
and replaced with an adequate bedding material.
The on -site soils are not considered suitable for bedding or shading of utilities.
Therefore, we recommend that non - expansive granular soils with a Sand Equivalent
SE) greater than 30 as determined by ASTM Test Method D2419 be imported for that
purpose. The bedding material should be placed directly over a prepared subgrade
consisting of the undisturbed, natural soils or compacted fill. The pipe should be
backfilled with the bedding material to about 12 inches above the crown and at least 4
inches below the pipe barrel.
Material placed above the remainder of the trench may be backfilled using fill from
the excavated trench provided the fill is substantially free of organic material, loam,
other deleterious or objectionable material, and contain stones no larger than four
inches.
In paved areas, we recommend that the upper 12 inches of the subgrade be placed
and compacted to at least 95 percent of the maximum dry density as determined by
laboratory test ASTM D1557.
5.6 Pavement Design
R -value was obtained by correlations with similar soil types from the recent and
previous borings to provide data for pavement design. Based on the relatively
granular soil, R values are anticipated to be greater than 40. Due to potential variation
of the subgrade conditions across the paved area, an R value of 30 was used for the
pavement analysis.
The table below summarizes our recommended pavement sections for varying traffic
indices (TI) anticipated for the volume of traffic at the treatment plant. A TI of 4.5 was
assumed for the parking areas and areas with automobile traffic; and a TI of six was
assumed for the driveway and the truck loading areas.
RECOMMENDED PAVEMENT SECTION
INCH)
TI Asphalt Concrete Aggregate Base
4.5 3 4
6 3.5 7.5
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June 30, 2008
If the pavements are planned to be placed prior to or during construction, the traffic
indices and pavement sections may not be adequate for support of the heavier
construction traffic. The construction contractor should avoid this condition or
provide thicker pavement section at no additional cost to the owner.
5.7 Soil Corrosion Potential
Preliminary corrosivity testing was performed on selected samples from the current
and previous borings, and the results are included with the laboratory test results
presented in Appendix B. The test results indicate soil sulfate content between 2 and
49 parts per million (ppm), which is negligible corrosion to concrete. Accordingly,
Type II Portland cement can be used.
The chloride content of the soil samples ranged between 37 and 66 ppm, and the
minimum resistivity of the soil tested range between 2,800 and 27,000 ohm -cm
indicating the soils are moderately corrosive to buried metal. PH values ranged
between 7.4 and 8.8 indicating slightly alkaline condition. In general, metal pipes or
structural members to be buried below grade should be properly coated or wrapped
and sealed with corrosion resistant tar, enamel, or plastic tape for protection against
the on -site soils.
6.0 Construction Considerations
The purpose of this section is to discuss issues related to geotechnical aspects of
construction as required for development of the project specifications. Included are
construction methods required to achieve the recommendations presented in
Section 5, anticipated methods of construction and identification of potential
construction related problems. The project geotechnical engineer should prepare
and/or review technical specifications and contract documents related to earthwork,
dewatering, excavation support, and foundations.
6.1 Shoring and Temporary Slope
Excavations for the proposed pads, piping, and utility trenches can be made using
conventional heavy duty earth moving equipment. We anticipate that most of the
excavations can be made as open cut excavations. Side slopes of the excavations
should be designed and sloped in accordance with Cal -OSHA regulations. Temporary
shoring, if required, should be designed by the contractor subject to the review and
approval of the project structural and geotechnical engineers.
Based on Cal- OSHA's classification system, the sandy and silty soils above the
groundwater level can be generally considered as Type B soils and in accordance with
Cal -OSHA, slope inclinations of no steeper than 1:1 (H:V) can be employed.
Surcharge loads should not be permitted within five feet or a horizontal distance
equal to the excavation depth (1H:1V projection), whichever is greater, from the top of
the slope, unless the excavation is properly shored.
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It is important to note that the soil and groundwater conditions may vary significantly
at the structure locations. Our preliminary soil classifications are based solely on the
materials encountered at the specific boring locations at the time of drilling. The
construction contractor should verify that similar conditions exist throughout the
proposed area of excavation. If different subsurface conditions are encountered at the
time of construction, we recommend that our office be notified immediately to
evaluate the unanticipated conditions and modify the design accordingly, as required.
6.2 Dewatering
Excavations for the proposed structures' subgrade are not expected to extend below
the existing water level. The construction contractor will be responsible for
maintaining a dry, undisturbed subgrade.
The construction contractor should take care to avoid disturbance of the exposed
subgrade soils by scheduling excavations to limit the duration of open cuts, slope the
bottoms of the excavations to facilitate drainage, and provide berms to limit runoff
into the excavations. In addition, excavated material to be reused as fill should be
stockpiled in such a manner that promotes runoff and limits saturation of the
materials.
6.3 Grading and Site Preparation
The site can be excavated with standard earthmoving equipment. Some amounts of
gravel and cobbles should be anticipated during the grading and site excavation.
Earthwork and grading should be performed in accordance with all applicable
requirements of the Standard Specifications for Public Works Construction
Greenbook, 2006) and EVWD requirements.
The site should be cleared of all surface items, undocumented fill, near surface
disturbed soil, deleterious materials, vegetation and other utilities. All fill within the
structure limits and five feet beyond the building limits should be removed and re-
compacted to provide at least 2 feet and 3 feet of compacted fill below the bottom of
all slabs and footings, respectively. The concrete pad for the ion exchange vessel
should be supported on at least 3 feet of compacted fill. For concrete flatwork,
driveway, parking, and for minor non -load bearing structures, a minimum of 18
inches of removal and replacement is recommended. The actual depth of removal and
re- compaction should be determined in the field by the geotechnical engineer at the
time of construction. Fill for the building pad should not contain rocks or lumps
larger than four inches.
Additional excavation may be necessary if any disturbed soil or other unsuitable
deposits are exposed. We recommend that the exposed surface be scarified to a
minimum depth of six (6) inches and be compacted to a minimum density of 90
percent relative compaction as determined by ASTM Designation D1557.
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June 30, 2008
The excavated on -site soils may be reused as compacted fill provided they are free of
deleterious substances, and are relatively free of the cobble and boulder size particles
discussed above. Any soils imported from off -site sources for use within the structure
areas and to five (5) feet beyond the building limits should be non - expansive with an
expansion index of less than 20, and be approved by the geotechnical engineer prior
to placement.
Acceptable fill material should be placed in lifts not exceeding eight (8) inches in
thickness when loose and should be properly compacted to at least 90 percent of the
maximum dry density as determined by ASTM Test Method D1557. Fill beneath the
ringwall footing for the tank should be compacted to at least 95 percent relative
compaction in accordance with ASTM D1557. On-site materials should be compacted
with the water content at, or within two (2) percent of the optimum as determined
from ASTM Test Method D1557. The placement and compaction of all fill should be
performed under the observation and testing of a representative of CDM Geotechnical
Services Division.
Shrinkage is the loss of soil volume caused by compaction of the soil to a density
greater than before grading. For an earthwork volume estimate, a shrinkage value on
the order of 10 to 15 percent may be assumed for the near surface soils.
6.4 Pipe Bedding
Pipe bedding material should consist of sand, gravel, crushed aggregate, or native
free draining granular material with a minimum Sand Equivalent (SE) of 30 in
accordance with ASTM D2419. In addition, pipe bedding should have 90 to 100
percent passing the No. four sieve with no more than five percent passing No. 200.
6.5 Construction Monitoring
It is recommended that a qualified geotechnical engineer or an experienced technician
under the direction of the geotechnical engineer be present during construction to
confirm that the construction contractor complies with the construction documents.
Specifically, the field representative would undertake the following responsibilities:
Confirm that the undocumented fill and unsuitable soils have been adequately
removed and the subgrade conditions encountered are adequate for placement of
compacted fill for support of the proposed structures; and
Observe, test, and document placement and compaction of backfill material where
appropriate.
In addition, the field representative should be present to identify and provide a
response should conditions encountered differ from those assumed during
preparation of this report.
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We recommend that CDM be retained to provide continued engineering services
during earthwork, and foundation subgrade preparation to verify that the over-
excavation and replacement with compacted fill are performed in accordance with
our recommendations. In addition, the recommendations presented herein must be
confirmed by observing actual subsurface conditions that will be revealed only
during grading. CDM cannot assume responsibility or liability for these
recommendations if we are not afforded the opportunity to perform construction
observation and testing.
7.0 References
Blake, T.F., EQFAULT User's Manual, 2000.
California Department of Conservation, Division of Mines and Geology, (1994) "Fault
Activity Map of California and Adjacent Areas with Locations and Ages of Recent Volcanic
Eruptions, compiled by C.W. Jennings"
California Geological Survey/ United States Geological Survey. "Seismic Shaking
Hazards in California, Based on USGS /CGS Probabilistic Seismic Hazards Assessment
PSHA) Model, 2002 (revised April 2003)."
http:/ / www.conserv.ca.gov /CGS / rghm/ pshamap/ pshamain.html
CDM (2006) "Memorandum on Preliminary Geotechnical Recommendations, East Valley
Water District Plant 150, Project No. 2706 - 49930- Design.Geotech"
California Building Code, Volume 2 - 2001
California Building Code, (2007), California Code of Regulations, Title 24, Part 2,
Volume 2
City of Highland (2006), General Plan
LOR Geotechnical Group, Inc. (2004), "Phase I Environmental Site Assessment, NWC,
SWC, and SEC, 6th Street and Del Rosa Drive, 6± Acres of Vacant Land, San Bernardino, San
Bernardino County, California ", Project No. 61872.2, dated March 3.
International Conference of Building Officials (ICBO), 1997, Maps of Known Active
Fault, Near - Source Zones in California and Adjacent Portions of Nevada, to be used
with 1997 Uniform Building Code.
Santa Ana Watershed Project Authority. http:.LLwww.sawpa.net.
Page 16 IMP
qmv = A
P: \East Valley Water District - 2706 \62761 Plant 150 PDR \7.0 ProjDoc \7.1 Draft \7.1.7 PDR \7.1.7.2 Draft to Client\App A \GeoTech Memo Double Sided TM1.doc
Attachments
Figures
Figure 1 - Boring Location Plan
Appendices
Appendix A - Boring Logs
Appendix B - Laboratory Test Results
D-
11-'
To: Barbara Melcher, P.E. (CDM)
Cc: Sava Nedic, P.E. (CDM)
June 30, 2008
P: \East Valley Water District - 2706 \62761 Plant 150 PDR \7.0 ProjDoc \7.1 Draft \7.1.7 PDR \7.1.7.2 Draft to Client\App A \GeoTech Memo Double Sided TM1.doc
Page 17
To: Barbara Melcher, P.E. (CDM)
Cc: Sava Nedic, P.E. (CDM)
June 30, 2008
This page intentionally left blank.
Page 18 IMP
ww mfi
PAEast Valley Water District - 2706 \62761 Plant 150 PDR \7.0 ProjDoc \7.1 Draft \7.1.7 PDR \7.1.7.2 Draft to Client\App A \GeoTech Memo Double Sided TM1.doc
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STRUCTURE DESCRIPTION (cont.)
Parting: (1%6 than in.
cm)
SOIL CLASSIFICATION LEGEND
Pocket: Erratic, discontinous
MAJOR DIVISIONS
Near horizontal: 0 to 10 deg.
m
Y
TYPICAL NAMES
Disturbed texture, mix of strengths
GRAVELS Clean gravels with
Well
GW . graded gravels, gravel -sand mixtures
Cn
More than half
little or no fines
GP
a
ILS
Q
Poorly graded gravels, gravel -sand mixtures
O
U) ° coarse fraction
15 - 35 Soft
Stratum: > 12 in. (30 1/2 cm)
p " m is larger than
Gravel with GM Silty gravels, gravel- sand -silt mixtures
w u F, No. 4 sieve size over 12% fines 0
GC
D
Clayey0
Laminated: Alternating seams CD
Very Stiff 15 to 30
gravels, gravel- sand -clay mixtures
a N
0 Z SANDS Clean sands with SW
over 30
gravellygradedsands, Well sandsgy
M
p o More than half
little or no fines
SP
OC -
Poorly graded sands, gravelly sands
a coarse fraction
RV - R -Value
DS - Direct Shear
O is smaller than
TX -
SM
UU -
Silty sand, sand -silt mixtures
U No. 4 sieve size Sands with
Consolidated, Drained
over 12% fines
C Clayey sands, sand -clay mixtures
ML Inorganic silts and very fine sands, rock flour silty or
fineJSILTSANDCLAYS
clayey sands, or clayey silts with slight plasticity
p M a)
E m
cn —
Liquid limit less than 50 CL Inorganic clays of low to medium plasticity, gravelly
clays, sandy clays, silty clays, lean clays
coLZ 0 Organic clays and organic silty clays of low plasticityZcaN
a ° MH Inorganic silts, micaceous or diatomaceous fine sandy or
D z
O s=
CU
SILTS AND CLAYS
silty soils, elastic silts
w m :S
Z °
Liquid limit greater than 50 CH Inorganic clays of high plasticity, fat clays
OH Organic clays of medium to high plasticity, organic silts
HIGHLY ORGANIC SOILS PT
1/11
Peat and other highly organic soils
DESCRIPTORS FOR SOIL STRATA AND STRUCTURE (ENGLISH /METRIC)
STRUCTURE DESCRIPTION (cont.)
Parting: (1%6 than in.
cm)
Breaks easily along definite fractured planes
Pocket: Erratic, discontinous
Polished, glossy, fractured planes
Near horizontal: 0 to 10 deg.
m
Y
1/16 to 1/2 in. Seam: (1/6 to 1 1/4 cm)
Disturbed texture, mix of strengths
deposit of limited
extent Low an le: 10 to 45 deg g
Sample
Layer 1/2 to 12 in. y
Lens: Lenticular deposit Q High angle: 45 to 80 deg.
Q 1 1/4 to 30 1/2 cm)
Loose 4 to 10 15 - 35 Soft
Stratum: > 12 in. (30 1/2 cm)
L Varved: Alternating seams Near Vertical: 80 to 90 deg.
a) o
500 - 1000
Dense
of silt and clay
65 - 85 Stiff
D Scattered: < 1 per ft. (30 1/2 cm)
Very Dense
Laminated: Alternating seams CD
Very Stiff 15 to 30
Numerous: > 1 per ft. (30 1/2 cm)
CBR -
Interbedded: Alternating layers
RM -
Hard
STRUCTURE DESCRIPTION (cont.)
Fractured Breaks easily along definite fractured planes
Slickensided Polished, glossy, fractured planes
Blocky, Diced Breaks easily into small angular lumps
Sheared Disturbed texture, mix of strengths
Homogenous Same color and appearance throughout
RELATIVE DENSITY OR CONSISTFNCY VS_ SPT N -VALUE
COARSE GRAINED FINE GRAINED
Density N (blows /ft) Approx. Relative Consistency N (blows /ft) Approx. Undrained
Sampler (3.0" OD)
Density %
aGrab Sample
Shear Str. s
Very Loose 0 to 4 0 - 15 Very Soft 0 to 2 250
Loose 4 to 10 15 - 35 Soft 2 to 4 250 - 500
Medium Dense 10 to 30 35 - 65 Medium Stiff 4 to 8 500 - 1000
Dense 30 to 50 65 - 85 Stiff 8 to 15 1000 - 2000
Very Dense Over 50 85 - 100 Very Stiff 15 to 30 2000 - 4000
CBR - California Bearing Ratio
RM -
Hard over 30 4000
Notes:
1. Sample descriptions in this report are based on visual field and laboratory observations, which
include density /consistency, moisture condition, grain size, and plasticity estimates, and should not be
construed to imply field or laboratory testing unless presented herein. Visual- manual classification
methods in accordance with ASTM D 2488 were used as an identification guide. Where laboratory data
are available, soil classifications are in general accordance with ASTM D 2487.
2. Dual symbols are used to indicate gravel and sand units with 5 to 12
percent fines.
3. In general blowcounts for non -SPT samples are not SPT N values for
density or consistency relationships. Occasionally density and consistency
were inferred from non -SPT blowcounts where SPT values were not available.
cm
SAMPLE TYPE SYMBOLS
Disturbed bag or bulk sample
aStd. Penetration Test (2.0" OD)
Type U Ring Sampler (3.25" OD)
eCalifornia Sampler (3.0" OD)
Undisturbed Tube Sample
aGrab Sample
aCore Run
Non standard Penetration Test
Sand Backfill
with split spoon sampler)
CONTACT BETWEEN UNITS
Change in geologic unit
Soil type change within
geologic unit
Obscure or gradational change
MOISTURE DESCRIPTION
Dry - Free of moisture, dusty
Moist - Damp but no visible
free water
Wet - Visible free water, saturated
East Valley Water District
Plant 150
Highland, CA
Project No: 2706 -62761 Figure:
WELL
COMPLETIONS
Concrete Seal
Well Casing
Bentonite /Grout Seal
Groundwater Level
Slotted Well Casing
Sand Backfill
Impermeable Backfill
or Benton ite/G routed
PHYSICAL PROPERTY TEST
AL - Atterberg Limits
FC - Fines Content
GSD - Grain Size Distribution
MC - Moisture Content
MD - Moisture Content/Dry Density
Comp Compaction Test (Proctor)
SG - Specific Gravity
CBR - California Bearing Ratio
RM - Resilient Modulus
Perm - Permeability
TXP - Triaxial Permeability
Cons - Consolidation
OC - Organic Content
Corr - Corrosion
RV - R -Value
DS - Direct Shear
UC - Unconfined Compression
TX - Triaxial Compression
UU - Unconsolidated, Undrained
CU - Consolidated, Undrained
CD - Consolidated, Drained
East Valley Water District
Plant 150
Highland, CA
Project No: 2706 -62761 Figure:
U
Q 171 N
0- Boring Log CB -1
Z
N ,
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0- Boring Log CB -1
Z
N N E
O C a
W ' O
N°^>
L fn
in
C
C
DESCRIPTIONOU) U o a a o cn w
CB -1 -9
13
Dense, light gray, moist, GRAVEL (GP), coarse, subangular,
17
trace of fine, poorly graded sand and silt.
22
0
O
O. 1045
B -1 -1
20
36 40
o
O. Very dense, coarse and fine, subangular with layers of poorly
25 graded, fine- to medium - grained sand. Gravel was broken
into fragments.
O
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1040
B -1 -11
17
23 45
Fine
40 0
o
O
0
1035
13
50
O
O
B -1 -1 7 0. .
7
Stiff, dark gray, moist, CLAY (CL), trace of silt and mica
End of boring at 51.5 ft.
Groundwater not encountered at the end of drilling.
Boring backfilled with cuttings at completion of drilling.
Northing/ easting and elevation based on hand -held GPS 1030
55
1025
60
1020
65
1015
Northing / Easting: 34.0109 117.2524 Driller /Drill Rig: Redman Drilling /CME 75 /CME 75
Surface Elevation: 1084' Equipment /Hammer: 8.5" HSA /140 lb. Automatic
Logged By: J. Halseth Date Completed: 5 -5 -08
East Valley Water District
Plant 150
Highland, CA
CM Boring Log CB -1 Figure: 1
Project No: 2706 -62761 2 of 2
U
Q 171 N
0- Boring Log CB -2
z
W
N N E
O C
M
N
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a
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0Boring Log CB -3
Z
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fn
in
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C
DESCRIPTIONOU) U o a a0 o U) U) w
Undocumented Fill
Medium dense, brown, moist, Silty SAND (SM), fine to
FC B -3 -Bulk medium, trace of fine gravel, subangular.
7 SM
CB -3 -1 5.8 104 8
8
1080
6
5 Alluvium ---------------------
GSD CB -3 -2 3.7 97.6 Medium dense, brown, moist, slightly Silty SAND9
SP- SM),poorly graded, fine - grained
4 SP -SM
CB -3 -3 4
5
1075
40
10 Very dense, brown yellow, moist, Silty SAND (SM), fine- to
CB -3 -4 1.5 92 50/4"
medium - grained, some fine subangular gravel.
SM
Medium dense, brown yellow, moist, SAND (SP), poorly
graded, fine - grained, trace of silt and subangular gravel 1070
FC CB -3 -5
5
7 15
9
SP
1065
CB -3 -6
6
4 20
5
Becomes loose
Very dense, light brown, moist, slightly Sandy and Silty 1060
GRAVEL (GP -GM), poorly graded, fine and coarse,
CB -3 -7
21
35 25 GP -GM subangular
33
Boring terminated at 26.5 ft due to refusal.
Groundwater not encountered at the end of drilling.
Boring backfilled with cuttings at the completion of drilling.
Northing /easting and elevation based on hand -held GPS
1055
30
1050
Northing / Easting: 34.1096 117.2596 Driller /Drill Rig: Redman Drilling /CME 75
Surface Elevation: 1084' Equipment /Hammer: 8.5" HSA /140 lb. Automatic
Logged By: J. Halseth Date Completed: 5 -5 -08
East Valley Water District
Plant 150
Highland, CA
cm Boring Log CB -3 Figure: 3
Project No: 2706 -62761 1 of 1
U
Q 171 N
0- Boring Log CB -4
Z
N N E
O C a
a) W ' O
a)
fn
L
L
in
C
O C
DESCRIPTIONOU) U o a a0 o n w
Alluvium
Medium dense, brown yellow, moist, Silty SAND, fine- to
B -4 -Bulk medium - grained, trace of fine gravel, subangular
8
FC, CB -4 -1 3.3 113.0 11
Corr 16
1080
GSD CB -4 -2
4
5 5
9
7
CB -4 -3 3.5 103.2 11 Less gravel at 7.5 ft, darker brown
13
SM
1075
CB-4-4
6
9 10
11
Becomes coarser at 15 ft, more gravel in cuttings, rig chatter
1070
CB -4 -5
6
16 15
37
Dense, brown yellow, moist, Sandy GRAVEL (GP), poorly
graded subangular
1065
50/0"
20CB-4-6
16 GP
dP
CB -4 -7 45
25
1060
CB -4 -8
16
15/2" 25
Becomes more sandy with trace of silt at 25 ft
Boring terminated due to refusal at 27.5 ft.
Groundwater not encountered at the end of drilling.
Boring backfilled with cuttings at the completion of drilling 1055
Northing /easting and elevation based on hand -held GPS
30
1050
Northing / Easting: 34.1099 117.252 Driller /Drill Rig: Redman Drilling /CME 75 /CME 75
Surface Elevation: 1084' Equipment /Hammer: 8.5" HSA /140 lb Automatic
Logged By: J. Halseth Date Completed: 5 -5 -08
East Valley Water District
Plant 150
Highland, CA
cm Boring Log CB -4 Figure: 4
Project No: 2706 -62761 1 of 1
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MOISTURE AND DENSITY TEST RESULTS
Client: CDM AP No.: 28 -0519
Project Name: East Valley Water District -Plant 150 Date: 05/09/08
Project No: 2706- 62761.T3GEO
Boring
No.
Sample
No.
Sample
Depth (ft)
Soil
Description
Moisture
Content ( %)
Dry Density
pcf)
CB -1 2.5 Drk Yell Brn Silty Sand 9.27 108.54
CB -1 5 Strong Brn Silty Sand 9.45 95.71
CB -1 7.5 Pale Brn Poorly Graded Sand w/ silt 4.85 89.13
CB -1 15 Brown Well Graded Sand w/ silt 1.64 102.57
CB -2 2.5 Pale Brn Poorly Graded Sand 2.23 110.67
CB -2 5 Pale Brn Poorly Graded Sand 1.94 91.42
CB -3 2.5 Brown Silty Sand 5.83 103.97
CB -3 5 Yell Brn Poorly Graed Sand w/ silt 3.67 97.56
CB -3 10 Brown Sand w /gravel 1.52 92.02
CB -4 2.5 Brown Silty Sand 3.33 112.99
CB -4 7.5 Strong Brn Silty Sand 3.46 103.18
GRAVEL SAND
SILT OR CLAY
COARSE FINE COARSE MEDIUM FINE
100
I
on
9 70
w
m 60
CD
z
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Q
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z 40
w
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fy
30
20
10
SIEVE OPENING SIEVE NUMBER HYDROMETER
3" 1 Y2" 1 " 3/" %if 4 10 20 40 60 140 200
10 1 0.1 0.01 0.001
PARTICLE DIAMETER IN MILLIMETERS
Symbol Boring
No.
Sample
No.
Depth
ft)
Percent Atterberg
Limits
LL:PL:PI
U.S.C.S
Symbol
Gravel Sand Fines
O CB -1 7.5 0.0 92.5 7.5 N/A SP -SM
CB -1 15 0.6 90.8 8.7 N/A SW -SM
0 CB -2 2.5 8.7 87.3 4.0 N/A SP
GRAIN SIZE DISTRIBUTION CURVE
ASTM D 422
Project Name: East Valley Water District -Plant 150
Project No.: 2706- 62761.T3GEO
Date: 5/11/2008
AP No: 28 -0519
GRAVEL SAND
SILT OR CLAY
COARSE FINE COARSE MEDIUM FINE
100
M
1
CD 70
w
m 60
CD
z
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n
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fy
30
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SIEVE OPENING SIEVE NUMBER HYDROMETER
3" 1 X If 1 " 3/" 3 /
s" 4 10 20 40 60 140 200
10 1 0.1 0.01 0.001
PARTICLE DIAMETER IN MILLIMETERS
Symbol Boring
No.
Sample
No.
Depth
ft)
Percent Atterberg
Limits
LL:PL:PI
U.S.C.S
Symbol
Gravel Sand Fines
O CB -2 15 17.0 59.6 23.4 NA SM
CB -3 5 0.0 93.6 6.4 NA SP -SM
A I CB -4 5 0.5 82.6 16.8 NA SM
GRAIN SIZE DISTRIBUTION CURVE
ASTM D 422
Project Name: East Valley Water District -Plant 150
Project No.: 2706- 62761.T3GEO
Date: 5/11/2008
AP No: 28 -0519
IJI
PERCENT PASSING NO. 200 SIEVE
Client: CDM AP No.: 28 -0519
Project Name: East Valley Water District -Plant 150 Date: 05/11/08
Project Number: 2706- 62761.T3GE0
BoringBoring
No. No.
Sample Sample
No. No.
SampleSample
Depth (ft) Depth (ft)
Percent FinePercentFine
CB -1CB -1 55 26.026.0
CB -1CB -1 2525 6.86.8
CB -2CB -2 1010 5.55.5
CB -3CB -3 2.52.5 14.714.7
CB -3CB -3 1515 4.44.4
CB -4CB -4 2.52.5 12.512.5
awa a
Client Name:
Project Name:
Project No.:
CORROSION TEST RESULTS
CDM
East Valley Water District -Plant 150
2706- 62761.73GE0
AP Job No.: 28 -0519
Date 05/09/08
Boring
No.
Sample
No.
Depth
ft
Soil Type Minimum
Resistivity ohm -cm
pH Sulfate Content Chloride Content
CB -1 2.5 SM 2800 7.6 0.0015 0.0066
CB -2 2.5 SP 27000 7.4 0.0002 0.0061
CB -4 2.5 SM 13000 7.4 0.0003 0.0062
NOTES: Resistivity Test and pH: California Test Methods 532 and 643
Sulfate Content California Test Method 417
Chloride Content: California Test Method 422
ND =Not Detectable
NA =Not Sufficient Sample
NR =Not Requested
2607 Pomona Boulevard, Pomona, CA 91768
Tel. (909) 869 -6316 Fax. (909)869 -6318
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FIN AL REP RT it
Plant 150
Water Quality Analysis, Pilot Testing,
and Preliminary Design Report
January 2009
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East Valley Water District
Water Quality Analysis, Pilot Testing and
Preliminary Design Report
FINAL
Prepared fog:
East Valley Water District
3654 East Highland Avenue, Suite 18
Highland, CA 92346
Prepared by:
Camp Dresser &McKee Inc.
9220 Cleveland Avenue, Suite 100
Rancho Cucamonga, CA 91730
January 6, 2009
Contents
Section1 Introduction ................................................................................. ............................1 -1
1.1 Background ................................................................................... ............................1 -1
1.1.1 Perchlorate Assessment ................................................ ............................1 -1
1.1.2 Getaway Transmission Capacity ................................. ............................1 -1
1.1.3 Plant 150 Conceptual Design Study ............................ ............................1 -2
1.1.4 Plant 152 Conceptual Design Study ............................ ............................1 -2
1.1.5 Water Master Plan ......................................................... ............................1 -2
1.2 Pilot Study ..................................................................................... ............................1 -2
1.3 Recommended Facility ................................................................ ............................1 -2
Section 2 Water Quality Analysis Summary ....................................... ............................... 2 -1
2.1 Sampling Program ........................................................................ ............................2 -1
2.2 Analysis of Water Quality Sampling and Testing Results ...... ............................2 2
2.3 Contaminants of Regulatory Concerns ..................................... ............................2 9
1
2.3.1 Perchlorate ...................................................................... ............................2 9
2.4 Water Constituents with Possible Impact on IX Performance ......................... 2 -10
5
2.4.1 Nitrate ........................................................................ ............................... 2 -10
3 -5
2.4.2 Sulfate ............................................................................. ...........................2 11
3 -5
2.4.3 Bicarbonate ................................................................ ............................... 2 -12
7
2.4.4 Uranium ......................................................................... ...........................2 12
2.5 Blended Water Quality ............................................................... ...........................2 13
3 -8
2.5.1 Nitrate Blending ....................................................... ............................... 2 -17
2.6 Raw Water Quality for Resin Modeling and Pilot Testing .... ...........................2 17
9
2.6.1 Updated Pilot Test Water Quality .............................. ...........................2 20
2.7 Raw Water Quality for Design .................................................. ...........................2 20
Section 3 Resin Evaluation and Selection Summary ......................... ............................... 3 -1
3.1 Approach .................................................................................... ............................... 3 -1
3.2 Equilibrium Multicomponent Chromatography Theory (EMCT)
Windows2.000 ............................................................................... ............................3 1
3.3 Separation Factor and Selectivity Coefficient ........................... ............................3 4
3.3.1 Resin Capacity ............................................................... ............................3 5
3.4 Resins Available for Non- regenerable Perchlorate Removal Application ....... 3 -5
3.4.1 Resins and Water Qualities Selected for Modeling .............................. 3 -5
3.5 EMCT- Predicted and Vendor Supplied Perchlorate Run Lengths ....................3 7
3.5.1 ResinTech SIR - 110 -HP ............................................... ............................... 3 -8
3.5.2 Purolite A532E ............................................................ ............................... 3 -8
3.5.3 Lanxess Sybron SR7 ...................................................... ............................3 8
3.5.4 Dow PSR- 2 ...................................................................... ............................3 9
3.5.5 Calgon Ca1Res 2109 (Dow PSR -3) ............................... ............................3 9
3.5.6 Rohm and Haas PWA2 ................................................. ............................3 9
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3.6 Resin Selection Factors .............................................................. ............................... 3 -9
3.7 Resins Selected for Pilot Testing ............................................ ............................... 3 -10
3.8 References ................................................................................. ............................... 3 -11
Section 4 Pilot Testing Results Summary ............................................ ............................... 4 -1
4.1 Project Testing Study Objectives ................................................ ............................4 -1
4.2 Description of the Pilot Testing Apparatus .............................. ............................4 -1
4.3 Pilot Plant Testing ......................................................................... ............................4 -2
4.4 Pilot Testing Results .................................................................. ............................... 4 -2
4.5 Pilot Testing Conclusions ......................................................... ............................... 4 -5
Section 5 Plant 150 System Hydraulics ................................................. ............................... 5 -1
5.1 Plant Capacity and Sources of Raw Water ................................ ............................5 -1
5.1.1 Local Well Water ........................................................... ............................5 -1
5.2 Hydraulic Function of Plant 150 ................................................. ............................5 -2
5.2.1 Raw Water Supply Pumping Hydraulics .................. ............................5 -3
5.2.1.1 Hydraulic Model .......................................... ............................5 -3
5.2.1.2 Results ............................................................ ............................5 -6
5.2.1.3 Summary and Recommendations ............. ............................5 -9
5.2.2 Treatment Plant Hydraulics ........................................ ...........................5 -10
5.2.3 Treatment Process By -Pass and Flow Control ......... ...........................5 -11
5.2.4 Finished Water Pumping Hydraulics .................... ............................... 5 -11
5.2.4.1 Hydraulic Analysis - General .................... ...........................5 -15
5.2.4.2 Hydraulic Analysis - Current Demands ............................ 5 -16
5.2.4.3 Hydraulic Analysis - Near Term Demands .......................5 -27
5.2.4.4 Hydraulic Analysis - Ultimate Demands ........................... 5 -33
5.3 Summary and Conclusions .................................................... ............................... 5 -45
5.3.1 Plant 150 Raw Water Supply Pumping System ... ............................... 5 -45
5.3.2 Treatment Plant Hydraulics ........................................ ...........................5 -46
5.3.3 Finished Water Pump Station ..................................... ...........................5 -46
5.3.4 Future Studies ........................................................... ............................... 5 -49
Section6 Treatment Process .................................................................... ............................... 6 -1
6.1 Process Description ................................................................... ............................... 6 -1
6.2 Process Facilities ........................................................................ ............................... 6 -1
6.2.1 Ion Exchange Pretreatment Facilities ...................... ............................... 6 -1
6.2.2 Perchlorate Treatment ............................................... ............................... 6 -5
6.2.2.1 Ion Exchange System ................................ ............................... 6 -5
6.2.2.2 Ion Exchange Resin Change -Out ............ ............................... 6 -6
6.2.2.3 Resin Relaxation Water System .............. ............................... 6 -7
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EVWD - Water Quality Analysis, Pilot Testing and
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6.2.2.4 Resin Relaxation Water Handling System ............................ 6 -7
6.3 Summary of Design Criteria .................................................... ............................... 6 -8
Section 7 Auxiliary Plant Facilities ........................................................ ............................... 7 -1
7.1 Sodium Hypochlorite Generation and Feed Facilities ......... ............................... 7 -1
7.2 Finished Water Storage ............................................................. ............................... 7 -4
7.3 Finished Water Pump Station .................................................. ............................... 7 -5
7.4 Flow Metering ............................................................................ ............................... 7 -6
Design Criteria ............................................................ ...............................
7.4.1 Raw Water & Ion Exchange Treatment By -Pass Flow Monitoring .... 7 -6
Geotechnical .................................................................................. ............................8
7.4.2 Ion Exchange System Flow Monitoring .................. ............................... 7 -6
8.2.1
7.4.3 Finished Water Flow Monitoring ................................ ............................7 7
7.5 Emergency Standby Power Supply ......................................... ............................... 7 -7
8 -4
7.5.1 Generator Fuel ............................................................ ............................... 7 -7
Summary of Facility Foundation Criteria ............... ...............................
7.5.2 Portable versus Stationary Generators .................... ............................... 7 -8
8.2.4
7.5.3 Generators Near Schools ........................................... ............................... 7 -9
8.3
7.5.4 Recommendation .......................................................... ............................7 9
7.6 Operations Building .................................................................. ............................... 7 -9
7.7 Fencing and Facility Physical Security ................................. ............................... 7 -10
7.8 On -Line Water Quality Monitoring ...................................... ............................... 7 -13
7.9 Summary of Design Criteria for Auxiliary Facilities .......... ............................... 7 -13
Section8 Design Standards .................................................................... ............................... 8 -1
8.1 Civil 8 -1
8.1.1 Applicable Codes, Standards, and References ....... ............................... 8 -1
8.1.2 Existing Site Conditions ............................................ ............................... 8 -2
8.1.3 Design Criteria ............................................................ ............................... 8 -2
8.2 Geotechnical .................................................................................. ............................8 4
8.2.1 Applicable Codes, Standards, and References ....... ............................... 8 -4
8.2.2 Existing Geotechnical Conditions ............................ ............................... 8 -4
8.2.3 Summary of Facility Foundation Criteria ............... ............................... 8 -5
8.2.4 Recommended Additional Geotechnical Investigation ....................... 8 -6
8.3 Architectural .................................................................................. ............................8 6
8.3.1 Architectural Treatments ............................................. ............................8 7
8.3.2 Architectural Design Criteria ....................................... ............................8 9
8.4 Site Landscaping ...................................................................... ............................... 8 -10
8.5 Structural 8 11
8.5.1 Applicable Codes, Standards, and References ..... ............................... 8 -11
8.5.2 Materials .................................................................... ............................... 8 -12
8.5.3 Design Loads ................................................................. ...........................8 13
8.5.4 Stability Requirements ................................................. ...........................8 15
8.5.5 Foundation Design ................................................... ............................... 8 -16
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8.5.6 Concrete Design ............................................................ ...........................8 16
8.5.7 Structural Steel Design ................................................ ...........................8 17
8.5.8 Miscellaneous Metals and Other Materials .............. ...........................8 17
8.6 Process Mechanical ...................................................................... ...........................8 17
8.6.1 Applicable Codes, Standards, and References ..... ............................... 8 -17
8.7 Building Mechanical ................................................................ ............................... 8 -18
8.7.1 HVAC Design Criteria ............................................. ............................... 8 -18
8.7.2 HVAC Equipment .................................................... ............................... 8 -20
8.7.3 Plumbing Design Criteria ............................................ ...........................8 23
8.7.4 Fire Protection Design Criteria ............................... ............................... 8 -25
8.8 Electrical ........................................................................................ ...........................8 25
8.8.1 Applicable Codes, Standards, and References ..... ............................... 8 -25
8.8.2 Proposed Electrical System ..................................... ............................... 8 -26
8.8.3 Electrical Design Criteria ............................................. ...........................8 27
8.9 Instrumentation and Controls ................................................... ...........................8 30
8.9.1 Applicable Codes, Standards, and References ..... ............................... 8 -30
8.9.2 IBC System Design Criteria .................................... ............................... 8 -31
8.9.3 System Shutdown ......................................................... ...........................8 33
Section 9 Construction Planning ............................................................ ............................... 9 -1
9.1 Project Schedule Updates ......................................................... ............................... 9 -1
9.2 Opinion of Probable Cost ......................................................... ............................... 9 -1
Appendices
Appendix A EMCT Model Output and Figures
Appendix B Generator Information and SCAQMD Requirements
Appendix C Geotechnical Investigation
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EVWD - Water Quality Analysis, Pilot Testing and
Preliminary Design Report
Tables
2 -1 Sampling and Analysis for August through November 2007 ............................2 -1
2 -2 Water Quality Analysis Results for August through November 2007 .............2 3
2 -3 Well 28A Water Quality Analysis for Pilot Testing Period .... ............................2 5
2 -4 Summary of Water Quality Data (1994 to 2008) for Wells 11A, 12A,
and28A ....................................................................................... ............................... 2 -7
2 -5 Flow Weighted Blends at Average, 90th Percentile, and Maximum
Concentrations......................................................................... ............................... 2 -15
2 -6 Perchlorate Blending ................................................................... ...........................2 17
2 -7 Nitrate Blending .......................................................................... ...........................2 17
2 -8 Water Qualities Modeled Using EMCT .................................... ...........................2 19
2 -9 Updated Pilot Test Water Qualities for EMCT Modeling ...... ...........................2 20
2 -10 Assumed Raw Water Quality for Design ................................. ...........................2 20
3 -1 List of Resin Vendors and Resins Marketed as Perchlorate - Selective ..............3 5
3 -2 Range of Water Qualities Modeled Using EMCT ................. ............................... 3 -6
3 -3 EMCT- Predicted Run Lengths (Bed Volumes) for Varying Feed
WaterQualities ............................................................................. ............................3 7
3 -4 Predicted Run Length Range (Bed Volumes) for Varying Feed Water
Qualities...................................................................................... ............................... 3 -7
3 -5 Vendor - Predicted Run Lengths (Bed Volumes) for Varying Feed
WaterQualities ............................................................................. ............................3 8
3 -6 Resin Selection Factors ................................................................ ...........................3 10
4 -1 Ion Exchange Column Parameters .......................................... ............................... 4 -1
4 -2 Ion Exchange Column Set- Up ..................................................... ............................4 2
5 -1 Plant 150 Flows and Capacities .................................................. ............................5 1
5 -2 Plant 12 Booster Station Summary .......................................... ............................... 5 -2
5 -3 Well 28A Summary ...................................................................... ............................5 2
5 -4 Assumed Pump Curves for Modeling ....................................... ............................5 6
5 -5 Raw Water Pumping Analysis with 30 -inch 6th Street Pipeline .......................5 7
5 -6 Raw Water Pumping Analysis with 20 -inch 6th Street Pipeline .......................5 7
5 -7 Raw Water System Pressure Conditions ................................... ............................5 8
5 -8 Plant 150 Influent Pipeline Losses .............................................. ............................5 9
5 -9 Estimated Plant Headlosses ....................................................... ...........................5 10
5 -10 Lower Zone Current Demands Used in Hydraulic Model .... ...........................5 19
5 -11 Lower Zone Pumps (Current Conditions) ............................... ...........................5 19
5 -12 Intermediate Zone Current Demands Used in Hydraulic Model ...................5 25
5 -13 Intermediate Zone Pumps (Current Conditions) .................... ...........................5 25
5 -14 Lower Zone Near Term Demands Used in Hydraulic Model .........................5 28
5 -15 Lower Zone Pumps (Near Term Conditions) .......................... ...........................5 28
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Preliminary Design Report
5 -16 Intermediate Zone Near Term Demands Used in Hydraulic Model ..............5 31
5 -17 Intermediate Zone Pumps (Current Conditions) .................... ...........................5 32
5 -18 Ultimate Demands Used in Hydraulic Model ......................... ...........................5 35
5 -19 Lower Zone Pumps (Ultimate Conditions) ............................. ...........................5 36
5 -20 Intermediate Zone Ultimate Demands Used in Hydraulic Model ..................5 40
5 -21 Intermediate Zone Pumps (Ultimate Conditions) .................. ...........................5 41
5 -22 Finished Water Pump Station Summary .................................. ...........................4 47
6 -1 Plant 150 IX Pretreatment Design Criteria ................................ ............................6 5
6 -2 Plant 150 Perchlorate Ion Exchange System Design Criteria . ............................6 5
6 -3 Plant 150 Resin Relaxation Water Handling System Design Criteria ............... 6 -7
6 -4 Plant 150 Design Criteria Summary ........................................ ............................... 6 -8
7 -1 Chemical Feed Rates ................................................................. ............................... 7 -1
7 -2 Five Day Chemical Storage Requirements for 0.8% Sodium Hypochlorite ..... 7 -2
7 -3 Sodium Hypochlorite Generation System Design Criteria . ............................... 7 -3
7 -4 Reservoir Sizing Criteria ........................................................... ............................... 7 -4
7 -5 Finished Water Storage Tanks Design Criteria ..................... ............................... 7 -5
7 -6 Finished Water Pump Station Design Criteria ...................... ............................... 7 -5
7 -7 Ion Exchange Influent Water Flow Metering ........................ ............................... 7 -6
7 -8 Ion Exchange System Flow Metering ..................................... ............................... 7 -7
7 -9 Finished Water Flow Metering ................................................... ............................7 7
7 -10 Security Recommendations ........................................................ ...........................7 11
7 -11 Plant 150 Design Criteria Summary ...................................... ............................... 7 -13
8 -1 Yard Piping Design Criteria - Process Water ........................... ............................8 3
8 -2 Uniform and Concentrated Live Loads .................................... ...........................8 13
8 -3 Preliminary Piping Schedule ..................................................... ...........................8 18
8 -4 Ventilation Quantities ................................................................. ...........................8 19
8 -5 Pipe Insulation Schedule ............................................................ ...........................8 21
8 -6 Duct Insulation Schedule ............................................................ ...........................8 22
8 -7 Illumination Levels ...................................................................... ...........................8 28
8 -8 Receptacle Spacing .................................................................. ............................... 8 -29
9 -1 Opinion of Probable Construction Cost ................................. ............................... 9 -2
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EVWD - Water Quality Analysis, Pilot Testing and
Preliminary Design Report
Figures
2 -1 Trends in Perchlorate Levels ...................................................... ...........................2 10
2 -2 Trends in Nitrate Levels ......................................................... ............................... 2 -11
2 -3 Trends in Sulfate Levels .............................................................. ...........................2 12
3 -1 Hypothetical Ideal and S- shaped Perchlorate Breakthrough on an Anion
ExchangeResin .......................................................................... ............................... 3 -3
4 -1 Comparison of Resins -Low Level Perchlorate Spiking ..... ............................... 4 -3
4 -2 Comparison of Resin- High Level Perchlorate Spiking .......... ............................4 4
4 -3 Comparison of Resins -High /High Level Perchlorate Spiking ........................4 5
5 -1 Raw Water Pumping System Model Geometry .................... ............................... 5 -4
5 -2 Plant 12 Booster Station Model Geometry ................................ ............................5 5
5 -3 Well 28A Model Geometry .......................................................... ............................5 5
5 -4 Raw Water Supply Hydraulic Grade Profile ........................... ...........................5 13
5 -5 Plant 150 Hydraulic Grade Profile ........................................ ............................... 5 -14
5 -6 Lower Zone Pumping System Model Geometry .................... ...........................5 18
5 -7 Hydraulic Grade Lines from Plant 150 to Plant 34 (Current Conditions) ...... 5 -20
5 -8 Lower Zone Pump and System Curves (Current MDD) ....... ...........................5 21
5 -9 Intermediate Zone Pumping System Model Geometry ..... ............................... 5 -23
5 -10 Hydraulic Grade Lines from Plant 150 to Plant 33 (Current Conditions) ......5 26
5 -11 Hydraulic Grade Lines from Plant 150 to Plant 34
Near Term Conditions) .............................................................. ...........................5 29
5 -12 Lower Zone Pump and System Curves (Near Term MDD) ............................. 5 -30
5 -13 Hydraulic Grade Lines from Plant 150 to Plant 33
Near Term Conditions) .............................................................. ...........................5 33
5 -14 Hydraulic Grade Lines from Plant 150 to Plant 34 (Ultimate Conditions) ....5 38
5 -15 Lower Zone Pump and System Curves (Ultimate PHD) ....... ...........................5 39
5 -16 Hydraulic Grade Lines from Plant 150 to Plant 33 (Ultimate Conditions) ....5 43
5 -17 Hydraulic Grade Lines from Plant 150 to Plant 143 (Ultimate Conditions) ..5 44
5 -18 Intermediate Zone Pump and System Curves (Ultimate MDD) .....................5 45
6 -1 Overall Plant Process Flow Diagram ...................................... ............................... 6 -3
6 -2 Plant 150 Overall Site Plan ....................................................... ............................... 6 -4
9 -1 Design - Bid -Build Approach for Perchlorate Removal Using Ion
ExchangeTechnology ............................................................... ............................... 9 -3
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EVWD - Water Quality Analysis, Pilot Testing and
Preliminary Design Report
List of Acronyms and Abbreviations
AC air change
ACI American Concrete Institute
ACPA American Concrete Pipe Association
ADA American Disability Act
AF acre -foot
AISC American Institute of Steel Construction
AISI American Iron and Steel Institute
Amb. ambient
ANSI American National Standards Institute
ASCE American Society of Civil Engineers
ASHRAE American Society of Heating, Refrigeration, and Air Conditioning
Engineers
ASME American Society of Mechanical Engineers
ASTM American Society of Testing and Materials
ATS automatic transfer switch
Avg average
AWWA American Water Works Association
BAT best available technology
BWW backwash waste
CaCO3 Calcium Carbonate
CARB California Air Resources Boards
CBC California Building Code
CCS California Coordinate System
CDM Camp Dresser & McKee
CDMG California Division of Mines and Geology
CDPH California Department of Public Health
cf cubic foot
cfm cubic foot per minute
cm -1 per centimeter
CMU concrete masonry unit
District East Valley Water District
DMG Division of Mines and Geology
DOC dissolved organic carbon
ea each
EBCT empty bed contact time
EPA Environmental Protection Agency
EVWD East Valley Water District
FRP fiberglass reinforced plastic
ft foot
fps foot per second
GAC granular activated carbon
gal gallon
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gfd gallons per square foot per day
gfd /psi gallons per square foot per day per pound per square inch
gpd gallons per day
gpd/ sf gallons per day per square foot
gph gallons per hour
gpm gallons per minute
HGL hydraulic grade line
HI Hydraulic Institute
hp horsepower
hr hour
I &C instrumentation and control
IAPMO International Association of Plumbing and Mechanical Officials
IBC International Building Code
ICS Influent Control Structure
IEEE Institute of Electrical and Electronics Engineers
IESNA Illuminating Engineering Society of North America
IEUA Inland Empire Utilities Agency
IGBT insulated gate bipolar transistor
ISA Instrumentation, Systems, and Automation
ksi thousand pounds per square inch
LAN local area network
lb pound
lb /day pound per day
LEL lower explosive limit
MBMA Metal Building Manufacturer's Association
MCC motor control center
MCL maximum contaminant level
MCS membrane control system
MG million gallon
mgd million gallon per day
mg /L milligram per liter
min minute
MRDL maximum residual disinfectant level
MWD Metropolitan Water District
N/A not applicable
NAD83 North American Datum of 1983
NEC National Electrical Code
NEMA National Electrical Manufacturers Association
NFPA National Fire Protection Association
ng /L nanograms per liter
NOM natural organic matter
NPSH net positive suction head
NTU Nephelolometric Turbidity Units
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EVWD - Water Quality Analysis, Pilot Testing and
Preliminary Design Report
O &M operation and maintenance
OCS operator control station
OSHA Occupational Safety and Health Administration
P &ID process and instrumentation diagram
PCA Portland Cement Association
PDR preliminary design report
PES Polyethersulfone
PLC programmable logic controller
ppd pound per day
psi pound per square inch
PTFE Polytetrafluoroethylene (Teflon)
PVDF Polyvinylidene Fluoride
PWM pulse width modulation
RCP reinforced concrete pipe
Reduc. reduction
RTU remote telemetry unit
SAR Santa Ana River
SARI Santa Ana Regional Interceptor
SAWPA Santa Ana Watershed Project Authority
SBVMWD San Bernardino Valley Municipal Water District
SCADA supervisory control and data acquisition
SCAQMD South Coast Air Quality Management District
SCE Southern California Edison
scfm standard cubic foot per minute
sere per second
sf square foot
SMACNA Sheet Metal and Air Conditioning Contractors National
Association
SOD Seven Oaks Dam
SS stainless steel
stdby standby
SWP State Water Project
SWTR Surface Water Treatment Rule
SUVA Specific Ultraviolet (Light) Absorbance
T &O taste and odor
TBD to be determined
TDH total dynamic head
TDS total dissolved solids
TOC total organic carbon
TSS total suspended solids
TT treatment technique
TU turbidity
TVSS transient voltage surge suppression
tg /L micrograms per liter
µS /cm microsiemens per centimeter
410's
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UL Underwriters Laboratories, Inc.
USEPA United States Environmental Protection Agency
UV ultraviolet (light)
UV254 ultraviolet light absorbance at 254 nm
VFD variable frequency drive
WTP water treatment plant
XLPE cross - linked polyethylene
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Section 1
Introduction
This section provides background information and a summary of findings and
recommendations from previous studies that provide the basis for the preliminary
design of Plant 150 as presented in this preliminary design report (PDR). This section
also provides a summary of pilot testing objectives and lists the project facilities.
1.1 Background
Plant 150 will receive, treat, and distribute groundwater from the District's existing
Wells 11A, 12A, and 28A, as well as from a future on -site well and future off -site
wells. Plant 150 will serve as the primary water supply source for the Lower Zone and
as a booster station to transfer water to the Intermediate zone.
Previous studies and documents that provide the basis for the Plant 150 preliminary
design include:
East Valley Water District Perchlorate Assessment, December 2003.
Technical Memorandum: Perchlorate Assessment - Sizing of Getaway
Transmission Capacity, April 2004.
East Valley Water District Plant 150 Conceptual Design Study Report, February
2007.
East Valley Water District Plant 152 Final Draft Conceptual Design Study Report,
CDM, May 2007.
East Valley Water District Water Master Plan, January 2008.
1.1.1 Perchlorate Assessment
Previous sampling had indicated the presence of perchlorate in some of the District's
wells. The District identified eight wells that were impacted: Wells 11A, 12A, 24B, 25,
27, 28A, 41, and 107. The Perchlorate Assessment recommended that water from Wells
11A, 12A, and 28A be brought together at a single location for blending and treatment
with ion exchange. The central blending and treatment location for these wells would
later be designated Plant 150.
1.1.2 Getaway Transmission Capacity
This study, a follow -up to the Perchlorate Assessment, evaluated the distribution
system hydraulics and provided recommendations for pipeline improvements to
effectively convey raw water to and finished water away from Plant 150.
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1 -1
Section 1
Introduction
1 -2
1.1.3 Plant 150 Conceptual Design Study
Building on the two previous studies as a basis, this study evaluated various
treatment alternatives and developed conceptual level design criteria for two
preferred perchlorate treatment technologies, ion exchange and biological treatment.
1.1.4 Plant 152 Conceptual Design Study
This study further developed conceptual level design criteria for both ion exchange
and biological treatment for perchlorate removal at Plant 152, a central treatment
facility that will collect and treat water from the District's existing Wells 24A, 24B, 25,
and 107. This study provided a life cycle cost analysis of ion exchange and biological
treatment for perchlorate removal. Based on the life cycle cost analysis, ion exchange
treatment was recommended as the most cost effective treatment technology for
perchlorate removal at Plant 152. This conclusion was also applied to Plant 150,
allowing the preliminary design to focus on ion exchange as the selected treatment
technology.
1.1.5 Water Master Plan
The Water Master Plan provided an evaluation of the District's current and future
water demand, water supply, and water distribution system. The water demands and
water transfer requirements developed in the master plan serve as the basis for the
required hydraulic capacity of Plant 150.
1.2 Pilot Study
This preliminary design report is based on ion exchange (IX) resin computer based
modeled projections, inputs received form IX resin vendors, experience from other
facilities and recommendation from the Conceptual Design Study. To verify the
performance estimates from the modeling and vendor provided information, select
the best resin for use at Plant 150 and finalize process design criteria, the District
engaged in a pilot study to test three selected resins. The pilot testing was completed
in November 2008. The design for the ion exchange facility presented in this study
was adjusted to incorporate the pilot testing results and was based on pre - selected IX
resin.
1.3 Recommended Facility
The Plant 150 project that is the subject of this PDR consists of the following key
facilities:
Plant influent flow control - allows bypassing of Well 11A equivalent flows around
the ion exchange system.
Sediment Filters - remove fine particulates upstream of the ion exchange system.
Ion Exchange System - for perchlorate treatment.
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Section 1
Introduction
Resin Relaxation Water System - allows backpulsing of water through the ion
exchange resin beds to mitigate high headloss accumulation due to compaction of
the resin beds.
Resin Relaxation Water Equalization and Return System - stores used resin
relaxation water and returns it to the head of the plant.
Disinfection System - includes on -site sodium hypochlorite generation, and
sodium hypochlorite storage and feed systems.
Finished Water Storage - includes two 800,000 gallon above - ground storage tanks.
Finished Water Pumping - includes dual zone pump station that pumps to both
the Lower and Intermediate zones.
Operations Building - includes control room, electrical room, and laboratory.
Future Expansion - site includes provisions for future treatment processes and
associated ancillary facilities.
D_
11_'
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1 -3
Section 1
Introduction
1 -4
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Section 2
Water Quality Analysis Summary
2.1 Sampling Program
The District performed sampling and water quality testing at the three Plant 150
source wells (Well 11A, 12A, and 28A) over a period of four months starting from
August 2007 through November 2007. The sampling was performed to characterize
water quality parameters that are not normally included in the District's regular
sampling program and to evaluate constituents that could affect the ion exchange
process. Additional sampling and water quality testing for key contaminants at Well
28A were performed during pilot testing. This data, in conjunction with historical
water quality data provided by the District for the period from 1994 to 2008, forms the
basis for development of the Plant 150 raw water quality.
Table 2 -1 lists the parameters included in the sampling program along with the
sampling frequency and analysis requirements.
Table 2 -1
Sampling and Analysis for August through November 2007
Parameter Sampling Frequency Analysis Method
Total Hardness Monthly SM 3120B
Calcium Monthly EPA 200.7
Magnesium Monthly EPA 200.7
Sodium Monthly EPA 200.7
Potassium Monthly EPA 200.7
Total Alkalinity Monthly SM2320B
Hydroxide Monthly SM 2320B
Carbonate Monthly SM 2320B
Bicarbonate Monthly SM 2320B
Chloride Monthly EPA 300.0
Sulfate Monthly EPA 300.0
Fluoride Monthly SM 450OF C
Nitrate Monthly EPA 300.0
Specific Conductance Monthly SM 2510B
Total Dissolved Solids Monthly SM 2540C
Total Organic Carbon (TOC) Monthly SM5310B
UV 254 Monthly SM 5910B
Turbidity Monthly SM 2130B
Bromide Monthly EPA 300.1
Perchlorate Monthly IC -MS /MS
Reactive Silica Monthly SM 4500 SiO2
Total Phosphorus Monthly SM 4500P B E
Aluminum Monthly EPA 200.7
Antimony Monthly EPA 200.8
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2 -1
Section 2
Water Quality Analysis Summary
Table 2 -1 (cont.)
Sampling and Analysis
Parameter Sampling Frequency Analysis Method
Arsenic Monthly EPA 200.8
Barium Monthly EPA 200.8
Beryllium Monthly EPA 200.8
Cadmium Monthly EPA 200.8
Total Chromium Monthly EPA 200.8
Hexavalent Chromium Monthly EPA 218.6
Cobalt Monthly EPA 200.8
Copper Monthly EPA 200.8
Iron Monthly EPA 200.7
Lead Monthly EPA 200.8
Manganese Monthly EPA 200.8
Mercury Monthly EPA 200.8
Molybdenum Monthly EPA 200.8
Nickel Monthly EPA 200.8
Selenium Monthly EPA 200.8
Total Silica Monthly EPA 200.7
Silver Monthly EPA 200.8
Thallium Monthly EPA 200.8
Tin Monthly EPA 200.8
Vanadium Monthly EPA 200.8
Zinc Monthly EPA 200.8
Dissolved Organic Carbon
DOC) Monthly SM 5310B
2.2 Analysis of Water Quality Sampling and Testing
Results
Table 2 -2 presents the August through November 2007 water quality results for Wells
11A, 12A, and 28A. Table 2 -3 summarizes water quality results for Well 28A during
the pilot testing period. Table 2 -4 utilizes the recent results along with historical data,
where available, to summarize the water quality for each well. The following
discusses the current testing results and the historical water quality from the Plant 150
source wells.
2 -2 cm
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Section 2
Water Quality Analysis Summary
The August through November 2007 test results show that perchlorate generally exceeds the
MCL in the water from Well 12A. The concentrations in the other two wells most recently
range from 60 to 80 percent of the MCL. Overall, the August through November 2007
perchlorate concentrations in the three wells are below the historical averages as presented in
the Plant 150 Conceptual Design Study Report (CDM, February 2007).
Table 2 -3
Well 28A Water Quality Analysis for Pilot Testing Period
Parameter Units June 2008 July 2008 August 2008 September 2008
Perchlorate u /L 4 4 4 4.3
N itrate
mg /L as
NO3
39 38 38 38
Sulfate m /L 39 36 37 37
Chloride mg /L 16 15 4 14
Bicarbonate m /L 170 140 130 130
Total Organic Carbon m /L ND 0.3 0.3
Dissolved Organic Carbon m /L ND 0.3 ND
UV 254 Absorbance cm -
1 ND ND ND
Heterotrophic Plate Count CFU /mL 32 14 15
Uranium pCi /L 3.6 2.3 3.9
Uranium Minimum Detect Activity pCi /L 0.87 0.87 0.87
Uranium Counting Error pCi /L 0.79 0.65 0.83
The recent test results show that nitrate and sulfate concentrations have remained generally
consistent with the historical averages. These constituents are of interest relative to ion
exchange performance in removing perchlorate. This indicates that use of the historical
average concentrations in the ion exchange resin model should be adequate to provide
conservative (with the appropriate safety factor applied) estimates of the run lengths to
perchlorate breakthrough.
The recent sampling indicated that organics were generally not present in the water from the
wells - total organic carbon was non - detect in all samples. These results indicate that organic
fouling of the ion exchange resin should not be a concern.
Analysis for hexavalent chromium (CrVI) was included in the recent sampling program
because of concerns about CrVI toxicity and its potential to accumulate on the ion exchange
resin. CrVI is present at trace levels (less than 5 micrograms per liter [µg /L]) in the water from
the wells. The low levels indicate that CrVI is not likely to be a concern at Plant 150. Note that
CrVI is currently regulated under the total chromium maximum contaminant level (MCL) of
50 tg /L. California has not yet developed a separate MCL for CrVI.
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2 -5
Section 2
Water Quality Analysis Summary
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Section 2
Water Quality Analysis Summary
2.3 Contaminants of Regulatory Concerns
As described in the 2007 Plant 150 Conceptual Design Study Report, the Plant 150
design will address three contaminants of potential concern: perchlorate, nitrate, and
tetrachloroethylene (PCE). Perchlorate is present in the water from all three wells and
has the potential to exceed 80 percent of the perchlorate MCL or 4.8 µg/ L, which is
the treatment trigger level. Nitrate also occurs in the water from all three wells, but
the concentrations are currently at levels such that blending reduces the levels to
below the nitrate MCL and the treatment trigger level. Provisions for future nitrate
treatment will be provided at Plant 150, but will not be installed as part of the first
phase of construction. PCE has been detected at low levels in the water from Wells
12A and 28A. Historically, the levels were below the PCE MCL. Provisions and space
for future PCE treatment will be provided at Plant 150, but will not be installed as
part of the first phase of construction.
2.3.1 Perchlorate
Perchlorate has been detected in Well 11A water samples collected in 2001, 2003, and
2007. Perchlorate was not detected in 2002 or 2004 (detection limit was 4µg /L, using EPA
Method 314.0) and no sample results are available for 2005. Perchlorate concentrations
have ranged from non - detect to a maximum of 4.8 tg /L, measured in November
2003 and November 2007. Perchlorate
has been detected in Well 12A water samples collected from 2001 to 2008. Perchlorate
concentrations have ranged from a low of 3.5 tg /L, measured in March 2008,
to a high of 16 µg /L, measured in July 2001. The concentrations measured in 2004
were near the current California maximum contaminant level (MCL) of 6µg/ L and the
most of the concentrations measured in all other years from 2001 to 2007 exceeded the
MCL. Note that the California perchlorate MCL was adopted in October 2007. Thus,
perchlorate concentrations in the well water prior to October 2007 were not in
exceedance of the MCL. CDPH has adopted specific procedures that must be followed if
perchlorate levels for water going into the distribution system exceed the MCL. Perchlorate
has
also been detected in Well 28A water during all samples collected from 2001
to 2008. Perchlorate concentrations have ranged from non - detect to a high of 8.
1 µg /L, measured in October 2001. The concentrations measured in 2001, 2002, and 2003
exceeded the current MCL. Recent samples taken during the pilot testing period were
mostly non - detect (less than 4 ug /L). Perchlorate concentrations
in Wells 12A and 28A have gone down since 2001. The most recent
samples, taken in 2008, were below the MCL in all three wells. Perchlorate trends
are shown in Figure 2 -1. PAEast Valley
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Section 2
Water Quality Analysis Summary
2 -10
WeII 11 A Well 12A
Well 28A CA MCL
Analytical Reporting Limit (EPA 314.0) Analytical Reporting Limit (IC- MS /MS)
Treatment Trigger Level O Well 11A (ND)
WeII 28A (ND)
Figure 2 -1
Trends in Perchlorate Levels
2.4 Water Constituents with Possible Impact on IX
Performance
Constituents that currently do not exceed their respective MCLs but may have an
impact on ion exchange performance include nitrate, sulfate, and bicarbonate.
Uranium is also of interest because the anion exchange resin's highest selectivity is for
uranium, thus uranium can accumulate and concentrate on the top of the resin bed.
2.4.1 Nitrate
Nitrate typically occurs at much higher levels than perchlorate and can reduce
perchlorate capacity of perchlorate- selective ion exchange resins by competing for
exchange sites, despite the resin's lower preference for nitrate.
Nitrate concentrations in Well 11A water have ranged from a low of 8.2 mg /L as NO3,
measured in July 1994 and November 2003, to a high of 16 mg/ L as NO3, measured in
August and October 2007. The concentrations in Well 12A water have ranged from a
low of 15 mg/ L as NO3, measured in May 2005, to a high of 30 mg/ L as NO3,
measured in January 2002. In Well 28A water, the nitrate concentrations have ranged
from a low of 3 mg/ L as NO3, measured in August 1998, to a high of 43 mg/ L as NO3,
measured in October 2004.
r
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Section 2
Water Quality Analysis Summary
Nitrate trends are shown in Figure 2 -2. Nitrate trended up in Well 28A from 1994 to
the mid- 2000's, but the concentration appears to be fairly consistent in recent years.
Nitrate has trended slightly up in Well 11A. The trend was slightly upward and then
downward in Well 12A. However, as noted in the 2003 East Valley Water District
Perchlorate Assessment and the 2007 Plant 150 Conceptual Design Study Report, the
spatial distribution of nitrate and perchlorate concentrations in EVWD wells does not
illustrate a definable trend that can be used to forecast future water quality.
Figure 2 -2
Trends in Nitrate Levels
2.4.2 Sulfate
Sulfate also reduces perchlorate capacity by competing for exchange sites. Sulfate
generally has a lesser impact on perchlorate selective resins than nitrate because it is a
divalent ion that requires two exchange sites on the resin. Perchlorate and nitrate are
more readily exchanged because they are monovalent ions and only require one
exchange site on the resin.
Sulfate concentrations in Well 11A water have ranged from a low of 165 mg /L,
measured in April 2000, to a high of 240 mg/ L, measured in June 2004, September
2005, and June 2008. In Well 12A water, sulfate concentrations have ranged from a
low of 30 mg/ L, measured in June 2008, to a high of 59 mg/ L, measured in July 2001.
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2 -11
Section 2
Water Quality Analysis Summary
In Well 28A water, sulfate concentrations have ranged from a low of 28.8 mg/ L,
measured in April 2000, to a high of 53 mg/ L, measured in June 2002. Sulfate trends
are shown in Figure 2 -3. Sulfate appears to be steady in Well 11A and trending
slightly downward over time in Wells 12A and 28A.
2.4.3 Bicarbonate
Bicarbonate has an impact on ion exchange as well, though to a much lesser extent
than either nitrate or sulfate. Selectivity for bicarbonate is generally much lower than
other ions, thus bicarbonate is displaced by nitrate and sulfate and does not
accumulate on the resin.
2.4.4 Uranium
Anion exchange resins have a high selectivity for uranium, typically greater than the
selectivity for perchlorate. Thus, uranium accumulates at the top of the resin bed and
cannot be displaced by other ions. Testing in January 2008 indicated the presence of
low levels of uranium in the water from the source wells. Well 28A had the highest
uranium activity at 3.10 picocuries per liter (pCi /L). Wells 11A and 12A had lower
uranium activities of 0.89 pCi /Land 0.73 pCi /L, respectively.
2-12 CM
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Section 2
Water Quality Analysis Summary
2.5 Blended Water Quality
The water from the wells will be blended together at Plant 150 prior to being treated.
It is assumed that a minimum of two wells will always be in use. Blending scenarios
were previously developed in the 2007 Plant 150 Conceptual Design Study Report. The
blending scenarios include:
Blend 1 - Well 11A, Well 12A, and Well 28A online.
Blend 2 - Well 11A offline, Well 12A and Well 28A online.
Blend 3 - Well 12A offline, Well 11A and Well 28A online.
Blend 4 - Well 28A offline, Well 11A and Well 12A online.
The blending calculations were updated with contaminant values from the recent
sampling data. Table 2 -5 summarizes the blended water quality using average
concentrations, 90th percentile concentrations, and maximum concentrations. The 90th
percentile concentrations are used to evaluate the difference between average
concentrations and maximum concentrations.
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Section 2
Water Quality Analysis Summary
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Section 2
Water Quality Analysis Summary
2.5.1 Perchlorate Blending
Table 2 -6 provides a summary of maximum perchlorate concentrations for the
possible raw water blends to Plant 150.
Table 2 -6
Perchlorate Blending
Parameter Units Blend 1 Blend 2 Blend 3 Blend 4 Well 11A Well 12A Well 28A
Well 11 A Flow 9PM 21500 0 21500 21500 21500 0 0
Well 12A Flow gpm 21500 21500 0 21500 0 21500 0
Well 28A Flow 9PM 21000 1 21000 21000 1 0 0 0 2,000
Perchlorate ug /L 9.7 1 12.5 6.3 1 10.4 4.8 16.0 8.1
Based on the maximum historical perchlorate detections, all well combinations and
wells operating alone, except Well 11A, produce perchlorate concentrations above the
MCL. Well 11A produces perchlorate concentrations below the MCL and does not
require treatment. Thus, the Well 11A flow can be bypassed around the treatment
process and blended with the treated flows from Wells 12A and 28A.
2.5.2 Nitrate Blending
Table 2 -7 provides a summary of maximum nitrate concentrations for the possible
raw water blends to Plant 150.
Table 2 -7
Nitrate Blending
Parameter Units Blend 1 Blend 2 Blend 3 Blend 4 Well 11A Well 12A Well 28A
Well 11 A Flow 9PM 21500 0 21500 21500 21500 0 0
Well 12A Flow 9PM 21500 21500 0 21500 0 21500 0
Well 28A Flow 9PM 21000 21000 21000 0 0 0 21000
N itrate
mg /L as
NO3 29 36 28 23 16 30 43
All well combinations and wells operating alone produce nitrate concentrations below
the MCL. Well 28A, however, has produced nitrate concentrations that are greater
than 80 percent of the MCL. To avoid exceeding the treatment trigger level, Well 28A
alone cannot supply Plant 150 without one of the other wells online. Nitrate should
continue to be monitored at Well 28A and the appropriate operational measures taken
to maintain the District's goals for nitrate levels in the Plant 150 finished water.
2.6 Raw Water Quality for Resin Modeling and Pilot Testing
A target raw water quality is needed to establish and evaluate the resin modeling and
the pilot testing.
The following three water qualities were selected for the pilot test.
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2 -17
Section 2
Water Quality Analysis Summary
Pilot Test Water 1 is based on the following:
Perchlorate - maximum anticipated concentration from the raw water blending
calculations (12 ug /L)
Nitrate - average concentration in Well 28A water (approximately 34 mg /L)
Sulfate - average concentration from the raw water blending calculations
approximately 100 mg /L)
Pilot Test Water 1 should provide indication that the resins are able to treat the
expected water quality to below target levels for the entire duration of the pilot test.
Pilot Test Water 2 is based on the following:
Perchlorate - elevated concentration (100 ug /L)
Nitrate - current concentration in Well 28A water (approximately 34 mg /L)
Sulfate - average concentration from the raw water blending calculations
approximately 100 mg /L)
Pilot Test Water 3 is based on the following:
Perchlorate - elevated concentration (200 ug /L)
Nitrate - current concentration in Well 28A water (approximately 34 mg /L)
Sulfate - average concentration from the raw water blending calculations
approximately 100 mg /L)
Pilot Test Waters 2 and 3 should provide for breakthrough of perchlorate during the
pilot test period, allowing comparison of the relative capacities of the test resins.
Eight water quality scenarios were selected for the ion exchange resin modeling,
applying Equilibrium Multicomponent Chromatography Theory (EMCT) software.
The water quality scenarios used in the model included:
Model Scenario 1:
Water quality equivalent to a blend of the average raw water concentrations with all
wells running -ion exchange run length (number of bed volumes treated before
reaching perchlorate breakthrough of 4 ug /Lin the effluent) predictions will be based
on the average concentrations.
Model Scenario 2:
Water quality equivalent to a blend of 90th percentile raw water concentrations with
all wells running - to test the effect of higher concentrations on the run lengths.
2-18 cm
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Section 2
Water Quality Analysis Summary
Model Scenario 3:
Water quality equivalent to a blend using the maximum raw water concentrations of
constituents from each well - sensitivity analysis using the worst case scenario.
Model Scenario 4:
Water quality equivalent to Pilot Test Water 1.
Model Scenario 5:
Water quality equivalent to Pilot Test Water 2.
Model Scenario 6:
Water quality equivalent to Pilot Test Water 3.
Model Scenario 7:
Water quality equivalent to a blend of average raw water concentrations from all
wells, but with high nitrate levels - to test the effect of nitrate on predicted run
lengths from Model Scenario 1.
Model Scenario 8:
Water quality equivalent to a blend of average concentrations from all wells, but with
high sulfate levels - to test the effect of sulfate on predicted run lengths from Model
Scenario 1.
As previously discussed, bicarbonate has some effect on the performance of ion
exchange resins and thus was included in the model. Chloride was also included to
allow the model to provide a realistic effluent history of chloride (the treatment
process will add chloride to the effluent as the target anions are exchanged for
chloride ions).
Table 2 -8 provides the concentrations of Bicarbonate, Chloride, Sulfate, Nitrate and
Perchlorate for each of the seven water qualities used in the modeling.
Table 2 -8
Water Qualities Modeled Using EMCT
Water Quality
Bicarbonate Chloride Sulfate Nitrate Perchlorate
mg /L) mg /L) mg /L) mg /L as NO3) ug /L)
Blend 1 — Average Concentrations 135 23 105 23 5.7
Blend 2 —
90th
Percentile Concentrations 144 26 119 27 8.4
Blend 3 — Maximum Concentrations 170 44 240 45 16
Blend 4 — Pilot Test Water 1 155 15 100 34 12
Blend 5 — Pilot Test Water 2 155 15 100 34 100
Blend 6 — Pilot Test Water 3 155 15 100 34 200
Blend 7 — Average Concentrations &
135 23 105 100 8.4
High Nitrate
Blend 8 — Average Concentrations &
135 23 240 23 8.4
High Sulfate
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2 -19
Section 2
Water Quality Analysis Summary
2.6.1 Updated Pilot Test Water Quality
After the completion of pilot testing, additional EMCT model runs were performed
using the actual average values of perchlorate and sulfate achieved during pilot
testing as summarized in Table 2 -9 below.
Table 2 -9
Updated Pilot Test Water Qualities for EMCT Modeling
Water Quality
Bicarbonate
mg /L)
Chloride
mg /L)
Sulfate
mg /L)
Nitrate
mg /L as NO3)
Perchlorate
ug /L)
Pilot Test Water 1 155 15 70 34 12
Pilot Test Water 2 155 15 70 34 65
Pilot Test Water 3 155 15 70 34 140
2.7 Raw Water Quality for Design
Based on recent sampling data, the water quality has not changed significantly from
the water quality used in the Plant 150 Conceptual Design Report (CDM, 2007), thus
the raw water quality previously developed for the Plant 150 conceptual design can
be used as the design raw water quality. This water quality is summarized in Table 2-
10. Note that perchlorate levels have declined recently, based on samples taken in
2008, and are below the MCL (less than 6 ug /L) in all three source wells.
Table 2 -10
Assumed Raw Water Quality for Design
Parameter Units Assumed Raw Water Concentrations
Perchlorate u /L 12
N itrate m /L as NO3 40
Hardness m /L as CaCO3 275
Calcium m /L 95
Magnesium mg /L 14
Sodium mg /L 44
Potassium mg /L 16
Alkalinity m /L as CaCO3 150
Bicarbonate mg /L 183
Sulfate mg /L 173
Chloride mg /L 36
Fluoride mg /L 1
pH, Laboratory 7.8
Specific Conductance umho /cm 691
TDS m /L 466
Aluminum u /L ND
Antimony ug /L ND
Arsenic ug /L 5
2 -2o cm
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Section 2
Water Quality Analysis Summary
Table 2 -10 (cont.)
Assumed Raw Water Quality for Design
Parameter Units Assumed Raw Water Concentrations
Barium ug /L ND
Beryllium ug /L ND
Boron ug /L 399
Cadmium ug /L ND
Chromium ug /L g
Copper ug /L ND
Cyanide ug /L ND
Iron ug /L ND
Lead ug /L ND
Manganese ug /L ND
Mercury ug /L ND
Nickel ug /L ND
Selenium ug /L ND
Silver ug /L ND
Thallium ug /L ND
Vanadium ug /L 21
Zinc ug /L ND
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2 -21
Section 2
Water Quality Analysis Summary
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Section 3
Resin Evaluation and Selection Summary
3.1 Approach
The purpose of the resin modeling evaluation was to select three preferred resins for
pilot testing. The approach involved the following:
Identify candidate resins,
Obtain resin characteristics from the manufacturers for use in modeling,
Evaluate third party experience with these resins or similar resins, if available in
the literature as an independent check of the predicted performance by the
manufacturers,
Model the performance of these resins using the various water quality blends
selected for analysis from the District's sources, and
Select up to three resins to be pilot tested.
Major vendors were contacted by CDM to obtain information on their resin(s) that are
marketed for use in aonce- through, non- regenerable perchlorate removal application.
Vendors were asked for pertinent information required as input parameters (for
CDM) to run EMCT Windows 2.0, a model based on equilibrium multicomponent
chromatography theory (EMCT). Pertinent information included separation factors
for perchlorate, nitrate, sulfate and bicarbonate), resin capacity, and resin porosity.
To allow comparison of the separation factors and capacities to those reported in the
literature generated by third -party studies for similar resins, information was also
requested on the structure of the resin and on the strong base functional groups that
reportedly lead to perchlorate selectivity (resin similarity is based on structure and
functional groups). The requested information is considered confidential and is thus
not disclosed in this report. The vendors were also asked to perform their own
modeling estimates for the furnished blended water qualities.
3.2 Equilibrium Multicomponent Chromatography
Theory (EMCT) Windows 2.00
The EMCT Windows 2.0 computer program for the simulation of ion exchange
breakthrough curves was developed at the University of Houston by Dr. Dennis
Clifford.
General assumptions of the EMCT model, based on multicomponent chromatography
theory are summarized below.
Resin column is assumed to be of uniform cross - section, uniformly packed and
exhibits plug flow behavior.
D_
11_'
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3 -1
Section 3
Resin Evaluation and Selection Summary
3 -2
Instantaneous equilibrium is assumed between the exchanging species, i.e., there
are no mass transfer limitations.
Binary separation factors are assumed constant and independent of resin
composition.
The resin is assumed to be uniformly presaturated, i.e., the entire resin bed has the
same anionic composition at the start of the run.
The feed water composition and resin capacity are constant.
Given the presaturant composition, resin capacity, anion composition and separation
factors, the EMCT model predicts effluent concentration histories and resin bed
profiles. In reality, water flow through the column is rarely plug flow, mass transfer
limitations do exist, and feed water composition is usually not constant through the
entire run. When significant departures from predictions occur, they are usually
caused by errors in measuring separation factors and due to fluctuating feed water
composition. Even with these limitations, the EMCT model works reasonably well at
predicting contaminant run lengths for a given resin. As such, this model is a good
tool for prescreening resins, with subsequent pilot testing recommended to assist in
identifying a preferred resin.
The EMCT model assumes instantaneous equilibrium between the resin and
incoming perchlorate- contaminated ground water, and therefore provides an "ideal"
breakthrough curve which is a square wavefront resulting in instantaneous
breakthrough of perchlorate (and other contaminants) within a span of a fraction of a
bed volume. Thus, the EMCT model predicts major breakthrough, where the effluent
concentration equals the influent concentration. In actuality, due to kinetic (mass
transfer) limitations, perchlorate and other contaminants break through in a very
gradual manner (see Figure 3 -1 for an example of a hypothetical ideal and actual
breakthrough) .
Complete breakthrough for anions such as arsenic, nitrate and sulfate usually takes
place over a few hundred bed volumes. Complete perchlorate breakthrough with
perchlorate selective resins, on the other hand, takes place over tens of thousands of
bed volumes. For example, in a recent AWWA Research Foundation (AwwaRF)
report on perchlorate removal using strong base anion exchange resins (Tripp et al.,
AwwaRF Report Number 90943, 2003), with 500 µg/ L perchlorate in the feed water,
approximately 30,000 bed volumes (BV) elapsed from the time perchlorate made a
detectable appearance in the effluent (40,000 BV) to the time the perchlorate
concentration reached its influent concentration (70,000 BV). The EMCT model, as
noted earlier, provides a prediction of major breakthrough and would probably have
predicted a run length of approximately 55,000 to 60,000 BV for the example cited
above.
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Section 3
Resin Evaluation and Selection Summary
X
50000 100000 150000 200000
Bed Volumes
Figure 3 -1
Hypothetical Ideal and S- shaped Perchlorate Breakthrough on an Anion Exchange Resin
To reflect gradual perchlorate breakthrough as well as obtain a conservative estimate,
EMCT- predicted run lengths are typically adjusted downward by a factor of 33
percent for perchlorate, which is a trace contaminant (concentration in the ug /L
range). A smaller factor of 20 percent can be used for nitrate and sulfate, which are
present as major ions (concentration in mg /L range). The predicted run lengths can
then be presented as a range of values.
The AwwaRF study also found that the standard deviation in the experimental
measurement of separation factors for perchlorate was significantly greater for higher
perchlorate separation factors. For example, the standard deviations for perchlorate
separation factors that are (1) less than 100, (2) between 100 and 500 and (3) greater
than 500 were 12,17 and 36 percent, respectively. Since the perchlorate separation
factors for perchlorate- selective resins are typically greater than 500, it is reasonable to
present perchlorate run length predictions as a range from a low of 33 percent below
the EMCT- predicted value to a high of the raw EMCT- predicted value.
D 0
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3 -3
7 Perchlorate -Ideal EMCT Breakthrough
Perchlorate Breakhrough - S- shaped Curve
6
5
v =L
c 4
v •
w CU
3
o 2
U
X
50000 100000 150000 200000
Bed Volumes
Figure 3 -1
Hypothetical Ideal and S- shaped Perchlorate Breakthrough on an Anion Exchange Resin
To reflect gradual perchlorate breakthrough as well as obtain a conservative estimate,
EMCT- predicted run lengths are typically adjusted downward by a factor of 33
percent for perchlorate, which is a trace contaminant (concentration in the ug /L
range). A smaller factor of 20 percent can be used for nitrate and sulfate, which are
present as major ions (concentration in mg /L range). The predicted run lengths can
then be presented as a range of values.
The AwwaRF study also found that the standard deviation in the experimental
measurement of separation factors for perchlorate was significantly greater for higher
perchlorate separation factors. For example, the standard deviations for perchlorate
separation factors that are (1) less than 100, (2) between 100 and 500 and (3) greater
than 500 were 12,17 and 36 percent, respectively. Since the perchlorate separation
factors for perchlorate- selective resins are typically greater than 500, it is reasonable to
present perchlorate run length predictions as a range from a low of 33 percent below
the EMCT- predicted value to a high of the raw EMCT- predicted value.
D 0
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3 -3
Section 3
Resin Evaluation and Selection Summary
3 -4
3.3 Separation Factor and Selectivity Coefficient
The preference of anion exchange resins for anions in solution over chloride, the
presaturant ion, is quantitatively expressed in one of two ways: (1) a selectivity
coefficient (Kij) for binary exchange, or (2) a separation factor (Ocij). For the simple,
univalent (monovalent /monovalent) exchange of Cl- on the resin for NOs- in solution,
the anion exchange reaction is expressed by:
Cl- + NO3- —> NO3- + Cl
Where, the overbars denote the resin phase. For this univalent exchange, the
selectivity coefficient, KN/CI, is defined as:
qN *C C/ KNlcl —
qcl CN
Where, qN, qcl = resin -phase concentration (meq/ g resin) of nitrate and
chloride, respectively, and
CN, Cci= aqueous -phase concentration (meq /L) of nitrate and chloride,
respectively.
The separation factor, an indicator of the preference of the resin for exchanging
anions, for the above reaction may be expressed as
ON/0 =Distribution of nitrate between phases
Distribution of chloride between phases
l
Therefore, •aNICI —
qN CN -
qCl CC/
For homovalent exchange, i.e., monovalent/ monovalent or divalent/ divalent
exchange, the separation factor (ccij) and the selectivity coefficient (Kij) are equal.
However, when exchanging ions of unequal valence, i.e., during heterovalent
exchange, the separation factor is not equal to the selectivity coefficient. For the
reaction,
20- + 5042- —> SO4
2- + 2C l ,
the selectivity coefficient, Ks/cl, and the separation factor ocs /cl are shown below.
qs *
C2
l
Kslcl = 2
Cs qcl
a = K cl *
q YC
slcl sl
C xc
ih, IN M, T
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Section 3
Resin Evaluation and Selection Summary
Where, yC1= equivalent fraction of chloride in the resin, qcl /q,
xC1= equivalent fraction of chloride in water, Ccl/ C,
q = total exchange capacity of resin, eq/ L, and
C =total ionic concentration of water, eq /L.
Note that it is convenient to use separation factors (rather than the selectivity
coefficient) as a measure of resin -anion affinity because an al> > 1 indicates that the
anion i is preferred over anion j. Therefore, numerical values of the separation factor
intuitively indicate the preference of one anion over another.
3.3.1 Resin Capacity
The capacity of a resin, expressed in terms of equivalent per liter (eq/L), is simply a
measure of the number of exchange sites available on the resin.
3.4 Resins Available for Non- regenerable Perchlorate
Removal Application
CDM contacted most major vendors to obtain information on their recommendation
for a perchlorate- selective resin to be used in aonce- through non- regenerable
application. Table 3 -1 provides a list of these resin vendors contacted by CDM and
vendor - recommended resin(s).
Table 3 -1
List of Resin Vendors and Resins Marketed as Perchlorate - Selective
Vendor Resin
Calgon CalRes 2108, CalRes 2109 (same as Dow PSR -3)
Dow PSR -2, PSR -3
Purolite A530E, A532E
ResinTech SIR - 110 -HP
Rohm & Haas Amberlite PWA2
Lanxess Sybron lonac SR7
3.4.1 Resins and Water Qualities Selected for Modeling
Three vendors, ResinTech, Purolite and Lanxess Sybron provided the resin
information necessary for CDM to model resin performance. The other vendors did
not provide the information required for resin modeling. Therefore, the ResinTech,
Purolite and Lanxess Sybron resins were modeled using EMCT to determine resin
performance for a number of water qualities.
The perchlorate separation factor provided by Lanxess Sybron for the SR7 resin is
corroborated by the work of Tripp et al. (2003). However, the perchlorate separation
factor provided by Purolite for the A532E resin appears high based on the
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3 -5
Section 3
Resin Evaluation and Selection Summary
3 -6
performance of their similar A530E resin (Seidel, 2006). The Tripp study also indicated
that the A530E resin has a greater affinity for nitrate than the Lanxess Sybron SR7
resin. However, Purolite's reported nitrate - chloride separation factor for A530E is less
than that of the SR7 resin. Both, a lower perchlorate separation factor and a higher
nitrate separation factor will serve to reduce perchlorate run lengths. Currently, no
third -party studies are available on the Purolite A532E resin, which is a comparatively
newer resin. However, Purolite has installed some A532E resin at a full scale
treatment facility in Southern California.
ResinTech's estimate of the perchlorate separation factor for its SIR - 110 -HP resin
appears plausible given that it is expected to be significantly more perchlorate -
selective than the SR7 resin due to the fact that the resin is more hydrophobic and has
a higher separation distance between the positive fixed charges on the resin. Since
perchlorate is a hydrophobic anion, it is expected to have a much greater affinity for
the SIR - 110 -HP resin than the SR7 resin. ResinTech's provided nitrate separation
factor is higher than other similar resins. Also, ResinTech's resin capacity and sulfate
separation factor are lower than other similar resins. Note that perchlorate run length
increase with increasing resin capacity and decrease with increasing nitrate - chloride
separation factor.
Water qualities for pilot testing are discussed in Section 2. Table 3 -2 summarizes the
water qualities used as inputs to the EMCT model. Water qualities listed in Table 3 -2
were also provided to all vendors with a request to run their own proprietary models
and provide estimates of run length to 4 ug /L perchlorate breakthrough.
Table 3 -2
Range of Water Qualities Modeled Using EMCT
N itrate
Bicarbonate Chloride Sulfate mg /L as Perchlorate
Water Quality mg /L) mg /L) mg /L) NO3) ug /L)
Average Concentrations 135 23 105 23 5.7
90th Percentile Concentrations 144 26 119 27 8.4
Maximum Concentrations 170 44 240 45 16
Pilot Test Water 1 155 15 100 34 12
Pilot Test Water 2 155 15 100 34 100
Pilot Test Water 3 155 15 100 34 200
Average Concentrations &
135 23 105 100 8.4
High Nitrate
Average Concentrations &
135 23 240 23 8.4
High Sulfate
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Section 3
Resin Evaluation and Selection Summary
3.5 EMCT- Predicted and Vendor Supplied Perchlorate
Run Lengths
The EMCT - predicted run lengths, based on vendor - provided separation factors and
capacity, are summarized in Table 3 -3. The predicted ranges of run lengths, based on
revising raw EMCT values downwards by 33 percent, are summarized in Table 3 -4.
The EMCT model output and figures are provided in Appendix A.
Table 3 -3
EMCT- Predicted Run Lengths (Bed Volumes) for Varying Feed Water Qualities
ResinTech Purolite Sybron
Water Quality SIR - 110 -HP A532E SR7
Model Scenario 1 — Average
2461000 2541600 671600
Concentrations
HP A532E SR7
Model Scenario 2 —
90th
Percentile
210 000 220 600 59 100
Concentrations
451300 — 671000
Model Scenario 3 — Maximum
1281000 1231500 321300
Concentrations
Model Scenario 2 — 90th Percentile
141 000
Model Scenario 4 — Pilot Test Water 1 1731100 2141100 591900
Model Scenario 5 — Pilot Test Water 2 1421000 1731110 561100
Model Scenario 6 — Pilot Test Water 3 1171200 1421200 521400
Model Scenario 7 — Average
631100 1021400 321100
Concentrations and High Nitrate
211600 — 321300
Concentrations
Model Scenario 8 — Average
2431000 1641700 391000
Concentrations and High Sulfate
Model Scenario 4 — Pilot Test
1161000
D_
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3 -7
Table 3 -4
Predicted Run Length Range (Bed Volumes) for Varying Feed Water Qualities
ResinTech Purolite Sybron
Water Quality SIR - 110 HP A532E SR7
Model Scenario 1 — Average
1651000 2461000 1701600 2541600 451300 — 671000
Concentrations
Model Scenario 2 — 90th Percentile
141 000 210 000 147 800 220 600 39 600 — 59 100
Concentrations
Model Scenario 3 — Maximum
851900 — 1281000 821700 — 1231500 211600 — 321300
Concentrations
Model Scenario 4 — Pilot Test
1161000 1731000 1431000 2141000 401000 — 591900
Water 1
Model Scenario 5 — Pilot Test
951000 — 1421000 1161000 1731000 381000 — 561100
Water 2
Model Scenario 6 — Pilot Test
791000 — 1171000 951000 — 1421000 351000 — 521400
Water 3
Model Scenario 7 — Average
421300 631100 681600 — 1021400 211500 — 321100
Concentrations and High Nitrate
Model Scenario 8 — Average
1631000 2431000 1101400 1641700 261100 — 391000
Concentrations and High Sulfate
D_
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3 -7
Section 3
Resin Evaluation and Selection Summary
Perchlorate run lengths provided by the vendors, based on their own modeling
estimates, are summarized in Table 3 -5. No estimates of perchlorate run lengths were
provided by Lanxess Sybron.
Table 3 -5
Vendor - Predicted Run Lengths (Bed Volumes) for Varying Feed Water Qualities
Dow PSR -2 Calgon Rohm &
ResinTech Purolite Sybron provided by CalRes 2109 Haas
Water Quality SIR - 110 -HP A532E SR7 Siemens) Dow PSR -3) PWA2
Average Concentrations 2951000 2281600 N/A 2451700 2221200 1951000
90th Percentile
Concentrations
201 000 198 000 N/A 194 800 191 300 175 000
Maximum Concentrations 951900 1101700 N/A 1061700 1161600 1051000
Pilot Test Water 1 1441500 1721000 N/A 1661900 1221800 1751000
Pilot Test Water 2 721800 961000 N/A 1231800 621800 1401000
Pilot Test Water 3 581800 801000 N/A 1011500 471600 1111000
Average Concentrations
621666 911800 N/A N/A 651700 951000
High Nitrate
Average Concentrations
2191050 1471600 N/A N/A 1921700 1351000
High Sulfate
The EMCT model predicted the longest run lengths for the Purolite resin, based on its
relatively high selectivity for perchlorate and relatively low selectivities for nitrate
and sulfate. The low run lengths for the Lanxess Sybron resin are based on its lower
selectivity for perchlorate. Of the three resins modeled, the ResinTech resin has the
highest reported perchlorate selectivity and lowest sulfate selectivity; however, its
relatively high selectivity for nitrate appears to have reduced its overall perchlorate
capacity in the EMCT model.
3.5.1 ResinTech SIR - 110 -HP
ResinTech provided the highest run length estimate at average and 90th percentile
concentrations. The resin performance is more adversely affected by higher nitrate
concentrations than either the Purolite or Rohm and Haas resins. The performance is
less adversely affected by sulfate than any of the other resins. Pilot testing (Seidel,
2006; Blute, 2007) has indicated very high run lengths for the SIR - 110 -HP resin.
3.5.2 Purolite A532E
Purolite also provided relatively high run length predictions. Resin performance is
predicted to be higher than the ResinTech resin at maximum concentrations, and for
the pilot test waters and the high nitrate water.
3.5.3 Lanxess Sybron SR7
Based on the EMCT modeling results, the run lengths are significantly shorter than
any of the other resins. Pilot testing (Seidel, 2006) has shown that the SR7 resin does
3 -8 IMP
qmv=Wl
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Section 3
Resin Evaluation and Selection Summary
not perform as well as the ResinTech SIR - 110 -HP or the Rohm and Haas PWA2. Based
on these factors, the Lanxess Sybron resin will not be considered further.
3.5.4 Dow PSR -2
Siemens provided run length estimates that were slightly higher than both Purolite
and Calgon. Run length estimates for Pilot Test Water 1 are similar to ResinTech. Run
length estimates for Pilot Test Waters 2 and 3 are higher than any of the other resins,
except the Rohm and Haas PWA2. Run length estimates were not provided for the
high nitrate and high sulfate waters.
3.5.5 Calgon CalRes 2109 (Dow PSR -3)
Calgon provided run lengths that were similar to Purolite, except for the high nitrate
and sulfate waters. It appears that the Calgon resin is more adversely affected by high
nitrate than the Purolite or Rohm and Haas resins. The Blute study indicated that the
Calgon resin performance was similar to the ResinTech and Dow PSR -2 resins at
perchlorate concentrations of 23.5 ug /Land 39.5 ug /Lin the influent.
3.5.6 Rohm and Haas PWA2
Rohm and Haas provided run lengths that are slightly lower than Purolite and
Calgon for average, 90th percentile, and maximum concentrations. The Rohm and
Haas estimate appears conservative as both the Seidel and Blute studies indicate that
the PWA2 resin should be able to provide greater than 200,000 bed volumes to
breakthrough. Run length estimates for the high nitrate water are higher than any of
the other resins, while run length estimates for the high sulfate water are lower than
any of the other resins. This indicates that the resin is more adversely affected by
sulfate than by nitrate. The run length estimates for the pilot test waters are higher
than any of the other resins. Note that Rohm and Haas resins are only available
through Basin Water. Basin Water only provides resin service for their ion exchange
systems.
3.6 Resin Selection Factors
Additional factors that used in the selection of the resin for use at Plant 150 are
summarized in Table 3 -6.
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3 -9
Section 3
Resin Evaluation and Selection Summary
Table 3 -6
Resin Selection Factors
ResinTech Purolite Calgon Rohm & Haas
SIR-110-HP A532E Dow PSR -2 Cal Res 2109 PWA2
Vendor Estimated Bed Life 2951000 2281600 2451700 2221179 1951000
Bed Volumes to 4 ug /L
Perchlorate Breakthrough
at Average Influent
Concentrations)
NSF 61 Certification Yes Yes Yes Yes Yes
CDPH Approval Yes Yes Yes Yes Yes
Full Scale Installations for 1 1 12 2 No response
Drinking Water Treatment
in CA
Nitrosamine Formation No nitrosamine Resin is Resin is pre- No No response
issues observed prepped to treated to nitrosamine
at full scale reduce prevent issues
installation probability of nitrosamine
nitrosamine formation
leaching
Headloss 1 — 2 psi per 12 -15 psi Depends on 1 psi per foot No response
foot of bed flow velocity of bed
depth depth at 10
pm /ft2
Media Cost Varies with 250-$290 Varies with 275 per cf No response
volume per cf volume installed
purchased purchased
Delivery Time Inventory 1000-1500 Resin is in One week No response
maintained in cf stocked in stock
Los Angeles Southern CA
Performance Guarantee Provided by Yes Yes Yes N/A
Available OEM
Other Direct purchase Sold exclusively
not available — through Basin
sold through Water — Basin
OEMs Water will only
service their own
equipment.
3.7 Resins Selected for Pilot Testing
Based on the results of the EMCT modeling, knowledge of the functionality of resins,
results of third -party studies in literature (if available), and other preliminary
selection factors, the following three resins were chosen for pilot testing: (1)
ResinTech's SIR - 110 -HP, (2) Purolite A532E, and (3) Dow PSR -2.
3 -10 r' smp
qmv=Wl
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Section 3
Resin Evaluation and Selection Summary
3.8 References
Blute, N. K. et al., 2007. Pilot Testing of Single -Pass Perchlorate - Selective Ion
Exchange Resins at Three Utilities in the Main San Gabriel Basin. Presentation to CA
NV AWWA, October 25, 2007.
Seidel, C.J. et al., 2006. Field testing of single -use ion exchange resins for perchlorate
removal. Proceedings Inorganic Contaminants Workshop, 2006.
Ghurye et al., 2003. Combined nitrate and arsenic removal by ion exchange. Journal of
American Water Works Association, 91(10):85 - 96,1999.
Ghurye, G.L., Clifford, D.A., 2005 Selectivity considerations during arsenic removal
using anion exchange. Proceedings AWWA Annual Conference, San Francisco, CA.
Ghurye, G.L., Clifford, D.A., 2007 Modeling multi- contaminant removal by ion
exchange. Proceedings, Water Quality Technology Conference, Charlotte, NC.
Tripp et al., 2003. Treatment of Perchlorate in Groundwater by Ion Exchange
Technology, AwwaRF Report Number 90943, 2003.
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Section 3
Resin Evaluation and Selection Summary
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Section 4
Pilot Testing Results Summary
4.1 Project Testing Study Objectives
In Section 3 -Resin Modeling and Selection, CDM recommended three resins for pilot
testing (Resin A - ResinTech SIR - 110 -HP, Resin B - Purolite A532E, Resin C -Dow
PSR -2). The pilot testing of the recommended IX Resins has been conducted at the
Well 28A site between June and November 2008. The pilot testing results will be used
as input in developing the design for the full scale facility. The principle goals of the
pilot study are as follows:
Validate resin modeling results, and select the best resin for Plant 150.
Assess performance of the resins in removing perchlorate, and estimate resin
replacement cycle.
Assess potential for uranium accumulation on the resin.
Assess potential for resin fouling and define pretreatment requirements.
Provide data for economical sizing and designing of the IX treatment system.
4.2 Description of the Pilot Testing Apparatus
The pilot testing was conducted using the P150 pilot plant installed at Well 28A.
The pilot plant consisted of a chemical injection system and an ion exchange skid with
nine identical columns.
All nine ion exchange columns had identical amounts of resin. Table 4 -1 summarizes
the ion exchange column parameters.
Table 4 -1
Ion Exchange Column Parameters
Parameter Value
Column Diameter (in) 2.5
Empty Bed Contact Time (min) 1.5
Resin Bed Depth (in) 29
Resin Volume (ft) 0.082
Flow Rate (BV /hr) 40
Flow Rate (gph) 24.7
Hydraulic Loading Rate (gpm /
ft2) 12
Superficial Velocity (fpm) 1.61
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4 -1
Section 4
Pilot Testing Results Summary
4 -2
The operating parameters were selected based on a review of literature and design
guidelines. The empty bed contact time of 1.5 minutes is based on ion exchange
kinetics and is typical for pilot testing. For ion exchange pilot systems, a bed depth
between 24 and 30 inches and a flow rate of 40 BV /hr are designed to produce
breakthrough during the pilot testing period for the two pilot test waters with
elevated perchlorate levels. The hydraulic loading rate is within the typical design
range of 8 to 12 gpm /ft2.
4.3 Pilot Plant Testing
Nine ion exchange columns were used to test of the three test waters and
the three resins. Pilot Test Water 1 is based on the maximum anticipated
perchlorate level for the blended Plant 150 water. Pilot Test Waters 2 and
3 are based on elevated perchlorate levels, including 70 µg /Land 140
µg /L, respectively. Sulfate was spiked to an elevated level presenting
sulfate concentration in the raw water blend from the three wells feeding
Plant 150. All columns used the naturally occurring nitrate levels in the
Well 28A water (34 mg /Las NO3 on average). The results of the pilot
tests were compared to the modeling results.
The pilot plant testing criteria are summarized in Table 4 -2.
4.4 Pilot Testing Results
A summary of pilot testing results is presented in this section. Complete pilot testing
results are presented in the Pilot Testing Report (CDM, to be issued).
Columns 1A to 1C (Low -Level Perchlorate Spiking)
Columns 1A to 1C received well water that was spiked to an average of 12 (± 2.3)
µg /L perchlorate, which corresponds to the design assumed maximum.
At conclusion of the pilot testing activities and after treating approximately 150,000
bed volumes, perchlorate was not detected in the effluent of columns 1A and 1B.
EMCT modeling had predicted breakthrough to occur at 116,000 and 160,000. After
treating approximately 127,000 bed volumes, Column 1C (Dow PSR2) had an effluent
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Table 4 -2
Ion Exchange Column Set -Up
Ion Exchange Column
Number IX -1A IXAB IXAC IX -2A IX -213 IX -2C IX -3A IX -313 IX -3C
Resin A B2 C3 A B C3 A B 2
C
Water Quality Description Pilot Test Water 1 Pilot Test Water 2 Pilot Test Water 3
Perchlorate (p /L) 12 12 12 70 70 70 140 140 140
Nitrate (mg /L as NO3) 34 34 34 34 34 34 34 34 34
Sulfate (m /L as SO4) 73 73 73 73 73 73 73 73 73
ResinTech SIR - 110 -HP
2Purolite A532E
3Dow PSR -2
4.4 Pilot Testing Results
A summary of pilot testing results is presented in this section. Complete pilot testing
results are presented in the Pilot Testing Report (CDM, to be issued).
Columns 1A to 1C (Low -Level Perchlorate Spiking)
Columns 1A to 1C received well water that was spiked to an average of 12 (± 2.3)
µg /L perchlorate, which corresponds to the design assumed maximum.
At conclusion of the pilot testing activities and after treating approximately 150,000
bed volumes, perchlorate was not detected in the effluent of columns 1A and 1B.
EMCT modeling had predicted breakthrough to occur at 116,000 and 160,000. After
treating approximately 127,000 bed volumes, Column 1C (Dow PSR2) had an effluent
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Section 4
Pilot Testing Results Summary
concentrations of 6.2 µg/ L. Effluent breakthrough of 4 t g/ L occurred between
114,000 and 127,000 bed volumes. Effluent concentration trends over the duration of
the study are shown in Figure 4 -1.
Low Level Perchlorate
Column 1A to 1 C Summary
Average Perchlorate - - - -• Inf Conc Standard Deviation Column 1AEff (ResinTech SIR - 110 -HP)
Column 1 B Eff (Purolite A532 E) Column 1 C Eff (DOW PSR -2)
20.0
18.0
16.0
14.0
n
12.0
9
n
10.0
8.0
6.0
4.0
2.0
0.0
0 20,000 40,000 60,000 80,000 100,000 120,000 140,000 160,000
Treated Bed Volumes
Figure 4 -1
Comparison of Resins — Low Level Perchlorate
Columns 2A to 2C (Elevated Level Perchlorate)
Columns 2A to 2C received well water that was spiked to an average of 68 (± 14) µg /L
perchlorate.
At conclusion of pilot testing activities, perchlorate was detected in the effluent of all
three columns. Column 2A (Resin Tech SIR - 110 -HP) had an effluent perchlorate
concentration of 5.7 tg /L after treating approximately 115,000 bed volumes. Effluent
breakthrough of 4µg / L occurred between 109,000 and 115,000 bed volumes. Column 2B (
Purolite A532E) had an effluent perchlorate concentration of 4.1 µg /L after treating
approximately 123,000 bed volumes. Column 2C (Dow PSR2) had an effluent perchlorate
concentration of 6.3 µg /L after treating approximately 75,000 bed volumes.
Effluent breakthrough of 4µg /L occurred between 62,000 and 75,000 bed volumes. D
0
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Section 4
Pilot Testing Results Summary
100.0
90.0
80.0
F
070.0
n
60.0
n
8
50.0
40.0
h
F
30.0
20.0
10.0
0.0
Elevated Level Perchlorate
Column 2A, 213, and 2C Summary
Average Influent Concentration - - - -• Inf Conc Standard Deviation Column 2AEff (ResinTech SIR - 110 -HP)
Column 2B Eff (Purolite A532E) Column 2C Eff (DOW PSR -2)
0 20,000 40,000 60,000 80,000 100,000 120,000 140,000 160,000
Treated Bed Volumes
Figure 4 -2
Comparison of Resin- Elevated Level Perchlorate
Columns 3A to 3C (High Level Perchlorate)
Columns 3A to 3C received well water that was spiked to an average of 137 (± 22)
i g/ L perchlorate.
Perchlorate was detected in the effluent of all three columns. Column 3A (Resin Tech
SIR - 110 -HP) had an effluent perchlorate concentration of 4.1 µg /L after treating
approximately 85,000 bed volumes. For Column 3B (Purolite A532E) 4µg/ L breakthrough
occurred between 109,000 to 114,000 bed volumes. Column 3C (Dow PSR2)
had an effluent perchlorate concentration of 7.8 µg /L after treating approximately
61,000 bed volumes. 4 -
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200
180
160
F
140
n
120
n
8
n
100
80
60
40
20
0
Section 4
Pilot Testing Results Summary
High Level Perchlorate
Columns 3A, 313, and 3C Summary
Average Influent - - - -• Inf Conc Standard Deviation Column 3AEff (ResinTech SIR - 110 -HP)
Column 313 Eff (Purolite A532E) Column 3C Eff (DOW PSR -2)
0 20,000 40,000 60,000 80,000 100,000 120,000 140,000 160,000
Treated Bed Volumes
Figure 4 -3
Comparison of Resins — High Level Perchlorate
4.5 Pilot Testing Conclusions
The following conclusions were made based on the pilot testing results:
The Dow PSR2 appears to have lower perchlorate removal capacity than the two
other resins. The Dow resin demonstrated perchlorate removal capacity between
114,000 and 127,000 bed volumes for an influent perchlorate concentration of 12
µg /L.
The ResinTech SIR - 110 -HP and Purolite A532E resins demonstrated better
perchlorate removal capacity. Breakthrough to 4µg /L perchlorate was not observed
during the pilot testing for the low -level perchlorate concentrations. Perchlorate
removal capacity for these resins at an influent concentration of 12 µg/
L perchlorate appears to be more than 150,000 bed volumes. PAEast
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Pilot Testing Results Summary
4 -6
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Section 5
Plant 150 System Hydraulics
5.1 Plant Capacity and Sources of Raw Water
Plant 150 will have an initial hydraulic capacity of 7,000 gpm and an ultimate
hydraulic capacity of about 17,000 gpm. Initial feed water sources are Wells 11A, 12A,
and 28A. Future feed water source include three additional wells in the Lower Zone
one on the Plant 150 site). In addition, a future flow of 5,000 gpm of imported water
from San Bernardino Valley Municipal Water District (MUNI) will be directed to
Plant 150 for subsequent distribution to the District' service area. Refer to the East
Valley Water District Water Master Plan (CDM, January 2008) for the basis of the
Plant 150 design capacity. Table 5 -1 summarizes the initial and future design
capacities and raw water supply sources for Plant 150.
Table 5 -1
Plant 150 Flows and Capacities
Flows (gpm)
Initial Ultimate
Production
Wells
Existing
Well 11A 21500 21500
Well 12A 21500 21500
Well 28A 21000 21000
Future
Well 150A 21000
Well 150B 21000
Well 150C 21000
Total 71000 131000
Imported Water from MUNI 51000
Plant 150 Capacities
Ion Exchange 41500 71000
Bypass 21500 51000
Total Treatment 71000 121000
Total from Plant 150 71000 171000
Required
Pumping
Capacities
Lower Zone
Average 11150 21340
Maximum Day 21300 41700
Peak Hour (1) 6,555 (2)
Intermediate
Zone
Average 11800 61622
Maximum Day 31600 131300
Peak Hour (3)
1) Due to insufficient storage volume, the Lower Zone Pump Station will be sized to supply
the peak hour demand under ultimate conditions.
2) The AWWA recommended peaking factor of 1.4 times the maximum day demand is
assumed for the Lower Zone peak hour demand.
3) The Intermediate Zone has adequate storage volume to cover peak hour demands.
Plant 150 pumping is sized to supply only maximum day demand for the Intermediate
Zone.
5.1.1 Local Well Water
Raw water from Wells 11A and 12A will be collected in the Plant 12 forebay and
conveyed through the main branch of the 6th Street pipeline, which starts at the Plant
12 booster station and terminates about 180 feet south of the northwest corner of the
Plant 150 site. Raw water from Well 28A will be conveyed through the small branch of
the 6th Street pipeline, which starts at Well 28A and ends at the termination of the
main branch of the pipeline (See Figure 5 -1).
r
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5 -1
5 -2
Section 5
Plant 150 System Hydraulics
The Plant 12 booster station includes three pumps. Table 5 -2 summarizes the
information available for the booster pumps, based on Southern California Edison
SCE) pump tests and nameplate information.
Table 5 -2
Plant 12 Booster Station Summary
Parameter Units Value
Booster Pump A
Pumping Capacity pm 2196;2059 —2370(l)
Design Capacity pm 21200
Design Head feet 220
Motor Horsepower hp 150
Booster Pump B
Pumping Capacity pm 1504; 1052 — 1623 (2)
Design Capacity pm 11600
Design Head feet 220
Motor Horsepower hp 100
Booster Pump C
Pumping Capacity pm 891; 452 — 1037 (3)
Design Capacity pm 11000
Design Head feet 220
Motor Horsepower hp 60
1) Average; min -max. 1984 to 2006
2) Average; min -max. 1984 to 2006
3) Average; min -max. 1988 to 2006
Well 28A is equipped with a deep well pump. Table 5 -3 summarizes the information
available for the well and well pump.
Table 5 -3
Well 28A Summary
Parameter Units Value
Pumping Capacity pm 11978; 769 — 2,172 (1)
Design Capacity gpm 21200
Motor Horsepower hp 250
Static Water Surface feet b s 79; 2 — 160 (2)
Drawdown Water Surface feet b s 117; 20 — 205 (2)
Bowl Setting feet b s 300
1) Average; min -max. 2000 to 2003
2) Average; min -max. 1972 to current.
5.2 Hydraulic Function of Plant 150
Plant 150 will serve as a primary water supply and transfer point in the District's
distribution system. The plant will serve water to the Lower Zone and transfer the
excess water to the Intermediate Zone.
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Section 5
Plant 150 System Hydraulics
5.2.1 Raw Water Supply Pumping Hydraulics
The hydraulics of the raw water supply pumping system were evaluated to determine
the well pump pressure and flow required to supply raw water to Plant 150.
5.2.1.1 Hydraulic Model
The hydraulics of the raw water supply system was analyzed using MWHSoft
H2OMap modeling software. The District's previously developed hydraulic model
was updated to include the new Plant 150 facilities. Two hydraulic scenarios were
evaluated to determine the system's operating limits:
Minimum water level at Plant 12 forebay and maximum water level at Plant 150
storage reservoir (maximum head conditions).
Maximum water level at Plant 12 forebay and minimum water level at Plant 150
storage reservoir (minimum head conditions).
See Section 5.2.2 for details on the Plant 150 hydraulic grade lines.
In addition, each hydraulic scenario was analyzed under to two different piping
scenarios:
30 -inch 6th Street pipeline from Plant 12 to Plant 150 (as currently designed).
20 -inch 6th Street pipeline from Plant 12 to Plant 150 (alternative design).
The modeling assumptions and parameters are summarized below:
All elevations are measured as feet above mean sea level.
Plant 12 forebay -The forebay was modeled as a fixed head reservoir with water
surface elevations of 1,058 feet (assumed minimum water level - 3 feet above the
tank bottom) and 1,062.5 feet (assumed high water level - 7.5 feet above the tank
bottom).
Well 28A -The suction side of the well pump was modeled as a fixed head
reservoir, with a water surface of 898 feet (186 feet below ground surface). The
water surface was selected such that the modeled pump output matched recent
flow and pressure observations.
Small branch of the 6th Street Pipeline - assumed to be a 16 -inch pipeline (per the
current design).
Booster Pumps - Pumps were modeled using assumed curves, based on the pump
test data.
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Section 5
Plant 150 System Hydraulics
Well Pump - Similarly, the well pump was modeled using an assumed curve,
based on the pump test data.
Granular Activated Carbon (GAC) System at Well 28A -The GAC system at Well
28A was modeled as a pipe segment with a minor loss coefficient of 350 to simulate
approximately 20 psi of loss through the GAC system.
Discharge point at Plant 150 - modeled as a fixed head reservoir with a water
surface elevation of 1,169 feet (minimum head required for Plant 150) and 1,250
feet (maximum head required for Plant 150). See Section 5.2.2 for a discussion on
the treatment plant hydraulics.
Pipelines - modeled using aHazen- Williams coefficient (C) of 120 for pipes smaller
than 16 -inch and 130 for pipes 16 -inch and larger.
The system was evaluated under steady -state conditions.
Figure 5 -1 illustrates the overall model geometry for the overall Plant 150 influent
water pumping system. Figure 5 -2 illustrates the model geometry for the Plant 12
booster station. Figure 5 -3 illustrates the model geometry for Well 28A.
i
n
5 -4
Figure 5 -1
Raw Water Pumping System Model Geometry
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Section 5
Plant 150 System Hydraulics
Figure 5 -2
Plant 12 Booster Pump Station Model Geometry
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Figure 5 -3
Well 28A Model Geometry
5 -5
5 -6
Section 5
Plant 150 System Hydraulics
Table 5 -4 summarizes the assumed pump curves used in the model.
Table 5 -4
Assumed Pump Curves for Modeling
Flow F Head Source
Plant 12 Booster Pump A
0 441 From manufacturer curve
800 366 From manufacturer curve
1600 288 From manufacturer curve
21160 220.3 SCE 2003 pump test
21228 211.3 SCE 2003 pump test
21319 197.0 SCE 2003 pump test
Plant 12 Booster Pump B
0 306.0 From manufacturer curve
750 246.0 From manufacturer curve
11244 225.7 SCE 2003 pump test
11402 210.7 SCE 2003 pump test
11538 198.4 SCE 2003 pump test
11875 156.0 From manufacturer curve
Plant 12 Booster Pump C
0 290.0 Assumed
792 219.9 SCE 2003 pump test
826 213.7 SCE 2003 pump test
950 193.8 SCE 2003 pump test
11250 160.0 Assumed
Well 28A Pump
0 615.0 Assumed
500 560.0 Assumed
11000 490.0 Assumed
11644 404.7 SCE 2003 pump test
11865 370.7 SCE 2003 pump test
5.2.1.2 Results
Table 5 -5 summarizes the results of the raw water pumping analysis assuming the
main branch of the 6th Street Pipeline is a 30 -inch pipeline.
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Section 5
Plant 150 System Hydraulics
Table 5 -5
Raw Water Pumping Analysis with 30 -inch
6t"
Street Pipeline
Pump I Flow (gpm) I Head (ft) I Notes
Plant 12 Forebay at Minimum Water Level and Plant 150 at Maximum Head
Approaching runout condition —
Plant 12 Booster Pump A 21331 195.1
based on manufacturer's curve,
runout occurs at approximately
Plant 12 Booster Pump B 11414 209.6
2,400 gpm
Plant 12 Booster Pump B 11564 195.2
Plant 12 Booster Pump C 941 195.2
496 gpm below design capacity
Total Plant 12 Booster Flow 41836 164 gpm below design capacity
Well 28A Pump 11710 394.6
of 5,000 gpm
Well 28A Pump 11710 394.6 Below the desired pumping
Total Flow to Plant 150 61214
capacity of 2,000 gpm
Total Flow to Plant 150 61546
464 gpm below plant design
Plant 12 Forebay at Maximum Water Level and Plant 150 at Minimum Head
Plant 12 Booster Pump A 21695
capacity
Plant 12 Forebay at Maximum Water Level and Plant 150 at Minimum Head
Plant 12 Booster Pump A 21859 112.2 Exceeds runout condition
Plant 12 Booster Pump B 21221 112.4 Exceeds runout condition
Plant 12 Booster Pump C 11445 138.0
Manufacturer's curve not
Plant 12 Booster Pump C 11672 112.5 available — may be operating
Total Plant 12 Booster Flow 61158
beyond runout
Total Plant 12 Booster Flow 61752
Well 28A Pump 21097 335.0
Exceeds Plant 150 design
Total Flow to Plant 150 81849
Exceeds Plant 150 design
capacity
Table 5 -6 summarizes the results of the raw water pumping analysis assuming the
main branch of the 6th Street Pipeline is a 20 -inch pipeline.
Table 5 -6
Raw Water Pumping Analysis with 20 -inch
6t" Street Pipeline
Pump I Flow (gpm) I Head (ft) I Notes
Plant 12 Forebay at Minimum Water Level and Plant 150 at Maximum Head
Based on manufacturer's curve,
Plant 12 Booster Pump A 21239 209.6 runout occurs at approximately
2,400 gpm
Plant 12 Booster Pump B 11414 209.6
Plant 12 Booster Pump C 851 209.6
Total Plant 12 Booster Flow 41504 496 gpm below design capacity
of 5,000 gpm
Well 28A Pump 11710 394.6 Below the desired pumping
capacity of 2,000 gpm
Total Flow to Plant 150 61214
786 gpm below plant design
capacity
Plant 12 Forebay at Maximum Water Level and Plant 150 at Minimum Head
Plant 12 Booster Pump A 21695 137.8 Exceeds runout condition
Plant 12 Booster Pump B 21018 138.0 Exceeds runout condition
Manufacturer's curve not
Plant 12 Booster Pump C 11445 138.0 available — may be operating
beyond runout
Total Plant 12 Booster Flow 61158
Well 28A Pump 21097 335.0
Total Flow to Plant 150 81255
Exceeds Plant 150 design
capacity
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Section 5
Plant 150 System Hydraulics
Based on the modeling results, Well 28A can deliver a flow of about 1,700 gpm to
Plant 150 under maximum head conditions. The well can provide a flow of about
2,100 gpm under minimum head conditions.
Assuming the 6th Street pipeline to Plant 150 is a 30 -inch pipe, the model indicated
that Plant 12 Booster Pump A runs close to runout, due to lower head losses resulting
from supplying water through the 30 -inch pipeline. Under maximum head
conditions, the Plant 12 booster station supplies 4,878 gpm, which is less than the
required design capacity. Under minimum head conditions, all three Plant 12 booster
pumps operate well above their design capacities, causing the flow delivery to exceed
the plant capacity.
Assuming the 6th Street pipeline to Plant 150 is a 20 -inch pipe, the Plant 12 booster
station supplies 4,504 gpm during maximum head conditions. Under minimum head
conditions, all three Plant 12 booster pumps operate well above their design
capacities, causing the flow delivery to exceed the plant capacity.
Table 5 -7 summarizes the system pressure conditions, as determined by the model.
Table 5 -7
Raw Water System Pressure Conditions
Node
Elevation
ft)
Maximum
Head
ft)
Maximum
Pressure
psi)
Minimum
Head
ft)
Minimum
Pressure
psi)
30 -inch e Street Pipeline
Plant 12 Booster Pump Station
Connection to 6th Street Pipeline
11047 11253 89 11174 55
Well 28A — Upstream of GAC 11084 11293 90 11233 65
Well 28A — Downstream of GAC 11084 11252 73 11172 38
Plant 150 11088 11250 70 11169 35
20 -inch e Street Pipeline
Plant 12 Booster Pump Station
Connection to 6th Street Pipeline
11047 11267 95 11200 60
Well 28A — Upstream of GAC 11084 11293 90 11233 65
Well 28A — Downstream of GAC 11084 11252 73 11172 38
Plant 150 1,088 1,250 70 1,169 35
Table 5 -8 summarizes the pipeline losses for pumping during maximum head
conditions.
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Section 5
Plant 150 System Hydraulics
Table 5 -8
Plant 150 Influent Pipeline Losses
Headloss per
1,000 feet of
Pipe Segment Size (in) Length (ft) Headloss (ft) Velocity (fps) Pipe
30 -inch 6th Street Pipeline
6th Street Pipeline — from Plant
12 Booster Pump Station to Plant 30 51050 2.8 2.2 0.6
150
6th Street Pipeline — from Well
16 11272 2.1 2.7 1.7
28A to Plant 150
20 -inch 6th Street Pipeline
6th Street Pipeline — from Plant
12 Booster Pump Station to Plant 20 51050 17.3 4.6 3.4
150
6th Street Pipeline — from Well
16 11272 2.1 2.7 1.7
28A to Plant 150
Under maximum head conditions, the existing Plant 12 and Well 28 pumps provide a
raw water flow to Plant 150 of about 6,600 gpm at a pressure of 70 psi at the plant
inlet. Discussion on the hydraulics through the treatment plant is provided in the
following section.
The 30 -inch and 16 -inch segments of the 6th Street pipeline provide headlosses that are
less than the recommended maximum of 2 feet per 1,000 feet (per AWWA M32) . The
30 -inch portion of the pipeline was sized to convey the future flow from MUNI,
resulting in a relatively low headloss under initial conditions. The 20 -inch pipeline
provides a velocity that is closer to typically pipeline design velocities (5 to 7 fps). The
headloss of 3.4 feet per 1,000 feet is higher than the recommended maximum, but is
not unreasonable.
5.2.1.3 Summary and Recommendations
Based on the analysis, the proposed 30 -inch portion of the 6th Street pipeline is
oversized for the now anticipated maximum raw water flow of 5,000 gpm. The 30-
inch pipeline can be retained to maximize flow from the existing Plant 12 booster
pump station. However, if the District anticipates upgrading the Well 11A and Well
12A well pumps and eliminating the booster pump station, the 30 -inch pipeline
hydraulically may not be required as a long term improvement to support future
conditions. Therefore, CDM recommends that a 20 -inch pipeline be installed in 6th
Street between Plant 12 and Plant 150.
The modeling results indicate that using the existing Plant 12 booster pumps and Well
28A well pump to supply Plant 150 will not provide efficient operation under
maximum head conditions and may result in damage to the Plant 12 booster pumps
under minimum head conditions. CDM recommends that the Plant 12 booster pump
station be taken out of service and that the Well 11A and Well 12A well pumps be
upgraded to supply raw water directly to Plant 150. CDM also recommends that Well
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Section 5
Plant 150 System Hydraulics
28A be rehabilitated to provide a minimum of 2,000 gpm to Plant 150 under all
hydraulic conditions.
With the recommended approach, Well 12A would be upgraded first, with
completion of Plant 150. The upgraded Well 12A would be used to supply water to
start -up Plant 150. During this time, Well 11A (via the existing Plant 12 booster pump
station) and Well 28A would continue to pump directly into the Lower Zone. After
Plant 150 has been started up and is operating efficiently and effectively, Well 28A
would be rehabilitated to provide for pumping of 2,000 gpm to Plant 150 under all
hydraulic conditions. Well 11A, which does not require perchlorate treatment, would
be upgraded last.
5.2.2 Treatment Plant Hydraulics
The preliminary hydraulic profile for Plant 150 is illustrated on Figures 5 -4 and 5 -5.
The largest losses at the Plant 150 facility occur through the ion exchange treatment
process. The total minimum loss through the treatment plant is about 28 psi,
assuming clean sediment filters and no headloss accumulation in the ion exchange
vessels. The total maximum loss through the treatment plant is about 58 psi, assuming
the maximum headloss accumulation in the sediment filters and ion exchange vessels.
Note that vacuum conditions occur in the ion exchange treatment system if the
reservoir level is drawn down below approximately half full. This can be mitigated by
providing a pressure sustaining valve on the downstream side of the ion exchange
treatment system to maintain positive pressure in the system when downstream head
conditions fall too low. Table 5 -9 summarizes the estimated head losses through the
various treatment plant unit processes for the initial plant flow of 7,000 gpm.
Table 5 -9
Estimated Plant Headlosses
Estimated Estimated
Minimum Maximum
Process /Component Headloss (ft) Headloss (ft) Notes
Connection to 6
n
Street Pipeline
1 1
to Sediment Filters
Minimum: assumed clean filter
Sediment Filters 4.6 34.7
headloss of 2 psi.
Maximum: assumed maximum
filter headloss of 15 psi.
Sediment Filters to Ion Exchange
1 1
Treatment Train
Minimum: assumed headloss of
22 psi (clean vessel headloss
Ion Exchange Treatment Train 50.8 92.4
estimate from Calgon Carbon)
Maximum: assumed maximum
headloss of 40 psi (maximum
design condition per Siemens)
Ion Exchange Treatment Train to
6.9 6.9
Storage Tank
Total Plant Headloss 65 136
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Section 5
Plant 150 System Hydraulics
At the ultimate plant flow of 12,000 gpm, the total headloss through the plant
increases to about 147 feet. This raises the maximum hydraulic grade line at the head
of the plant by 11 feet.
5.2.3 Treatment Process By -Pass and Flow Control
Based on initial meetings between the District and CDPH, flow from wells that do not
require treatment may be bypassed around the perchlorate treatment process. Well
11A does not require perchlorate treatment, thus when this well is operating, the
influent flow to the plant can be split such that the equivalent of the well flow (2,500
gpm) is bypassed around the perchlorate treatment system, given that the perchlorate
concentration will be maintained below the MCL in the final blended water. With this
approach, the initial perchlorate treatment system capacity is 4,500 gpm, with 2,500
gpm bypassed. The ultimate perchlorate treatment system capacity is about 7,000
gpm, with 5,000 gpm bypassed (assuming future wells do not require perchlorate
treatment). If future wells require perchlorate treatment, the Plant 150 site layout
includes space to accommodate additional treatment units.
Flow control through the bypass system is accomplished with a modulating valve on
the bypass pipeline. Total influent flow and flow to the perchlorate treatment process
is monitored. The bypass flow control valve is modulated such that the desired flow
to the treatment process is met. Flow from each of the individual treatment trains is
also monitored, allowing flow to each train to be controlled with modulating valves
on the influent to each train.
5.2.4 Finished Water Pumping Hydraulics
Plant 150 will include a Finished Water Pump Station that is capable of pumping to
both the Lower Zone and the Intermediate Zone. The Lower Zone pumps will be
sized to meet the current and near term maximum day demands, with provisions to
add more pumps to meet ultimate peak hour demands. Under ultimate conditions,
the Intermediate Zone pumps will be sized to meet maximum day water transfer
requirements to the Intermediate Zone.
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Section 5
Plant 150 System Hydraulics
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Section 5
Plant 150 System Hydraulics
Based on the flow requirements, the Finished Water Pump Station will be configured
as follows:
Lower Zone Pumps:
Pumps will serve water to the Lower Zone and will be sized to meet the
current, near term, and ultimate water demands.
Initial and Near Term demands - Two 2,720 gpm pumps (one duty and one
standby, total firm capacity of 2,720 gpm), equipped with variable frequency
drives (VFDs), to meet current maximum day demand (MDD) of 2,300 gpm and
near term MDD of 2,720 gpm.
Ultimate demands - Replace existing pumps with one 2,000 gpm pump and
three 2,300 gpm pumps (three duty: two at 2,300 gpm and one at 2,000 gpm,
plus one 2,300 gpm standby), equipped with VFDs to meet the ultimate MDD
of 4,700 gpm and the ultimate peak hour demand (PHD) of 6,600 gpm in
conjunction with system improvements to reduce headloss conditions in the 6th
Street water main.
Intermediate Zone Pumps:
Pumps will transfer water to the Intermediate Zone and will be sized for
ultimate system conditions.
Initial - Three 2,000 gpm pumps (two duty and one standby, total firm capacity
of 4,000 gpm).
Intermediate - Add 2,500 gpm pumps as system conditions warrant.
Ultimate - Add 2,500 gpm pumps as necessary to complete pump station build -
out (six duty, three at 2,000 gpm and three at 2,500 gpm, and one 2,500 gpm
standby, total firm capacity of 13,500 gpm).
5.2.4.1 Hydraulic Analysis - General
The finished water pumps were analyzed for current, near term, and ultimate build -
out demands under various system conditions:
Peak hour demands- Lower Zone under Ultimate demands only.
Maximum day demands
25 percent of MDD to simulate reservoir filling (assumed minimum hour demand -
typical minimum hour demand is 20 to 60 percent of MDD per AWWA Manual
M32).
Headloss and horsepower calculations were performed using spreadsheet hydraulic
analysis. The spreadsheet was also used to develop the system curves. Headloss
calculations for the Lower Zone pumps were performed along a path from Plant 150
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5 -15
5 -16
Section 5
Plant 150 System Hydraulics
to Plant 34. Headloss calculations for the Intermediate Zone pumps were performed
along a path from Plant 150 to Plant 33, through the Sterling Avenue pipeline and
along a path from Plant 150 to the future Plant 143 through the proposed 30 -inch
pipeline. The path from Plant 150 to the future Plant 143 provided the greatest
amount of headloss, thus those calculations will be used for the design of the
Intermediate Zone pumps.
Based on the calculated head requirements, pump selections were made using online
pump selection software (www.'Dum-n-flo.com). The finished water pumping system
was then modeled using MWHSoft H2OMap to verify that the selected pumps could
deliver flow to the system under the various system conditions.
General Assumptions
Minor losses in the distribution system piping were assumed to be small compared to
the friction losses, thus detailed minor loss calculations were not performed for the
system piping. Minor loss calculations were performed for the assumed pump station
piping. Two system curves were developed, based on the minimum and maximum
static head conditions to show an envelope of possible operating conditions.
For the hydraulic model, the general modeling assumptions and parameters are
summarized below:
Plant 150 reservoir -The pump station suction reservoir was modeled as a fixed
head reservoir with water surface elevations of 1,091.2 feet (minimum water level)
and 1,113.3 feet (high water level).
Pumps - Pumps were modeled using the manufacturer's curves.
Pipelines - modeled using a Hazen - Williams coefficient of 120 for pipes smaller
than 16 -inch and 130 for pipes 16 -inch and larger.
Minor losses were not included in the system piping.
The system was evaluated under steady -state conditions.
5.2.4.2 Hydraulic Analysis - Current Demands
The finished water pumps were analyzed for current demands to simulate the likely
system conditions when Plant 150 is initially brought on -line.
Additional modeling assumptions and parameters are summarized below:
All flows used in the model are current flows.
Pump stations have not yet been upgraded for ultimate build -out conditions.
Pumping capacities are as follows:
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Section 5
Plant 150 System Hydraulics
Plant 127 - firm pumping capacity of 1,500 gpm and a standby pumping
capacity of 1,500 gpm.
Plant 39 - existing pump station provides firm capacity of 2,150 gpm with a
standby pumping capacity of 1,200 gpm.
Plant 40 - firm pumping capacity of 1,000 gpm and a standby pumping
capacity of 1,000 gpm.
Plant 143 - not yet constructed.
Lower Zone Pumps
For the MDD scenario, the following assumptions were made:
Plant 34 reservoir -The Plant 34 reservoir was modeled as a fixed head reservoir
with a water surface elevation of 1,248 feet (maximum water surface elevation).
Current MDD is 2,295 gpm.
Plant 127 pump station off line.
Plant 130 pump station offline.
For the 25 percent MDD scenario, the following assumptions were made:
Plant 34 reservoir -The Plant 34 reservoir was modeled as a fixed head reservoir
with a water surface elevation of 1,248 feet (maximum water surface elevation).
25 percent of MDD is approximately 575 gpm.
Plant 127 pumping 1,500 gpm to the Intermediate Zone.
Plant 130 pumping 1,000 gpm to the Intermediate Zone.
Figure 5 -6 illustrates the overall model geometry for the Lower Zone pumping
system. Demands used in the model are summarized in Table 5 -10.
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Section 5
Plant 150 System Hydraulics
HWL 1248 ft
I E
B Plant 34 _ -
Z/
LVIIC
a WJJ i +L
LU
E Plant 130 B
I=LL
CF -MDemandH
TM
Demand G
B
ffifflm
B
A
Figure 5 -6
Lower Zone Pumping System Model Geometry
5-18 Cm
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Section 5
Plant 150 System Hydraulics
Table 5 -10
Lower Zone Current Demands Used in Hydraulic Model
Demand Node
Figure 5 -6)
MDD (gpm) 25% of MDD (gpm)
A 163 41
B 401 100
C 336 84
D 327 82
E (Plant 127 PS) 0 11500
F 343 86
G 343 86
H (Plant 130 PS) 0 11000
1 343 86
J 39 10
Total Demand 21295 575
Total Pumped To Intermediate Zone 0 21500
Table 5 -11 summarizes the results of the hydraulic analysis for the Lower Zone
pumps under current conditions.
Table 5 -11
Lower Zone Pumps (Current Conditions)
Parameter Units Value
Pump Design Calculations
Pump Flow 9PM 21720
Calculated Total Dynamic Head feet 218
Preliminary Pump Selection
Design Flow gpm 21720
Design Head feet 218
Efficiency 82%
Minimum Flow gpm 11300
Shutoff Head feet 281
Run -out Flow gpm 31538
Run -out Head feet 157
Non-Overloading Horsepower hp 201
Drive VFD
Hydraulic Model (MDD)
Plant 150 Reservoir at 1,091.2 feet
Modeled Pump 1 Flow 9PM 21303
Modeled Pump 1 Head Gain feet 200.33
Modeled Pump Speed 93%
Plant 150 Reservoir Level at 1,113.3 feet
Modeled Pump 1 Flow gpm 21304
Modeled Pump 1 Head Gain feet 178.33
Modeled Pump Speed 89%
Hydraulic Model (25% MDD)
Plant 150 Reservoir at 1,091.2 feet
Modeled Pump 1 Flow gpm 11719
Modeled Pump 1 Head Gain feet 258.87
Modeled Pump 1 Speed 100%
Modeled Pump 2 Flow 9PM 11725
Modeled Pump 2 Head Gain feet 258.69
Modeled Pump 2 Speed 100%
Total Modeled Pump Flow gpM 31444
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5 -19
5 -20
Section 5
Plant 150 System Hydraulics
Table 5 -11 (cont.)
Lower Zone Pumps (Current Conditions)
Parameter Units Value
Plant 150 Reservoir Level at 1,113.3 feet
Modeled Pump 1 Flow 9PM 11808
Modeled Pump 1 Head Gain feet 256.37
Modeled Pump 1 Speed 100%
Modeled Pump 2 Flow gpm 11815
Modeled Pump 2 Head Gain feet 256.18
Modeled Pump 2 Speed 100%
Total Modeled Pump Flow pm 1 3,623
Figure 5 -7 illustrates the hydraulic grade lines from Plant 150 to Plant 34 for the two
flow scenarios.
1,400.00
1,350.00
1,300.00
1,250.00
aU
x
1,200.00
0
ca
cu
W
1,150.00
1,100.00
1,050.00
1,000.00
0 2000 4000 6000 8000 10000 12000 14000 16000
Distance (ft)
Elevation
HGL(MDD)
HGL (25% MDD)
Figure 5 -7
Hydraulic Grade Lines from Plant 150 to Plant 34 (Current Conditions)
The spreadsheet analysis provided a pump size of 2,720 gpm at a total dynamic head
of 218 feet. The analysis indicated that the pump could provide the current MDD of
2,300 gpm at a pump speed of approximately 92 percent. Figure 5 -8 illustrates the
system curves and the pump curves for the selected pump under the current MDD
scenario. For the MDD scenario, the Lower Zone pump can deliver a total flow of
lio, M_' l,
T
A
PAEast Valley Water District - 2706 \62761 Plant 150 PDR \7.0 ProjDoc \7.2 Final \7.2.7 PDR \Final \Final to Client \Section 5 090105.doc
Section 5
Plant 150 System Hydraulics
2,300 gpm at speeds between 89 and 93 percent, thus confirming the results of the
spreadsheet analysis. The hydraulic model also indicates that two Lower Zone pumps
operating at 100 percent can deliver a total flow between 3,400 gpm and 3,600 under
the 25 percent of MDD scenario, which allows the Plant 34 reservoir to be filled at a
maximum rate of 410 gpm.
400
350
300
250
a
200
a
0
H
150
100
50
0
Pump Model: Fairbanks Morse 2824A (15.5625 in)
Maximum;Static Head
Minimum Static Head
1 Pump @ 1q0%
Design Point
Current MDD);
92% ;
0.00 500.00 1000.00 1500.00 2000.00 2500.00 3000.00 3500.00 4000.00 4500.00
Flow (gpm)
Figure 5 -8
Lower Zone Pump and System Curves (Current MDD)
Intermediate Zone Transfer Pumps
For the current MDD scenario, the following assumptions were made:
Plant 107 flow is 1,500 gpm.
Plant 132 flow is 2,000 gpm.
Plant 141 flow is 1,939 gpm.
Plant 24 flow is 3,499 gpm.
Plant 27 flow is 749 gpm.
Plant 9 flow is 1,414 gpm.
cm 5 -21
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5 -22
Section 5
Plant 150 System Hydraulics
Plant 151 flow is 2,500 gpm.
Plant 33 pumping 2,000 gpm to the Upper Zone.
Plant 39 pumping 2,150 gpm to the Upper and Foothill Zones.
Plant 40 pumping 1,000 gpm to the Upper Zone.
For the current 25 percent MDD scenario, the following assumptions were made:
Plant 107 flow is 1,500 gpm.
Plant 127 flow is 3,000 gpm.
Plant 130 flow is 1,000 gpm.
Plant 132 flow is 2,000 gpm.
Plant 141 flow is 1,939 gpm.
Plant 24 flow is 3,499 gpm.
Plant 27 flow is 749 gpm.
Plant 9 flow is 1,414 gpm.
Plant 151 flow is 2,500 gpm.
Plant 33 pumping 3,500 gpm to the Upper Zone.
Plant 39 pumping 2,150 gpm to the Upper and Foothill Zones.
Plant 40 pumping 1,000 gpm to the Upper Zone.
Figure 5 -9 illustrates the overall model geometry for the Lower Zone pumping
system. Demands used in the model are summarized in Table 5 -12.
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iTL 0
O
rz-
CD
LO
Section 5
Plant 150 System Hydraulics
Table 5 -12
Intermediate Zone Current Demands Used in Hydraulic Model
Demand Node
Figure 5 -9) MDD (gpm)
25% of MDD
gpm)
A (Plant 40 PS) 11000 11000
B (Plant 143 PS) 0 0
C 847 212
D 713 178
E 809 202
F 713 178
G 919 230
H 883 221
1 220 55
J (Plant 39 PS) 21150 21150
K 11103 276
L (Plant 33 PS) 21000 31500
M 220 55
N 441 110
Total Demand 61869 11717
Total Pumped To Upper
Zone
51150 61650
Table 5 -13 summarizes the results of the hydraulic analysis for the Intermediate Zone
pumps under current conditions.
Table 5 -13
Intermediate Zone Pumps (Current Conditions)
Parameter Units Value
Pump Design Calculations
Pump Flow 9pm 21000
Calculated Total Dynamic Head feet 306
Preliminary Pump Selection
Design Flow gpm 21000
Design Head feet 305
Efficiency 78%
Minimum Flow 9pm 11230
Shutoff Head feet 351
Run -out Flow gpm 31436
Run -out Head feet 198
Non-Overloading Horsepower hp 245
Drive Constant Speed
Hydraulic Model MDD
Plant 150 Reservoir at 1,091.2 feet
Modeled Pump 1 Flow 9pm 21258
Modeled Pump 1 Head Gain feet 292.09
Modeled Pump 2 Flow 9pm 21259
Modeled Pump 2 Head Gain feet 292.05
Total Modeled Pump Flow gpm 41517
Plant 150 Reservoir Level at 1,113.3 feet
Modeled Pump 1 Flow gpm 21585
Modeled Pump 1 Head Gain feet 273.23
Modeled Pump 2 Flow 9pm 21585
Modeled Pump 2 Head Gain feet 273.17
Total Modeled Pump Flow 9pm 51170
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5 -25
Section 5
Plant 150 System Hydraulics
5 -26
Table 5 -13 (cont.)
Intermediate Zone Pumps (Current Conditions)
Parameter Parameter Parameter
Hydraulic Model (25% MDD)
Plant 150 Reservoir at 1,091.2 feet
Modeled Pump 1 Flow 9pM 11751
Modeled Pump 1 Head Gain feet 312.96
Modeled Pump 2 Flow 9pM 11752
Modeled Pump 2 Head Gain feet 312.93
Total Modeled Pump Flow gpm 31503
Plant 150 Reservoir Level at 1,113.3 feet
Modeled Pump 1 Flow 9pM 21171
Modeled Pump 1 Head Gain feet 296.46
Modeled Pump 2 Flow 9pM 21172
Modeled Pump 2 Head Gain feet 296.42
Total Modeled Pump Flow 9pM 41343
Figure 5 -10 illustrates the hydraulic grade lines from Plant 150 to Plant 33 for the two
flow scenarios.
1,500.00
1,450.00
1,400.00
1,350.00
1,300.00
a
x
1,250.00
0
a
W
1,200.00
1,150.00
1,100.00
1,050.00
1,000.00
0 2000 4000 6000 8000 10000 12000 14000 16000 18000 20000
Distance (ft)
Elevation
HGL(MDD)
HGL (25% MDD)
Figure 5 -10
Hydraulic Grade Lines from Plant 150 to Plant 33 (Current Conditions)
r, T
L l 0-
A L 1
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Section 5
Plant 150 System Hydraulics
The spreadsheet analysis provided a pump size of 2,000 gpm at a total dynamic head
of 306 feet, based on ultimate conditions. For the current MDD scenario, the
Intermediate Zone pumps can deliver a total flow between 4,520 and 5,170 gpm. The
hydraulic model also indicates that the Intermediate Zone pumps can deliver a total
flow between 3,500 gpm and 4,340 gpm under the 25 percent of MDD scenario, which
allows the reservoir at Plant 33 to fill at a maximum rate of about 7,700 gpm and the
Plant 39 reservoir to fill at a maximum rate of about 3,500 gpm.
5.2.4.3 Hydraulic Analysis - Near Term Demands
The finished water pumps were analyzed for near term demands to simulate the
intermediate system conditions between current and ultimate.
Additional modeling assumptions and parameters are summarized below:
All flows used in the model are near term flows.
Pump stations have not yet been upgraded for ultimate build -out conditions.
Pumping capacities are as follows:
o Plant 127 - firm pumping capacity of 1,500 gpm and a standby pumping
capacity of 1,500 gpm.
o Plant 39 - existing pump station provides firm capacity of 2,150 gpm with a
standby pumping capacity of 1,200 gpm.
o Plant 40 - firm pumping capacity of 1,000 gpm and a standby pumping
capacity of 1,000 gpm.
o Plant 143 - not yet constructed.
Lower Zone Pumps
For the MDD scenario, the following assumptions were made:
Plant 34 reservoir -The Plant 34 reservoir was modeled as a fixed head reservoir
with a water surface elevation of 1,248 feet (maximum water surface elevation).
Near term MDD is 2,717 gpm.
Plant 127 pump station off line.
Plant 130 pump station offline.
For the 25 percent MDD scenario, the following assumptions were made:
Plant 34 reservoir -The Plant 34 reservoir was modeled as a fixed head reservoir
with a water surface elevation of 1,248 feet (maximum water surface elevation).
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5 -27
Section 5
Plant 150 System Hydraulics
25 percent of MDD is approximately 680 gpm.
Plant 127 pumping 1,500 gpm to the Intermediate Zone.
Plant 130 pumping 1,000 gpm to the Intermediate Zone.
Demands used in the model are summarized in Table 5 -14.
Table 5 -14
Lower Zone Near Term Demands Used in Hydraulic Model
Demand Node
Figure 5 -6) MDD (gpm)
25% of MDD
gpm)
A 193 48
B 475 119
C 398 100
D 386 97
E (Plant 127 PS) 0 11500
F 406 101.5
G 406 101.5
H (Plant 130 PS) 0 11000
1 406 101.5
J 46 11.5
Total Demand 21717 680
Total Pumped To
Intermediate Zone
0 21500
Table 5 -15 summarizes the results of the hydraulic analysis for the Lower Zone
pumps under near term conditions.
Table 5 -15
Lower Zone Pumps (Near Term Conditions)
Parameter Units Value
Pump Design Calculations
Pump Flow 9pm 21720
Calculated Total Dynamic Head feet 218
Preliminary Pump Selection
Design Flow 9pm 21720
Design Head feet 218
Efficiency 82%
Minimum Flow 9pm 11300
Shutoff Head feet 281
Run -out Flow 9pm 31538
Run -out Head feet 157
Non-Overloading Horsepower hp 201
Hydraulic Model MDD
Plant 150 Reservoir at 1,091.2 feet
Modeled Pump 1 Flow 9pm 21722
Modeled Pump 1 Head Gain feet 216.03
Modeled Pump 1 Speed 99.7%
Plant 150 Reservoir Level at 1,113.3 feet
Modeled Pump 1 Flow gpm 21723
Modeled Pump 1 Head Gain feet 194.00
Modeled Pump 1 Speed 96%
5 -28 CDM
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Section 5
Plant 150 System Hydraulics
Table 5 -15 (cont.)
Lower Zone Pumps (Near Term Conditions)
Parameter Parameter Parameter
Hydraulic Model (25% MDD)
Plant 150 Reservoir at 1,091.2 feet
Modeled Pump 1 Flow 9pM 11801
Modeled Pump 1 Head Gain feet 256.59
Modeled Pump 1 Speed 100%
Modeled Pump 2 Flow 9pM 11807
Modeled Pump 2 Head Gain feet 256.39
Modeled Pump 1 Speed 100%
Total Modeled Pump Flow 9pM 31608
Plant 150 Reservoir Level at 1,113.3 feet
Modeled Pump 1 Flow 9pM 11885
Modeled Pump 1 Head Gain feet 254.21
Modeled Pump 1 Speed 100%
Modeled Pump 2 Flow gpm 11893
Modeled Pump 2 Head Gain feet 254.00
Modeled Pump 1 Speed 100%
Total Modeled Pump Flow 9pM 31778
Figure 5 -11 illustrates the hydraulic grade lines from Plant 150 to Plant 34 for the two
flow scenarios.
1,400.00
1,350.00
1,300.00
1,250.00
a
x
1,200.00
0
a
W
1,150.00
1,100.00
1,050.00
1,000.00
0 2000 4000 6000 8000 10000 12000 14000 16000
Distance (ft)
Elevation
HGL(MDD)
HGL (25% MDD)
Figure 5 -11
Hydraulic Grade Lines from Plant 150 to Plant 34 (Near Term Conditions)
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5 -29
Section 5
Plant 150 System Hydraulics
5 -30
The spreadsheet analysis provided a pump size of 2,720 gpm at a total dynamic head
of 218 feet. Figure 5 -12 illustrates the system curves and the pump curves for the
selected pump under the near term MDD scenario. For the MDD scenario, the Lower
Zone pump can deliver a total flow of 2,720 gpm at pump speeds between 96 and 100
percent, thus confirming the results of the spreadsheet analysis. The hydraulic model
also indicates that two Lower Zone pumps operating at 100 percent can deliver a total
flow between 3,600 gpm and 3,780 gpm under the 25 percent of MDD scenario, which
allows the Plant 34 reservoir to be filled at a maximum rate of 600 gpm.
400
350 -
300 -
250 -
to
0 200 -
0
H
150 -
100 -
50 -
0
0.00
Pump Model: Fairbanks Morse 2824A (15.5625 in)
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 Maximum;Static Head`
1 1 1 1 1
1 1 1 1
1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1
1 1 1
1 1 1 1
1 1 1 1 1
1 1 1 1 Minimum Static Head
1 1 1 1
1 1 1 1 1
1 1 1 1
1 1 1 1
1 1 1 1 1
Design Point
Near Term MljD)
1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 Pump @ 1Q0%
1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1
1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
I I I I I
500.00 1000.00 1500.00 2000.00 2500.00 3000.00 3500.00 4000.00 4500.00
Flow (gpm)
Figure 5 -12
Lower Zone Pump and System Curves (Near Term MDD)
Intermediate Zone Transfer Pumps
For the near term MDD scenario, the following assumptions were made:
Plant 107 flow is 1,500 gpm.
Plant 132 flow is 2,000 gpm.
Plant 141 flow is 1,939 gpm.
Plant 24 flow is 3,499 gpm.
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Section 5
Plant 150 System Hydraulics
Plant 27 flow is 749 gpm.
Plant 9 flow is 1,414 gpm.
Plant 151 flow is 2,500 gpm.
Plant 33 pumping 2,000 gpm to the Upper Zone.
Plant 39 pumping 2,150 gpm to the Upper and Foothill Zones.
Plant 40 pumping 1,000 gpm to the Upper Zone.
For the near term 25 percent MDD scenario, the following assumptions were made:
Plant 107 flow is 1,500 gpm.
Plant 127 flow is 3,000 gpm.
Plant 130 flow is 1,000 gpm.
Plant 132 flow is 2,000 gpm.
Plant 141 flow is 1,939 gpm.
Plant 24 flow is 3,499 gpm.
Plant 27 flow is 749 gpm.
Plant 9 flow is 1,414 gpm.
Plant 151 flow is 2,500 gpm.
Plant 33 pumping 3,500 gpm to the Upper Zone.
Plant 39 pumping 2,150 gpm to the Upper and Foothill Zones.
Plant 40 pumping 1,000 gpm to the Upper Zone.
Demands used in the model are summarized in Table 5 -16.
Table 5 -16
Intermediate Zone Near Term Demands Used in Hydraulic Model
Demand Node (Figure 5 -9) MDD (gpm) 25% of MDD (gpm)
A (Plant 40 PS) 11000 11000
B (Plant 143 PS) 0 0
C 905 226
D 763 191
E 865 216
F 763 191
G 983 246
H 944 236
1 235 59
J (Plant 39 PS) 21150 2,150
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Section 5
Plant 150 System Hydraulics
5 -32
Table 5 -16 (cont.)
Intermediate Zone Near Term Demands Used in Hydraulic Model
Demand Node (Figure 5 -9) MDD (gpm) 25% of MDD (gpm)
K 11180 295
L (Plant 33 PS) 21000 31500
M 235 59
N 472 118
Total Demand 71345 11836
Total Pumped To Upper Zone 51150 6,650
Table 5 -17 summarizes the results of the hydraulic analysis for the Intermediate Zone
pumps under near term conditions.
Table 5 -17
Intermediate Zone Pumps (Near Term Conditions)
Parameter Units Value
Pump Design Calculations
Pump Flow 9PM 21000
Calculated Total Dynamic Head feet 306
Preliminary Pump Selection
Design Flow 9PM 21000
Design Head feet 305
Efficiency 78%
Minimum Flow 9PM 11230
Shutoff Head feet 351
Run -out Flow 9PM 31436
Run -out Head feet 198
Non-Overloading Horsepower hp 245
Drive Constant Speed
Hydraulic Model (MDD)
Plant 150 Reservoir at 1,091.2 feet
Modeled Pump 1 Flow gpm 21277
Modeled Pump 1 Head Gain feet 291.13
Modeled Pump 2 Flow 9PM 21278
Modeled Pump 2 Head Gain feet 291.08
Total Modeled Pump Flow 9PM 41556
Plant 150 Reservoir Level at 1,113.3 feet
Modeled Pump 1 Flow 9PM 21598
Modeled Pump 1 Head Gain feet 272.12
Modeled Pump 2 Flow 9PM 21599
Modeled Pump 2 Head Gain feet 272.07
Total Modeled Pump Flow gpm 51197
Hydraulic Model (25% MDD)
Plant 150 Reservoir at 1,091.2 feet
Modeled Pump 1 Flow 9PM 11581
Modeled Pump 1 Head Gain feet 318.40
Modeled Pump 2 Flow 9PM 11582
Modeled Pump 2 Head Gain feet 318.38
Total Modeled Pump Flow gpm 31163
Plant 150 Reservoir Level at 1,113.3 feet
Modeled Pump 1 Flow 9PM 21045
Modeled Pump 1 Head Gain feet 302.77
Modeled Pump 2 Flow 9PM 21045
Modeled Pump 2 Head Gain feet 302.73
Total Modeled Pump Flow 9PM 41090
r, T
L l 0-
A L 1
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Section 5
Plant 150 System Hydraulics
Figure 5 -13 illustrates the hydraulic grade lines from Plant 150 to Plant 33 for the two
flow scenarios.
1,500.00
1,450.00
1,400.00
1,350.00
1,300.00
a
x
1,250.00
0
a
W
1,200.00
1,150.00
1,100.00
1,050.00
1,000.00
0 2000 4000 6000 8000 10000 12000 14000 16000 18000 20000
Distance (ft)
Elevation
H G L (MDD)
HGL (25% MDD)
Figure 5 -13
Hydraulic Grade Lines from Plant 150 to Plant 33 (Near Term Conditions)
For the near term MDD scenario, the Intermediate Zone pumps can deliver a total
flow between 4,560 and 5,200 gpm. The hydraulic model also indicates that the
Intermediate Zone pumps can deliver a total flow between 3,160gpm and 4,090 gpm
under the 25 percent of MDD scenario, which allows the reservoir at Plant 33 to fill at
a maximum rate of about 8,950 gpm and the reservoir at Plant 39 to fill at a maximum
rate of about 4,260 gpm.
5.2.4.4 Hydraulic Analysis - Ultimate Demands
The finished water pumps were analyzed for ultimate demands to simulate
conditions at build -out.
Additional modeling assumptions and parameters are summarized below:
All flows used in the model are ultimate build -out flows.
D_
11_'
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5 -33
Section 5
Plant 150 System Hydraulics
To simulate maximum water transfer through the system, the analysis assumes
that all pump stations have been upgraded for ultimate build -out conditions as
follows:
o Plant 127 - add additional 1,500 gpm pump to provide a firm pumping
capacity of 3,000 gpm and a standby pumping capacity of 1,500 gpm.
o Plant 39 - replace Upper Zone pump station with a new pump station
equipped with three 2,000 gpm pumps to provide a firm pumping capacity of
4,000 gpm and a standby pumping capacity of 2,000 gpm.
o Plant 40 -add two more 1,000 gpms pump to provide a firm pumping capacity
of 3,000 gpm and a standby pumping capacity of 1,000 gpm.
o Plant 143 - construct new pump station with firm pumping capacity of 6,500
gpm and a standby pumping capacity of 2,500 gpm.
The analysis assumes that pipeline upgrades for ultimate buildout have been
completed as follows:
o Approximately 2,600 linear feet of the 12 -inch pipeline along 6th Street, between
Plant 150 and Tippecanoe, is replaced with a 24 -inch pipeline or an equivalent
parallel pipeline installation. This improvement is required to allow the Lower
Zone pump station to supply peak demands from the Plant 150 and assumes
that the existing storage at Plant 34 is the only system storage available in the
Lower Zone.
o The proposed 30 -inch pipeline along Date Street, connecting the Sterling
Pipeline to Plant 39 as recommended in the Master Plan is in place and the
other Intermediate Zone pipelines in the vicinity of Plant 39 are converted to
Upper Zone pipelines.
o The proposed 20 -inch pipeline connecting the Sterling Pipeline to Well 107 as
recommended in the Master Plan is also in place.
Plant 150 reservoir -The pump station suction reservoir was modeled as a fixed
head reservoir with water surface elevations of 1,091.2 feet (minimum water level)
and 1,113.3 feet (high water level).
Pumps - Pumps were modeled using the manufacturer's curves.
Pipelines - modeled using a Hazen - Williams coefficient of 120 for pipes smaller
than 16 -inch and 130 for pipes 16 -inch and larger.
Minor losses were not included in the system piping.
The system was evaluated under steady -state conditions.
Lower Zone Pumps
For the PHD scenario, the following assumptions were made:
5 -34 .IMM
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Section 5
Plant 150 System Hydraulics
Plant 34 reservoir -The Plant 34 reservoir was modeled as a fixed head reservoir
with a water surface elevation of 1,248 feet (maximum water surface elevation).
Ultimate PHD is approximately 6,555 gpm.
Plant 127 pump station offline.
Plant 130 pump station offline.
For the MDD scenario, the following assumptions were made:
Plant 34 reservoir -The Plant 34 reservoir was modeled as a fixed head reservoir
with a water surface elevation of 1,248 feet (maximum water surface elevation).
Ultimate MDD is 4,682 gpm.
Plant 127 pump station offline.
Plant 130 pump station offline.
For the 25 percent MDD scenario, the following assumptions were made:
Plant 34 reservoir -The Plant 34 reservoir was modeled as a fixed head reservoir
with a water surface elevation of 1,248 feet (maximum water surface elevation).
25 percent of MDD is approximately 1,200 gpm.
Plant 127 pumping 3,000 gpm to the Intermediate Zone.
Plant 130 pumping 1,000 gpm to the Intermediate Zone.
Table 5 -18 summarizes the demands used in the model.
Table 5 -18
Lower Zone Ultimate Demands Used in Hydraulic Model
Demand Node(Fi ure 5 -6) PHD (gpm) MDD (gpm) 25% of MDD (gpm)
A 466 333 83
B 11145 818 205
C 960 686 172
D 932 666 167
E (Plant 127 PS) 0 0 31000
F 980 700 175
G 980 700 175
H (Plant 130 PS) 0 0 11000
1 980 700 175
J 111 79 20
Total Demand 61555 41682 11171
Total Pumped To Intermediate Zone 0 0 41000
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5 -35
Section 5
Plant 150 System Hydraulics
5 -36
Table 5 -19 summarizes the results of the hydraulic analysis for the Lower Zone
pumps.
Table 5 -19
Lower Zone Pumps (Ultimate Conditions)
Parameter Units Value
Pump Design Calculations
Pump Flow (Pump 1) 9pM 21000
Calculated Total Dynamic Head feet 298
Pump Flow (Pumps 2 and 3) 9pM 21300
Calculated Total Dynamic Head feet 298
Preliminary Pump Selections
Design Flow 9pM 21000
Design Head feet 300
Efficiency 78%
Minimum Flow 9pM 11230
Shutoff Head feet 347
Run -out Flow 9pM 31396
Run -out Head feet 198
Non-Overloading Horsepower hp 239
Drive VFD
Design Flow 9pM 21300
Design Head feet 299
Efficiency 80%
Minimum Flow 9pM 11230
Shutoff Head feet 357
Run -out Flow 9pM 31495
Run -out Head feet 200
Non - Overloading Horsepower hp 254
Drive VFD
Hydraulic Model (PHD)
Plant 150 Reservoir at 1,091.2 feet
Modeled Pump 1 Flow 9pM 11990
Modeled Pump 1 Head Gain feet 300.42
Modeled Pump 1 Speed 100%
Modeled Pump 2 Flow gpm 21273
Modeled Pump 2 Head Gain feet 300.18
Modeled Pump 2 Speed 100%
Modeled Pump 3 Flow 9pM 21298
Modeled Pump 3 Head Gain feet 299.10
Modeled Pump 3 Speed 100%
Total Modeled Pump Flow 9pM 61560
Plant 150 Reservoir Level at 1,113.3 feet
Modeled Pump 1 Flow 9pM 11998
Modeled Pump 1 Head Gain feet 279.44
Modeled Pump 1 Speed 97%
Modeled Pump 2 Flow 9pM 21275
Modeled Pump 2 Head Gain feet 279.20
Modeled Pump 2 Speed 97%
Modeled Pump 3 Flow 9pM 21297
Modeled Pump 3 Head Gain feet 278.12
Modeled Pump 3 Speed 97%
Total Modeled Pump Flow gpm 1 6,570
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Section 5
Plant 150 System Hydraulics
Table 5 -19 (cont.)
Lower Zone Pumps (Ultimate Conditions)
Parameter Units Value
Hydraulic Model (MDD)
Plant 150 Reservoir at 1,091.2 feet
Modeled Pump 2 Flow 9pM 21346
Modeled Pump 2 Head Gain feet 234.28
Modeled Pump 2 Speed 91%
Modeled Pump 3 Flow 9pM 21351
Modeled Pump 3 Head Gain feet 233.95
Modeled Pump 3 Speed 91%
Total Modeled Pump Flow 9pM 41697
Plant 150 Reservoir Level at 1,113.3 feet
Modeled Pump 2 Flow 9pM 21353
Modeled Pump 2 Head Gain feet 213.31
Modeled Pump 2 Speed 88%
Modeled Pump 3FIow gpm 21358
Modeled Pump 3 Head Gain feet 212.98
Modeled Pump 3 Speed 88%
Total Modeled Pump Flow 9pM 41711
Hydraulic Model (25% MDD)
Plant 150 Reservoir at 1,091.2 feet
Modeled Pump 1 Flow 9pM 11849
Modeled Pump 1 Head Gain feet 306.00
Modeled Pump 1 Speed 100%
Modeled Pump 2 Flow 9pM 21143
Modeled Pump 2 Head Gain feet 305.80
Modeled Pump 2 Speed 100%
Modeled Pump 3 Flow 9pM 21165
Modeled Pump 3 Head Gain feet 304.85
Modeled Pump 3 Speed 100%
Total Modeled Pump Flow gpm 61158
Plant 150 Reservoir Level at 1,113.3 feet
Modeled Pump 1 Flow 9pM 11905
Modeled Pump 1 Head Gain feet 303.79
Modeled Pump 1 Speed 100%
Modeled Pump 2 Flow gpm 21194
Modeled Pump 2 Head Gain feet 303.58
Modeled Pump 2 Speed 100%
Modeled Pump 3 Flow 9pM 21217
Modeled Pump 3 Head Gain feet 302.58
Modeled Pump 3 Speed 100%
Total Modeled Pump Flow 9pM 61317
Figure 5 -14 illustrates the hydraulic grade lines from Plant 150 to Plant 34 for the three
flow scenarios.
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5 -37
Section 5
Plant 150 System Hydraulics
1,450.00
1,400.00
1,350.00
1,300.00
1,250.00
au
x
0
1,200.00
W
1,150.00
1,100.00
1,050.00
1,000.00
0 2000 4000 6000 8000 10000 12000 14000 16000
Distance (ft)
Elevation
PHD
HGL(MDD)
HGL (25% MDD)
Figure 5 -14
Hydraulic Grade Lines from Plant 150 to Plant 34 (Ultimate Conditions)
The spreadsheet analysis provided pump sizes of 2,000 and 2,300 gpm at a total
dynamic head of 298 feet. The analysis also indicated that two 2,300 gpm pumps
operating at 88 percent could provide the ultimate MDD of 4,700 gpm. Figure 5 -15
illustrates the system curves and the pump curves for the Lower Zone pumps under
ultimate conditions. For the PHD scenario, the Lower Zone pumps can deliver a total
flow of about 6,600 gpm at speeds between 97 and 100 percent, thus confirming the
results of the spreadsheet analysis. For the MDD scenario, the Lower Zone pumps can
deliver a total flow of about 4,700 gpm at speeds between 88 and 91 percent. The
hydraulic model also indicates that three Lower Zone pumps operating at full speed
can deliver a total flow between 6,200 gpm and 6,300 gpm under the 25 percent of
MDD scenario. This allows the Plant 34 reservoir to fill at a maximum rate of 1,145
gpm.
5 -38 .rMRow
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500
450
400
350
300
ca
250
ca
0
H
200
150
100
50
0
Section 5
Plant 150 System Hydraulics
Pump Model: Fairbanks Morse 2800 -HSC (18 in)
J----------------------------------y----------------------------------4---------------------------------- L-------------------- - - - - -- -------L---------------------------------
1 1 1 1 1
1 1 1 1 1
Maximum StaticHead
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
One 2,300 gpm One 2,000 gpm 1 MinimuCTl Static Headloe
u mp ------- - - - - - ----- Pump ---------------- --------------------- - - - - -- - - - - -i ------------------------- - - - - -- -----------------------------------
1 1
1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1
1 1 1 1
1 1 1 1 1
1 1 1 1 1
y-------------------- - - - - -- ----- y- - - - - -- - - - - - -- ----------------L----------------------------------L---------------------------------
1 1 1 1
Design; Point
Peak Four Demand)
1 1 1 1 1
1 1 1 1 1
1 1 1 1
1 1 1
1 1 1 1 1
1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 One 2,000 gpm Pump11111
1 1 1 1 1 111111T
1 1 1 1
a----------------- - - - - -- ------ - ; - - -- - - - - -- - - - - -- -------------;---------------------------- - - - - -- --------------- - - - - -- --------- Wo-2.300_gpm Pumps
1 1 1 1 1
1 1 1 1
1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
Design Point '
Max Day Demand) 1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
Two 2;
1
gpm
Pumps (R 88% 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
0.00 2000.00 4000.00 6000.00 8000.00 10000.00 12000.00
Flow (gpm)
Figure 5 -15
Lower Zone Pump and System Curves (Ultimate PHD)
Intermediate Zone Transfer Pumps
For the MDD scenario, the following assumptions were made:
Plant 107 flow is 1,500 gpm.
Plant 132 flow is 2,000 gpm.
Plant 141 flow is 1,939 gpm.
Plant 24 flow is 3,499 gpm.
Plant 27 flow is 749 gpm.
Plant 9 flow is 1,414 gpm.
Plant 151 flow is 2,500 gpm.
Plant 143 pumping 2,029 gpm to the Upper Zone.
Plant 33 pumping 2,600 gpm to the Upper Zone.
Plant 39 pumping 4,000 gpm to the Upper and Foothill Zones.
cm 5 -39
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Section 5
Plant 150 System Hydraulics
5 -40
Plant 40 pumping 1,000 gpm to the Upper Zone.
For the 25 percent MDD scenario, the following assumptions were made:
Plant 107 flow is 1,500 gpm.
Plant 127 pumping 3,000 gpm into Intermediate Zone.
Plant 130 pumping 1,000 gpm into Intermediate Zone.
Plant 132 flow is 2,000 gpm.
Plant 141 flow is 1,939 gpm.
Plant 24 flow is 3,499 gpm.
Plant 27 flow is 749 gpm.
Plant 9 flow is 1,414 gpm.
Plant 151 flow is 2,500 gpm.
Plant 143 pumping 9,000 gpm to the Upper Zone.
Plant 33 pumping 3,500 gpm to the Upper Zone.
Plant 39 pumping 6,000 gpm to the Upper and Foothill Zones.
Plant 40 pumping 3,000 gpm to the Upper Zone.
Table 5 -20 summarizes the demands used in the model.
Table 5 -20
Intermediate Zone Ultimate Demands Used in Hydraulic Model
Demand Node
Figure 5 -7) MDD (gpm)
25% of MDD
gpm)
A (Plant 40 PS) 11000 31000
B (Plant 143 PS) 21029 91000
C 11142 286
D 962 241
E 11091 273
F 962 241
G 11240 310
H 11191 298
1 297 74
J (Plant 39 PS) 41000 61000
K 11488 372
L (Plant 33 PS) 21600 31500
M 297 74
N 595 149
Total Demand 91265 21318
Total Pumped To Upper
Zone
91629 211500
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Section 5
Plant 150 System Hydraulics
Table 5 -21 summarizes the results of the hydraulic analysis for the Intermediate Zone
pumps.
Table 5 -21
Intermediate Zone Pumps (Ultimate Conditions)
Parameter Units Value
Pump Design Calculations
Pump Flow (Pumps 1, 2, and 3) 9pM 21000
Calculated Total Dynamic Head feet 306
Pump Flow (Pumps 4, 5, and 6) gpm 21500
Calculated Total Dynamic Head feet 306
Preliminary Pump Selections
Design Flow 9pM 21000
Design Head feet 305
Efficiency 78%
Minimum Flow 9pM 11230
Shutoff Head feet 351
Run -out Flow 9pM 31436
Run -out Head feet 198
Non - Overloading Horsepower hp 245
Drive Constant Speed
Design Flow gpm 21500
Design Head feet 303
Efficiency 82%
Minimum Flow 9pM 11300
Shutoff Head feet 350
Run -out Flow gpm 41175
Run -out Head feet 197
Non-Overloading Horsepower hp 296
Drive Constant Speed
Hydraulic Model (MDD)
Plant 150 Reservoir at 1,091.2 feet
Modeled Pump 1 Flow 9pM 11933
Modeled Pump 1 Head Gain feet 307.15
Modeled Pump 2 Flow 9pM 11934
Modeled Pump 2 Head Gain feet 307.12
Modeled Pump 3 Flow gpm 11937
Modeled Pump 3 Head Gain feet 307.00
Modeled Pump 4 Flow 9pM 21397
Modeled Pump 4 Head Gain feet 306.72
Modeled Pump 5 Flow 9pM 21412
Modeled Pump 5 Head Gain feet 306.17
Modeled Pump 6 Flow 9pM 21412
Modeled Pump 6 Head Gain feet 306.17
Total Modeled Pump Flow 9pM 131050
Plant 150 Reservoir at 1,113.3 feet
Modeled Pump 1 Flow 9pM 21223
Modeled Pump 1 Head Gain feet 293.83
Modeled Pump 2 Flow gpm 21224
Modeled Pump 2 Head Gain feet 293.79
Modeled Pump 3 Flow 9pM 21227
Modeled Pump 3 Head Gain feet 293.63
Modeled Pump 4 Flow 9pM 21712
Modeled Pump 4 Head Gain feet 293.26
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5 -41
Section 5
Plant 150 System Hydraulics
5 -42
Table 5 -21 (cont.)
Intermediate Zone Pumps (Ultimate Conditions)
Parameter Parameter Parameter
Modeled Pump 5 Flow 9pM 21727
Modeled Pump 5 Head Gain feet 292.54
Modeled Pump 6 Flow 9pM 21754
Modeled Pump 6 Head Gain feet 291.34
Total Modeled Pump Flow 9pM 141868
Hydraulic Model 25% MDD
Plant 150 Reservoir at 1,091.2 feet
Modeled Pump 1 Flow gpm 11691
Modeled Pump 1 Head Gain feet 314.88
Modeled Pump 2 Flow 9pM 11692
Modeled Pump 2 Head Gain feet 314.85
Modeled Pump 3 Flow gpm 11695
Modeled Pump 3 Head Gain feet 314.76
Modeled Pump 4 Flow gpm 21197
Modeled Pump 4 Head Gain feet 314.55
Modeled Pump 5 Flow 9pM 21191
Modeled Pump 5 Head Gain feet 314.11
Modeled Pump 6 Flow 9pM 21212
Modeled Pump 6 Head Gain feet 313.38
Total Modeled Pump Flow 9pM 111661
Plant 150 Reservoir at 1,113.3 feet
Modeled Pump 1 Flow 9pM 21035
Modeled Pump 1 Head Gain feet 303.25
Modeled Pump 2 Flow gpm 21036
Modeled Pump 2 Head Gain feet 303.22
Modeled Pump 3 Flow 9pM 21038
Modeled Pump 3 Head Gain feet 303.08
Modeled Pump 4 Flow 9pM 21505
Modeled Pump 4 Head Gain feet 302.77
Modeled Pump 5 Flow 9pM 21518
Modeled Pump 5 Head Gain feet 302.16
Modeled Pump 6 Flow 9pM 21540
Modeled Pump 6 Head Gain feet 301.15
Total Modeled Pump Flow gpm 131672
Figure 5 -16 illustrates the hydraulic grade lines from Plant 150 to Plant 33 for the two
flow scenarios.
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1,500.00
1,450.00
1,400.00
1,350.00
1,300.00
v
1,250.00
0
a
W
1,200.00
1,150.00
1,100.00
1,050.00
1,000.00
0
Section 5
Plant 150 System Hydraulics
2000 4000 6000 8000 10000 12000 14000 16000 18000 20000
Distance (ft)
Elevation
H G L (MDD)
HGL (25% MDD)
Figure 5 -16
Hydraulic Grade Lines from Plant 150 to Plant 33 (Ultimate Conditions)
Figure 5 -17 illustrates the hydraulic grade lines from Plant 150 to Plant 143 for the two
flow scenarios.
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5 -43
Section 5
Plant 150 System Hydraulics
5 -44
1,500.00
1,450.00
1,400.00
1,350.00
1,300.00
cu
x
1,250.00
0
a
W
1,200.00
1,150.00
1,100.00
1,050.00
1,000.00
0 5000 10000 15000 20000 25000 30000
Distance (ft)
Elevation
H G L (MDD)
HGL (25% ADD)
Figure 5 -17
Hydraulic Grade Lines from Plant 150 to Plant 143 (Ultimate Conditions)
The spreadsheet analysis provided pump sizes of 2,000 gpm and 2,500 gpm at a total
dynamic head of 306 feet. Figure 5 -18 illustrates the system curves and the pump
curves for the selected pumps under the MDD scenario. The hydraulic model
indicates that the Intermediate Zone pumps can deliver a total flow between 13,000
and 14,900 gpm under the MDD scenario, thus confirming the results of the
spreadsheet analysis. The hydraulic model also indicates that the Intermediate Zone
pumps can deliver a total flow between 11,700 gpm and 13,700 under the 25 percent
of MDD scenario. The Plant 33 reservoir fills at a maximum rate of 5,100 gpm. The
Plant 39 reservoir fills at a maximum rate of 3,950 gpm.
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400
350
300
250
to
2 200
0
F_
150
100
50
Pump Model: Fairbanks -Morse 2800 -HSC
1 1
1 1 1
1 1 1
1 1 1
1 1 1
1 1 1
1 1 1
1 1 1
1 1 1
MaximumStatic Head
1 1 1
1 1 1
1 1 1
Minimum Static Head
1 1
1 1 1
1 1 1
1 1
1 1 1
1 1 1
1 1 1
1 1
1 1
1 1 1
1 1 1
1 1
I I I
1 1
1 1
1 1
1 1 1
1 1 1
1 1 1
1 ,
1 1 1
1 1 1
1 1
1 1
1 1 1
1 1 1
1 1
1 1
1 1 1
1 1 1
1 1 1
1 1 1
1 1 1
1 1 1
1 1 1
1 1 1
1 1
1 1 1
1 1 1
1 1 1
1 1 1
2,000 gpm ; 1 1 1
1 1 -------------- - - - - -'
Pump ' 1 1 1
1 1 1
1 1 1
2,500 gpm ' 1 1 1
1 1 1
1 1 1
Pump ' 1 1 1
1 1 1
1 1 1
1 1 1
1 1
1 1
1 1 1r-----------------
1 1
Two 2,000 gpm
Pumps
1 Three 2,000 gpm
Pumps Three 2,000 gpm
I Pump Ip-------------------------------}-----------------
One 2,500 gpm
Pump
1 1
1 1 1
1 1 1
1 1 1
1 1 1
1 1 1
1 1 1
1 1 1
1 1 1
111
Station Losses
11111
1 I04-
0.00
Section 5
Plant 150 System Hydraulics
F---------------------------------------- I
Three 2,000 gpm
Pumps+
Two 2,500 gpm
Pumps
11
Three 2,000 gpm
Pumps+
Three 2,500 gpm
Pumps
1I1
11111
1
1
5000.00 10000.00 15000.00 20000.00 25000.00
Flow (gpm)
Figure 5 -18
Intermediate Zone Pump and System Curves (Ultimate MDD)
5.3 Summary and Conclusions
5.3.1 Plant 150 Raw Water Supply Pumping System
Based on the analysis of the raw water supply pumping system, the proposed 30 -inch
portion of the 6th Street pipeline is oversized for the now anticipated maximum raw
water flow of 5,000 gpm. CDM recommends that a 20 -inch pipeline be installed in 6th
Street between Plant 12 and Plant 150.
Using the existing Plant 12 booster pumps and Well 28A well pump to supply Plant
150 could result in hydraulically constraining future plant operations. CDM
recommends that the Plant 12 booster pump station be taken out of service and that
the Well 11A and Well 12A well pumps be upgraded to supply raw water directly to
Plant 150. CDM also recommends that Well 28A be rehabilitated to provide a
minimum of 2,000 gpm to Plant 150 under all hydraulic conditions.
Well 12A would be upgraded first, with the completion of Plant 150. The upgraded
Well 12A would be used to supply water to start -up Plant 150. During this time, Well
cm 5 -45
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Section 5
Plant 150 System Hydraulics
11A (via the existing Plant 12 booster pump station) and Well 28A would continue to
pump directly into the Lower Zone. After Plant 150 has been started up and is
operating efficiently and effectively, Well 28A would be rehabilitated to provide for
pumping of 2,000 gpm to Plant 150 under all hydraulic conditions. Well 11A, which
does not require perchlorate treatment, would be upgraded last.
5.3.2 Treatment Plant Hydraulics
The maximum loss through the treatment plant at the initial flow of 7,000 gpm is
about 136 feet (60 psi) . At the ultimate flow of 12,000 gpm, the maximum loss
increases to about 147 feet (64 psi). Upgrades to the Plant 150 source wells should be
designed with adequate head gain to supply water to Plant 150, overcome these
anticipated headlosses, and fill the storage reservoirs.
When Well 11A is operating, the amount of flow equivalent to Well 11A can be
bypassed around the treatment process. Bypassing can be accomplished by
modulating a flow control valve on the bypass pipeline until the desired flow to the
treatment process is met.
5.3.3 Finished Water Pump Station
The lower Zone Finished Water Pump Station pumps supplies MDD and PHD flows
to the Lower Zone at current and ultimate conditions, respectively. The Intermediate
Zone Finished Water Pump Station pumps are capable of transferring MDD flows to
the Intermediate Zone. Hydraulic analysis indicates that the Finished Water Pump
Station pumps are capable of supplying the desired flow during maximum day
demands and can generally provide excess flow to fill reservoirs during low demand
conditions (25 percent of MDD, as utilized in the hydraulic model) . Under both
maximum day and low demand conditions, pump output remains within the normal
operating range, with little risk of run -out or operation below minimum flow
capabilities. Table 5 -22 provides an overall summary of the finished water pump sizes
and configurations for current, near term, and ultimate conditions.
5 -46 .1MM
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Section 5
Plant 150 System Hydraulics
Table 5 -22
Finished Water Pump Station Summary
Demand Scenario
Pumps Current MDD Near Term MDD Ultimate PHD
Lower Zone Pumps
Assumes Plant 34
Reservoir only
Number of Pumps 2 2 4
Pump 1 Capacity, gpm 2720 (Duty) 2720 (Duty) 2000 (Duty)
Pump 2 Capacity, gpm 2720 (Standby) 2720 (Standby) 2300 (Duty)
Pump 3 Capacity, gpm 2300 (Duty)
Pump 4 Capacity, gpm 2300 (Standby)
Total Capacity, gpm 5440 5440 8900
Firm Capacity, gpm 2720 2720 6600
Pump 1 Motor Horsepower, hp 250 250 250
Pump 2 Motor Horsepower, hp 250 250 300
Pump 3 Motor Horsepower, hp 300
Pump 4 Motor Horsepower, hp 300
Pump 1 Notes New Pump Exist. Pump Replace Exist. Pump
Pump 2 Notes New Pump Exist. Pump Replace Exist. Pump
Pump 3 Notes New Pump
Pump 4 Notes New Pump
Intermediate Zone Pumps
Number of Pumps 3 7
Pump 1 Capacity, gpm 2000 (Duty) 2000 (Duty)
Pump 2 Capacity, gpm 2000 (Duty) 2000 (Duty)
Pump 3 Capacity, gpm 2000 (Standby) 2000 (Duty)
Pump 4 Capacity, gpm 2500 (Duty)
Pump 5 Capacity, gpm 2500 (Duty)
Pump 6 Capacity, gpm 2500 (Duty)
Pump 7 Capacity, hp 2500 (Standby)
Total Capacity, gpm 6000 16000
Firm Capacity, pm 4000 13500
Pump 1 Motor Horsepower, hp 250 250
Pump 2 Motor Horsepower, hp 250 250
Pump 3 Motor Horsepower, hp 250 250
Pump 4 Motor Horsepower, hp 300
Pump 5 Motor Horsepower, hp 300
Pump 6 Motor Horsepower, hp 300
Pump 7 Motor Horsepower, hp 300
Pump 1 Notes New Pump Exist. Pump Exist. Pump
Pump 2 Notes New Pump Exist. Pump Exist. Pump
Pump 3 Notes New Pump Exist. Pump Exist. Pump
Pump 4 Notes Add New Pump as Required New Pump
Pump 5 Notes Add New Pump as Required New Pump
Pump 6 Notes Add New Pump as Required New Pump
Pump 7 Notes Add New Pump as Required New Pump
D_
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5 -47
Section 5
Plant 150 System Hydraulics
Lower Zone Pumps
The proposed pumps are sufficient to provide water supply to the Lower Zone under
current, near term, and ultimate conditions.
One duty and one standby pump will meet current and near term MDD
The initially installed pumps will be replaced under ultimate MDD and PHD
conditions
Three duty and one standby pump will meet ultimate PHD
All pumps will be equipped with VFDs
Replacement of a portion of the 12 -inch pipeline in 6th Street with a 24 -inch pipeline
is necessary to mitigate high headlosses under the ultimate PHD scenario.
The two proposed 2,720 gpm pumps (one duty and one standby) are capable of
meeting current MDD by operating at about 92 percent speed. The pumps are capable
of meeting near term MDD by operating at full speed.
At ultimate buildout conditions, the proposed 2,000 gpm and 2,300 gpm pumps (three
duty, one at 2,000 gpm and two at 2,300 gpm, and one standby at 2,300 gpm) are
capable of meeting both maximum day and peak hour demands. Maximum day
demands are met by operating two 2,300 gpm pumps at about 88 percent speed. Peak
hour demands are met by operating two 2,300 gpm pumps and one 2,000 gpm pump
at full speed.
For the ultimate PHD scenario, the Lower Zone pumps can deliver a total flow of
6,600 gpm at speeds between 97 and 100 percent. The hydraulic model also indicates
that two Lower Zone pumps operating at about 88 percent speed can deliver a total
flow of 4,700 gpm under the ultimate MDD scenario and that three Lower Zone
pumps operating at full speed can deliver a total flow between 6,200 gpm and 6,300
gpm under the 25 percent of ultimate MDD scenario. This allows the Plant 34
reservoir to fill at a maximum rate of 1,145 gpm.
Intermediate Zone Pumps
The three proposed 2,000 gpm pumps (two duty and one standby) are sufficient to
provide transfer of the Plant 150 product water to the Intermediate Zone for the
current and near term demands at MDD conditions.
To provide transfer of treated water from the Plant 150 pump station to the
Intermediate Zone for the ultimate demand conditions as assumed by the Water
Master Plan, additional four 2,500 gpm would be needed. This arrangement provides
three 2,000 gpm and three 2,500 gpm duty pumps and one 2,500 gpm standby pump.
5 -48 .IMM
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Section 5
Plant 150 System Hydraulics
For the ultimate MDD scenario, the Intermediate Zone pumps can deliver a total flow
between 13,000 and 14,900 gpm. The hydraulic model also indicates that the
Intermediate Zone pumps can deliver a total flow between 11,700 gpm and 13,700
under the 25 percent of MDD scenario. The Plant 33 reservoir fills at a maximum rate
of 5,100 gpm. The Plant 39 reservoir fills at a maximum rate of 3,950 gpm.
5.3.4 Future Studies
The Water Master Plan assumed that the improvements for Plants 143 and 39 are not
required under current conditions. Because these improvements are assumed to be for
conditions far in the future, they should be re- assessed as the time for their proposed
implementation comes nearer to verify that they are still appropriate for the
anticipated system conditions.
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Section 5
Plant 150 System Hydraulics
5 -50
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Section 6
Treatment Process
6.1 Process Description
Raw water from Wells 11A, 12A, and 28A combine at the Plant 150 site and enter the
treatment plant. When Well 11A is operating, the flow equivalent to flow produced
by Well 11A is bypassed around the perchlorate treatment process. The remaining
flow goes through the treatment process train, which includes sediment filters, and
perchlorate removal with ion exchange resin.
Disinfection is provided by sodium hypochlorite, which is generated on -site. The
product water storage tanks are included to provide chlorine contact time and to act
as a forebay for the Finished Water Pump Station. The Finished Water Pump Station
boosts water to the Lower Zone and transfers water to the Intermediate Zone.
Space for the future nitrate and VOC treatment systems are included and shown in
the facility layout. Each of these unit processes may require addition of booster
pumping.
The overall plant process flow diagram is shown on Figure 6 -1, and overall site plan
in Figure 6 -2.
6.2 Process Facilities
This section provides descriptions and design criteria for the major process areas at
Plant 150.
6.2.1 Ion Exchange Pretreatment Facilities
Pretreatment upstream of ion exchange systems is recommended to remove
particulates that could clog the resin bed, leading to higher headloss accumulation
across the system. Ion exchange system manufacturers typically recommend
providing pretreatment using 5 or 10 micron cartridge or bag filters. Filtration with 5
micron filters was selected for use at Plant 150 to minimize impact of solids on the ion
exchange system. Experience from other facilities has indicated that some plants had
problems with bag filters tearing. Given this, and the District's preference, cartridge
filters were selected as the filter media for use at Plant 150.
Well 28A is equipped with a sand trap and granular activated carbon treatment,
which will prevent sand from being pumped to Plant 150. For Wells 11A and 12A,
sand should settle out in the Plant 12 booster pump station forebay before it is
pumped to Plant 150. Sand removal at wellheads is recommended when retrofitting
the existing Well 11A and Well 12A with new pumps that will pump ground water
directly to the Plant 150. If this concept is not feasible, sand removal at the Plant 150
site needs to be provided.
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Section 6
Treatment Process
6 -2
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Section 6
Treatment Process
The pretreatment system consists initially of four (six ultimate) multiple - cartridge
filter vessels, operating in parallel. The filter vessels are sized to provide adequate
capacity with one vessel out of service to allow for cartridge change -out.
Table 6 -1 summarizes the design criteria for the ion exchange pretreatment facilities.
Table 6 -1
Plant 150 IX Pretreatment Desi n Criteria
Parameter Units Initial Ultimate
System Capacity gpm 41500 71000
Filter Type Cartridge Cartridge
Filter Units 4(3+1) 6 (5 + 1)
Number of Cartridges, each 205 205
Number of Cartridges, total 820 1230
Cartridges
8 12
Nominal pore size micron 5 5
O.D., each in 2.75 2.75
Length, each in 40 40
Minimum filtration surface area, each
ft2 2 2
Housing Material 304 SS 304 SS
Basis of Design Mfr and Model Number
Rosedale Products
Model 48
Rosedale Products
Model 48
6.2.2 Perchlorate Treatment
6.2.2.1 Ion Exchange System
Perchlorate treatment at Plant 150 will be provided by a non- regenerable ion
exchange process. The system initially includes four pairs of vessels operating in
series with lead -lag arrangement. The system is sized to provide full treatment
capacity with one train to be removed from service for maintenance. Two additional
pairs of vessels may be needed for the plant's ultimate treatment capacity of
12,000gpm. Table 6 -2 summarizes the design criteria for the perchlorate ion exchange
system.
Table 6 -2
Plant 150 Perchlorate Ion Exchange System Design Criteria
Parameter Units Initial Ultimate
System Flow gpm 41500 71000
System Type
Single -use ion
exchange
Single -use ion
exchange
System Configuration Lead /lag series feed Lead /lag series feed
Treatment Vessels
Vessel Diameter feet 12 12
Total Number 8 12
Maximum Flow Rate, each gpm 11125 11167
Maximum Hydraulic Loading Rate, each gpm /
ft2 12 12
Minimum Empty Bed Contact Time, each min 2.8 2.6
Minimum Resin Volume, each cubic feet 424 424
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6 -5
Section 6
Treatment Process
6 -6
Table 6 -2 (cont.)
Plant 150 Perchlorate Ion Exchange System Design Criteria
Parameter Units Initial Ultimate
Depends on Vessel Depends on Vessel
Resin Bed Depth Underdrain Underdrain
Configuration Configuration
Vessel Material Carbon Steel Carbon Steel
Vessel Side Shell Height feet 5 5
Top and Bottom Head Height, each feet 3.33 3.33
Overall Tank Height (estimated) feet 16 16
Calgon Carbon Calgon Carbon
Basis of Design Mfr and Model Number
Model M12 / Model M12 /
Siemens Model Siemens Model
HP1220HF HP1220HF
6.2.2.2 Ion Exchange Resin Change -Out
Process
Resin change -out is typically done using slurry trucks, which use pressure to slurry
the resin into and out of the ion exchange vessels. This section provides a brief
summary of the resin change -out process.
The exhausted vessel is taken off -line and the influent and effluent valves are closed.
Residual water is drained from the resin fill line. All hoses and hose connections that
will be used for the change -out are disinfected with a bleach solution. The vessel with
exhausted resin is filled with water and pressurized with an air compressor. A hose is
attached to the resin -out connection and the valve opened. The spent resin is slurried
out into a roll off bin for subsequent dewatering and hauling to disposal. The vessel is
rinsed by introducing water into the resin fill line and allowing it to drain out through
the resin -out line. The resin truck tank is then filled with water and pressurized with
an air compressor. The resin is slurried out of the truck through a transfer hose into
the resin fill line. After the vessel is filled, the resin is rinsed by passing 15 bed
volumes of water down through the resin bed. The resin bed is then backwashed with
3 bed volumes of water, which is collected through the backwash recovery connection
and disposed of by recycling through the plant.
Frequency
Based on initial resin modeling and pilot testing, the resin should treat at least 200,000
bed volumes before it needs to be changed -out. This equates to about a once a year
change -out frequency if the plant is operated 24 hours a day for 11 months of
operation per year.
Site Facilities
Site facilities to facilitate resin change -out shall be sized and designed to
accommodate vendor's resin replacement requirements.
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Section 6
Treatment Process
6.2.2.3 Resin Relaxation Water System
The use of long life ion exchange resins can sometimes lead to resin bed compaction
during normal operation leading to higher headloss accumulation. This phenomenon
can be mitigated by reversing of flow through the resin bed to cause a slight
expansion of the bed. This can be accomplished by supplying post- cartridge filter raw
water to a 2 -inch hose connection, with a ball valve and flow meter on the supply line
to allow for manual control of the flow rate. If high headloss accumulation is
observed, the operator can then use a hose to supply the resin relaxation water
through the vessel backwash supply connection. This allows for the reverse flow
necessary to expand the resin bed. The used resin relaxation water is collected
through the backwash recovery connections, equalized, and pumped back to the
influent side of the cartridge filters. This proposed resin relaxation procedure shall be
discussed with and approved by the California Department of Public Health to
understand any requirements for returning the spent water to the head of the
treatment process.
6.2.2.4 Resin Relaxation Water Handling System
As noted above, the used resin relaxation water is collected and returned back to the
head of the process. Table 6 -3 summarizes the design criteria for the resin relaxation
water handling system.
Table 6 -3
Plant 150 Resin Relaxation Water Handling System Design Criteria
Parameter Units Initial Ultimate
Resin Relaxation Water
Relaxation Water Flow gpm
63 min @
150 gpm max
63 min @
150 gpm max
Type of Flow Control Valve Ball Ball
Type of Flow Metering Magnetic Flow Meter Magnetic Flow Meter
Resin Relaxation Water Equalization Tank
Equalization Storage Volume
Based on passing 3 bed volume through
one vessel)
gallons 91450 91450
Storage Tank Volume feet 101000 101000
Type of Tank Steel Steel
Basis of Design Mfr
Resin Relaxation Return Pumping System
Design Criteria Pump tank out over
4 to 6 hours
Pump tank out over
4 to 6 hours
Type of Pump
Horizontal End
Suction
Horizontal End
Suction
Number 2 (1 duty, 1 standby) 2 (1 duty, 1 standby)
Capacity, each gpm 40 40
Total Dynamic Head feet 152 152
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6 -7
Section 6
Treatment Process
Table 6 -3 (cont.)
Plant 150 Resin Relaxation Water Handling System Design Criteria
Parameter Units Initial Ultimate
Resin Relaxation Return Pumping
System
Maximum Pump Speed RPM 31500 31500
Pump Efficiency 26 26
Motor Horsepower hp 10 10
Motor Speed RPM 31600 31600
Motor Enclosure Type TEFC TEFC
Drive Type Constant Constant
Pump Suction Size Inch 1.5 1.5
Pump Discharge Size Inch 1 1
Basis of Design Mfr and Pump Model
Vertiflo 1400
1.5x 1x8
Vertiflo 1400
1.5x 1x8
6.3 Summary of Design Criteria
Table 6 -4 summarizes the design criteria for the major process areas at Plant 150.
More detailed discussion of these process areas is provided in Section 6.2.
Table 6 -4
Plant 150 Design Criteria Summary
Process Units Initial Ultimate
Plant Capacity
Hydraulic Capacity gpm 71000 171000
Perchlorate Treatment Capacity gpm 41500 71000
Pretreatment
System Capacity gpm 41500 71000
Filter Type Cartridge Cartridge
Filter Units 4 6
Number of Cartridges, each 205 205
Number of Cartridges, total 820 1230
Cartridges
Nominal pore size micron 5 5
O.D., each in 2.75 2.75
Length, each in 40 40
Minimum filtration surface area, each
ft2 2 2
6 -8 .1mm
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Section 6
Treatment Process
Table 6 -4 (cont.)
Plant 150 Design Criteria Summary
Process Units Initial Ultimate
Perchlorate Treatment
System Flow gpm 41500 71000
System Type
Single -use ion
exchange
Single -use ion
exchange
System Configuration Lead /lag series feed Lead /lag series feed
Treatment Vessels
Vessel Diameter feet 12 12
Total Number 8 12
Maximum Flow Rate, each gpm 11125 11167
Maximum Hydraulic Loading Rate, each gpm /
ft2 12 12
Minimum Empty Bed Contact Time, each min 2.8 2.6
Minimum Resin Volume, each cubic feet 424 424
Resin Relaxation Water Handling System
Resin Relaxation Water Flow gpm
63 min @
150 max
63 min @
150 max
Resin Relaxation Water Equalization Tank
Equalization Storage Volume
Based on passing 3 bed volume through
one vessels)
gallons 91450 91450
Storage Tank Volume feet 101000 101000
Type of Tank Steel Steel
Resin Relaxation Return Pumping System
Type of Pump
Horizontal End
Suction
Horizontal End
Suction
Number 2 (1 duty, 1 standby) 2 (1 duty, 1 standby)
Capacity, each gpm 40 40
Total Dynamic Head feet 152 152
D_
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Section 6
Treatment Process
6 -10
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Section 7
Auxiliary Plant Facilities
7.1 Sodium Hypochlorite Generation and Feed Facilities
Sodium hypochlorite solution (0.8 percent percent concentration sodium
hypochlorite) will be generated on -site using an electrolytic generation system. The
system will provide 30 days of salt storage /bulk brine generation and five days of
hypochlorite storage at maximum ultimate flows and average dose. The hypochlorite
solution will be fed into the piping upstream of the storage reservoirs.
As a by- product of the sodium hypochlorite generation, the electrolytic process
generates hydrogen gas. The hydrogen gas is carried in solution to the hypochlorite
tanks where it subsequently off -gases into the headspace in the tank. Blowers will be
provided to dilute the hydrogen gas in the tank headspace to less than 25 percent
percent of the lower explosive limit (LEL -1 percent percent in air for hydrogen) and
force it out of the tank through a vent. Venting for the feed system will be provided
through the use of vented ball valves or butterfly valves. The suction side of the
metering pumps will be vented to the atmosphere above the level of the storage tanks.
It should be noted that the sodium hypochlorite system is not designed to chlorinate
the future 5,000 gpm of imported MUNI water. It is assumed that this water is
already chlorinated and has water quality compatible with Plant 150 finished water.
The hypochlorite storage and feed facility will be covered by a canopy and enclosed
by a containment wall and perforated metal paneling. Windows in the paneling will
allow operators to access pumps and mechanical equipment from the outside,
without having to enter the containment area.
Design Criteria
Design criteria for the disinfection system have been developed based on an assumed
minimum chlorine residual of 0.5 mg/ L, an average chlorine dose of 1 mg/ L, and a
maximum chlorine dose of 2 mg /L. Estimated chlorine feed is summarized in Table
7 -1.
Table 7 -1
Chemical Feed Rates
Flow -Dose Condition
Flow Rate Dose Chemical Feed Rate
gpm) mg /L as C12) for 0.8 percent NaOCI
Minimum Flow,
21000 0.5 7.5 gal /hrMinimumDose
Initial Average Day Flow, 21950 1.0 22 gal /hr
Average Dose
Initial Maximum Day Flow, 7,000 2.0 104 gal /hr
Maximum Dose
Future Average Day Flow, 71000 1.0 58 gal /hr
Average Dose
Future Maximum Day Flow, 121000 2.0 195 gal /hr
Maximum Dose
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7 -1
Section 7
Auxiliary Plant Facilities
7 -2
Estimated five day chemical storage requirements are shown in Table 7 -2. CDM
proposes two 5,500 - gallon tanks which will cover both the initial and ultimate 5 -day
storage requirements.
Table 7 -2
Five Day Chemical Storage Requirements for 0.8 percent Sodium H pochlorite
Flow Rate Chlorine Dose 5 -Day Chemical
Design Condition
gpm) mg /L as C12)
Storage Volume
gallons)
Initial Maximum Day Flow 71000 1 61300
and Average Dose
Future Maximum Day Flow 121000 1 101800
and Average Dose
In the event that the hypochlorite generator is out of service, sodium hypochlorite can
be delivered in bulk. Due to building code requirements, storage of 15 percent or 12.5
percent sodium hypochlorite should be limited to less than 500 gallons. It is
recommended that the District receive delivery of bulk hypochlorite in totes (typically
200 or 250 gallons) and dilute to 0.8 percent. A transfer pump and dilution panel will
be provided to facilitate transfer and dilution from the tote to the storage tank.
The tote can be permanently installed with hard piping of the pump and dilution
panel, or totes can be brought in on a temporary basis with flexible tubing used to
connect the tote, pump, and dilution panel. Permanently installed totes allow high
strength hypochlorite to be available at all times. However, the hypochlorite degrades
over time and would require periodic emptying (by transferring and diluting into the
bulk storage tanks) and re- filling. Temporary totes reduce maintenance requirements,
but may result in plant shutdown while awaiting delivery of the tote. These options
will be further evaluated during final design.
Table 7 -3 summarizes the conceptual level design criteria for the sodium hypochlorite
generation system.
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Section 7
Auxiliary Plant Facilities
Table 7 -3
Sodium Hypochlorite Generation System Design Criteria
Parameter Units Initial Ultimate
Minimum Chlorine Dose mg /L 0.5 0.5
Average Chlorine Dose mg /L 1 1
Maximum Chlorine Dose mg /L 2 2
Brine Storage
Tank Material FRP
No upgrade required
Capacity tons 9
Minimum Days of Storage days 30
Tank Diameter feet 7.5
Tank Height feet 7.5
Sodium Hypochlorite Generator Skid
Number 1
No upgrade required
Capacity Ibs /day 150
Water Usage gal/ lb
C12
15
Salt Usage Ibs/ lb
C12
3
Power Consumption kWh/ lb
C12
2
Basis of Design Mfr Siemens
Water Softener
Number 1 No upgrade required
Capacity, each gpm 10
Brine Feed Pumps
Number 2 (1 duty, 1
standby)
No upgrade required
Capacity, each gph 5
Hypochlorite Storage Tanks
Type HDXLPE
No upgrade required
Number 2
Capacity per Tank gal 51500
Minimum days of storage days 5
Tank Diameter feet 10
Tank Height feet 10.5
Basis of Design Mfr
Hydrogen Dilution Blowers
Number 2 No upgrade required
Capacity cfm 125
Pressure in. WC 4
Horsepower Hp 1/3
Drive Type Constant
Speed
Motor Enclosure TEFC
Basis of Design Mfr Siemens
D_
11_'
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7 -3
Section 7
Auxiliary Plant Facilities
Table 7 -3 (cont.)
Sodium Hypochlorite Generation System Design Criteria
Parameter Units Initial Ultimate
Sodium Hypochlorite Feed Pumps
Number of Duty Pumps 1 1
Number of Standby Pumps 1 1
Type Diaphragm Diaphragm
Feed Range gph 7 to 53 7 to 90
Capacity, each gph 77 180
Total Dynamic Head ft TBD TBD
Drive Type VFD VFD
Motor Enclosure TEFC TEFC
Basis of Design Mfr Wallace &
Tiernan
Wallace & Tiernan
Sodium Hypochlorite Transfer Pump
Number of Duty Pumps 1 No upgrade required
Number of Standby Pumps 1
Type Sealless
magnetic
drive
Feed Range (1) gpm 5.6-6.8
Capacity, each gpm 7
Total Dynamic Head ft TBD
Drive Type Constant
Motor Enclosure TEFC
Basis of Design Mfr TBD
1) Based on assumed dilution water flow of 100 gpm and 12.5 to 15 percent sodium hypochlorite solution.
7.2 Finished Water Storage
Finished water storage is provided by two 800,000 gallon storage tanks. Reservoir
sizing is based on finished water storage requirements for the Lower Zone. The Lower
Zone finished water storage requirements are summarized in Table 7 -4.
Table 7 -4
Reservoir Sizin g Criteria
Units Initial Future
Lower Zone Fire Storage Requirements MG 0.96 0.96
Emergency Storage Requirements Not applicable Not applicable
Operational Storage (6 hours at Max Day flow) MG 0.82 1.7
Total lower storage requirements MG 1.78 2.6
Available storage at P34 MG 1.0 1.0
Required additional storage in Lower Zone MG 0.78 1.6
Provided storage at P150 MG 1.6 1.6
The finished water storage tanks each include a center baffle to reduce the possibility
of short - circuiting and stagnant water. Table 7 -5 summarizes the design criteria for
the finished water storage tanks.
7 -4 ,rM
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Section 7
Auxiliary Plant Facilities
Table 7 -5
Finished Water Storage Tanks Design Criteria
Parameter Units Initial Ultimate
Storage Tank
Tank Type Above -Grade Steel
No future upgrades
proposed
Basis of Design Mfr TBD
Number 2
Capacity, each gallons 8001000
Diameter, each feet 77 No future upgrades
proposedSideWaterDepth, each feet 23
Center Baffle Wall
Height feet 25-27
No future upgrades
proposed
Material Welded steel
Basis of Design Mfr TBD
7.3 Finished Water Pump Station
As discussed in Section 5, the Finished Water Pump Station can boost water to the
Lower Zone using the Lower Zone pumps and transfer water to the Intermediate
Zone using the Intermediate Zone pumps. Table 7 -6 summarizes the design criteria
for the Finished Water Pump Station.
Table 7 -6
Finished Water Pump Station Design Criteria
Parameter Units Initial Ultimate
Lower Zone
Type of Pump Horizontal Split Case Horizontal Split Case
Number 2 (1 duty, 1 standby) 4 (3 duty — one at
2,000 gpm, two at
2,300 gpm, and one
2,300 gpm standby)
Capacity, each gpm 21720 21000 / 21300
Total Dynamic Head feet 218 300(l)
Maximum Pump Speed RPM 11785 11785
Pump Efficiency 80% 79%
Motor Horsepower hp 250 250 (2,000 gpm)
300 (2,300 pm)
Motor Speed RPM 11800 11800
Motor Enclosure Type TEFC (2) TEFC (2)
Drive Type VFD VFD
Pump Suction Size Inch 10 10
Pump Discharge Size Inch 6 6
Basis of Design Mfr and Pump
Model
Fairbanks Morse 2800-
HSC
Fairbanks Morse 2800 -
HSC
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7 -5
Section 7
Auxiliary Plant Facilities
we
Table 7 -6 (cont.)
Finished Water Pump Station Design Criteria
Parameter Units Initial Ultimate
Intermediate Zone
Magnetic
Number
Type of Pump Horizontal Split Case Horizontal Split Case
Number 3 (2 duty, 1 standby) 7 (6 duty — three at
2,000 gpm from initial
phase, three at 2,500
gpm, and one 2,500
m standby)
Capacity, each gpm 21000 21500
Total Dynamic Head feet 305 303
Maximum Pump Speed RPM 11785 11785
Pump Efficiency 78% 82%
Motor Horsepower hp 250 300
Motor Speed RPM 11800 11800
Motor Enclosure Type TEFC (2) TEFC (2)
Drive Type Constant Constant
Pump Suction Size Inch 10 10
Pump Discharge Size Inch 6 6
Basis of Design Mfr and Pump
Model
Fairbanks Morse 2800-
HSC
Fairbanks Morse 2800 -
HSC
1) Ultimate TDH assumes that portion of the 12 -inch pipeline along 6 Street, between Plant 150
and Tippecanoe, is replaced with a 24 -inch pipeline, or an equivalent parallel piping installation.
2) TEFC = Totally enclosed fan cooled
7.4 Flow Metering
7.4.1 Raw Water &Ion Exchange Treatment By -Pass (Influent)
Flow Monitoring
The incoming raw water will be metered using existing flow meters at the individual
wellhead sites. The flow by- passing the ion exchange treatment system will be
metered at an above -grade flow metering station as show on the drawings. Design
criteria are summarized in Table 7 -7.
Table 7 -7
Ion Exchange Influent Water Flow Metering
Parameter Units Criterion
Type Magnetic
Number 1
Minimum Flow gpm 21500
Maximum Flow gpm 51000
Size inch 12
Minimum Velocity ft/s 7
Maximum Velocity ft /s 14
Basis of Design Mfr and Model
Number Sparling FM -656
7.4.2 Ion Exchange System Vessel Flow Monitoring
Influent flow monitoring will be provided for each of the ion exchange vessel pairs.
The flow meters that are part of the ion exchange system are listed in Table 7 -8.
r
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Section 7
Auxiliary Plant Facilities
Table 7 -8
Ion Exchange System Flow Metering
Parameter Units Initial Ultimate
Type Magnetic Magnetic
Number 4 6
Minimum Flow gpm 625(l) 420(l)
Maximum Flow (one vessel pair out
of service)
gpm 11500 11400
Size inch 8 8
Minimum Velocity ft /s 4 2.5
Maximum Velocity ft /s 9.5 9.0
Basis of Design Mfr and Model
Number Sparling FM -656 Sparling FM -656
1) 2500 gpm split through four pairs of vessels
7.4.3 Finished Water Flow Monitoring
Flow discharge from both the lower zone and intermediate zone pump stations will
be measured at an above -grade flow metering station using magnetic flow meters.
The flow meter design criteria are summarized in Table 7 -9. No upgrades for the
ultimate flow condition are required.
Table 7 -9
Finished Water Flow Metering
Parameter Units Lower Zone Intermediate Zone
Type of Flow Meter Magnetic Flow Meter Magnetic Flow Meter
Number 1 1
Minimum Flow (initial flow condition) gpm 21300(1) 21300(l)
Maximum Flow (future peak flow) gpm 61580 131300
Size inch 14 18
Minimum Velocity ft /s 4.8 3
Maximum Velocity ft /s 13.7 16
Basis of Design Mfr and Model
Number Sparling FM -656 Sparling FM -656
1) One pump in service.
73 Emergency Standby Power Supply
This section summarizes the emergency standby power generation alternatives.
7.5.1 Generator Fuel
The choice of fuel for standby generators is an important first step in the electrical
power generator design. There are generally three fuel choices available: diesel,
natural gas, and liquefied petroleum gas. The following considerations apply in the
selection of fuel for standby generators:
Diesel fuel is generally recommended for standby generator applications. ASTM
D975 No.2 -D Grade diesel fuel is recommended for good starting performance and
maximum engine life. While diesel generator unit costs are competitive with spark
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7 -7
Section 7
Auxiliary Plant Facilities
ignited equivalent units running on either natural gas or liquefied petroleum gas
LPG), up to about 300kw units on automotive platforms, diesel engines are less
expensive for units over- 500kw. For example, the price for a 1000kw diesel
generator is about $250,000, while a similar natural gas unit is about $460,000. This
translates to approximately $630,000 price difference for three units. See budgetary
quotations from Caterpillar in Appendix B.
Natural gas fuel is economical, as well as LPG, especially in prime power or co-
generation applications, where available at required flow rates and pressure. This
cost advantage can only continue to improve in the future. However, in emergency
or standby generator applications, with minimal running hours of only 200
maximum per year, the fuel savings derived from using natural gas or LPG do not
offset the higher capital costs and maintenance costs associated with spark ignited
engines. A 1000kw natural gas generator burns approximately $120 of fuel per
hour of operation, while a similar diesel unit consumes about $330 of diesel per
hour. This totals to about $42,000 fuel cost difference per year in favor of natural
gas.
Natural gas and LPG engines have less toxic gas and particulate emissions to the
atmosphere than comparable diesel engines. Consequently getting standby diesel
units permitted by South Coast Air Quality Management District (SCAQMD) is
more difficult and more expensive. This trend can only continue in the future
against diesel units. See SCAQMD guidelines summary sheet for stationary
engines in Appendix B.
On -site fuel storage is required for diesel, typically in double walled tank, with
spill containment. Diesel however can be stored up to two years. A microbicide
may need to be added if fuel turnover is low, or if high- moisture conditions
promote growth of fuel microbes. An on -site backup LPG fuel supply may be
required for natural gas generator units used in emergency or standby power
supply systems. LPG generator units require on -site fuel storage as well.
7.5.2 Portable versus Stationary Generators
Stationary generators need to be permitted with SCAQMD, which restricts the
operation of diesel stationary engines to 50 hours per year, for maintenance and
testing, and a maximum of 200 hours per year total operation. Portable generators
need only to be registered with California Air Resources Board (CARB). However, a
portable engine that remains at the same facility location for more than 12 consecutive
rolling months or 365 rolling days, whichever occurs first, not including time spent in
a storage facility, shall be deemed a stationary engine. Furthermore, after January 1,
2007, the emission requirements on stationary and portable diesel emergency
generating units are essentially identical and harmonized. The SCAQMD guidelines
summary sheet for portable engines is in Appendix B.
7 -8 IMP
Nmv=Wl
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Section 7
Auxiliary Plant Facilities
7.5.3 Generators Near Schools
A portion of Plant 150 is within 500 feet from Curtis Middle School, at the northwest
corner of East 6th St. and Donna Dr. It is assumed that in the future a new school will
be located directly north of the Plant 150 site.
SCAQMD restricts operation of standby diesel generators to 50 hours per year for
maintenance and testing and a maximum of 200 hours per year total operation.
Operation beyond 50 hours per year for maintenance and testing is allowed only in
the event of a loss of grid power, or up to 30 minutes prior to a scheduled rotating
outage.
In addition, SCAQMD Rule 1470 states that new generators located within 500 feet
from a school shall be limited in non - emergency operation from 7:30 a.m. to 3:30 p.m.
on days when school is in session, or if less than 328 feet, from 7:30 a.m. to 4:30 p.m.
on days when school is in session, unless control equipment is in place (diesel
particulate filter, for instance) when the hours would be from 7:30 a.m. to 3:30 p.m.
Rule 1401 -1 exempts ICE certified diesel engines subject to Rule 1470 from Rule 1401 -1
risk calculations. Since the facility is a potable water plant, not a wastewater plant,
the emergency generator engines are likely to be the only units in the facility subject
to SCAQMD permitting. Therefore, risk calculations as part of the permit
applications is not expected to be necessary. However, Rule 1470, paragraphs
d)(1)(C)(ii),, (iii), (iv), and (v) require the applicant to submit the information that
would be necessary to calculate toxic dispersion from the engine to the school site.
SCAQMD may use this information to calculate health risk values at the school, and
could potentially limit the number of hours of operation for maintenance and testing
to less than 50 hours per year. SCAQMD may also use this information to require that
an emission control device (diesel particulate filter) be installed on the engines to
reduce particulate matter emissions.
7.5.4 Recommendation
Although, natural gas powered stand -by power generation is the easiest to be
permitted, validity of this alternative for this application is questioned due to its
higher costs and to vulnerability of the natural gas supply system during events such
as earthquake, which is one of the major drivers for the standby power supply. The
District shall further evaluate potential permitting issues associated with the
installation of diesel generators at this site during detailed design .
7.6 Operations Building
The operations and control facilities for Plant 150 will be located in the Operations
Building. The Operations Building will provide approximately 1,600 square feet of
space.
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7 -9
Section 7
Auxiliary Plant Facilities
The building will include the following:
Corridor
Control room.
Field laboratory.
Electrical room.
Rest room and custodian closet.
Design criteria for the Operations Building are located in Section 8.
7.7 Fencing and Facility Physical Security
In December 2006, the American Society of Civil Engineers (ASCE), the American
Water Works Association (AWWA), and the Water Environment Federation (WEF)
issued draft Guidelines for the Physical Security of Water Utilities. These guidelines
were issued for trial use.
The guidelines recommend working from the system's existing vulnerability
assessment document. CDM has not reviewed the District's vulnerability assessment.
However, it is assumed that the primary threats to site security are vandals.
The general recommended security approach for a vandal threat is to place physical
barriers between the assets and public areas and allowing for visual detection of
intruders.
CDM's recommendations for enhancing site security are summarized in Table 7 -10.
7 -10 IMP
MMV Mwl
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Section 7
Auxiliary Plant Facilities
7.8 On -Line Water Quality Monitoring
On -line free chlorine residual monitors will be provided. One chlorine residual
monitor will be provided for discharge to the lower zone and one chlorine residual
monitor for the intermediate zone discharge. Chlorine residual monitors will be
located outdoors adjacent to the finished water flow metering station.
7.9 Summary of Design Criteria for Auxiliary Facilities
Table 7 -11 summarizes the design criteria for the auxiliary facilities at Plant 150.
Table 7 -11
Plant 150 Design Criteria Summary
Process Units Initial
Plant Capacity
Hydraulic Capacity gpm 71000
Perchlorate Treatment Capacity gpm 41500
Chemical Storage and Feed
Minimum Chlorine Dose
Maximum Chlorine Dose
Sodium Hypochlorite Generator
Number
Capacity
Water Usage
Salt Usage
Power Consumption
Salt Storage /Brine Generation Tank
Type
Capacity
Minimum Days of Storage
Brine Feed Pumps
Number
Capacity, each
Sodium Hypochlorite Storage Tanks
Type
Number
Total Capacity
Minimum days of storage
Hydrogen Dilution Blowers
Number
Capacity
Pressure
Motor Horsepower
mg /L 0.5
mg /L 2
days 30
1
Ibs /day 150
gal/ Ib C12 15
Ibs/ Ib C12 3
kWh/ lb
C12
2
FRP
tons 9
days 30
2
gph 5
HDXLPE
2
gallons 111000
days 5
1
scfm TBD
hp 0.5
Ultimate
171000
7,000
0.5
2
1
150
15
3
2
FRP
9
30
2
5
HDXLPE
2
111000
5
1
TBD
0.5
cm 7 -13
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Section 7
Auxiliary Plant Facilities
7 -14
Table 7 -11 (cont.)
Plant 150 Des' n Criteria Summary
Process Un'ts I Initial
Sodium Hypochlorite Feed Pumps
Number
Type
Capacity, each
Maximum Discharge Pressure
Finished Water Storage and Disinfection
Finished Water Storage Type
Number
Capacity, each
Diameter, each
Side Water Depth, each
a
gallons
feet
feet
2 (1 duty, 1 standby)
Diaphragm
60
145
Above -Grade Steel
Tanks
2
8001000
77
23
Ultimate
2 (1 duty, 1 standby)
Diaphragm
90
145
Above -Grade Steel
Tanks
2
001000
77
23
Finished Water Pumping
Lower Zone Pumps
Type
Horizontal Split
Case
Horizontal Split
Case
Number 2 (1 duty, 1 standby) 4 (3 duty, 1 standby)
Capacity, each gpm 21720 21000 / 21300
Total Dynamic Head feet 218 299(1)
Motor Horsepower hp 250 250/300
Intermediate Zone Pumps
Type
Horizontal Split
Case
Horizontal Split
Case
Number 3 (2 duty, 1 standby) 7 (6 duty, 1 standby)
Capacity, each gpm 21000 21000 / 21500
Total Dynamic Head feet 305 303
Motor Horsepower hp 250 250/300
1) Ultimate TDH assumes that portion of the 12 -inch pipeline along 6
th Street, between Plant 150 and Tippecanoe is
replaced with a 24 -inch pipeline.
r
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Section 8
Design Standards
This section describes the key design standards and criteria for each engineering
discipline as they relate to the proposed Plant 150. The disciplines discussed include
civil, geotechnical, architectural, structural, process mechanical, building mechanical
HVAC, plumbing, and fire protection), electrical, and instrumentation and controls.
8.1 Civil
This section lists the general civil design codes and standards that will be used in the
final design phase of the project.
8.1.1 Applicable Codes, Standards, and References
The following are the primary documents that will be used for the civil design of the
project. Where conflicts occur between two or more of the documents presented, the
Engineer of Record will make the determination of which shall apply.
EVWD Standard Requirements for the Design and Processing of Sanitary Sewer
Plans
EVWD Standard Specifications for the Furnishing of Materials and the
Construction of Sanitary Sewers
EVWD Standards for the Plan Preparation and Processing of Water Facilities
EVWD Standard Specifications for the Furnishing of Materials and the
Construction of Water Facilities
County of San Bernardino Hydrology Manual (1986)
American Concrete Pipe Association (ACPA) Concrete Pipe Design Manual
American Society of Civil Engineers (ASCE) Standards
American Society of Mechanical Engineers (ASME), Codes and Standards
American Society of Testing and Materials (ASTM) Standards
American Water Works Association (AWWA) Standards
AWWA M11 Steel Pipe - A Guide for Design and Installation
AWWA M23 PVC Pipe - Design and Installation
AWWA M41 Ductile -Iron Pipe and Fittings
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8 -1
Section 8
Design Standards
8 -2
Environmental Protection Agency (EPA) Technical Bulletin EPA - 430 -99 -74 -001,
Design Criteria for Mechanical, Electric, and Fluid System and Component
Reliability, "Reliability Class I"
8.1.2 Existing Site Conditions
The project site is bounded on the north and south sides by 6th Street and 5th Street,
respectively. The site is bounded on the west side by Del Rosa Ave. The property is
located in the city of Highland, in San Bernardino County, California. The existing site
is undeveloped. It is currently being used as a laydown area for the construction of
the Sterling and 6th Street Pipelines.
8.1.3 Design Criteria
The following general design criteria will apply to the civil improvements at Plant
150.
Surveying
During the conceptual design study, a boundary survey and topographic survey was
performed by Associated Engineering in April 2006. The benchmark used for the
survey was National Geodetic Survey Benchmark Number P 523, at an elevation of
1070.20 feet. The benchmark is located at the corner of Tippecanoe Avenue and 6th
Street. The basis of bearings for the mapping effort was the centerline of 5th Street,
shown as N89o57'37 "W on Tract No. 9742, M.B. 149/52 -54.
Some topographic features have changed on the site due to laydown and staging for
the construction of the Sterling and 6th Street Pipelines. It is assumed that the site will
be restored to its original layout prior to construction of Plant 150; therefore, no
further topographic surveys should be needed.
Yard Piping
Process Water: Below -grade process water lines will be cement mortar lined ductile
iron, Class 50 in accordance with AWWA C151 suitable for pressures up to 150 psi.
Joints will be mechanical joints with either restraints or thrust blocks as appropriate.
At a minimum, the pipe will be encased in polyethylene for corrosion resistance with
additional corrosion control applied as necessary. Valves will be butterfly type in
accordance with AWWA C504 and will include a valve box and buried manual
operator. The design of all process water lines will also conform to the District's
water system design standards referenced above. Table 8 -1 summarizes the yard
piping design criteria for process water systems.
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Section 8
Design Standards
Table 8 -1
Yard Piping Design Criteria — Process Water
Material Cement Mortar Lined Ductile Iron (AWWA C151, Class 50)
Joints Mechanical
Joint Restraint Restrained joints or thrust blocks
Corrosion Protection Polyethylene encasement (AWWA C105)
Maximum Design Velocity 8 feet per second
Valves Butterfly (AWWA C504)
Sanitary Sewer: A new sewer will be installed to convey sewage from the Operations
Building to the City of San Bernardino Municipal Water Department sewer system
located in 6th Street. The determination of the type of sewer will be based on
coordination with the City as well as the allowable flow rate and the connection
elevation. At a minimum, the new line will be designed in accordance with EVWD
sewer design standards referenced above.
Storm Drains: It is assumed that no storm drains will be needed on the Plant 150 site.
However, if deemed necessary, storm drains will be reinforced concrete pipe (RCP).
The pipes will be sized based on criteria presented in the San Bernardino County
Hydrology Manual.
Grading, Paving, and Drainage
Grading will be performed to accommodate the new treatment facilities and maintain
current drainage away from all structures. Slopes will generally be at a 2:1 maximum,
and other surfaces will have a minimum slope of 2 percent if unpaved and 1 percent if
paved, wherever possible. Guard posts will be provided around structures that could
be subject to damage from vehicular traffic and moving equipment. Full access to the
site will be provided in accordance with American Disability Act (ADA) Guidelines,
where applicable.
A paved access road will provide access around the site. There will be a parking area
at the north end of the site (6th Street). Curb, gutter and sidewalk will be installed
around the site on 6th Street, Del Rosa Drive, and 5th Street between the road and the
fence surrounding the site. All paving and sidewalks will be designed per the City of
Highland Improvement Standards. A minimum 10' setback will be provided inside
the site between the fence and any above ground piping or buildings. The remaining
portion of the site that is not being developed will remain as is.
Dust and Erosion Control
Dust and erosion control during construction will be addressed in the Technical
Specifications developed during the detailed design phase. Controls will be provided
as needed to minimize adverse consequences to neighboring properties, residents,
and to comply with environmental regulations.
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8 -3
Section 8
Design Standards
8 -4
8.2 Geotechnical
This section describes the general geotechnical design standards and criteria that will
be used in the final design phase of the project. A detailed geotechnical
memorandum is provided in Appendix C.
8.2.1 Applicable Codes, Standards, and References
The following codes and guidelines will be used to provide criteria for geotechnical
and foundation design of the Plant 150. Where conflicts occur between two or more of
the documents presented, the engineer of record will make the determination of
which shall apply. These design criteria provide minimum requirements and will be
used as a guide in the design and construction of all facilities.
2007 California Building Code
2006 Standard Specifications for Public Works Construction
California Division of Mines and Geology (CDMG) Fault Rupture Hazard Zones in
California, Special Publication 42
CDMG Guidelines For Evaluating and Mitigating Seismic Hazards in California,
CDMG Special Publication 117
Southern California Earthquake Center (SCEC) Recommended Procedures for
Implementation of DMG Special Publication 117 - Guidelines for Analyzing and
Mitigating Liquefaction in California
8.2.2 Existing Geotechnical Conditions
The general site areas are part of a gently sloping alluvial plain within the San
Bernardino Valley located south of the San Bernardino Mountains. The plain is
predominantly composed of alluvium deposited by rivers and creeks that drain from
the nearby mountains. Based on the generalized geology map presented in the City of
Highland General Plan, younger undifferentiated alluvium consisting of
unconsolidated gravel, sand and silt underlies the site.
Previous environmental reports indicated that the site was used as farmland from the
late 1930's to at least the mid 1950's (LOR Geotechnical Report, 2004). Minor amount
of trash and debris were also noted. No structural developments have reportedly
taken place but there may be unknown buried features like dry wells common to
agriculture uses of the time. At the time of our reconnaissance and recent geotechnical
investigation in May 2008, several mounds of undocumented fill were encountered
across the western half of the site. We understand that the fill originated from
construction excavation for other projects in the area and was temporarily stockpiled
at the site. The mounds generally ranged from less than 5 feet to more than 10 feet
high. In addition, the southern half of the site was also used to stockpile pipes
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associated with other EVWD's pipeline projects. In general, the site was vacant and
lightly vegetated with grass and weed.
Underneath the fill, the site is generally underlain by alluvial soils consisting of
predominantly loose to very dense, poorly- graded sand (SP), slightly silty sand with
silt (SP -SM, SW -SM), and silty sand (SM) to the maximum depth explored of about
51'/z feet below ground surface (bgs). Based on our borings, varying amounts of fine
and coarse gravel was present within the alluvial soils. In addition, lenses of stiff
sandy silt (ML) and clay (CL) and layers of medium dense to dense gravel and
slightly silty gravel (GP, GP -GM) were also encountered. It should be noted that the
undocumented fill as well as the upper soils below the original grade (within three to
five feet) are likely non uniform and loose due to previous farming activities.
Groundwater was not encountered during drilling. Based on our review of
groundwater information at the site vicinity, groundwater level is expected to be
greater than 75 feet below ground surface.
The site is situated within a seismically active region of southern California. Although
the site is not located within a currently designated State of California Alquist- Priolo
Earthquake Fault Zone (Previously known as Special Studies Zones prior to January
1, 1994), there are a number of nearby faults which could produce significant ground
shaking at the site during a major earthquake. The San Andreas fault is located
approximately 3.2 miles northeast of the site. San Jacinto fault (San Bernardino
segment) is located approximately 3.9 miles southwest of the site. Earthquake
intensities will vary throughout the region, depending upon the magnitude of the
earthquake, the distance from the causative fault, and the type of material underlying
the site. The site will probably be subjected to at least one moderate to severe
earthquake during the next 50 years that will cause strong ground shaking.
8.2.3 Summary of Facility Foundation Criteria
The site is not located within a delineated fault zone and no known major surface
fault crosses through or extends towards the site. The potential for surface rupture
resulting from the movement of a previously unrecognized fault is not known with
certainty but is considered very low.
Due to the proximity of several active faults to the site, significant ground shaking
is anticipated during a seismic event. However, soil liquefaction, lateral spreading,
and seismically induced settlements and other seismic hazards are not anticipated
to have any significant effect at the site.
The undocumented fill currently stockpiled at the site and the upper three to five
feet of the on -site soils are likely to be loose and non - uniform due to previous
farming activities. These upper soils are not suitable for support of structures
without the potential of experiencing detrimental differential settlement. The
undocumented fill and the upper soils should be removed and replaced as
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compacted fill. The proposed structures may then be supported on shallow
continuous or spread footings or a reinforced concrete pad foundation bearing on a
zone of compacted fill or the competent alluvial soil.
Footings may be designed for a net allowable bearing capacity of 2,000 psf. .
Continuous and isolated spread footings should be founded at least 18 inches
below the lowest adjacent grade and should be at least 18 inches and 24 inches
wide, respectively.
The reservoir should be supported on ringwall foundation on at least 3 feet of
engineered fill compacted to at least 95 percent relative compaction in accordance
with ASTM D1557.
The concrete pad (ion exchange vessels) may be designed for a net allowable
bearing capacity of 1500 psf.
The existing soils are predominantly granular and non - expansive. The site soil is
suitable for use as fill provided that it is free of debris, asphalt, vegetation, and
other deleterious materials.
8.2.4 Recommended Additional Geotechnical Investigation
Based on the geotechnical investigation completed to date and our understanding of
the site geology, the subsurface condition appears fairly uniform across the site. It is
our opinion that additional geotechnical investigation is not anticipated for final
design of the proposed facility provided that the structural layout does not deviate
significantly from the current plan. However, the geotechnical data and preliminary
recommendations should be further reviewed during final design to confirm the
validity of the foundation design criteria is applicable. Supplemental
recommendations will be provided as appropriate to reflect final project features not
incorporated at this time.
8.3 Architectural
The new facilities will be designed in compliance with the 2007 California Building
Code, California Code of Regulations, Title 24, Parts 2, Volumes 182, (based on the
2006 International Building Code) including adopted supplements and amendments,
and structural and seismic design criteria and requirements stipulated by that code.
Additional building standards will encompass:
Title 15 BUILDINGS AND CONSTRUCTION of the City of Highland Municipal
Code
Part 3 - 2007 California Electrical Code based on the 2005 National Electrical Code
of the National Fire Protection Association (NFPA)
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Part 4 - 2007 California Mechanical Code based on the 2006 Uniform Mechanical
Code of the International Association of Plumbing and Mechanical Officials
IAPMO)
Part 5 - 2007 California Plumbing Code based on the 2000 Uniform Plumbing Code
of the IAPMO
Part 6 - 2007 California Energy Code
Part 9 - 2007 California Fire Code based on the 2006 International Fire Code by the
International Code Council
8.3.1 Architectural Treatments
Operations Building
The Operations Building structure will be a single story, slab -on- grade, pre -
engineered metal building. It will be nominally 40 ft x 40 ft with varying interior
finished clear heights. This building will be classified as Use Group "B ", Business
Occupancy. The pre- engineered building should be furnished and installed complete
with all structural steel frame members, bracing, purlins, girts, eave struts,
supplementary framing, roof and wall panels, building insulation, trim, gutters,
downspouts, flashing, metal doors and windows, glazing, louvers, finish hardware,
cutouts, caulking, sealants, and all accessories herein specified for a complete and
functional building structure, ready for HVAC, process, and other installations and
uses. The main functions of this facility will include a Water Quality Laboratory,
Operations/ Control Room, Toilet Room, Corridor, and Electrical Room.
The Water Quality Laboratory will contain all necessary equipment and utilities to
operate as such. Some of this furnished will include Laboratory -Grade Casework
with Black Phenolic Laboratory Countertops. There will be approximately 20 lineal
feet of upper and lower cabinetry with adjustable shelves and locking doors. There
will be a Phenolic resin Sink with one hot/ cold faucet. A safety shower &eye wash
with tepid water in water containing area with drain) and wall- mounted first aid kit
will also be required. The Lab will also have various data and power outlets for
flexibility of placing owner - supplied equipment. The flooring will be standard VCT
12xl2xl/8") with painted drywall partitions. The ceiling will be moisture- resistant
standard lay -in type 2x4.
The Operations/ Control Room will house all monitoring systems as outlined in the
Instrumentation and Electrical Design criteria. The basis of architectural design shall
include a network computer and individual workstation, a monitor/ computer for
security, approximately 50 lineal feet of built -in work surface to support collateral
equipment and flexibility of placement by owner - supplied equipment. The flooring
will be static dissipative VCT (12x12x1/8 "). With painted drywall partitions. The
ceiling will be moisture- resistant standard lay -in type 2x4.
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The Unisex Toilet Room shall contain fixtures and required clearances set forth by the
ANSI A117.1 / ADA guidelines for Accessibility as well as following Chapter 11 of the
2007 CBC. Fixtures included are a roll -in shower unit, lavatory, water closet, and mop
sink. Also included will be a mirror, grab bars, toilet tissue dispenser, trash receptacle,
soap dispenser, coat hooks, and a 4 -foot long bench. The flooring in this area will be
ceramic the turned up to approximately 6 -feet above floor line and painted drywall
above. The ceiling will be moisture- resistant drywall as well.
The Corridor will serve as an oversized hallway where general storage and circulation
will occur. There will also be three (3) full height expanded metal lockers at 18 "x18"
and awall- mounted water (drinking) fountain (also ADA Accessible). The flooring
will be standard VCT (12xl2xl/8") with painted drywall partitions. The ceiling will
be moisture- resistant standard lay -in type 2x4. the walls and doors between the
corridor and other rooms will be 1 -hour rated construction similar to UL Design
U419 and will extend to structure/ deck above.
Lastly, the Electrical room will house all equipment listed in the Electrical and
instrumentation portion of this report. The flooring will be exposed, sealed concrete
and will have exposed structure (no ceiling). The interior partition wall will also be
constructed of 1 -hour rated construction (UL #U419) and will extend to
structure/ deck above. The Electrical Room side of this wall will also be sheathed
with 4- footx8 -foot sheets of 3/4" Fire retardant plywood for ease of mounting controls.
Sodium Hypochlorite System
The Sodium Hypochlorite Area will also be configured as a single story, slab -on-
grade with secondary containment, pre- engineered metal structure. It will be a four -
sided, covered, with an interior clear height of 26 ft. The building will be constructed
of perforated metals plates (aluminum or 316 stainless steel). The sodium
hypochlorite generator will be in a separate room/ building and will not be
constructed of the perforated metal. The chemicals stored in this area include:
0.8 percent ( %) Sodium Hypochlorite (Two 511500 -gal tanks)
Due to the low solution of chemicals being stored, this enclosure will not be classified
as a Hazardous occupancy, but as a Factory/ Industrial (F -2) occupancy. Exterior
walls will need to maintain a 1 -hour fire rating where other structures or property
lines are within 10 feet. Where these extend over 10 feet of separation, then no rating
is required. It should be noted that to maintain the non - hazardous occupancy
classification, bulk delivered sodium hypochlorite (12.5 or 15 percent) storage should
be limited to no more than 500 gallons.
The chemical containment area will also be provided with a standard Chemical
Resistant Coating (CRC) to maintain the durability and strength of the concrete.
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8.3.2 Architectural Design Criteria
The following sections describe general architectural design criteria that should be
followed in the final design and construction of the new facilities.
Quality Assurance
The Installer shall demonstrate a minimum of 5 years experience in the erection
and construction of pre- engineered metal building systems consistent with the
design and complexity of the type required for this project. Certification from the
systems manufacturer that the erector is qualified on the specific system employed
will be required.
The Manufacturer shall be a member in good standing of the Metal Building
Manufacturer's Association (MBMA), and shall demonstrate a minimum of 5 years
experience in the manufacture of pre - engineered metal building systems consistent
with the design and complexity of the type required for this project.
The Installer and/or supplier shall demonstrate that all components, including
structural framing, wall and roof covering, and auxiliary components have been
secured from one single manufacturer.
Building Systems
Roofing system: Manufacturer's standard metal standing seam roof shall be
factory formed 24 gage (minimum) ASTM A525 G90 galvanized roll formed steel
sheets, designed for mechanical attachment using concealed clips. Width is
manufacturer's standard 16" or 24" width. Panels are to be pref finished with a
Kynar based coating product, in color selected by Owner. Panel lengths are to be
maximized to reduce end laps. Panels are to be factory prepunched for fasteners.
End clips are to allow thermal movement. The roof will be a low slope roof as
required by code, with perimeter gutters and downspouts that will drain onto
splashblock(s) at grade.
Exterior walls: Field assembled and insulated fluted steel panels attached to steel
framing members using a concealed fastener system. Wall panels shall be
fabricated from 26 gage (minimum) structural quality zinc coated steel sheets.
Prefinish panels with three coats of a fluoropolymer based coating product, in color
selected by Owner.
Insulation: White reinforced poly -faced fiberglass bats. Manufacturer's standard
system, if equal or greater, may be substituted with Owner's approval. Roof
insulation shall meet, or exceedR- values set forth in the 2007 California Energy
Code (R -19 for roof and R -13 for exterior walls) . The walls surrounding the Toilet
Room will also include a 3-1/2" acoustical batt insulation for sound attenuation.
Doors and hardware: Doors and hardware will be fire rated where required and
exterior corridor door shall be fully glazed. Interior partition doors to Operations
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Room and Lab shall be flush with a 12" sidelight. Interior Toilet and all Electrical
Room doors shall be flush. Hardware will include fully mortised locksets lever -
style, ADA_ accessible handles with functions per room requirements. The
electrical room doors shall be equipped with fully mortised rim -type exit devices
and the double -door shall have concealed vertical -rod exit device. All doors will be
equipped with automatic closers. All exterior doors will have thresholds, perimeter
gasketing and door bottom sweeps. The double -door will also have a door
astragal.
Windows: Windows shall be fixed with thermally broken aluminum raining with
1" insulated (double -pane) glass unit with low -e coating,. Window design shall
meet or exceed Title 24 requirements and AAMA performance standards and will
meet or exceed values in the 2007 California energy code for efficiency. These
values are .47 (u-value),.36 non -North SHGC, and .51 North SHGC.
Coatings: All coatings and/or painting systems listed herein shall meet or exceed
CARB FCM for VOC units. All exterior non - submerged coatings shall utilize a 3-
coat system [zinc -rich primer (MDFT 3.0), polyamidoamine epoxy (MDFT 3.0), and
waterbased aliphatic polyurethane (MDFT 2.0)]. Hi -build floor system, where
applicable, for CRC shall be 3 -coat system [modified polyamine epoxy (MDFT 6.0),
modified polyamine epoxy (MDFT 6.0), and aliphatic polyester polyurethane with
glass beads for friction /tread surface (MDFT 2.0)].
Manufacturer's standard building components may be used, provided components
and complete structure conform to the overall design indicated and to specified
requirements.
8.4 Site Landscaping
Landscaping Systems
Hardscaping: Standard asphaltic mixture conforming to all regulatory standards
shall consist of a Prime (tack) coat of liquid asphalt and mineral aggregate
topcoat(s) 1 /2 -in maximum size. A total minimum depth shall be achieved for H-
20 loading criteria. All sidewalks, curbing, and equipment pads/ miscellaneous
hardscaped areas are to be poured concrete; thicknesses as required for conditions.
Fencing: Fencing used at the North, South East and partial West Perimeter of the
site (property lines) is to be 6 -foot high (by approximately 2,000 lineal feet) anti-
climb ornamental iron fencing with bent top rungs. The remaining portion of the
East property line shall be 6 -foot high barbed -wire topped chain -link fencing.
Soundwall: As a result of the high levels of noise generated by the equipment
located outdoors within proximity to neighboring structures off -site, a sound
attenuating structure to help mitigate the sound travel over the open terrain will
be provided. This structure will consist of a 25 -ft high reinforced concrete
masonry (CMU) wall between the two finished water storage reservoirs.
8-10 CD11A
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Landscaping: The landscaping included on this facility would mainly be a focus
around the perimeter fencing along the street sides (North, South, and East) . The
landscaping greenery chosen shall be a uniform mixture of trees, shrubs, and
grasses that serve as both screening/ privacy elements as well as noise barriers.
Approximate number and type of landscaping is as follows:
TREES:
50 Callistemon Viminallis /Weeping Bottlebrush (low- branched)
50 Geijera Parviflora /Australian Willow (tree form)
SHRUBS:
200 Calistemon V. 'Little Johri /Dwarf Bottlebrush (flowering)
300 Helictotrichon Sempervirens /Blue Oat grass (groundcover)
300 Lantana H. 'Lemon Swirl' /Yellow Lantana (flowering groundcover)
GRASSES &STONE:
10,000 square feet Dwarf Tall Fescue (between sidewalks and road)
20,000 square feet Mulch- crushed Stone mulch (between sidewalks and fencing)
8.5 Structural
This section describes the structural and seismic codes and design standards that will
be used for the final design phase of the project.
8.5.1 Applicable Codes, Standards, and References
The following codes and criteria will be used for the final structural design. Where
conflicts occur between two or more of the documents presented, the engineer of
record will make the determination of which shall apply. These design criteria
provide minimum requirements and will be used as a guide in the design and
construction of all facilities.
American Association of State Highway and Transportation Officials (AASHTO)
Standard Specification for Highway Bridges -for Vehicle and Traffic Loads
The American Concrete Institute (ACI), ACI 318-05/ACI 318R -05 - Building Code
Requirements for Structural Concrete
ACI 350- 01/350R -01 -Code Requirements for Environmental Engineering Concrete
Structures
ACI 350.3 -01 - Seismic Design of Liquid- Containing Concrete Structures
American Institute of Steel Construction (RISC) - Manual of Steel Construction,
Thirteenth Edition
American National Standards Institute/ American Society of Civil Engineers
ANSI/ ASCE), ASCE 7 -05 - Minimum Design Loads for Buildings and Other
Structures
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American Water Works Association (ANSI /AWWA), AWWA D100 -96 Welded
Steel Tanks for Water Storage
American Welding Society (AWS):
Structural Welding Code -Steel D1.1
Structural Welding Code - Aluminum D1.2
Structural Welding Code -Sheet Steel D1.3
Structural Welding Code - Reinforcing Steel D1.4
California Building Code (CBC), 2007 Edition
Code of Federal Regulations, 29 CFR Part 1910, Occupational Safety and Health
Administration (OSHA)
International Building Code (IBC), 2006 Edition - Seismic Criteria
American Institute of Steel Construction (RISC) - Specifications for Structural Steel
Buildings
American Iron and Steel Institute (AISI) Specification for Design of Cold- Formed
Steel Structural Members.
Metal Building Manufacturer's Association (MBMA)
8.5.2 Materials
Concrete
Class A Concrete: f'c = 2,500 pounds per square inch (psi) for concrete fill, duct
encasement, piping thrust blocking and where noted
Class B Concrete: f'c = 3,000 psi where noted (miscellaneous site civil structures)
Class D Concrete: f'c = 4,000 psi for all structural concrete, unless otherwise noted
Reinforcing Steel: ASTM A615, Grade 60
Steel
Structural wide -flange shapes: ASTM A992
Other structural shapes: ASTM A36
Structural plates and bars: ASTM A36 or ASTM A572, Grade 50
Structural steel tubes: ASTM A500, Grade B
8-12 CDM
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High- strength steel bolts: ASTM A325, minimum 5/8-inch in diameter, unless
noted otherwise
Embedded anchor bolts: ASTM F1554, Grade 36, minimum 3/4 -inch in diameter,
unless noted otherwise
Welding electrodes: 70 thousand pounds per square inch (ksi)
Aluminum
Structural shapes and plates: Alloy 6061 -T6
Extruded aluminum pipe: Alloy 6063 -T6
Fasteners: Type 316 stainless steel with proper dielectric isolation
8.5.3 Design Loads
The following sections describe the design loads that will be used during the final
design phase of the project. Loads that will be considered include: dead loads, live
loads, wind loads, seismic loads, soils loads, and combined loads.
Dead Loads
Dead loads will consist of the weight of the structure and all equipment.
Live Loads
Live loads will consist of uniform live loads and equipment live loads. Uniform live
loads are assumed to be sufficient to provide for movable and transitory loads such as
the weight of people, small equipment, and stored materials. These uniform live
loads need not be applied in addition to equipment loads to floor areas that will be
permanently covered with equipment. Equipment room floors will be designed for
the uniform live load or actual equipment load, whichever is greater.
Uniform and concentrated live loads will conform to CBC Section 1607. Loadings for
typical uses are as shown in Table 8 -2.
Table 8 -2
Uniform and Concentrated Live Loads
Use or Occupancy
Uniform Load
Ib /sf)
Concentrated Load
lbs)
Office Areas 50 21000
Office File Rooms 125
Stora e Areas (Light) 125
Storage Areas (Heavy) 250
Catwalks and Stairways 100 300
Personnel Assembly Areas, Lobbies and Exits 100
Equipment Room Floors 250
Roofs (non- concrete) 20
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Table 8 -2 (cont.)
Uniform and Concentrated Live Loads
Use or Occupancy
Uniform Load Concentrated Load
Ib /sf) lbs)
Roofs (concrete) 50
Process Area 200
Unrestricted Vehicular Areas 300
Notes:
1. Unless the material stored justifies a higher uniform load.
2. Apply concentrated load to stair tread only.
3. Refer to equipment manufacturer's drawings for concentrated load.
4. Use AASHTO HS 20.
Loads on vehicle barriers will conform to IBC Section 1607.7.3.
Wind Loads
Wind loads will conform to the requirements of ASCE 7 -05.
Basic wind speed (3 second gust wind speed): 85 mph
Exposure category: C
Importance factor: 1.15
Seismic Loads
Site - specific recommendations are provided by Converse Consultants Inland Empire
CCIE) Geotechnical Report, CCIE Project No. 92 -81- 460 -02, dated April 1993, and
modified to current codes per CDM.
Site class D
Site Specific Ground Accelerations: SDS = 1.10, SD1 = 1.00
Seismic use group: II
Importance factors: I = 1.25, Ip = 1.50
Seismically induced hydrodynamic loads will be considered in the design of water-
retaining structures. Hydrodynamic loads include forces produced by accelerations
of the mass of the contained liquid (impulsive forces) and forces produced by
oscillations (sloshing) of the liquid within the tank (convective forces). One half of the
impulsive and convective forces will be applied to each opposite wall of the
containment structure.
Vibration
Vibration of equipment will be accounted for in the design of all support structures.
Basic guidelines that will be considered while developing vibration loads are as
follows:
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Mount all rotating equipment on concrete foundations or concrete support
systems.
Recommend use of vibration isolators or dampeners, where appropriate.
Consult with manufacturers to obtain recommendations, frequencies, and
unbalanced loads.
Vibration analysis parameters per ACI 350.4R -04.
Where possible, provide a concrete base on grade with a mass equal to ten times
the rotating mass of the equipment or a minimum of three times the gross mass of
the machine, whichever is greater. Where this is not possible or practical, vibration
will be considered when designing the support structure.
To minimize resonant vibrations, the ratio of the natural frequency of the structure
to the frequency of the disturbing force should be kept out of the range from 0.5 to
1.5, preferably above 1.5 per ACI 350.4R.
Use embedded anchor bolts for anchorage to concrete foundations if possible. Do
not use drilled -in anchors other than epoxy - grouted unless approved by the
structural engineer.
Where metal supporting systems are used, use high- strength bearing bolts
adequately torqued for member connections.
Use steel support beam depths greater than 1/20 of the span.
Rotating equipment will be tested for vibrations and results recorded for future
preventative maintenance.
Soil Loads
Recommendations are provided in CDM's geotechnical report included in this report.
Loading Combinations
Applicable loads will be combined per requirements of ACI 350 for concrete
structures under static loads and per requirements of IBC or CBC for other conditions.
When the strength design method is used to analyze or design a concrete structure,
the environmental durability factors presented in ACI 350, Section 9.2.8 for
environmental structures will be used in the analysis or design.
8.5.4 Stability Requirements
Resistance to sliding may include frictional resistance between the soil and base of the
structure, the frictional resistance between the below -grade walls and surrounding
soil, as well as passive pressure on the structure's opposite wall.
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A safety factor of 1.50 will be provided against sliding and against overturning for
structures under normal static loading conditions.
A safety factor of 1.5 will be used against sliding and overturning for lateral load
conditions that include seismic loads.
Where hydrostatic uplift occurs, resistance may be provided by dead weight (concrete
structure and soil directly above footings) using a safety factor of 1.50 against flotation
at design groundwater level and 1.10 against flotation with groundwater to the top of
structure.
8.5.5 Foundation Design
Recommendations are provided in CDM's geotechnical report included in this report.
8.5.6 Concrete Design
General
Concrete design for process structures will be in accordance with ACI 318 and ACI
350. Special requirements for seismic design per CBC & IBC will be followed.
For the calculation of design moments and shears for wall panels with various
boundary conditions, the following references will be used:
Engineering Monograph No. 27, "Moments and Reactions for Rectangular Plates,"
U.S. Department of Interior, Bureau of Reclamation (a water resources technical
publication)
Portland Cement Association (PCA) publication "Rectangular Concrete Tanks,"
1998
Anchorage
The design of anchor bolts and headed anchor studs will be in accordance with
Section 1913 of the IBC.
Cast -in anchor bolts are preferred for support of critical equipment and framing.
Drilled -in expansion anchors will not be used for critical fastening such as extreme
vibratory conditions, and impact loads.
Special inspection will be provided for cast -in anchor bolts and installation of drilled -
in anchors.
Waterproofing
Waterstops will be provided in all joints in walls and slabs of liquid containment
structures to prevent exf filtration of liquid into soil or dry areas of structures.
8 -16 IMP
Nmv=Wl
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Waterstops will be provided in all below -grade joints in walls and slabs to prevent
infiltration of groundwater into structures. In addition, waterproofing will be applied
to the buried exterior surfaces of the exterior concrete walls of non -water retention
areas. If required per geotechnical recommendations, a wall drainage system will be
provided.
8.5.7 Structural Steel Design
Structural steel design will be in accordance with the AISC Manual of Steel
Construction - Allowable Stress Design. Special requirements for seismic design are
found in the AISC Seismic Provisions for Structural Steel Buildings. All welding will
conform to the requirements of AWS D1.1.
Where steel columns are used, 1.5 -inch minimum thickness of non shrink grout will
be provided below the column base plate.
8.5.8 Miscellaneous Metals and Other Materials
Aluminum will be used for gratings, cover plates, hatches, guardrails, ladders, etc.
unless inappropriate for the application. Where other materials are to be used,
material type will be identified on the drawings. Aluminum supports will be
designed in accordance with engineering data and specifications published by the
Aluminum Association.
8.6 Process Mechanical
This section describes the general process mechanical codes and design standards that
will be used in the final design phase of the project.
8.6.1 Applicable Codes, Standards, and References
The following is a list of the primary codes, standards and references that will be used
in the design of the Plant 150. Additional design references and standards will be
identified during final design. Where conflicts occur between two or more of the
documents presented, the Engineer of Record will make the determination of which
shall apply.
American Society of Mechanical Engineers (ASME), Codes and Standards
American Society of Testing and Materials (ASTM) Standards
American Water Works Association (AWWA) Standards
EPA Technical Bulletin EPA - 430 -99 -74 -001, Design Criteria for Mechanical, Electric,
and Fluid System and Component Reliability, "Reliability Class I"
Hydraulic Institute (HI) Pump Standards, 2002
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Details on the design are presented in Sections 6 and 7. A preliminary piping
schedule is presented in Table 8 -3.
Table 8 -3
Preliminary Piping Schedule
Service Diameter Pipe Material Joint Type
Above -Grade Raw or 12" to 30" Cement Mortar -lined Flanged
Treated Water Ductile Iron pipe
Above -Grade Brine 1/
2" CPVC Solvent- welded
Above -Grade 0.8% 3/
4" to 11/
2 CPVC Solvent- welded
SHC
Below -Grade 0.8% 3/
4" (2 ") CPVC Solvent- welded
SHC
8.7 Building Mechanical
The Operations Building will house a small field laboratory, toilet room, control room
and electrical room. There will be no hood in the laboratory. The Operations
Buildign will be provided with cooling and heating.
The Chemical Storage Area will be continuously ventilated with an FRP exhaust fan.
The Generation Room will be enclosed in a separate room and will be cooled only.
8.7.1 HVAC Design Criteria
Design conditions are based on data from the California Title 24 Part 6, California
Energy Code, Joint Appendix II, Reference Weather /Climate Data for Highland
California.
Winter: 31° F Dry Bulb Minimum at 0.2 percent Criteria (1)
Summer: 102° F Dry Bulb/ 70° F Wet Bulb Maximum at 0.5 percent Criteria (2)
Latitude: 34.090 N
Longitude: 1170 19' W
1) Actual temperature is equal to or above the design criteria 0.2 percent of the
time, or 17.5 hours of the total year. This is a slightly colder criterion than the
ASHRAE Fundamentals 97.5 percent criteria.
2) Actual temperature is equal to or above the design criteria 0.5 percent of the
time, or 44 hours of the total year. This is a slightly warmer criterion than the
previous 97.5 percent criteria in previous ASHRAE Fundamentals.
Indoor Design Criteria
Ventilation quantities will be based on ASHRAE 62a -1990. The ventilation quantities
are summarized in Table 8 -4.
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Table 8 -4
Ventilation Quantities
Temperature Outdoor Air
Summer Winter
Type of Area Ventilation Comments
Minimum Criteria
Operations Building — 75 OF 70 °F 20 cfm /person
Maintain positive
Water Field Laboratory pressurization.
Operations Building — 75 °F 70 °F 20 cfm /person
Maintain positive
Control Room pressurization.
Operations Building — 85 °F 55 °F 20 cfm /person
Maintain positive
Electrical Room pressurization.
10 °F
Sodium Hypochlorite above
Amb. 6 ACH Continuously VentilatedStorageAreamax
Ambient
Sodium Hypochlorite
10 °F
Generation Room
2 below max Amb. N/A N/A
Ambient
Notes:
1. Due to potential for accumulation of pockets of vapors, the area will be normally ventilated through passive means
through the roof structure. Means for purge ventilation may be required.
2. The proposed generator is a skid mounted unit. Air conditioning is recommended to keep room temperature at
100 °F.
Acronyms and Abbreviations:
Amb = Ambient
cfm = cubic foot of air per minute
N/A = Not Applicable
Special Criteria for Ventilation Spaces
All new enclosed, habitable facilities will be ventilated to keep equipment or spaces at
reasonable operating temperatures. In rooms such as motor rooms and engine rooms
with high internal heat gains due to equipment, the air circulation rate will be based
on the heat load or gain through the room. In other areas the required air circulation
rate may be determined by a minimum exhaust ventilation rate rather than the heat
load evaluation.
Hazardous Areas
Ventilation systems will be designed to minimize the potential for fire and explosion,
and to maintain the concentrations of hazardous gases to levels below those
considered to be dangerous to personnel. In these hazardous areas the purge
ventilation rate is usually determined by air changes per hour (AC /hr) or cubic foot
per minute per square foot (cfm/ sf) of floor area.
Motor Control Centers, Control Equipment Rooms and Electrical Rooms
All MCCs and control equipment will be located in spaces served by air handling
units equipped with MERV 7 rated air filters. The heat gain in the space is high
enough to make temperature control by ventilation alone practical, thus air
conditioning will be provided.
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Noisy Equipment Areas
Noise reduction and vibration control will be provided in areas containing equipment
that generate substantial noise, such as standby generators. Noise will be controlled
to meet local codes and regulations. Acoustical louvers for air intake and exhaust will
be considered for facilities where equipment is located.
Seismic
Design for seismic conditions will follow the criteria outlined under the structural
section and the requirements per the applicable building codes. Refer to the structural
section for the applicable seismic zone to be used in design. All piping, ductwork, and
equipment will be attached to the supporting structure to resist seismic forces.
Anchorage of pipelines crossing isolation or expansion joints in the supporting
structure also will be designed to accommodate movement across the joint.
Redundancy
Each electrical room will be provided with a minimum of two air - conditioning units,
each unit rated at 50 percent to 60 percent of the room summer design load. If one
unit fails, the second unit will keep the room partially cooled until repairs to the
malfunctioning unit are made since the probability of both units failing at the same
time is low.
8.7.2 HVAC Equipment
All air conditioning and heating systems are designed and manufactured in
conformance with the latest requirements of the State of California Energy
Conservation Standards, Title 24. All equipment has a minimum Energy Efficiency
Ratio (EER) of 8.2. Unless required for process, areas which are not continuously
occupied will not be heated or cooled. Where required, fans will be used for
ventilation air changes.
Fans and Air Handlers
In general, fans and air handlers will be all aluminum construction with the exception
of fans in fiberglass duct systems where fiberglass fans will be used. Fans will have
motors mounted outside of the air stream. Where possible, fans will be backward
inclined centrifugal fans. Drives will be belt driven with variable sheaves.
V -belt drives will consist of the driver and driven sheaves and one or multiple
matched V- belts. V -belt drives will have belt horsepower ratings equal to or greater
than 1.5 times the driving motor nameplate horsepower.
The selection of fans, air handling units, air conditioners, heating, ventilating and air
conditioning machinery and mechanical equipment and the installation of system
components such as ductwork and piping will be such as not to create noise that will
exceed the levels of permissible noise exposures for occupational areas as established
by the OSHA and other Federal, State and local safety and health standards, codes
and ordinances.
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Ductwork
In general, round ductwork will be used wherever possible. Where rectangular
ductwork is required, the aspect ratio will not exceed 4 to 1. Ductwork will be
designed for a maximum pressure drop of 0.10 -in water gauge per 100 -ft of duct with
a maximum velocity to limit the generation of noise.
Sheet metal ductwork will be constructed using the gages or thicknesses and
reinforcing called for by SMACNA for the material specified. Galvanized steel
ductwork will be constructed of hot dip galvanized sheet steel, per ASTM, A525 and
A527. Aluminum ductwork will be constructed of 3003H 14 alloy B&S Gauges.
Stainless steel ductwork will be constructed of Type 316 stainless steel.
FRP ductwork and fittings will conform to PS15 -69. Wall thicknesses will be
calculated for the specific project conditions. FRP duct will typically be used for
exterior installations and installations in process areas only.
Ductwork will be fabricated and erected in accordance with SMACNA requirements
and rigidly supported and secured.
Insulation
Insulate ductwork and piping per the following Tables 8 -5 and 8 -6. Verify that
insulation requirements comply with the latest applicable energy codes.
Table 8 -5
Pipe Insulation Schedule
Service Installation
Pipe Size
Insulation
Field - Applied Jacket Type
Thicknessin.) TypeYp See Note 1, 5 below)
in.)
Refrigerant
Lines Indoors All 1 -3 1
suction)
Refrigerant
Lines Outdoors All 1 -3A 1
suction)
Hot Water,
141 F -200F) Indoors All sizes 1 -1 1-1/2
k =0.25 -0.29
Hot Water, Up to 4 1
105F -140F) Indoors I -1
5 and up 1 -1/2k =0.24 -0.28
General Insulation Schedule Notes:
1. Specific uses and requirements called out on the Drawings take precedence over
those listed above.
2. Jacket material for interior piping and drain bodies in chemical rooms will be
25/50 fire rated PVC with pre - molded fitting covers.
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3. Supplies, drain and trap on handicapped lavatories will be insulated with fully
molded, white, closed cell vinyl insulation kit, Truebro, Model 120W -105 or equal.
4. Where 'None' is specified in the schedule above under the field - applied jacket
column, it will mean that the insulation will be provided with the insulation
manufacturer's standard factory applied jacket (paper of foil) as called under Part 2
Products of this specification.
5. Field applied jackets will only be provided for Exposed piping and is not required
for concealed piping (e.g. above lay -in ceilings, behind walls and chases).
Table 8 -6
Duct Insulation Schedule
Insulation
Jacket
Type ThicknessServiceLegendInstallationSize
Type
in.)
Supply Air SA Indoors — All 1 -5 1-1/2
Concealed
Areas
Supply Air SA Indoors — All 1 -5 1-1/2
Exposed
Areas *
Air SA Outdoors All 1 -7 2 AlSupply
Return Air RA Concealed All 1 -5 1
Return Air RA Exposed* All
Return Air RA Outdoors All 1 -5 1 Al
Outside Air OA Indoors — All 1 -7 2
Concealed
Areas
Outside Air OA Indoors — All 1 -5 1-1/2
Exposed Areas
General Insulation Schedule Notes:
A. AL = Aluminum Jacket.
B. Specific uses and requirements called out on the Drawings take precedence over those listed.
Exposed ductwork will be insulated in rooms that it does not serve.
No additional jacket required beyond what is specified with the insulation.
Electrical Equipment
Electrical enclosures and panels will be suitable for the environment and electrical
classification in which they are located.
Equipment Vibration Isolation
Where necessary, HVAC machinery and vibrating HVAC system components will be
isolated from the building structure by vibration isolators with a minimum absorption
efficiency of 90 percent for the lowest disturbing frequency of the particular vibration
source. Special types of vibration isolators such as piping and ductwork flexible
connectors and flexible wiring conduits, will be provided where connections are
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made to system components that vibrate or generate noise. When exposed to the
weather or wet environments, isolators will be provided with corrosion protection.
Flame and Smoke Ratings
All materials, including adhesives, surface coatings, sealers, assemblies of several
materials, insulations, jacketing, finish, etc., will have flame spread ratings not over 25
fire resistive), and smoke development ratings not over 50 and fuel contributed
rating not over 50, as established by tests conducted in accordance with the Federal
Standard 00136B, National Bureau of Standards Radiant Energy Fire Test and the
National Fire Code of the NFPA. These requirements will apply to all circumstances
whether the materials are field applied or applied by a manufacturer in his /her shop,
or elsewhere, prior to delivery to the project.
Bearings
Equipment will be furnished with bearings suitable for the intended equipment
service. Extended lube lines with pressure reliefs will be provided for all bearings
which are not readily accessible from outside the equipment.
Hangers, Supports, and Anchors
All piping will be supported at a maximum of 10 foot intervals. Hangers or rings will
be sized to fit outside the insulation. Rectangular, round and flat oval ductwork
support spacing and size of hangers will be as called for in the SMACNA standards.
All duct hanger and fastener materials will be of same finish as ductwork which they
serve (e.g., galvanized, aluminum, black steel).
Design of all hangers will include the effect of all loads applied to the duct and pipe
as well as the load of the duct or pipe. These loads include, but are not limited to
wind, seismic, and internal dirt or liquid buildup.
8.7.3 Plumbing Design Criteria
The plumbing system to be included in the final design will consist of the following:
Potable water and industrial water
Wastewater systems
Roof and overflow drainage
Emergency shower and eye wash stations
Potable Water and Industrial Water
The potable water/ industrial water system will be connected to the existing water
system. Potable water will be protected by approved back flow preventers as
required by code. Hose bibs with integral vacuum breakers will be provided at the
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perimeter of structures with a maximum spacing of 150 feet. Emergency eye
wash/ shower will be provided for the Disinfection Facility as required by code.
Where required to serve equipment with the potential to contaminate the potable
system, an industrial water system may be provided. Industrial water will be
supplied via the potable water system after appropriate isolation with approved
backflow prevention devices such as reduced pressure zone type back flow preventer
with a switch elbow or an air gap.
The Operations Building will be provided with a gas water heater to supply hot water
to the shower and lavatory. The Disinfection Facility will also be provided with gas
water heater to provide tempered water to the emergency eye wash/ shower.
Wastewater Systems
The wastewater systems will serve all regular plumbing fixtures to include sinks and
regularly used drains. The wastewater will, in general, leave the facility as a gravity
drain and will terminate at a point approximately 10-ft outside of the facility
foundation wall. Continuation of the exterior portion of the system will be included
under the civil, underground piping section of the work. All indoor floor drains will
be provided with trap primers.
HVAC condensate drainage piping will be provided to each HVAC unit. Such piping
may drain to an indirect connection to the wastewater system via either tailpiece
connection at the nearest sink, or a fixed air gap mounted within a corrosion resistant
panel in the wall.
Roof and Overflow Drainage
Roof drain systems will be provided to serve the roof as required by the architectural
design. Sizing of the drains and drainage piping will be by the method outlined in
the International Plumbing Code. Capacity will be based on rainfall figures
commonly used for the area.
Flame and Smoke Ratings
All materials, including adhesives, surface coatings, sealers, assemblies of several
materials, insulations, jacketing, finish, etc., will have flame spread ratings not over 25
fire resistive), and smoke development ratings not over 50 and fuel contributed
rating not over 50, as established by tests conducted in accordance with the Federal
Standard 00136B, National Bureau of Standards Radiant Energy Fire Test and the
National Fire Code of the NFPA.
Emergency Shower and Eye Wash Stations
Emergency shower/ eye wash stations will be provided at the Sodium Hypochlorite
Storage Area and Laboratory room in Operations Building.
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Materials
Potable Water / Industrial Water: Non - corrosive atmospheres - copper pipe, cast
copper or brass fittings, soldered lead -free solder. Corrosive atmospheres - 316
stainless, threaded fittings or welded.
Wastewater (regular plumbing) /Roof and Overflow Drainage: cast iron, hub &
spigot, resilient gasketed joints below grade. Cast iron, no hub fittings above
grade.
8.7.4 Fire Protection Design Criteria
All additions are required to be protected by a sprinkler system per the new codes
adopted by the City of Highland.
A fire flow test is required. Adequate water pressure will need to be verified to
confirm the requirement of a fire pump. Fire Pump may be required to provide the
required pressure for the sprinkler systems. The need for fire pump will be reviewed
with the Fire Marshall.
Design for seismic conditions will follow the criteria outlined under the structural
section and the requirements per the applicable building codes. Refer to the structural
section for the applicable seismic zone to be used in design.
Wet type sprinkler system will serve the Operations Building and dry type sprinkler
system will serve the Disinfection Facility. Isolate each fire system from the plant's
potable water system via a double -check type backflow preventer.
The need for additional fire hydrants will also be reviewed with the Fire Marshall.
8.8 Electrical
This section describes the general electrical design codes and standards that will be
used in the final design phase of the project. It also includes a discussion of the
electrical design criteria that will be required to support the new treatment system.
8.8.1 Applicable Codes, Standards, and References
The following codes and design standards will be used for the design of the electrical
system.
Applicable state, county, city or local codes
California Title 24
Illuminating Engineering Society of North America (IESNA) Lighting Handbook
InterNational Electrical Testing Association (NETA), Acceptance Testing
Specifications for Electrical Power Distribution Equipment and Systems
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National Electrical Code (NEC) (ANSI Cl) (NFPA 70), 2005 edition
National Electrical Safety Code (ANSI C2) (NBS H30)
National Fire Protection Agency (NFPA)
Association of Electrical and Medical Imaging Manufacturers (NEMA)
Institute of Electrical and Electronics Engineers (IEEE)
American National Standards Institute (ANSI)
South Coast Air Quality Management District, Rule 1470
Underwriters Laboratories (UL)
8.8.2 Proposed Electrical System
The proposed electrical power distribution system shall take into consideration the
two -phase construction nature of this project. Phase 1 (initial phase) shall consist of
treatment plant loads totaling approximately 900kva running or 1400kva connected.
Phase 2 (ultimate phase) on the other hand is expected to total approximately 2800kva
running or 3300kva connected. The proposed electrical system shall have the capacity,
or the capability to be upgraded to have the ultimate capacity, to support the total
anticipated loads.
The main switchgear will be single- ended and service entrance rated at 2500 amps,
upgradable to double -ended with 2500 amps at each end. The generator paralleling
switchgear shall be rated 2500 amps with 2500A utility breaker at bus "A" and bus
B "; and the generator bus will be rated 4000A with two 2000A generator breakers
and a 3000A load bank circuit breaker; there will be feeder circuit breakers for four
motor control centers.
The motor control centers shall have the bus capacity for the ultimate system loads.
The MCCs shall have spare vertical sections containing the motor starters for the
anticipated future finished water pumps and influent pumps. There will be two
MCCs for the finished water pumps -one for the intermediate zone and one for the
lower zone, with another MCC anticipated for the future intermediate zone pump
starters. The motor control centers for the intermediate and lower zone pumps shall
be outdoor type and located near the pumps. The outdoor MCC enclosure will be
NEMA 3R non - walk -in type with air - conditioning.
The fourth MCC will be for the treatment plant loads and will be located inside the
electrical room of the operations building. This MCC shall also have a spare vertical
section to accommodate the anticipated additional future loads.
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The panelboards shall have the bus bar capacity, spares and spaces for the ultimate
system loads as well. The dry type transformers shall also have the spare capacity to
accommodate the expected future loads.
8.8.3 Electrical Design Criteria
The following criteria will serve as a guide during the development of the electrical
design.
Voltage Drop
Conductors will be sized for a maximum voltage drop of 2% for feeder conductors
and 3% for branch circuit conductors at full- connected load. Total maximum voltage
drop allowed will be 5%.
Motor Control Centers
NEMA 1A gasketed, 480 volt, 3 -phase motor control centers will be provided for
indoor installations. Outdoor installation will include a NEMA 3R enclosure. Motor
control centers will be equipped with the following:
Transient voltage surge suppression
Motor starters, full voltage, for 50hp and below
Motor starters with soft starters (RVSS) above 50hp
Motor starters with variable frequency drives
Circuit breakers (main &feeders) sized according to the loads they protect per all
applicable codes
Dry -Type Transformers
Dry type transformers will be energy efficient three phase 480 volt primary, with four
2-1/2% full capacity taps below normal, 120/208 volt secondary, 150 degree C rise,
220 degree C insulation, indoor total enclosed non - ventilated enclosure.
Panel Boards
The lighting panel boards will be rated for 120/208 volt, 3 phase, three wire, and
10,000 amp circuit breaker interrupting capacity, with solid - grounded neutral and
copper buses and bolt -on type circuit breakers. The distribution panelboards will be
rated 480/277 volt, 3 phase, three wire, and 14,000 amp (fully rated) circuit breaker
interrupting capacity. Each panel board will have a main circuit breaker, 10 percent
spare feeder circuit breakers and 10 percent space.
Transient Voltage Surge Suppression
Transient voltage surge suppression (TVSS) will be provided on the motor control
centers and switchboard and close- coupled to panelboards. The design will address
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fluctuation in the quality of incoming power available. TVSS will be installed on the
load side of a TVSS circuit breaker.
Lighting and Illumination
Interior and exterior lighting will be provided for the treatment facility buildings and
surrounding areas. The interior and exterior lighting system will be designed in
accordance with California Title 24 requirements. Exterior lighting will be located
above each exterior door and on steel poles. The interior and exterior lighting system
will be designed using the following illumination levels. These levels will be
considered as general guidelines subject to the constraints and requirements of Title
24.
Table 8 -7
Illumination Levels
Functional Area Intensity (Foot - candles)
Interior Lighting 30
Exterior Lighting 0.5
Interior lighting will consist of high- efficiency fluorescent light fixtures with high
efficiency electronic ballasts and prismatic lenses.
Exterior lighting will utilize bronze - colored, shoe -box type fixtures with 90 -watt, low -
pressure- sodium. The control of the exterior and interior lights will consist of
switches, photocells and motion detectors, as currently allowed by the latest edition of
Title 24.
Emergency lighting will be provided to illuminate the paths of egress in the new
facility. The emergency lighting will use internal batteries to provide 90 minutes of
backup time.
Interior and exterior lighting will be operated on 120 volts.
Grounding
The electrical system will be solidly grounded. Buried #4/0 bare copper ground rings,
located 30- inches below grade with ground rods and a ground test well, will be
provided as the grounding electrode system around the new facility per NFPA 70
NEC). An equipment grounding conductor sized per the NEC will be provided in
each conduit to ground all electrical equipment.
The grounding electrode system will have maximum resistance of 5 ohms for the
electrical system.
Wiring Methods
Power and lighting conductors will be copper, 600 volt, rated 90 degree C, wet
location, moisture resistant, flame - retardant, thermosetting insulation, Type XHHW-
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2. Control wiring shall be copper, Type THHN /THWN stranded. Conductor sizing
shall be based on 40 degree C ambient temperature.
Underground conduits will be either direct - buried PVC - coated rigid galvanized steel
or PVC Schedule 40 conduit with concrete encasement.
Exposed conduits will be PVC - coated rigid galvanized steel. Liquid -tight flexible
metallic conduit will be used for flexible connections in dry, wet, and damp locations.
Flexible metallic conduit will be used for flexible connections to all motor
terminations and to other equipment where vibration is present.
Electrical enclosures located outdoors will be rated NEMA 3R. Stainless Steel type 316
enclosures will be provided in corrosive environment. Conduit mounting straps and
hardware will be stainless steel Type 316.
Receptacles
120 -volt receptacles will be provided at the following spacing as shown in Table 8 -8:
Table 8 -8
Receptacle Spacing
Functional Area Receptacles Spacing
New Facility Interior Every 25 feet
New Facility Exterior Maximum spacing of 50 feet.
Standby Generator
The standby generators will run on diesel fuel to provide electrical power to the plant
essential loads during power outage. It will come with individual self contained,
double walled fuel tank, mounted on the base of each unit. The units will be EPA Tier
II compliant and carry an SCAQMD permit. The enclosures will be sound attenuated
outdoor type.
The units will be NFPA 110 compliant as Class 24, being expected to run a minimum
of 24 hours continuously without refueling, Type 20, being able to restore electrical
power within 20 seconds, and Level 2, for applications not considered life critical.
The standby generator size of 800kw initial and 2400kw ultimate was based on
running the entire treatment plant during loss of power period. The following loads
are not expected to be operating during this period: the standby backwash pump, one
of the finished water pumps for the lower zone, and one of the finished water pumps
for the intermediate zone. The PLC will monitor the position of the automatic transfer
switch and prevent these loads from operating while on generator power. The PLC
will also provide staggered sequenced starting of the large motors upon transfer to
generator power, as well as the re- transfer to normal utility power.
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The standby generators shall consist initially of one 1200kw unit with a generator
control panel, with paralleling capability and expandable to two 1200kw units. The
switchgear shall be Cutler Hammer /Caterpillar type XLMT2, or equivalent.
Reduced Voltage Solid State Starters, Soft starters (RVSS)
The reduced voltage solid state starters, soft starters, will be used for large motors,
above 50hp, to reduce starting inrush current and high kW demand charge on the
utility bill. The soft starters will have adjustable ramp up and ramp down parameters,
as well as bypass contactors for running economy. The units shall be designed for
centrifugal pump application - with motor overload protection, as well as RTD
temperature sensor protection for both the motor windings and the pump bearings.
The pump units will also be protected against high vibration.
Variable Frequency Drives
The variable frequency drives shall consist of IGBT modules with PWM output. The
VFDs harmonics shall be IEEE 591 -1992 compliant. The motors controlled by VFDs
will be rated inverter duty, per NEMA MG -1 Parts 30 and 31.
8.9 Instrumentation and Controls
This section describes the general instrumentation and control (I &C) design codes and
standards that will be used in the final design phase of the project. It also includes a
discussion of the I &C design criteria that will be required to support the new
treatment plant.
8.9.1 Applicable Codes, Standards, and References
The following codes and design standards will be used for the design of the I &C
system. Where conflicts occur between two or more documents presented, the
engineer of record will make the determination of which shall apply.
National Electrical Code (NEC) (NFPA 70)
Instrumentation, Systems, and Automation (ISA) ISA- RP60.6 Nameplates, Labels,
and Tags for Control Centers
ISA -RP 12.6 Installation of Intrinsically Safe Systems for Hazardous (Classified)
Locations
ISA -S5.1 Instrument Symbols and Identification
ISA -S5.4 Instrument Loop Diagram
ISA -S20 Specification Forms for Process Measurement and Control
Instrumentation; Primary Elements and Control Valves
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8.9.2 I &C System Design Criteria
The SCADA system will be designed similar to that of Plant 134. The IBC system will
be designed with sufficient instrumentations such that the plant will be fully
automated, capable of being operated without a plant operator in attendance. Where
possible, instruments will be standardized in order to reduce the training burden on
maintenance personnel and the requirement to stock different spare parts. The control
system will be consists of a Kingfisher RTU, an operator workstation, a radio modem,
a UPS, and an Ethernet switch. The RTU at Plant 150 will communicate with the RTU
at the City Yard via the radio modem. This radio communication between the two
sites allows the operator at Plant 150 to monitor and control the District -wide SCADA
system and also allows the operator at the City Yard to monitor and control Plant 150.
The District's system integrator, ATSI, will be contracted to develop and program the
SCADA (Kingfisher RTU and HMI) system. ATSI has programmed various sites for
the District and are familiar with the District's standard. Additionally, the District will
obtain the services of ATSI to review the design of the SCADA network.
The following are brief descriptions of the major components of the SCADA system.
Kingfisher RTU
The Kingfisher RTU will be the primary control component of the SCADA system.
The RTU shall consist of a hot/ standby pair of processors and power supplies.
Control of the plant will switch to the standby processor whenever the primary
processor fails for any reason. The whole plant will be monitored and controlled
through the RTU. Signals from field instruments, hand switches, and packaged
systems will be wired to the RTU's 1/0 modules. The processor module will scan the
input modules and based on the input signals and setpoints entered by the operator
via the HMI computer, control algorithms in the RTU will initiate control actions to
the field equipment according to pre- defined control strategies. The RTU also contain
algorithms to compute various flow totals and motor runtimes and to generate
various equipment statuses and alarms.
In addition to controlling Plant 150, the Kingfisher RTU will be configured to
communicate with the City Yard's RTU. The configuration will involve setting up
blocks of register to be messaged back and forth between the two sites. This exchange
of data allows the operator(s) at either to locations to monitor and control Plant 150
and the District -wide SCADA system.
Similar the Plant 134, the Kingfisher RTU will be used to notify the on -call operator of
alarm conditions at Plant 150. When alarm(s) exists, the RTU will initiate the built -in
alarm callout routine by using the Alphanumeric Paging functions. The paging driver
in the RTU will be configured with required on -call information.
The Kingfisher RTU shall include the following components:
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Section 8
Design Standards
Backplane(s): The backplane will be where various Kingfisher modules will be
mounted on. It allows the processor module to communicate with all the other
modules in the RTU and supplies power to each of the other module.
Power Supplies: For redundant purposes, each backplane will have two power
supplies. If the primary power supply fails, the standby power supply will provide
power to the backplane. The power supply will be Kingfisher PS -11 or equal.
Processor module(s): For redundant purposes, the RTU will consist of two
processors. The processor module provides all required processing, 1/0 scanning,
logic, control and communications functions for the RTU. The processor module
will be Kingfisher CP -11 or equal.
I/O modules: The I/O modules provide the interface between the RTU and the
field instruments. The RTU will be provided with enough I/O modules to
accommodate the required I/O points plus the require spares.
Communication Module(s): If required, communication module can be added to
the RTU to provide connections to additional communication networks.
Operator Workstation
The operator workstation will be located in the control room and will be connected to
the RTU via Ethernet communication. The workstation will be a industrial computer
running on Windows XP SP2 operating system. Currently, the District is using
Wonderware as the software package. However, the District is transitioning to a
C1earSCADA HMI software package. The operator workstation for Plant 150 will be
furnished and installed with the HMI package that the District uses at the time of
construction. The HMI software will be used to develop graphical displays to allow
the operator to monitor and control the plant. The District's exiting HMI application
at the City Yard will be used as a starting point. Screens and tags for Plant 150 will be
added to the existing application. The modified application will allow the operator to
monitor and control not only Plant 150, but also the District -wide SCADA system.
The operator workstation will provide full data logging, alarming, trending,
reporting, and archiving capabilities. Using logged data, daily and/or monthly
reports will be automatically generated. Reports will be configured in such a manner
so they can provide ready information required by Local, State, and Federal agencies.
Radio Modem
A radio modem will be provided to allow the Kingfisher RTU at Plant 150 to
communicate with the Kingfisher RTU at the City Yard. The radio modem will be a
Teledesign model TS4000. The radio will be furnished with at Omni antenna and will
be mounted on the roof of the control building. The radios at both locations will be
configured with the required parameters by ATSI.
s -s2 CDM
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Section 8
Design Standards
Uninterruptible Power Supply (UPS)
A UPS will be provided and installed in the control panel. The UPS will provide
power to the control system during temporary power outages. The UPS will be sized
to provide power to the PLC, HMI computer, radio modem, and critical instruments
during temporary power failures for a minimum of 30 minutes. The UPS will provide
the operator enough time to orderly shutdown the process. The emergency standby
generator will provide power to the whole plant during power outages.
Ethernet Switch
Communication between the Kingfisher RTU and the operator workstation will be
through an Ethernet local area network (LAN). An Ethernet switch will be provided
in the control panel. With the amount of information to be exchanged between the
Kingfisher RTU and the operator workstation, the Ethernet communication will be a
faster method than Modbus serial communication. The values and graphics on the
screens will update at faster rate.
8.9.3 System Shutdown
Critical safety system shutdowns will be executed through the computerized control
system and will be backed -up locally with hardwired controls. Critical equipment and
final control elements (e.g., valves) will be designed for safe shutdown of systems or
fail to a safe position to insure safety or process quality. Operator(s) will be notified
using the Kingfisher RTU whenever system shutdown alarms or any process alarms
have occurred.
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Section 8
Design Standards
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Section 9
Construction Planning
This section presents the project implementation schedule for the P150 project. The
proposed schedule includes design and construction and assumes that the District has
secured funding for this project.
9.1 Project Schedule Updates
The project schedule was originally developed under the P150 Conceptual Design
Study (CDM, 2007). This schedule assumes that resin system pre - selection will
proceed under this project after the District reviews and approves this preliminary
design report.
Construction for this project is estimated to take approximately 18 months. The 2-
month regulatory review period after the design is completed assumes that ongoing
input from DPH is obtained during the design phase.
The assumed project schedule is shown in Figure 9 -1.
9.2 Opinion of Probable Cost
CDM IS CURRENTLY UPDATING THE COST ESTIMATE FOR THIS PROJECT
BASED ON THE 30 PERCENT DESIGN DELIVERABLE. COSTS PRESENTED IN
THIS SECTION ARE BASED ON THE DRAFT REPORT (JULY 2008).
The estimated construction cost for P150 Phase 1 is $20,000,000. A breakdown of the
costs is presented in Table 9 -1.
The cost has increased slightly from $18,500,000 the value - engineered (VE) alternative
prepared November 2006. The changes from the value- engineered alternative
include:
Addition of on -site sodium hypochlorite generation system (VE included bulk
delivery)
Larger finished water storage reservoir (2x800,000 gallons versus 1x500,000 gallons
in VE)
Ornamental fencing instead of chain link fencing
Additional cost for natural -gas powered stand -by generators instead of diesel
generators. Additional equipment cost is approximately $630,000.
The following costs are not included in this cost estimate:
Well 11, 12, and 28 improvements.
D_
11_'
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9 -1
Section 9
Construction Planning
City of Highland street improvements (street paving or median work)
Table 9 -1
Opinion of Probable Construction Cost
Division Estimated Cost
Site Construction 5501000
Concrete 112101000
Architectural 8601000
Equipment 413501000
Instrumentation (5% allowance) 4281000
Mechanical 314601000
Electrical 116201000
Subtotal Construction 1214801000
Field Office Overhead (10 %) 112501000
Subtotal 1317301000
Contingency (20 %) 217501000
Home Office Overhead (6 %) 8201000
Total Construction Cost 1713001000
Margin (10 %) 117301000
Subtotal 19, 030, 000
Builder's All Risk Insurance (1 %) 2001000
General Liability Insurance (2 %) 4001000
Bond (2 %) 4001000
TOTAL 2010001000
9 -2 cm
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Section 9
Construction Planning
This section presents the project implementation schedule and construction cost
estimate for the P150 project. The proposed schedule includes design and
construction and assumes that the District has secured funding for this project.
9.1 Project Schedule Updates
The project schedule was originally developed under the P150 Conceptual Design
Study (CDM, 2007). This schedule assumes that resin system pre - selection will
proceed under this project after the District reviews and approves this preliminary
design report.
Construction for this project is estimated to take approximately 18 months. The 2-
month regulatory review period after the design is completed assumes that ongoing
input from DPH is obtained during the design phase.
The assumed project schedule is shown in Figure 9 -1.
9.2 Opinion of Probable Cost
The estimated construction cost for P150 Phase 1 is $19,606,000 which includes
18,500,000 construction cost and $1,106,000 escalation to mid -point of
implementation in February 2010. A breakdown of the costs is presented in Table 9 -1.
The project construction cost has increased slightly from $18,500,000 the value -
engineered (VE) alternative prepared November 2006 and reported in the Water
Master Plan. The changes from the Water Master PIan include:
Addition of on -site sodium hypochlorite generation system versus assumed bulk
delivery
Larger finished water storage reservoir, 2x800,000 gallons versus 1x500,000 gallons
Ornamental fencing instead of chain link fencing
Sidewalks and curbs along 5tb Street, 6th Street and Del Rosa Drive
The following costs are not included in this cost estimate:
Well 11, 12, and 28 improvements.
City of Highland street improvements (street paving and widening, and /or median
work)
t1
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9.1
Section 9
Construction Planning
i>I
Table 9 -1
Opinion of Probable Construction Cost
Division Estimated Cost
Subtotal Construction 11,550,000
Field Office Overhead (10 %) 1,110,000
Sales Tax (7.75%) 490,000
Subtotal 13,150,000
Contingency (15 %) 1,970,000
Home Office Overhead (6 0/6) 790,000
Total Construction Cost 15,910,000
Margin (10 %) 1,590,000
Subtotal 17,500,000 j
Builder's All Risk Insurance (1%) 200,000
General Liability Insurance (2 %) 400,000
Bond (2 %) 400,000
TOTAL 18,500,000
fY ,
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